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HomeMy WebLinkAboutCO, BP, APPLICATIONS, AFFIDAVIT, DESIGNS, FIRE PROTECTION, & TRUSSES - 06-00235 - Cook Office SpaceZ O = O 3o c»_ ~ ~ ~ .. ~ ~ W ~ , ~ y .o ~ -• ~ -~ ~ m m ~~~3 n W ~ ~ ~o~_ ..~ z '~ wfl. 3a._c ~ ~ ~ ~~ ~,oZ~ ~~ Y ~ C •~~ W y c~ v ~?~ ~ N O 'a C~ a O N ~' ~_ fD fD o 1T~1 R_ 0 ~ C~ ~ a N ~ W O ~. 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Main St. / Rexburg, ID. 83440 Building Permit No: 06 00235 Applicable Edition of Code: International Building Code 2003 Site Address: 1216 Stocks Ave Use and Occupancy: Office Space Type of Construction: Type V-N, Unprotected Design Occupant Load: Commercial Sprinkler System Required: No Name and Address of Owner: Cook Alan P O Box 131 Teton, ID 83451 Contractor: Muir Construction Special Conditions: Occupancy: Business, professional or service, restaurants less than 50 This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that wes inspected on the date listed toes found to be in compliance vtith the requirements of the code for the group and division of occupancy and the use for tahich the proposed occupancy vies classified. Date C.O. Issued: January 17, 2~1Z(08:47 C.O Issued b ~~ Y Building Official There shall be no further change in the e~asting occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Water Department: ~ Fire Department: ~. ~ n T'~MPORARY f l ~{RE~B~k~r - ~IrY o~ ~ ::..Certificate of ®ccupancy ~~~jR~ - City of Rexburg `~ } ~ `~' Department of Community Development America's t•arniiy Cnmmurify ° ~ - 19 E. Main St. / Rexburg; ID. 83440 Phone 208 359-302.0 /Fax 2.08. 359-3022 Building Permit No: Applicable Edition of Code: Site Address: Use and Occupancy: Type of Construction: Design Occupant Load: Sprinkler System Required: Name and Address of O~nrner: Contractor: Special Conditions: 06 00235 International Building Code 2003 1216 Stocks Ave Office Space Type V=N, Unprotected Commercial ~``~ ~ U'~ tl ~~ No C~ ~ 5~-~~1 V~ ".~v Cook Afan ~~ v _ P O B ox 131 ~~~~ Teton, ID 8345.1 ~~ Muir Construction S~~ at~+.-~c h~1 Cock' I t~~ o n~ . Occupancy: Business, professional or service; restaurants less than 50 .This Gertifrcate, issued pursuant to the requirements of Section 909 of the International Building Code, certifies that, at the time time ofissuance, this building or that portion of the building that vies inspected on the date listed vies found to be in compliance v~ith the requirements of the code for the group and division of occupancy and the use for v~tich the proposed occupancy vies classified. Date C.O. Issued: January . 17, 20 (08:47AM) ~~~~~- _' C.O Issued by: Building Official There shall be no further change in the existing occupancy classification of the building nor shall any structural changes, ~ . modifications or additions be made to the building or any portion thereof until the Building Official: bias reviewed and approved said future changes. Water Department: ~ " - Fire De artment: ~-~ ~a ~ /I E ent cY4EZat;.pc ~y r° V.~ May 2, 2007 To File: 06 00235 Cf'PY 4f+ ~~ W~~ ---' cry Americus Furnily Community Planning and Zoning, final site visit for the commercial building at 1216 Stocks Avenue Planning and Zoning has performed a final inspection for issues regarding the approved site plan. The following item(s) (Please see attached site plan with review notes for clarification) are those that are outstanding and should be addressed in order to consider the project completed: ~~ 1) Sidewalk along the north end of the parking lot running east/west to Stocks Avenue needs to be installed. The Planning and Zoning Department would request that a temporary certificate of occupancy be issued that is valid until June 1, 2007 in order for the development to resolve the above stated issues. Gary Leikness Planning and ZoningAdminirtrator 19 E. Main Rexburg, 1D 83440 P. O. Box 280 ' Phone (208J 359.3020 ext.314 Fax (208) 359.3024 garyl@nxburg.org wnm<rexburg.org P.a. Box i~~ TETCI N . I DAH 0 709-4453 31 3-6001 ° 23. ~5' o z~..: o~. ~3 ~---- RETAIN N E -- ---- C BENCH o O F F I C E, ~XlSTI~lG CONSTRUCTION ~, `~' ~ FINISHED FLOOR 4871.00 ~ FINISHED FLOOR 4871.00 a ~'~ / ~ ~ ~ PRCIPOSED NEW _ A - 13 U 1 L D I N G LANDSCAPE ---___ _-- INFORMATION KIOSK LAN SCAPE 5' WALK ;~, GPI 8 ~, 05 ~~ ~ o ~~ ~ LANDSCAPE !_ - ~ ELEV.870.96 ~'J ~ z ~ c~ ~' =~ ~ ,~ ~I~ ~~ __ _~ ~ ~ I ~ ~ UUMPSTER I l!___ _--~ ELEV. 4870.96 W -- I ~ ^ ~~ 5 WALK- ~4. ~O' ~ ~ :.~ 18 ~ ~~ ° e ...- V, ~ 6 ~ ~i O E EV. 4867.12 0 I\ CATCH BASI ~ ELi~: ~`'~~ 9' 9 ~~ ELEV. 4869,85 8" ~D _ t ELEV. 48 ,96 , O `` ~ 0 24. ~~0 a ~, ~ ~ ~ ~~- ~;~ ~ ~ ,~~ 8 g ~ ~., O O 24 z_, .,~.. ~ ~ `~ 18' ~9' 9' ao ~~i ~ 18 a: 7 ,~' :~~~ ~ ~~, ,~~~_ o:~ I B:o.C. I- - _ LA I V D S C ELEV. 4870.6. LA N D S CA P~ LANDSCAPE PE BR NT 5' WALK _ ~ 04. o0 I°T'E PLAN 1 rr,=-~ 01--~ r- AVE. 108.83 w I l i EI/LEV. 4 APE E~~ ,-- CITY CAF AEXBUAG 00235 BUILDING PERMIT APPLICATION Please ~ Cook Office Space 19 E MAIN, REXBURG, ID. 83440 If the ques 208-359-3020 X326 1216 Stocks Ave PARCEL NUMB R: ~~ I2~ ~j~ C3(~ (We will provide this for you) SUBDNISION: ~~,Q~~,Q cl,,,~r~(~s ~6r7 ~ UNIT# BLOCK# T.nT# is based on the information -must be vwsv~rc lv~~• ~( ~~ vL [' ~ CONTLA_CT PHONE # °JD g- UPS S PROPERTY ADDRESS: ~ ~ ~ ~ (~ STULGS (~~ PHONE #: Home ( ) ~/S8 -~f'fnS ~ Work ( ) yr$ ~~f~F.S~Z- Cell ( ) 7a 9-U~fS 3 OWNER MAILING A~DnDRESS:_ ~o ~p~d (~ / CITY: 7~~-p n,1 STATE:~ZIP: 34 EMAIL(~['/'o~Ec,trlLtJk/'E~2~~Cow~FAX ,~i.s~-~272- APPLICANT (If other than owner) (Applicant if other than owner, a statement authorizing applica t to act as agent for owner must accompany this application.) APPLICANT h,N/FORMATION: A~D~D~RESS CITY:_ A / ~6~- STATE; ~~I ZIP!V 1 f~- EMAIL FAX `~ Il ~-~- PHONE #: Home ( ) ~ ~ Work ( ) Cell ( ) ~~ ~- CONTRACTOR: MAILING ADDRESS: ~ ~~ ~~.zL.~- a ~[--~~,~ (T CITY ~ ti` ~~' STATE~ZIP ~' _ y L~ PHONE: Home#_3 ~~/ - ~'~ ~' Work# ~ - '~ ~ 7 `~ Cell# ~'~ 7 `- `%/ ~ ~ ` '- `•' Fax# ~g ) - ~_~~ >t. c +~'~ EMAIL ~'I ~` iii. ~~~('~ a~IDAHO REGISTRATION # & EXPIRATION DATE CE O l How many buildings are located on this property? Two ITS ~'! D [~ ~ rj//r Did you recently purchase this property? ~ Yes (If yes give owner's name) Is this a lot split? ~ YES (Please bring copy of new legal description of property) PROPOSED USE: ~ovL1M•~Pr~-xl (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: under penalty of perjury, I hereby certify that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the Planning and Zoning Commission or the Ci[y Council for the City of Rexburg shall be tmthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above-mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2003 International Code in cases of any false statement or misrepresentation of fact in the ~p 'on or on tl~e pl n which the pertnit or approval was based. Pemut void if not started within 180 days. Pernut void if work stops for 180 days. Stgn~o~' Owner/Applicant Do you prefer to be contacted by fax, email or phone? Circle One WARNING -BUILDING PERMIT MUST BE POSTED ON ~r-- Plan fees are non-refundable and are paid in full at the time of applic n ginning Tanuar~l, 200 City of Rexburg's Acceptance of the plan review fee does not s ' to p~,pprpv~tl Building Permit Fees are due at time of application** **Building Permits d if ff_chelck doC~'H~t clef • O~ 1lEXB URC ~ rp C O F 90 n~ Tm N~ 1~~V1tG BUILDING SAFETY DEPARTMENT ~ ~ 19 E. Main O Box 280 ~e~, ,a' America's Famil Communi ~ ~ Phone: 208-359-3020 x326 ~HEO ~ Y tY Rexburg, Idaho 83440 Fax:208-359-3024 wvuw rexbur or janellh(a)rexburg orb Affidavit of Legal Interest State of Idaho County of Madison Name ~ Address ~~~ z~-~ Ciry Being first duly sworn upon oath, depose and say: ~~ ~ ~o State (If Applicant is also Owner of Record, skip to B) A. That I am the record owner of the property described on the attached, and I grant my permission to: Name Address to submit the accompanying application pertaining to that property. B. I agree to indemnify, defend and hold Rexburg City and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herin or as to the ownership of the property which is the subject of the application. Dated this ~ ~ ~ ~ day of l~ y 2 p ~ Subscribed and sworn to before me the day and year first above written. LYNDA MERRILL NOTARY PUBLIO STATE OF IDAHO ~,,~. ~~ , otary Pu ~c of Idaho esiding at: My commission expires: ~- ~~ ~ 01/17/2007 15:24 1-208-745-0817 HIGH COUNTRY PAGE 01/01 Jan. 11, 2001 10:45AM ~ ~ NQ, 3512 P. 2 Please complete the enti.c Application! >:eelte atsesdon eocs ,-,.c ea In xA ~_ nn~ ~ 06 00235 ~jR~ODP~TZOADDxESS 1216 StOCk~ Avg Office Spice ~egiedl~l MEC~lC,~91. ~.~P} 1Vtcchaa~carl~Caantt~actot'® Nsme: '~~~lf~"°~ ~~~.- Susiaess ~7ame: / ~ Address f • ~' l~ DX~~~ Gity taCC '~ `~ Zip ~~ Gont~act Phone: (~ (~ ~~' ~~~ BUS~eas Pbtoae: ~~ _ Pax - ~ " ~~/ Mechanical Estimate $~~ (Cuuuncccaal/1lriulti Family Only) FIXTURES &APPZXANC,is'S Cl)UN~'' (~la.Far~ailylJyy~elGng th~1y} Funnacc Exhaust or Vent Duch Pomace/Air C;andi~ioner Combo Dryer Vetsta Heat Pump R.ucxge Hood Verit® Aar Conditioner Coop Salve. V ent~. Evaporative Cooler Rath ,Para Vents u~i~ ~~~ ~ n~~ 9~~ & a~~: _ _ - Sj~ace Heater Dccaa~ativc. gas-fired app]iat',oC Inciner~toz Spstetn Bailer Pool Heates Sitxuilax £u.-tures or Appliances Fuel Gas Pipe Outlets including stubbed in or Future auricle Inlet Presscue (Metex Supply) PSI Heat (Circle sIl that apllp) Gas Oil Coal Fiteplac® Electric /I / Calcul~-tions rx~ust he submitted with Fans & Application ~ point o~ Aelive~ty mu.ut bit shown Qn plans. oea c~ Ia~e n~ber ~ 2'A® ~' of R'r penerit fre .rsbtdt~e ar the .amore as ~gxrirrd by the Stars ofldabo • Please complete the entire Application! NAME PROPERTY ADDRESS SUBDIVISION Dwelling Units: SETBACKS FRONT If the question does not apply 5ll in NA for non applicable Parcel Acres: Permit# SIDE SIDE BACK Remodeling Yout Buildirsg/Home (need Estimate) $ SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) 5.s A First Floor Area G~ ~ ~' Unfinished Basement area ~ ~ •-- ^ Second floor/loft area Finished basement area Third floor/loft area Garage area Shed or Barn Carport/Deck (30" above grade)Area Water Meter Quantity: ' -'' ' ' ' `''` Water Meter Size: Required!!! PLUMBING Plumbing Contractor's Name: Business Name: ,~~~,u l icy,.-~ !"'/~ Address ~~ f~~~G~ ~ Ciry ~ -State Zip~~(y ~ Contact Phone: (~6h ~ ~~~, ~~~ t'~~lgq~ Business Phone: (~Db')T''7~ ~ ~~~1 Email FIXTURE COUNT (including roughed fixtures) Clothes Washing Machine Dishwasher 7 Floor Drain Garbage Disposal Hot Tub/Spa ~ Sinks (Lavatories, kitchens, bar, mop) Fax ' T b'~'~ 7~ Z Sprinklers Tub/Showers ~ Toilet/Urinal Water Heater Water Softener Estimate $ b 0?~ (Commercial Only) ,~~~ s ~ Signature of License tractor License number The City of Rexburg's permit fee schedule is the .came as require Date the State of Idaho 4 Bail g Safety Department City of Rexburg 19 E Main Rexburg, ID 83440 OWNER'S NAME ~11a~ ~r~~ PROPERTY ADDRESS SUBDIVISION ~' PHASE LOT BLOCK janellhQrexburg.org Phone: 208.359.3020 x326 www.rexburg.org Fax: 208.359.3024 `~ Qexavxc .o ~ '9 U ~ ., r, CITY O F REXI3URG __ America's Family Community Permit #06 0023 1216 Stocks Ave Required ~~! ELECTRICAL Electrical Contractor's Name A~V j~,~~tv ~ P~u~~iisines~s Name 5(1nN\~ Address~'7~~Jc~ ~ ~ City ?'~ ^-^-_'__ ~~~ State~~^Z_Zi~,~ Cell Phone ~~ _521 7~ 9 (a Business Phone (.~) 5Z$~~ Fax f) ~~~ ems- ~' 7C~ Email Electrical Estimate (cost of wirir-g & labor) $ C~ (COMMERCIAL/MULTI-FAMILY ONLY) TYPES OF INSTALLATION i . ' (New Residential includes everything contained within the residential structure and attached garage at the same time) Up to 200 amp Service* ~. 201 to 400 amp Service* Over 400 amp Service* Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) Existing Residential (# of Branch Circuits) Spa, Hot Tub, Swinuning Pool Electric Central Systems Heating and/or Cooling (when not part of a new residential construction permit and no additional wiring) Modular, Manufactured or Mobile Home Other Installations: Wiring not specifically covered by any of the above Cost of Wiring & Labor: $ Pumps (Domestic Water, Irrigation, Sewage) Requested Inspections (of existing wiring) Temporary Amusement/Industry *Includes a maximum of 3 inspections. additional inspections charged at requested inspection rate of $40 per hour. License number Date The City of Kexburg's permit fee schedule is the same as required by the State 7 .. .= :„::Jun 13 2006 11 :OOAM NYK BULKSHIP USA Job: Artco Business Park, Lots 2&3, Large office 9-May-06 Job #: 06-1045 r 'nf Mu = 3018 ft-Ibs d = 4 in b ~ 12 in fc = 2500 psi fY = 60000 psi Mn = Mu / 0.9 = 3353.333 p = (1/m) " (1-sgrt(1-2*m"(Rn/fy)) = 0.003685 Rn = (Mn''12)/(b"d^2) = 209.5833 m = fy/(0.85*t'c) = 28.23529 As = pub*d = .'~.~ 7686 in^2 _ Rebar Size Spacing #4 13 ~ 21 #6 2g No.4925 P. 2/2 06 00235 Office Space-Alan Cook 1216 Stocks Ave ....,.,..-...~,.....~1~...,...,...... _ .. ..,.. ,...:,.~, ~..„,,,,..x,:.~ ~ ~ 7..e~ ~ `irk L- ~/ N ~: ~-" ~n.,~.~.:,..~---- ..~. ~~ ~~ ~~< <ex ~~ ~¢ ~ o.z. o~ ~f~' ~. o~~T D- 2- ®~/7 n ~~ i~ .~, ,.,~,.,..~,«-r~,,,...,a..,~.,~ . ~nm"~~w ^sra'dr,~WUr~.+neNn'wMY.awc4=r-"h.v+~/~ •:•~• ~~ Summit Consulting Services, Inc Designer: Adam Hoopes ~l~ xl~ p q~iQ ~ o. ~i~ D- o.~~ ~~~ ~1~~ Gl~ ~c ,~D G~4rc-- `~-o ~. Oct.24. 2006 9:50A~1 NYK BULKSNIP USA No.5004 P. 2/2 --- SL;T1~vIMIT CONSLTLT'I~C`lr SERVICES, INrC. 143 N 40$0 E, Rigby, Il? $3442 ~ ,_~ J7~ (208) 709-5549 #06-1045 Octobea 24, 20pb Mr. Alan Cook Aerotech Design P.O. Box 131 Teton, lD 83451 Re: 1190 Stocks Ave Artoo Business Park, Lot 2&3 Re~cburg, ~ 06 00235 1.216 Stocks Ave Tbis ltittr is to pro~de doamvemacioa that Suaamit Caosumng Sezvices, Inc, has designed the repair far the miss®g holdowns and author bolts. I'!te folbwing one the rtpairs raluired. The repair far all the mid holdowns is to be s Simpson PHI)6-SIyS3 hoidown. Deill and epoxy s 7/S" diano~tter AIl-Tht~ead-Rod into the fomo~dation ~ovith 15» minimum ember using Siarpso~a SET adhes7ve or e~ivaleaL Use a 1" diameter drill bit to drill the holes. Contacx local building department prior to placing nay epoxy into famdation fear any spoCial inspor~ion its. anChOI bolts that sTe metalled are "fi" d~ameur ~ 36" O.C. TLC regwred additional rtinforCement fair the shear wall anchor bolts an as follows: • S'Vit'l ~ no additional ~emfaseement requirod. • SW2 =use Simpson SB"~ x t-y4" Titan HI3 Scs~v Anchors (~ 36" o.c. in addition to the h" diameter txistiag bolts. • $W32 =use Saapson 5/8"~ x b%4" Titan HI3 Scre^ov Anchors ~ 14" o.C. in addition to thc'h" di3 wstiatg bolts_ This design is intended to cxtver only the holdoovn sad anchor boh repair for the building referenced about. 'This letttr is not intended to c~vrr nay other structural, mechanical, etecbrical, ~ arebittetusal feadu~ts. TLe design is far a ont tint use for the above mentioned building only. Tht repair is limited to a sae time use for the above referenced projtct and none of the design or poations of tht design are to be used or reusad on any other projecXs witho~ the written conx~t of Summit Consulting Services, Inc. Due to the limited involvement. and no won obaavation, Sumumit Consulting Services, Inc. is limiting onr liability to 51000. si~oerely, pC~C~~~~1C~ ~~~ CITI(OF REX8~1~ Adam R. Hoopes, p • SUMMIT CONSULTING SERVICES, INC. 143 N 4080 E, Rigby, ID 83442 (208) 709-5549 1190 STOC ARTCO BUSIN 06 00235 Cook Office Space 1216 Stocks Ave LOTS 283 REXBURG, IDAHO Client: ALAN COOK TETON, ID Designed by: Adam Hoopes, PE Project #06-1045 TABLE OF CONTENTS SHEET DESCRIPTION 1.1 2.1-2.11 3.1 4.1-4.2 5.1 6.1 END MAY 1 2 2006 CITY OF REXSURG Design Criteria Lateral Analysis and Shear Walls Roof Diaphragm Concrete Wall Design Footing Design Concrete Header Design C~ Designer: Adam Hoopes Date: 5/9/2006 Project: 1190 Stocks Ave, Artco Business Park lots 2&3 DESIGN CRITERIA CODE: 2003 IBC ROOF SNOW = 35 ROOF DEAD = 15 FLOOR DEAD = 15 FLOOR LIVE = 40 Summit Consulting Services, INC 143N4080E Rigby, ID 83442 SEISMIC DESIGN PARAh"ETERS FROh", USrS Ss = 0.606 g Fa = 1.31 g S1 = 0.193 g Fv = 2.03 g From seismic calculation output: Seismic Design Shear = 0.07 W WOOD SHEAR WALL WIND DES~r,N• 3 second wind gust speed = 90 mph Wind exposure = g ASSUMED SOIL TYPE: (SW, SP, SM, SC, GM, AND GC) ALLOWABLE FOUNDATION PRESSURE = 2000 PSF EQUIVALENT FLUID PRESSURE = 40 PSF/FT DEPTH L/ PAGE NO.: "~ ~ ~ ^~~ ~- V Z d V .~ C 7 .Nd. ~W~' C 00 oMp V O ^ O ~ Z .Q fq r Q' M N O to rn N C .~ m O U Q a> N ~ Q O Y U _ ~ ~ ~ N O rn~ Q L(') r ~: d r.: C V N .0. 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N 47 ~ N cn. c~ 0.~ d d cn End ~ u7 _ ' s i.~ O Z ~O.O O O O~o~ O~O " ~ ~ LLN ~-`c O~~ o'O'c-o a,iG" 3 ~ o m ~ ~ ,~, ~ c `~ ~ ~ ;, c a Z a i ~ m 3 O _ cD ~n d' c~ Ft ~ co' -r ' 17 ~ - ni `"'o. ~ ~ ~ ~ ' ~ r\ ~ - ~~ .~~Z ooo-uoooo ~ . ~ ~." ~~ _ ~ C7 - ~ ~ 1! ~. (6 U ~ ~ ~ ~ ~; O O. O C O O_ ~ ~ O O O U lC] O i~ _ ~ ,~ O ~ LL ~ ~ ~~ O ~ ~ r~ N N c~ N ~ cv c~ ~n °'irt .4~ u ~ ~ ~ -„> .~- m L R3 .n ~ s~ N c., c*, ~ ~ Ir) ~ - -- ~ ~., ( ~ N O `m N t rn N N ~ m 3 N C •`- N M co N ~ LL N 'Y N c° ~ ~ J r" 0 N J C ~ ~ o L 11 ~ ~ (6 ~ w ~ rn c ,~ ~ ~ ~ rn O - o3v,~ N ~ ~ N _ 'a ~ ~ ~ -~ ci 3 c`o L ~ ~ ~ ~ ~ ~ ~ ~ a ~m 't o 0 L a L V (0 ` ~ ~ > ° a~i a t ?' ~ 3. C ~ (p O ._^~ d yo`=3 ~ J (Q W N~ Ti O ~ QJ (IIUU\° ~ o ~ ~ ~ II. ~ ~ II ~ ~ ~ ~ ~ cv c~ ~ /~ I-~ Designer: Adam Hoopes Date: 5/9/2006 Project: 1190 Stocks Ave, Artco Business Park lots 2&3 Summit Consulting Services, INC 143 N 4080 E Rigby, ID 83442 WIND CALCULATIONS 3 second wind gust speed = 90 mph Wind exposure = B Wind End Zone Calculations Longitudinal dimension = 110 Transverse Dimension = 1 10 Eave Height = ~? Edge Strips 10% of least horizontal dimesion or 40% of eave height, whichever is less, but not less than 4% of least horizontal dimension or 3 feet. End Zone = 2 'Edge Strips Longitudinal Edge Strip = 4.8 End Zone = :'9.6 'feet Transver~ Edge Strip = 4.8 End Zone = - ~ 9.6 . feet. FROM 2003 IBC WIND LOAD TABLE 1609.6.2.1(1) HORIZONTAL PRESSURES ROOF PITCH = ZONE A = 14.401 B = J.9Q'' C = 11.50 D = 7.90` NOTE: USE 10 PSF MINIMUM 81::12 7 ~,3 Designer: Adam Hoopes Date: 5/9/2006 Project: 1190 Stocks Ave, Artco Business Park lots 2&3 SOUTH ELEVATION Summit Consulting Services, INC 143 N 4080 E Rigby, ID 83442 AREA'S (F T~SI PRESSURE ZONE A = 5 10 * 14.4 PSF = 720 ZONE B = 11 * 19 * 10 PSF = 2090 ZONE C = 5 90 * 11.5 PSF = 5175 ZONE D - 18 * 90 * 10 PSF = 16200 ZONE B = 4 * 12 * 10 PSF = 480 ZONE A = 5 * 10 * 14.4 PSF = 720 W T ~ F ATION TOTAL = 25390 LBS ZONE A = 5 10 * 14.4 PSF = 720 ZONE B = 4 * 12 * 10 PSF = 480 ZONE C = 5 * 55 * 11.5 PSF = 3162 5 ZONE D = 18 * 55 * 10 PSF = . 9900 ZONE B = 12 21 * 10 PSF = 2520 ZONE A = 5 * 10 * 14.4 PSF = 720 TOTAL = 17510 LBS 2~~ Designer: Adam Hoopes Summit Consulting Services, INC Date: 5/9!2006 143 N 4080 E Project: 1190 Stocks Ave, Artco Business Park lots 2&3 Rigby, ID 83442 SEISMIC CALCULATIONS ROOF SNOW = 35 ROOF DEAD = 15 FLOOR DEAD = 15 ~~ ROOF AREA = 75*110 = 8250 FT^2 F = ((0.2*35)+15)*(8250)*(0.07) = 12710 LBS. a (Sou~.~~ ------- (/~/ a ~I / 1190 Stocks Ave, ~o Business Park MCE Ground Motion -Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Central Longitude = -111.609017 Period MCE Sa (sec) (%g) 0.2 060.6 MCE Value of Ss, Site Class B 1.0 019.3 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 079.4 Sa = FaSs, Fa = 1.31 1.0 039.2 Sa = FvS1, Fv = 2.03 ~o Designer: Adam Hoopes Date: 5/9/2006 Project: 1190 Stocks Ave, Artco Business Park, Lots 2&3 SEISMIC DESIGN: Summit Consulting Services, INC 143 N 4080 E Rigby, ID 83442 Type of OCCUpanCy: (Table 1604.5 and Section 1616) Residential Building Category or Seismic Use Group: (Table 1604.5 and 1616.2) Building Category = I Seismic Importance Factor: (Table 1604.5) l = ~ 1 00 SOII $Ite CIaSS: (1615.1.1) e Site CIaSS = . D Response Modification Coeff. R: (Table 1617.x.2) R = 6.5 Equivalent Lateral Force Procedure for 2003 IBC: Approximate Fundamental Period, Ta: h„ =Height (feet) above base to highest level of building. hn = 25 C, =Building Period Coefficient (ASCE 7-02, 9.5.5) Ct = 0.02 Calculate Approximate Fundamental Period, Te: CT"h~" Ta = 0.224 Maximum Considered Earthquake Response Accelerations: Short Periods, Ss: (cD rom) SS = 0.606 g 1 Second Period, S1: (cD rom) S1 = 0.193 g Earthquake Response Accelerations Adjusted for Site Class Effects: Site Coefficients: Fa~ (Table 1615.1.2(1) or CD rom) F - a 1.310 g F~: (Table 1615.1.2(2) or CD rom) F - 2.030 g SMS: = Fass (2000 IBC Eq. 16-1(i , 2003 IBC Eq. 16-38, or CD rom) Snns = 0.794 g SM~: = FvSi (2000 IBC Eq. 16-17, 2003 IBC Eq. 16-39, or CD rom) SM1 = 0.392 g Design.Spectral Response Acceleration Parameters: (1615.1.3) SDS = 2/3Sms = (2000 IBC Eq: 16-18, 2003 IBC Eq. 16-40) SDS = 0.529 g `SDI = 213Sm1 = (2000 lBC Eq. 16-19, 2003 IBC Eq. 16-4) $ D~ = 0.261 g Nature Seismic Table 1616.3.1 Table 1616.3.2 Largest SDC from SDC" to of Use Tables 1616.3.(1)&(2) Use for c Group Sos SDC" SD1 SDC" Design Residen ial I 0.529 D"* 0.261 D"'' D'"` D** e " eismic Design Category" S1 = 0.193 "'" Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1-second periodm S1, equal to or greater than 0.75g, shall be assigned to Seismic Design Category E, and Seismtc Use Group III structures located on such sites shall be assigned to Seismic Design Category F. a~~ Designer: Adam Hoopes Date: 5/9/2006 Project: 1190 Stocks Ave, Artco Business Park, Lots 2&3 General. Procedure Response Spectrum: To=.2Sd1/Sds= Ts=Sd1/Sds= Summit Consulting Services, INC 143 N 4080 E Rigby, ID 83442 (1615.1.4) To = 0,0998 0.8 0.326 1.0 0.261 1.2 0.218 1.4 0.187 1.6 0.163 1.8 0.145 2.0 0.131 ~s= ~_ 0.350 _.__~_~ _ w ~ Y '~ .~ , , E'tf, : } ~, sip` :. ,, _ r ~ ~~ to ~ 0.300 - , . ~= ~.., ..,..~ ~,..' ,, z a ~ :~~ ~ „ O z 0.250 - ~ ,~" ~ r ~ ~ ; 5 ~ F 7 ~ ~ ;~xs ~.~. 3 w ~- 0.200 - . , . ~,~ ~ "`L~ E ,,' ,t,` N r , 3 , " "' ~ 4 ,{ ~s w 0.150 ~ .- ~ '~ ,,.! 1,~:~;~ `~ ` ~~r ' .~ u ~ v 0.100 ~4T ~ ' ` s Y E', fi h < y,' ~s ~ ~ <r ~i ~ ,~~s~} W V r t i s r ~ ~ ~ ~c-.. ~ \ ~ ~. 1, -..:,,.~" ~ ~kT" }„rv '. t f ~ a Q 0.050 ~, ~ ~ ~ ~ r. a~ -~' ,.~~ r ~ f ~F ' h ~ iz ~ , ; ~ x 0.000 __ - -~-r`-- ~._ _~ _ __-- ~. .~~._~_ `~r.~_ 0.8 1.0 1.2 1.4 1.6 1.8 2.0 PERIOD T Seismic Response Coefficient, Cs: (1617.4.1.1) Since Seismic Design Category is D*' and S1 is less than 0.6 thus Cs min = 0.044Sds(le) Cs shall not be less than: C = 0.044Sds(le) = 0.023 } (Eq. 16-37) Cs calculated Cs =Sds/(R/te) = 0.081 } (Eq. 16-35) Cs need not exceed: Cs = Sd1/((R/le)*T) = 0.180 } (Eq. 16-36) Cs used -for design of Seismic base shear = ~ ~ O pgT`~; Seismic Base Shear: V = Cs*W (Eq. 16-34) See Section 1617 for the E,„ to use in the load combinations of Section 1605.4. QE =The effect of horizontal seismic forces =Seismic base shear (V) = Cs*W Seismic load effect E. Where the effects of gravity and the seismic ground motion are additive, seismic load, E, for use in Formulas 16-5, 10, and 17 shall be defined by: E = p*QE + 0.2'Sps*D (Eq. 16-28) Where the effects of gravity and seismic ground motion counteract, the seismic load, E, for use in Formulas 16-6, 12, and 18 shall be defined by: E = p*QE - 0.2*Sps*D (Eq. 16-29) r Designer: Adam Hoopes Date: 5/9/2006 Project: 1190 Stocks Ave, Artco Business Park, Lots 283 Summit Consulting Services, INC 143 N 4080 E Rigby, ID 83442 Simplified analysis in accordance with Section 1617.5 shall be permitted to be used for any stucture in Seismic Use Group I, subject to the following limitations. Requirements for simplified analysis: 1) Seismic Use Group I 2) Buildings of light frame construction not exceeding three stories in height, exluding basements. 3) Buildings of any. construction other than light-framed construction, not exceeding two stories in height, excluding basements, with flexible diaphragms at every level as defined in Section 1602. Section 1617.5.1 Seismic Base Shear: V = 1.2*Sos 'W R R =The response modification factor from Table 1617.6.2 = 6.5 V = 1.2*Sps *W = 1.2*~0.53) * W = 0.10 * W R 6.5 V=QE IBC 1617.1 Seismic Load Effect E For structures designed using the simplified analysis procedure in Section 1617.5, the seismic load effects, E and Em, shalt be determined from Section 1617.1.1 IBC 1617.1.1 Seismic Load Effect, E Where the effects of gravity and the seismic ground motion are additive, seismic load, E, for use in Equations 16-5, 16-10, and 16-17, shall be defiened by equation 16-50: E = pQE + 0.2*Sos'`D Equation 16-50 QE =effect of horizontal seismic forces =Simplified Base Shear (V) p ="redundancy coefficient obtained in accordancy with Section 1617.2 D =effect of dead load Where the effects of gravity and seismic ground motion counteract, the seismic load, E, for use in Equations 16-6, 16-12, and 16-18 shall be defined by equation 16-51. E = pQE - 0.2'Sps*D Equation 16-51 p from shear wall and frame analysis (use the largest p for each direction) P min = 1 •~ ~ r max = 1.5 .-~ °sy1 ,~ q l P front /back = 1 .Qt) P sides = 1.00 Seismic load effect E for use in the load combinations is: Front /Back Dire tion• From Equation 16-50 E =pQE + 0.2*Sps*D = (1.00) * QE + 0.2 * (0.53) * D = 1.00 *QE + 0.11 *D When D and QE are in the same direction. E =pQE - 0.2*Sps*D = (1.00) " QE - 0.2 * (0.53) * D = 1.00 *Qe - 0.11 *D When D and QE are in opposite directions. From Seismic Load Combinations: Equation 16-10 D+0.7*E+L = D+0.7(1.00*QE +0.11*D)+0= 1.074 *D+ 0.7 *QE When D and QE are in the same direction. D+0.7E+L = D+0.7(1.00*QE -0.11*D)+0= 0.926 *D+ 0.7 *QE When D and QE are in opposite directions. Equation 16-12 0.6*D + 0.7*E = 0.6*D + 0.7 (1.00*QE + 0.11*D) = 0.674 * D + 0.7 * QE When D and QE are in the same direction. 0.6*D + 0.7*E = 0.6*D + 0.7 (1.00*QE - 0.11 *D) = 0.526 * D + ~ 0.7 * QE When D and QE are in opposite direction. For Front /Back Direction• For design shear capacity, dead and live load are not involved, all load combinations reduce to: 0.70 QE IHoldown tension capacity the governing load combination is (comparing opposite direction equations) f 0.53 *D + 0.70*QE Wall boundary element compression capacity (comparing same direction equations) 1.074 *D + 0.70*QE Sides: From Equation 16-50 E =pQE + 0.2*Sps*D = (1.00) * QE + 0.2 * (0.53) * D = 1.00 *Qe + 0.11 *D When D and QE are in the same direction. E =pQE - 0.2*SpS*D = (1.00) * QE - 0.2 * (0.53) * D = 1.00 *Qe - 0.11 *D j~ When D and QE are in opposite directions. From Seismic Load Combinations: Equation 16-10 D+0.7*E+L = D+0.7(1.00*QE +0.11*D)+0= 1.074 *D+ 0.7 *Qe When D and QE are in the same direction. D+0.7E+L = D+0.7(1.00*QE -0.11*D)+0= 0.926 *D+ 0.7 *Qe , When D and QE are in opposite directions. Equation 16-12 0.6*D + 0.7*E = 0.6*D + 0.7 (1.00*QE + 0.11*D) = 0.674 * D + 0.7 * Qe When D and QE are in the same direction. 0.6*D + 0.7*E = 0.6*D + 0.7 (1.00*QE - 0.11*D) = 0.526 * D + 0.7 * Qe When D and QE are in opposite direction. Sides: For design shear capacity, dead and live load are not involved, all load combinations reduce to: 0.70 QE IHoldown tension capacity the governing load combination is (comparing opposite direction equations) 0.53 *D + 0.70*QE I boundary element compression capacity (comparing same direction equations) 1.074 *D + 0.70*QE SI IMMARY !1G CGIC11A~r` n~err~~r enorec Design Shear Ca aci Holdown Tension Ca acit Compression Ca acit Front /Back 0.070*W 0.53*D+0.070*W 1.074*D+0.070*W Sides 0.070*W 0.53*D+0.070*W 1.074*D+0.070*W -. ~w~ ~..a., ~ ~c~+u..c., r~w~ ~n~w wau ~rvr poor avow Loaas Uver 3U NSF) D =Dead Load ~' ~ r '~ loo ~ .3 ~~ ~ /v~r~~~~ ~~/ ~~~': /U~ls. ,~g2- ~ ug~ g t: + L' ~_ __~ A ~~~ ZS~- .= ~90 {~~A = ~f3~llt`-~1s .~ Z~~-!~F ~~ Y,^: (Q©~ ~~Z f7C~ =:7~~'4 ~ ~f PAGE NO.: ~~, lJ '~ ,.~ . PAGE NO.: Job: Artco Business Park, Lots 2&3, Large office 9-May-06 Job #: 06-1045 Mu = 3018 ft-Ibs d = 4 in b = 12 in fc = 2500 psi fy = 60000 psi Mn = Mu / 0.9 = 3353.333 p = (1/m) * (1-sgrt(1-2'm#(Rn/fy)) = 0:003685 Rn = (Mn"12)/(b''d^2) = 209.5833 m = fy/(0.85*fc) = 28.23529 Summit Consulting Services, Inc Designer: Adam Hoopes As = p*b*d = 0.176867! in^2 Rebar Size Spacing #4 13 #5 21 #6 29 ~~ SUMMIT CONSULTING SERVICES INC. _ ~-~.--.---:: 143 N 4080E RIGBY, ID 83442 PHONE: 208.709.5549 ~~ ~ ~ . f JOB:~ic~ ~,,r.~ ~r~, (~r~ ~~'~ DATE: d~ ~ /I~~ ~ ~. nFGC~NFR• cam-- inn •~~ . T~ ..n...... ~~. :~F ~ Wit, t~,~? ~ ~ -~:- PAGE NO.: ~r ~ ~ SUMMIT CONSULTING SERVICES INC. _ - 143 N 4080E RIGBY, ID 83442 PHONE: 208.709.5549 ~ ~ ~ ~ -.T JOB'i 7A~ i r~^ DATE: ~ 9f ~ to ~~. DESIGNER: - / I JOB NO.: lJ~-fo`~~,'" +-~."~1 ~ 1~ . .. . ~~ ~~ ._.~.. ~- 9 ~ _ A E/ a ~- ~ ` ~ t ~ ~ ~ ~ ~`'~ '~,,~- ..-. `~~~® ~ 'e#.- ~ _ ~. t ...- ", ~r ~ ~ ~ ~':~. PAGE NO.:~ E I _ - F -- _~ _.... _ N1 II J N N ooi N _- _ p N Q ~ __ _ W i I i Z ? ~ 2 ~' S a ~ ~ ~ I ' I i i ~~~~od~~ MAY 1 2 2006 CITY OF REXBURG -t 06 00235 Cook Office Space 1216 Stocks Ave ~~~~e _ ~ - ____ 'Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H ~I (17042 Al ROOF TRUSS 3 1 , Job Reference ~optiona~ STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric -2-0-0 , 5-6-15 10-9-0 , 15-11-1 , 21-6-0 , 23-6-0 , , , 2-0-0 5-6-15 5-2-1 5-2-1 5-6-15 2-0-0 4x5 = 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:16:55 2006 Page 1 4 ti ~, 0 1.5x4 I I 3x8 = 3x4 = 1.5x4 ( I 5-6-15 10-9-0 , 15-11-1 , 21-6-0 , , 5-6-15 5-2-1 5-2-1 5-6-15 Scale = 1:55.5 I~' 0 Plate Offsets X,Y : 2:0-1-5 Ede 6:0-1-5,Ed e (~ _I g 1~-- g ~ - ------ - - --- -- - LOADING(psf) TCLL 35.0 SPACING j 2-0-0 CSI (Roof Snow=35.0) plates Increase 1.15 TC 0.77 TCDL 8 0 i Lumber Increase 1.15 BC 0.37 . i Rep Stress Incr YES I i WB 0.57 BCDL g,0 t Code IRC2003/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std DEFL in (loc) 1/defl Ud ~' PLATES GRIP Vert(LL) 0.06 2-11 >999 240 MT20 197/144 ~ Vert(TL) -0.0910-11 >999 180 I Horz(TL) 0.04 6 n/a n/a Weight: 90 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1272/0-5-8, 6=1272/0-5-8 Max Horz 2=179(load case 6) Max Uplift2=-151(load case 7), 6=-151(load case 8) Max Grav2=1579(load case 2), 6=1579(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-1716/64, 3-4=-1063/111, 4-5=-1063/111, 5-6=-1716/64, 6-7=0/181 BOT CHORD 2-11=-37/1238, 10-11=-37/1238, 9-10=0/1238, 8-9=0/1238, 6-8=0/1238 WEBS 3-11=0/200, 3-10=-672/89, 4-10=-24/595, 5-10=-672/90, 5-8=0/200 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 Ib uplift at joint 2 and 151 Ib uplift at joint 6. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ii iu ~ a Job I I Truss 1 Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 i A1G ROOF TRUSS 3 1 __ _ __ Job Reference o tional .~ ~ vvn vvmrv~~c~~ ~~-ir, wanv vans, w owu~, cnc o.[VU 5 r•eq "n [W~ IYII I BK InUU5[rle5, mC. YYeQ May U3 1V:76:Otl LUU6 rage l -2-0-0 , 10-9-0 , 21-6-0 23-6-0 , ~ ~ 2-0-0 10-9-0 10-9-0 2-0-0 4x4 = 7 0 3x4 = Scale = 1:51.2 3IY 0 21-6-0 , -~ 21-6-0 Plate Offsets (X,Y): [2:0-1-5,Edge], [12:0-1-5,E~~_ _ _ LOADING (psf) ~ ~ SPACING 2-0-0 TCLL 35.0 ' CSI I DEFL in (loc) I/deft L/d I PLATES GRIP plates Increase 1.15 Snnw=35 .0 ) TC 0.73 Vert(LL) I -0.14 13 n/r 120 MT20 197/144 8 0 Lumber Increase 1.15 TCDL BC 0.32 ii Vert(TL) -0.16 13 nlr 90 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 12 n/a n/a BCDL g,p Code IRC2003/TPI2002 ', _ _ _ _-- - - --- (Matrix) I Weight: 101 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 BOT CHORD 2 X 4 SPF 1650E 1.5E oc purlins. OTHERS 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=399/21-6-0, 19=170/21-6-0, 20=204/21-6-0, 21=201/21-6-0, 22=219/21-6-0, 23=168/21-6-0, 18=204/21-6-0, 17=201/21-6-0, 16=219/21-6-0, 14=168/21-6-0, 12=399/21-6-0 Max Horz 2=179(load case 6) Max Uplift2=-79(load case 7), 20=-41(load case 7), 21=-42(load case 7), 22=-66(load case 7), 23=-132(load case 9), 18=-38(load case 8), 17=-44(load case 8), 16=-66(load case 8), 14=-132(load case 9-, 12=-103(load case 8) Max Grav2=594(load case 2), 19=170(load case 1), 20=310(load case 2), 21=290(load case 2), 22=323(load case 2), 23=234(load case 2), 18=310(load case 3), 17=290(load case 3), 16=323(load case 3), 14=234(load case 3), 12=594(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/175, 2-3=-158/118, 3-4=-106/105, 4-5=-101/106, 5-6=-100/118, 6-7=-106/142, 7-8=-106/135, 8-9=-100/93, 9-10=-101/46, 10-11=-99/48, 11-12=-158/55, 12-13=0/175 BOT CHORD 2-23=-11/141, 22-23=-11/141, 21-22=-11/141, 20-21=-11/141, 19-20=-11/141, 18-19=-11/141, 17-18=-11/141, 16-17=-11/141, 15-16=-11/141, 14-15=-11/141, 12-14=-11/141 WEBS 7-19=-139/0, 6-20=-276/59, 5-21=-264/66, 4-22=-269/71, 3-23=-263/56, 8-18=-276/56, 9-17=-264/67 10-16=-269/70, 11-14=-263/55 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. Continued on page 2 Job -- Truss ---- -- - Truss Type ------- Qty Ply KER./NA/3-15/EJ(IOIH --~ 417042 A1G ROOF TRUSS 3 1 - STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric --~ --- Job R®ference o tional J 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:16:58 2006 Paae NOTES 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Gable requires continuous bottom chord bearing. 10) Gable studs spaced at 2-0-0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 Ib uplift at joint 2, 41 Ib uplift at joint 20, 42 Ib uplift at joint 21, 66 Ib uplift at joint 22, 132 Ib uplift at joint 23, 38 Ib uplift at joint 18, 44 Ib uplift at joint 17, 66 Ib uplift at joint 16, 13 Ib uplift at joint 14 and 103 Ib uplift at joint 12. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard r Job Truss Truss Type Qty Ply KER.INA/3-151EJ(ID)H Q7042 A2 ROOF TRUSS 3 1 Job Reference o tional J ~ VGK I+VMYVIVtIV ~,-Ih, IOanO tans, nJ tf34US, trlC o.cuv s reo -i-~ ~uu~ mi i eR muusuies, uw. rrnu inay vv w. ~ i .vv cvw rayc ~ , 5-8-7 , 10-9-0 , 15-9-9 __,_ 21-6-0 5-8-7 5-0-9 5-0-9 5-8-7 4x5 = Scale = 1:47.4 3 ti 0 I~ 0 1.5x4 I I 5x8 = 1.5x4 I I 5-8-7 , 10-9-0 , 15-9-9 , 21-6-0 , 5-8-7 5-0-9 5-0-9 5-8-7 _Plate Offsets (X,Y~: [1:0-1-3,0.0.2], [5:0-1-3,0-0-2], [7:0-4-0,0_-3-OL_ __ _ LOADING (psf) SPACING 2-0-0 CSI ~! TCLL 35.0 ~ plates Increase 1.15 TC 0.67 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.54 TCDL 8.0 ~ Rep Stress Incr NO ' WB 0.64 Code IRC2003/TPI2002 (Matrix) 'i BCDL 8,0 LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std DEFL in (loc) I/defl Ud I PLATES GRIP Vert(LL) -0.08 1-8 >999 240 ~ MT20 197/144 Vert(TL) -0.13 1-8 >999 180 ~ Horz(TL) 0.04 5 n/a n/a ' Weight: 84 1b ---- BRACING TOP CHOR D Structural wood sheathing directly applied or 4-6-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=107310-5-8, 5=1073/0-5-8 Max Horz 1=181(load case 6) Max Uplift1=-62(load case 7), 5=-62(load case 8) Max Grav1=1257(load case 2), 5=1257(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-1805/96, 2-3=-1097/123, 3-4=-1097/123, 4-5=-1805/96 BOT CHORD 1-8=-90/1324, 7-8=-90/1324, 6-7=-19/1324, 5-6=-19/1324 WEBS 2-8=0/209, 2-7=-765/125, 3-7=-46/663, 4-7=-765/125, 4-6=0/209 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 Ib uplift at joint 1 and 62 Ib uplift at joint 5. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 5x6 = g 7 6 5x6 = Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H I 137042 B1 ROOF TRUSS 1 2 Job Reference o tional i vcr~ cvmrvntn i s-ir, iaano raus, w tssaus, tnc u.zuu s rev ~~ Ewa mi ~ eK maus~nes, inc. vvea may us i~: ~ rvc cwo rage , r2-0-0, 4-3-15 8-0-0 14-3-12 20-9-4 27-2-12 33-8-4 , 40-0-0 , 43-8-1 , 47-10-8 , r-r-- 2-0-0 4-3-15 3-8-1 6-3-12 6-5-8 6-5-8 6-5-8 6-3-12 3-8-1 4-2-7 Scale = 1:94.3 6x8 MT181-~ 8.00 12 4 3x6 i ~1 2 2x4 I I 3x6 = 3x6 = ~,~ 6 7 3x10 = 2x4 I I 8 T3 9 6x8 = 10 Ce _\ 3 3 4 5 4 5 W 5 4 5 W 3 411 T 2 H- H 2 ° 5x10 ~ 4x5 = 22 21 20 19 18 17 16 15 14 13 2x4 I 16x6 = 5x10 MT20H~ 2x4 I I 6x12 = 6x6 = 3x4 I I 6x6 = 4x8 = 5x10 MT20HC 0 ~ u' IN O 4-3-15 , 8-0-0 , 14-3-12 , 20-9-4 , r 27-2-12 , 33-8-4 , 40-0-0 , 43-8-1 47-10-8 , ~ 4-3-15 3-8-1 6-3-12 6-5-5 6-5-8 6-5-8 6-3-12 3-8-1 4-2-7 Plate Offsets (X,Y): [2:0-3-12,0-2-4], [4:0-5-5,Ed e , [10:0-5-5,Edge] __ _ _ _ _ _ LOADING (psf) SPACING 2-0-0 I CSI ~ DEFL in (loc) I/defl Ud ~, PLATES GRIP Plates Increase 1.15 TC 0.95 ~ Vert(LL) MT20 197/144 -0.64 17-18 >809 240 ' (Roof Snow=35.0) ~ Lumber Increase 1.15 BC 0.79 Vert(TL) , -1.00 1T-18 >522 180 ! MT20H 165/146 TCDL 8.0 Rep Stress Incr NO '~ WB 0.89 Horz(TL) 0.20 13 n/a n/a '~ MT18H 197/144 BCLL 0.0 Code IRC2003/TPI2002 ' (Matrix) II Weight:5131b BCDL 8.0 ~ LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHOR D Structural wood sheathing directly applied or 1-7-8 BOT CHORD 2 X 6 DF 1800E 1.6E oc purlins. WEBS 2 X 4 SPF Stud/Std *Except" BOT CHOR D Rigid ceiling directly applied or 10-0-0 oc bracing, W2 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E Except: W4 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E 6-0-0 oc bracing: 13-14,12-13. W4 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E W2 2 X 4 SPF 1650E 1.5E WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 2=5349/0-5-8, 13=6225/0-5-8 Max Horz 2=155(load case 6) Max Uplift2=-692(load case 6), 13=-797(load case 5) Max Grav2=6470(load case 2), 13=7367(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/189, 2-3=-10090/1141, 3-4=-10083/1222, 4-5=-12326/1535, 5-6=-13883/1727, 6-7=-13883/1727, 7-8=-13883/1727, 8-9=-9964/1246, 9-10=-9967/1247, 10-11=-5262/688, 11-12=-24/507 BOT CHORD 2-22=-1022/8140, 21-22=-1022/8140, 20-21=-1048/8323, 19-20=-1541/12323, 18-19=-1541/12323, 17-18=-1642/13131, 16-17=-1642/13131, 15-16=-1642/13131, 14-15=-575/4458, 13-14=-294/51, 12-13=-294/51 WEBS 3-22=-386/113, 3-21=-178/616, 4-21=-215/1655, 4-20=-694/5316, 5-20=-2018/281, 5-18=-297/2105, 6-18=-572/78, 8-18=-118/964, 8-17=-159/1350, 8-15=-4060/498, 9-15=-679/93, 10-15=-881/7155, 10-14=-2141/213, 11-14=-661/5918, 11-13=-7218/830 Continued on page 2 Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 61 ROOF TRUSS 1 ~ _ __ __ 2 Job Reference o tional STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.2011 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:02 2008 Page NOTES 1) 2-ply truss to be connected together with 0.131"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) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plat grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 692 Ib uplift at joint 2 and 797 Ib uplift at joi 13. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Girder carries hip end with 8-0-0 end setback. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884 Ib down and 129 Ib up at 40-0-0 and 884 Ib down and 129 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-86, 4-10=-43(F=43), 10-12=-86, 2-21=-16, 14-21=-206(F=-190), 12-14=-16 Concentrated Loads (Ib) Vert: 21=-884(F) 14=-884(F) Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 B10 ROOF TRUSS 8 1 Job Reference o tional v. vv~~ vv~~~~ v~~~l~ 1 V-1 , ~VOIIV rP11i, IV VJYVJ, GII{i o.cvv s reo 1_I cvua mi ~eK inausmes, mc. YYea may us ~u:~ rua zuuu rage ~ r2-0-q 5-10-0 , 11-3-3 16-8-5 24-0-0 31-3-11 , 36-8-13 42-2-0 , 48-0-0 , 2-0-0 5-10-0 5-5-2 5-5-2 7-3-1 1 7-3-11 5-5-2 5-5-2 5-10-0 8x10 MT18Fi~i 8x10 MT181i~~ Scale: 1/8"=1' ti '~ 0 0 1 co 12 0 8x8 = 20 19 18 17 16 15 14 13 4x8 = 4x5 = 8-6-10 16-8-5 24-0-0 31-3-11 39-5-6 43-9-4 48-0-0 8-6-10 8-1-12 7-3-11 7-3-11 8-1-12 4-3-14 4-2-12 Plate Offsets (X,Y): 2:0-6-14,0-0-SI, I2_0-0-13,Edge], [6:0-6-8,0-1-12] ----- ----- == - , [8:0-6-8,0.1.12], [12:0-2-7,0-0-2~_ -- -_ _ - 1 ~ DING(Ps ~ ---- -- - - CSI 35.0 I SPACING 2-0-0 TCL DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=35.0) ~ 4 , Lumber Increase 1.15 BC 0.48 TCDL 8.0 Vert(TL) ~ -0.38 19-20 >999 180 MT18H 197/1 Rep Stress Incr YES WB 0.94 ' Horz(TL) 0.16 13 n/a n/a ~ BCDL g,0 Code IRC2003/TPI2002 ~, (Matrix) _-- ~ Weight:2551b - -- - - - - LUMBER BRACING TOP CHORD 2 X 4 DF 2400E 2.0E TOP CHOR D Structural wood sheathing directly applied or 3-4-5 BOT CHORD 2 X 4 SPF 2100E 1.8E *Except* oc purlins. B2 2 X 4 SPF 1650E 1.5E BOT CHOR D Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 2 X 4 SPF Stud/Std *Except* Except: W4 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E 6-0-0 oc bracing: 12-13. W4 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E WEBS 1 Row at midpt 5-19, 6-17, 7-17, 8-17, 8-15, W4 2 X 4 SPF 1650E 1.5E 9-14, 11-13 WEDGE Left: 2 X 8 DF 1950E 1.7E REACTIONS (Ib/size) 2=2408/0-5-8, 13=2664/0-5-8 Max Horz 2=303(load case 6) Max Uplifl2=-195(load case 7), 13=-122(load case 8) Max Grav2=3340(load case 2), 13=3527(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-4740/172, 3-4=-4307/173, 4-5=-4100/199, 5-6=-3393/218, 6-7=-2719/196, 7-8=-2719/196, 8-9=-2763/173, 9-10=-2073/137, 10-11=-2288/111, 11-12=-44/774 BOT CHORD 2-20=-361/3708, 19-20=-295/3216, 18-19=-228/2679, 17-18=-228/2679, 16-17=-103/2148, 15-16=-103/2148, 14-15=-43/2090, 13-14=-23/971, 12-13=-449/78 WEBS 3-20=-506/130, 5-20=-17/578, 5-19=-923/166, 6-19=-61/872, 6-17=-198/740, 7-17=-1033/197, 8-17=-192/1287, 8-15=-284/202, 9-15=-106/520, 9-14=-1082/66, 11-14=0/1327, 11-13=-3638/145 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. Continued on page 2 8.00 12 2x4 I I Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID~H Q7042 610 ROOF TRUSS 8 1 c~rnn~ nr.un ._ __ __- ___ Job Reference o tional) ~ ~.~.... ~.v~nrvrncrv i ~-~~, iaano raps, iu ~ss4us, tnc 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:05 2006 Page 2 NOTES 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 3x6 MT20 unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 Ib uplift at joint 2 and 122 Ib uplift at joi 13. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.71.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ~1D)H Q7042 610A ROOF TRUSS 1 ~ _ _ _ _ _ _ 4 Job Reference o tional STOCK COMPONENTS-I F, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:11 2006 Page 4-2-12 , 10-5-9 , 16-8-5 , 21-7-6 , 26-4-10 , 31-3-11 35-7-1 , 39-10-8 , 43-7-5 , 48-0-0 $0-0-Q 4-2-12 6-2-13 6-2-13 4-11-1 4-9-5 4-11-1 4-3-7 4-3-7 3-8-13 4-4-11 2-0-0 10x10 MT18Fii 0 8x10 MT181-~ 2 24 23 22 21 20 19 18 17 16 15 14 13 3x8 I I 6x8 = 8x8 = 8x8 = 8x8 = 10x10 = 6x14 MT18Fi~~ 10x10 = 10x10 = 6x12 MT20H~ 12x18 MT201-~ 3x6 I I Scale = 1:113.4 0 co ti ~' 0 4-2-12 , 10-5-9 , 16-8-5 , 21-7-6 , 26-4-10 , 31-3-11 , 35-7-1 , 39-10-8 , 43-7-5 , 48-0-0 , 4-2-12 6-2-13 6-2-13 4-11-1 4-9-5 4-11-1 4-3-7 4-3-7 3-8-13 4-4-11 Plate Offsets (X,Y): [1 :0-4-0,0-1-9], [5:0-2-5 ,Edge], [8: 0-7-8,0-3-12], [14:0-3-8,0-6-8], [17:0-3-8,0-4-0], [18:0-3 -8,0-4-0], [21:0-3-8,0-5-0], [2 3:0-3-8 LOADING(psf) - _ -- I ~ -- I/ ft _____T Ud PLATES GRIP SPACING 1-0-0 CSI DEFL in (loc) de TCLL 35.0 Plates Increase 1.15 ~'~ TC 0.77 Vert(LL) -0.41 16-17 >999 240 MT20 197/144 (Roof Snow=35.0) I Lumber Increase ', 1.15 BC 0.80 ~ Vert(TL) -0.66 16-17 >794 180 MT20H 148/108 TCDL g,0 Rep Stress Incr ~ NO ~ WB 0.73 ~ Horz(TL) 0.19 12 n/a n/a MT18H 197/144 BCLL 0.0 Code IRC2003/TPI2002 j ~ (Matrix) Weight:15491b ~ BCDL g,0 LUMBER BRACING TOP CHORD 2 X 4 DF 2400E 2.0E ~Except~ TOP CHORD T32X6DFNo.2,T42X6DF1800F1.6E BOT CHORD 2 X 8 DF 1950E 1.7E BOT CHORD WEBS 2 X 4 SPF 1650E 1.5E Except" W2 2 X 4 SPF 2100E 1.8E, W3 2 X 4 SPF Stud/Std W4 2 X 4 SPF StudlStd, W11 2 X 4 SPF Stud/Std W13 2 X 4 SPF Stud/Std, W14 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 12=21700/0-6-6 (input: 0-5-8), 24=31800/0-8-10 (input: 0-5-8) Max Horz 24=-138(load case 5) Max Uplift12=-3016(load case 5), 24=-4498(load case 6) Max Grav12=23938(load case 3), 24=32276(load case 2) Structural wood sheathing directly applied or 3-2-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-24,23-24. FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-331/2390, 2-3=-24009/3339, 3-4=-23984/3354, 4-5=-25911/3615, 5-6=-25652/3548, 6-7=-25651/3548, 7-8=-27114/3699, 8-9=-31072/4153, 9-10=-36786/4834, 10-11=-4290315481, 11-12=-42175/5335 BOT CHORD 1-24=-1920/288, 23-24=-1920/379, 22-23=-2860/19938, 21-22=-2860/19938, 20-21=-3031/21553, 19-20=-3703/27113, 18-19=-3703/27113, 17-18=-3485/26027, 16-17=-3991/30535, 15-16=-4518135710, 14-15=-4518/35710, 13-14=-4436/35178, 12-13=-4436/35178 WEBS 2-24=-24356/3383, 2-23=-3275/23702, 4-23=-2858/375, 4-21=-348/2535, 5-21=-794/5226, 5-20=-1356/10033, 6-20=-374/61, 7-20=-3662/466, 7-18=-441/3292, 8-18=-531/3129, 8-17=-1858/14070, 9-17=-9753/1231, 9-16=-1440/11543, 10-16=-8148/916, 10-14=-1020/9275, 11-14=-170/815, 11-13=-1157/186 5x8 = Continued on page 2 8.00 ~xg i 2x4 I I 4x4 = 10x12 MT20F~F~i 5 g 7 g Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H i 017042 B10A ROOF TRUSS - 1 A L `'~' Job Reference o tional STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May o3 70:17:11 zoos Page Z NOTES 1) 4-ply truss to be connected together with 0.131 "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 8 - 4 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc, Except member 10-14 2 X 4 - 2 rows at 0-4-0 oc. Attach chords with 1l2 inch diameter bolts (ASTM a-307) with washers at 2-0-0 on center. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plat grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) WARNING: Required bearing size at joint(s) 12, 24 greater than input bearing size. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3016 Ib uplift at joint 12 and 4498 Ib uplift at joint 24. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 13) Girder carries tie-in span(s): 48-0-0 from 0-0-0 to 39-10-8 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6933 Ib down and 695 Ib up at 39-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-43, 5-8=-43, 8-12=-43, 1-14=-1169(F=-1161), 12-14=-8 Concentrated Loads (Ib) Vert: 14=-4757(F) Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 B11 ROOF TRUSS 16 1 Job Reference o tional S 1 UGK cumruntn ~s-ir, iaano raps, IU tS34US, tnC O.NU s rho ~ ~ cwv m~ ~ ve nwwu~w, un.. •~cu roar v.+ ~v. ~.. ~......... ...y.. . ~2-0-Q 5-10-0 , 11-3-3 , 16-8-5 , 24-0-0 , 31-3-11 , 36-8-13 , 42-2-0 , 48-0-0 , ~ _ ~ 2-0-0 5-10-0 5-5-2 5-5-2 7-3-11 7-3-11 5-5-2 5-5-2 5-10-0 8x10 MT181-I~i Scale = 1:113.3 8x10 MT181-F~ 8.00 12 T r; 1 2 '~ ° 5x6 = 8x8 = 3x6 3x6 2x4\\ 5T 34 W 19 3x6 = 2x4 I I 6 73 g T 3x6 ~~ 3x4 2 g 3x6 4 5 4 W 4 W 2 10 11 W 4 12 18 17 16 15 14 4x6 = 4x8 = 3x6 = 3x6 = 4x6 = 5x6 = 13 8x8 = 3x6 = 0 co r; 0 8-6-10 16-8-5 24-0-0 31-3-11 39-5-6 48-0-0 8-6-10 8-1-12 7-3-11 7-3-11 8-1-12 8-6-10 _ Plate Offsets (X,Y): [2:0-6-14,0-0-8], ~:0-0-13,EdcZe], [6:0-6-8,0-1-12], j8:0-6-8 0-1-12], [12:0-0-13,Edge], j12:0-6-14,0-0-8] _ _ _ LOADING (psf) ~I SPACING 2-0-0 I CSI DEFL in (loc) I/deft Ud ~', PLATES GRIP ~ TCLL 35.0 plates Increase 1.15 TC 0.76 Vert(LL) -0.29 14-16 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber Increase 1.15 ~ BC 0.85 ~ Vert(TL) MT18H 197/144 -0.49 18-19 >999 180 WB 0.49 ~ Rep Stress Incr YES Horz(TL) i 0.25 12 n/a n/a ~ BCLL 0.0 (Matrix) ~ Code IRC2003/TPI2002 ' ~ Weight:2531b I BCDL g,0 LUMBER BRACING TOP CHORD 2 X 4 DF 2400E 2.0E TOP CHOR D Structural wood sheathing directly applied or 2-11-4 BOT CHORD 2 X 4 SPF 1650E 1.5E oc purlins. WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W4 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E WEBS 1 Row at midpt 5-18, 6-16, 7-16, 8-16, 9-14 W4 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E W4 2 X 4 SPF 1650E 1.5E WEDGE Left: 2 X 8 DF 1950E 1.7E, Right: 2 X 8 DF 1950E 1.7E REACTIONS (Ib/size) 2=2628/0-5-8, 12=2420/0-5-8 Max Horz 2=303(load case 6) Max Uplifl2=-197(load case 7), 12=-110(load case 8) Max Grav2=3515(load case 2), 12=3200(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-5045/159, 3-4=-4611/158, 4-5=-4405/185, 5-6=-3704/197, 6-7=-3106/174, 7-8=-3106/174, 8-9=-3724/200, 9-10=-4477/215, 10-11=-4690/189, 11-12=-5082/189 BOT CHORD 2-19=-345/3957, 18-19=-278/3472, 17-18=-211/2938, 16-17=-211/2938, 15-16=-72/2956, 14-15=-72/2956, 13-14=0/3507, 12-13=-88/4045 WEBS 3-19=-498/129, 5-19=-17/571, 5-18=-920/166, 6-18=-61/868, 6-16=-206/1088, 7-16=-1031/197, 8-16=-205/1078, 8-14=-67/884, 9-14=-948/177, 9-13=-44/643, 11-13=-548/149 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. Continued on page 2 Job Truss ~ Truss Type -~ Ply KER./NA/3-15/EJIID)H t~7042 B11 ROOF TRUSS 16 ~ 1 ~~rnnv r.n..n ___ -- Job Reference (optional) ~+ ~ ~+~~~ vvmrv~~~~~ ~ a-~r, iuano rans, iu asgvs, enc b.zuu s red ~ ~ zoos MiTek Industries, Inc. Wed May 03 10:17:15 2006 Page 2 NOTES 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 Ib uplift at joint 2 and 110 Ib uplift at join 12. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard Job Truss i Truss Type Qty Ply KER./NA/3-15/EJpD)H Q7042 B12 ROOF TRUSS 1 1 I _ _ Job Reference o tional ~ vcK wmruntn i s-ir, iaano raps, iu asaus, tnc o.zuu s reo ~~ ~uua mi reK mausmes, inc. area may us ~rvni:~y wvu rage r ~2-0-Q 5-10-0 , 11-3-3 , 16-8-5 , 24-7-2 , 32-4-3 , 40-1-3 , 48-0-0 , 2-0-0 5-10-0 5-5-2 5-5-2 7-10-13 7-9-1 7-9-1 7-10-13 Scale: 118"=1' 6x10 MT18Hr ti 0 8x8 = 19 18 17 16 15 14 13 12 4x6 = 4x6 = , 8-6-10 , 16-8-5 , 24-7-2 , 32-4-3 , 40-1-3 , 48-0-0 , 8-6-10 8-1-12 7-10-13 7-9-1 7-9-1 7-10-13 Plate Offsets~,YL [2_0-5-14,Edge], [2:0-0-13,Edge], j6:0-6-0,0-1-8L_ = _ - LOADING (psf) -- -r- SPACING 2-0-0 ---- CSI ~ DEFL --------- ------- in (loc) I/defl Ud i Plates Increase 1.15 TC 1.00 Vert(LL) -0.23 16-18 >999 240 (Roof Snow=35.0) ' Lumber Increase 1.15 BC 0.58 Vert(TL) -0.45 18-19 >999 180 TCDL 8,0 ' Rep Stress Incr YES j WB 0.98 Horz(TL) 0.20 12 n/a n/a BCLL 0.0 BCDL g.p '~~ Code IRC2003/TPI2002 I~ ~ (Matrix) I. LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF 1650E 1.5E "Except" W1 2 X 4 SPF Stud/Std, W2 2 X 4 SPF Stud/Std W3 2 X 4 SPF Stud/Std, W5 2 X 4 SPF 2100E 1.8E W5 2 X 4 SPF 2100E 1.8E, W5 2 X 4 SPF 2100E 1.8E W5 2 X 4 SPF 2100E 1.8E WEDGE Left: 2 X 8 DF 1950E 1.7E REACTIONS (Ib/size) 12=2424/Mechanical, 2=2632/0-5-8 Max Horz 2=386(load case 7) Max Upliftl2=-252(load case 5), 2=-172(load case 7) Max Grav12=2711(load case 3), 2=2879(load case 2) BRACING TOP CHORD BOT CHORD WEBS PLATES GRIP MT20 197/144 MT18H 197/144 Weight:2661b Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 11-12, 5-18, 6-16, 7-16, 7-14, 9-13 2 Rows at 1/3 pts 10-12 FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=01181, 2-3=-3939/179, 3-4=-3571/180, 4-5=-3436/207, 5-6=-2947/244, 6-7=-2674/256, 7-8=-2463/224, 8-9=-2463/224, 9-10=-1603/142, 10-11=-32/4, 11-12=-372/82 BOT CHORD 2-19=-345/3051, 18-19=-276/2719, 17-18=-231/2364, 16-17=-231/2364, 15-16=-256/2673, 14-15=-256/2673, 13-14=-224/2463, 12-13=-142/1603 WEBS 3-19=-515/132, 5-19=-18/587, 5-18=-976/166, 6-18=-60/916, 6-16=-201/879, 7-16=-596/240, 7-14=-606/74, 9-14=0/622, 9-13=-1512/145, 10-13=-36/1359, 10-12=-2760/243 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. Continued on page 2 3x8 = 4x6 = 8.00 12 g 7 8 9 10 11 Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID~H 17042 612 ROOF TRUSS 1 ~ 1 - Job Reference o tional ~ ~ v~r, ~vmrtrrvtrv i s-ir, iaano tans, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:19 2006 Page 2 NOTES 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 3x6 MT20 unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 Ib uplift at joint 12 and 172 Ib uplift at joint 2. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 B12-CAP MONO HIP PIGGYBACK ( 1 1 Job Reference (optional)_ _ 51 UGK GUMYVNEN75-IF, IgarlO Falls, ID 53403, ErIC 2-0-0 8.00 12 5-3-11 10-5-6 15-7-1 5-3-11 5-1-11 5-1-11 vnv ~~ 5x5 = 3 4 6.200 S Fet1 11 2005 MITeK IntlustrleS, InC. Wep May 03 10:17:ZZ 2W6 rage ~ 20-8-13 25-10-8 5-1-11 5-1-11 3x6 = 5 6 7 16 15 14 13 12 31-3-11 , 33-3-11 , -T~ 5-5-3 2-0-0 Scale = 1:57.1 4x6 = 8 9 11 5-3-11 ~ 10-5-6 ~ 15-7-1 20-8-13 ~ 25-10-8 ~ 31-3-11 10 o , M O 5-3-11 5-1-11 5-1-11 5-1-11 5-1-11 5-5-3 Plate Offsets (X,[2:0-1-5,Edge] ____ ___ __ _- LOADING (psf) ~ SPACING 2 0 0 CSI 'i DEFL I in (loc) I/deft Ud ! PLATES GRIP TCLL 35.0 plates Increase 1.15 TC 0.46 Vert(LL) -0.09 2-16 >999 240 I MT20 197/144 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.54 Vert(TL) -0.12 2-16 >982 180 TCDL 8.0 Rep Stress Incr BCLL 0.0 YES '~ WB 0.61 Horz(TL) 0.03 10 n/a n/a Code IRC2003/TPI2002 BCDL 8.0 ! (Matrix) ~ Weight:1231b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 BOT CHORD 2 X 4 SPF 1650E 1.5E oc purlins, except end verticals. WEBS 2 X 4 SPF Stud/Std *Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W5 2 X 4 SPF 1650E 1.5E WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=382/0-5-8, 10=450/0-5-8, 15=1243/0-5-8, 12=1082/0-5-8 Max Horz1=95(load case 7) Max Uplift1=-7(load case 7), 10=-44(load case 8), 15=-116(load case 6), 12=-106(load case 8) Max Grav1=493(load case 2), 10=570(load case 3), 15=1285(load case 3), 12=1397(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-240/0, 2-3=-467/9, 3-4=-311/38, 4-5=-50/463, 5-6=-297/64, 6-7=-297/64, 7-8=-18/224, 8-9=-505/39, 9-10=-517/66 BOT CHORD 2-16=-34/295, 15-16=-463/50, 14-15=-64/297, 13-14=-224118, 12-13=-224/18, 11-12=-39/505, 10-11=-7/85 WEBS 3-16=-266/82, 4-16=-100/883, 4-15=-876/138, 5-15=-628/58, 5-14=-235/78, 7-14=-43/603, 7-12=-8761120, 8-12=-843/65, 8-11=-173/97, 9-11=-37/483 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Continued on page 2 Job Truss 1 Truss Type Qty Ply II KER./NA/3-15/EJ(IDIH ~Q7042 612-CAP MONO HIP PIGGYBACK 1 1 ~„~,,,.,, e~rnn~ nn. _„ ,_ -- -------.-- Job Reference (optional) ~.,.... a.vmrvnCn ~ J-Ir, iaano tans, iD S34o3, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:22 2006 Page 2 NOTES 8) Bearing at joint(s)1, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacit of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 1, 44 Ib uplift at joint 10, 11 Ib uplift at joint 15 and 106 Ib uplift at joint 12. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H ®7042 1613 ROOF TRUSS 1 1 __ Job Reference (optional) s ~ ucK GVMYUNtN I S-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:24 2006 Page 1 ~2-0-Q 5-10-0 11-3-3 , 16-8-5 , 24-7-2 32-4-3 40-1-3 48-0-0 , 2-0-0 5-10-0 5-5-2 5-5-2 7-10-13 7-9-1 7-9-1 7-10-13 6x10 MT18(i~i ti 0 Scale: 1/8"=1' 8x8 = 19 18 17 16 15 14 13 12 4x6 = 4x6 = 8-6-10 16-8-5 24-7-2 32-4-3 40-1-3 48-0-0 ~ r 8-6-10 8-1-12 7-10-13 7-9-1 7-9-1 7-10-13 Plate Offsets (X,YL (2:0-5-13,Edge],_ 2:0-0-13,Ed~eL[6:0-6-0,0-1-8] LOADING (psf) SPACING 2-0-0 CSI (Roof Snow=35.0) ~ i TCDL 8.0 ~ Lumber Increase 1.15 ~, BC 0.58 I BCLL 0.0 Rep Stress Incr YES WB 0.98 BCDL 8.0 Code IRC2003/TP12002 I (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF 1650E 1.5E *Except* W1 2 X 4 SPF Stud/Std, W2 2 X 4 SPF Stud/Std W3 2 X 4 SPF Stud/Std, W5 2 X 4 SPF 2100E 1.8E W5 2 X 4 SPF 2100E 1.8E, W5 2 X 4 SPF 2100E 1.8E W5 2 X 4 SPF 2100E 1.8E DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.2316-18 >999 240 ~ MT20 197/144 Vert(TL) -0.4518-19 >999 180 MT18H 197/144 Horz(TL) 0.20 12 n/a n/a i Weight: 266 1b BRACING TOP CHOR D Structural wood sheat hing directly applied, except end verticals. BOT CHORD Rigid ceiling directly a pplied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-12, 5-18, 6-16, 7-16, 7-14, 9-13 2 Rows at 1/3 pts 10-12 WEDGE Left: 2 X 8 DF 1950E 1.7E REACTIONS (Ib/size) 12=2424/Mechanical, 2=2632/0-5-8 Max Horz 2=386(load case 7) Max Uplift12=-252(load case 5), 2=-172(load case 7) Max Grav12=2711(load case 3), 2=2879(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-3938/179, 3-4=-35701180, 4-5=-3435/207, 5-6=-2946/244, 6-7=-2674/256, 7-8=-2463/224, 8-9=-2463/224, 9-10=-1603/142, 10-11=-32/4, 11-12=-372/82 BOT CHORD 2-19=-345/3050, 18-19=-276/2718, 17-18=-231/2364, 16-17=-231/2364, 15-16=-256/2673, 14-15=-256/2673, 13-14=-224/2463, 12-13=-142/1603 WEBS 3-19=-514/132, 5-19=-18/587, 5-18=-976/166, 6-18=-60/916, 6-16=-201/880, 7-16=-597/240, 7-14=-606/74, 9-14=0/622, 9-13=-1512/145, 10-13=-36/1359, 10-12=-2761/243 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. Continued on page 2 3x8 = 4x6 = 8.00 12 6 7 s 9 1n 11 Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 613 ROOF TRUSS 1 1 CTAPI! f~A~~I~A•1r~~ Job Reference o tional ~....... vv~nrv~~~~~ ~J-~r~ ~aanv raps, iu tis4vs, enc saoo s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:25 2006 Page 2 NOTES 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 3x6 MT20 unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 Ib uplift at joint 12 and 172 Ib uplift at joint 2. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job -Truss Truss Type Q7042 B13-CAP MONO HIP PIGGYBACK Qty Ply 1 1 KER./NA/3-15/EJ(ID)H ~ ~~ STOCK COMPONFNTR_IF Irinhn c~u~ :n c~ena o~:.. --- ---_--- --~ Job Reference o tional - -- --. ---- ~..-...~.~ ~ ~.+ ~ ~ wva nn,ezn nwusu:aa, mc. YYea may us 7V:7/:"[51006 Page 1 -2-0-0 3-3-11 8-10-3 14-4-11 19-11-3 25-5-11 31-3-11 33-3-11 2-0-0 3-3-11 5-6-8 5-6-8 5-6-8 5-6-8 5-10-0 2-0-0 Scale = 1:57.1 8.00 12 5x5 = 3 4 : ~-~-~~ s-~o-3 14-4-11 3-3-11 5-6-8 5-6-8 Plate Offsets X,Y_ [2:0-0-13,Edge]__ _ -- - -------- LOADING (psf) T - -- - TCLL 35.0 SPACING i 2-0-0 (Roof Snow=35.0) ' Plates Increase 1.15 TCDL g,0 ! Lumber Increase 1.15 , BCLL 0.0 ', Rep Stress Incr YES BCD[ 8,0 ii Code IRC2003/TPI2002 'I LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std "Except` W5 2 X 4 SPF 1650E 1.5E 4x5 = 5x6 = 5 6 7 8 g 4x5 = o N ~ ' O 19-11-3 , 25-5-11 5-6-8 5-6-8 CSI DEFL in (loc) I/deft Ud TC 0.55 Vert(LL) -0.05 12 >999 240 BC 0.35 , Vert(TL) -0.08 12 >999 180 WB 0.83 Horz(TL) 0.02 10 n/a n/a (Matrix) BRACING TOP CHORD BOT CHORD 31-3-11 , 5-10-0 ~ PLATES GRIP MT20 197/144 Weight: 112 Ib Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 1=387/0-5-8, 10=189/0-5-8, 15=738/0-5-8, 14=895/0-5-8, 11=947/0-5-8 Max Horz 1=57(load case 7) Max Upliftl=-15(load case 7), 10=-18(load case 8), 15=-69(load case 6), 14=-87(load case 8), 11=-91(load case 8) Max Grav1=434(load case 2), 10=237(load case 3), 15=839(load case 3), 14=1117(load case 3), 11=1181(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-211/0, 2-3=-639/35, 3-4=-542/54, 4-5=-8/109, 5-6=-21/269, 6-7=-211269, 7-8=-862/67, 8-9=-13/185, 9-10=-196/44 BOT CHORD 2-16=-47/533, 15-16=-109/8, 14-15=-269/21, 13-14=-67/862, 12-13=-67/862, 11-12=-185/13, 10-11=-12/158 WEBS 3-16=-88/99, 4-16=-63/675, 4-15=-801/129, 5-15=-15/190, 5-14=-678/112, 7-14=-1179/92, 7-12=-247/78, 8-12=-84/1092, 8-11=-975/138, 9-11=-357/27 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Continued on page 2 JAJ - 16 15 14 13 12 11 10 Job 5/EJ(IOIH 613-CAP ~ MONO HIP PIGGYBACK ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:25 2006 Page 2 NOTES 8) Bearing at joint(s)1, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacit of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint 1, 18 Ib uplift at joint 10, 6 Ib uplift at joint 15, 87 Ib uplift at joint 14 and 91 Ib uplift at joint 11. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H 7042 B14 ROOF TRUSS 1 1 STACK cnManu~u Te_~c ~.~~~... c.. u., m e~ .ne -- - l Job Reference (optional) • ----- - ---. •- -- •--~ -••- v.wv a rev ~ ~ Ewa mi ~cee mausines, mC. nrea may us 7U:7 7:Zti 2006 Page 1 X2-0-q 6-3-4 , 12-1-10 18-0-0 25-4-4 32-10-4 , 40-4-4 48 0 0 , 2-0-0 6-3-4 5-10-6 5.10-6 7-4-4 7-6-0 7-6-0 7-7-12 5x8 = 2x4 I I 8.00 12 i ~12 3x6 = 3x8 = 6 7 8 9 T3 Scale = 1:103.0 2x4 I I 6x8 = Td 10 11 J1CV 3x6 5 T 2x4 \\ 4 5 6 W 6 5 6 W 4 3 W 3 T 1 H 1 B B3 ° 5x6 = 8x8 = 19 18 17 16 15 14 13 12 3x6 = 3x6 = 3x8 = 2x4 I I 6x10 = 3x6 I I 3x6 = 3x6 = 0 N N r 9-2-7 18-0-0 25-4-4 32-10-4 40-4-4 48-0-0 9-2-7 8-9-9 7-4-4 7-6-0 7-6-0 7-7-12 Plate Offsets X, ) _j__ - _ gel, 6:0-4-0,0-1-9 Y : 2:0-6 14,0-0-8], [2:0-0-13,Ed - - - --- -- _ - - - - -- _---- - - - -7 DING s (P ) i ? - - _ ___ _ __ - _ --- 35.0 SPACING 2-0-0 CSI TCL DEFL in (loc) I/defl Ud PLATES GRIP Roof Snow=35.0 Plates Increase 1.15 ~~ TC 1.00 i Vert(LL) -0. 24 16-18 >999 240 ~~, MT20 197/144 TCDL g.p i Lumber Increase 1.15 ~ BC 0.65 Vert(TL) -0. 47 18-19 >999 180 BCLL 0.0 ', Rep Stress Incr YES WB 0.95 Horz(TL) 0. 18 12 n/a n/a Code IRC2003/TPI2002 i (Matrix BCDL 8.0 i _ _ _ _ _ i ) ~ ; Weight: 274 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 2-2-0 BOT CHORD 2 X 4 SPF 1650E 1.5E oc purlins, except end verticals. WEBS 2 X 4 SPF 1650E 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W7 2 X 4 SPF 2100E 1.SE, W1 2 X 4 SPF Stud/Std WEBS 1 Row at midpt 5-18, 6-16, 7-16, 9-16, 9-13 W2 2 X 4 SPF Stud/Std, W3 2 X 4 SPF Stud/Std , 10-13 11-13 WEDGE , 2 Rows at 1/3 pts 11-12 Left: 2 X 8 DF 1950E 1.7E REACTIONS (Ib/size) 12=2424/Mechanical, 2=2632/0-5-8 Max Horz 2=408(load case 7) Max Upliftl2=-234(load case 6), 2=-176(load case 7) Max Grav 12=2769(load case 3), 2=3119(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-4268/164, 3-4=-3765/165, 4-5=-3533/194, 5-6=-2863/233, 6-7=-2582/239, 7-8=-2579/238, 8-9=-2579/238, 9-10=-1494/128, 10-11=-1494/128, 11-12=-2700/263 BOT CHORD 2-19=-369/3301, 18-19=-276/2706, 17-18=-221/2278, 16-17=-221/2278, 15-16=-206/2330, 14-15=-206/2330, 13-14=-206/2330, 12-13=-3/32 WEBS 3-19=-616/145, 5-19=-24/690, 5-18=-1117/181, 6-18=-73/1042, 6-16=-260/699, 7-16=-877/150, 9-16=-83/713, 9-14=0/266, 9-13=-1570/146, 10-13=-889/157, 11-13=-236/2747 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 Job Truss Truss Type qty Ply KER./NA/3-15/EJ(ID)H i Q7042 B14 ROOF TRUSS 1 1 Job Reference (optional) ~ s I ucK coMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Ina, Wed May 03 10:17:26 2006 Page 2 NOTES 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 Ib uplift at joint 12 and 176 Ib uplift at joi 2. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.71.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 B15 ROOF TRUSS 1 1 i Job Reference o tional o.cvv ~ reu , i cvva m~ ~eK mausmes, mc. nrea may us ~u:~ i:~i wuu rage 7 ~2-0-q 5-7-4 10-9-10 16-0-0 23-10-4 31-10-4 39-10-4 48-0-0 , 2-0-0 5-7-4 5-2-6 5-2-6 7-10-4 8-0-0 8-0-0 8-1-12 Scale = 1:94.5 5x8 = 8.00 12 3x8 = 4x6 = 6 7 8 9 10 11 r` 0 0 0 0 19 18 17 16 15 14 13 12 4x6 = 4x6 = 5x5 = 8-2-7 16-0-0 23-10-4 31-10-4 39-10-4 48-0-0 8-2-7 7-9-9 7-10-4 8-0-0 8-0-0 8-1-12 - --- Plate Offsets X( Y): [2:0-3-S,Edge], [6:0-4-0,0-1.9] _ - -- --- --- --- - --- r - LOADING (psf) SPACING 2-0-0 '~ CSI ~ DEFL - - -- in loc I/defl Ud ( --- -- ----- j PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 ~ TC 0.84 I Vert(LL) -0.24 16 >999 240 i MT20 197/144 Lumber Increase 1.15 ' BC 0.55 TCDL 8.0 ~ Vert(TL) -0.46 16-18 >999 180 BCLL 0.0 ii Rep Stress Incr YES WB 0.98 ! Horz(TL) 0.21 12 n/a n/a BCDL 8.0 I Code IRC2003ITPI2002 I (Matrix) i i Weight:2581b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 3-1 -4 T3 2 X 4 SPF 2100E 1.8E, T4 2 X 4 SPF 2100E 1.8E oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 1650E 1.5E *Except* WEBS 1 Row at midpt 11-12, 5-18, 6-16, 7-16, 7-14, W1 2 X 4 SPF Stud/Std, W2 2 X 4 SPF Stud/Std 9-13 W3 2 X 4 SPF Stud/Std, W5 2 X 4 SPF 2100E 1.8E 2 Rows at 1/3 pts 10-12 W5 2 X 4 SPF 2100E 1.8E, W5 2 X 4 SPF 2100E 1.8E W5 2 X 4 SPF 2100E 1.8E WEDGE Left: 2 X 6 DF No.2 REACTIONS (Ib/size) 12=2424/Mechanical, 2=2632/0-5-8 Max Horz 2=369(load case 7) Max Uplift12=-234(load case 6), 2=-171(load case 7) Max Grav12=2768(load case 3), 2=2835(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-3868/190, 3-4=-3585/200, 4-5=-3456/216, 5-6=-3016/252, 6-7=-2888/270, 7-8=-2701 /239, 8-9=-2701 /239, 9-10=-1776/153, 10-11=-35/2, 11-12=-392/67 BOT CHORD 2-19=-328/3045, 18-19=-275/2747, 17-18=-236/2427, 16-17=-236/2427, 15-16=-269/2884, 14-15=-269/2884, 13-14=-239/2701, 12-13=-153/1776 WEBS 3-19=-483/125, 5-19=-17/546, 5-18=-899/157, 6-18=-57/865, 6-16=-95/1035, 7-16=-705/155, 7-14=-555/69, 9-14=0/570, 9-13=-1535/144, 10-13=-30/1346, 10-12=-2889/249 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. Continued on page 2 Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 815 ROOF TRUSS 1 1 ~' __ ___ ____ ____~___ Job Reference o tional STOCK COMPONENTS-IF, Idaho Fails, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:27 2006 Page 2 NOTES 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are 3x6 MT20 unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 Ib uplift at joint 12 and 171 Ib uplift at joint 2. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 B16 ROOF TRUSS 1 1 ~Tnnv nnun~ur Job Reference (optional) ~I ------- - • --• • --•••• -••-^ • ~ ~ ~ • a•• ~ ~+ ~~+~~, ~~ ~~ o.cw s raU i ~ cvva mi ~ eK mauSLneS, InC. VY@O May U3 9U:97:Z8 1006 Page 1 ~Z-0-0, 7-2-7 14-0-0 , 20.7-14 27-5-7 34-3-1 41-0-10 48 0-0 , i 2-0-0 7-2-7 6-9-9 6-7-14 6-9-10 6-9-10 6-9-10 6-11-6 Scale = 1:94.7 5x8 = ~ ~ ti O 15 14 13 4x8 = 4x4 I I 19 18 17 16 2x4 I I 4x5 = 4x10 MT20H= 12 11 4x8 = 5x5 = 0 r ~O Q1 7-2-7 14-0-0 20-7-14 27-5-7 34-3-1 41-0-10 48-0-0 7-2-7 6-9-9 6-7-14 6-9-10 6-9-10 6-9-10 6-11-6 Plate Offsets~X,Y~_ 2:0-3-5,Edge], [4:0-4-0,0-1-9] -- - , [9:0-3-8,0-2-0]~O:Edge,0-3-8L [12:0-3-8,0-2-0] - - - __- _- __-- ---- LOADING (psf) I TCLL 35.0 SPACING 2-0-0 I CSI ~ DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 ' TC 0.95 I Vert(LL) -0.31 15-16 >999 240 MT20 197/144 TCDL g•0 ' Lumber Increase 1.15 BC 0.61 Vert(TL) -0.54 15-16 >999 180 MT20H 148/108 BCLL 0.0 ! Rep Stress Incr YES WB 0.97 Horz(TL) 0.23 11 n/a n/a BCDL 8.0 ~I Code IRC2003/•i•PI2002 '~ (Matrix) _ ~, __ ___ Weight:2561b LUMBER BRACING -- _ - --- _. .. -- TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHOR D Structural wood sheat hing directly applied, except BOT CHORD 2 X 4 SPF 1650E 1.5E end verticals. WEBS 2 X 4 SPF Stud/Std "Except" BOT CHOR D Rigid ceiling directly a pplied or 10-0-0 oc bracing. W6 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E WEBS 1 Row at midpt 10-11, 3-18, 5-16, 5-15, 6-15, W4 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E 6-13, 8-12 W4 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E 2 Rows at 1/3 pts 9-11 WEDGE Left: 2 X 6 DF No.2 REACTIONS (Ib/size) 11=2424/Mechanical, 2=2632/0-5-8 Max Horz 2=330(load case 7) Max Upliftl1=-234(load case 6), 2=-165(load case 7) Max Grav11=2827(load case 3), 2=2703(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-3846/215, 3-4=-3249/266, 4-5=-3288/300, 5-6=-3419/298, 6-7=-2929/249, 7-8=-2929/249, 8-9=-1814/151, 9-10=-33/3, 10-11=-338/57 BOT CHORD 2-19=-300/3022, 18-19=-300/3022, 17-18=-251/2573, 16-17=-251/2573, 15-16=-299/3284, 14-15=-298/3419, 13-14=-298/3419, 12-13=-249/2929, 11-12=-151/1814 WEBS 3-19=0/261, 3-18=-890/137, 4-18=-18/628, 4-16=-90/1353, 5-16=-992/139, 5-15=-215/228, 6-15=-77/281, 6-13=-859/84, 8-13=-4/803, 8-12=-1884/165, 9-12=-60/1617, 9-11=-3010/252 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof five load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. Continued on page 2 .- 4 5 6 7 8 4 1 q Job T russ Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 616 ROOF TRUSS 1 1 ______ __ . Job Reference o tional STOCK COMPONENTS-IF, Idaho Falis, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:28 2006 Page 2 NOTES 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 3x6 MT20 unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 Ib uplift at joint 11 and 165 Ib uplift at joint 2. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 B17 ROOF TRUSS 1 1 _ __ ____ Job Reference (optional) STOCK COMPONEN TS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries. Inc. Wed Mav 03 10:17:29 2006 Paae ~2-0-q 6-2-7 12-0-0 + 19-0-10 , 26-3-1 , 33-5-7 40-7-14 48-0-0 , 2-0-0 6-2-7 5-9-9 7-0-10 7-2-6 7-2-6 7-2-6 7-4-2 Scale = 1:94.5 5x8 = A ~ ~ O O r N OD 19 18 17 16 15 14 13 12 11 2x4 I I 4x6 = 4x10 MT201-~ 4x8 = 5x6 = 6-2-7 12-0-0 19-0-10 26-3-1 ~ i , 33-5-7 40-7-14 , 48-0-0 , 6-2-7 5-9-9 7-0-10 7-2-6 7-2-6 7-2-6 7-4-2 ---- Plate Offsets (X,Y)__L:0-3-5,Edge], [40-4-0,0-1-9L[9:0-3-8,0-2-0], [12:0-3-8,0-2-0] _ _ _ - LOADING (psf) 1 ~ ~ ~ SPACING 2-0-0 CSI ~ DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=35.0) ~ Plates Increase 1.15 !I TC 0.90 ~ Vert(LL) -0.40 15 >999 240 MT20 197/144 I TCDL g,p Lumber Increase 1.15 BC 0.72 Vert(TL) -0.67 15-16 >853 180 I~ MT20H 148/108 ~ Rep Stress Incr YES ' WB 0.96 BCLL 0.0 ~ Horz(TL) 0.27 11 n/a n/a I BCDL 8,0 ~ Code IRC2003/TPI2002 ~i (Matrix) I Weight:2401b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Structural wood sheathi ng directly applied or 2-2-0 BOT CHORD 2 X 4 SPF 1650E 1.5E oc purlins, except end verticals. WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W6 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E WEBS 1 Row at midpt 10-11, 5-16, 5-15, 6-13, 8-12 W4 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E 2 Rows at 1/3 pts 9-11 W4 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E WEDGE Left: 2 X 6 DF No.2 REACTIONS (Ib/size) 11=2424/Mechanical, 2=2632/0-5-8 Max Horz 2=292(load case 7) Max Upliftl1=-233(load case 6), 2=-156(load case 7) Max Grav11=2878(load case 3), 2=2632(load case 1) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-3860/240, 3-4=-3385/285, 4-5=-3887/342, 5-6=-4165/353, 6-7=-36271301, 7-8=-3627/301, 8-9=-2270/186, 9-10=-47/4, 10-11=-362/61 BOT CHORD 2-19=-301/3040, 18-19=-301/3040, 17-18=-264/2751, 16-17=-264/2751, 15-16=-340/3883, 14-15=-353/4165, 13-14=-353/4165, 12-13=-301/3627, 11-12=-186/2270 WEBS 3-19=0/210, 3-18=-701/109, 4-18=-6/524, 4-16=-121/1711, 5-16=-1166/162, 5-15=-71/419, 6-15=-197/186, 6-13=-799/77, 8-13=0/710, 8-12=-2019/171, 9-12=-50/1598, 9-11=-3307/271 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 4x8 = Continued on page 2 Job Truss Truss Type Qty ~ PIy KER./NA/3-15/EJ(ID)H Q7042 B17 ROOF TRUSS 1 1 ___ _ _ _ _ _ ____ __ ~ Job Reference (optional) STUCK coMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:29 2006 Page 2 NOTES 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 3x6 MT20 unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 Ib uplift at joint 11 and 156 Ib uplift at joint 2. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJpD)H Q7042 618 ROOF TRUSS 1 ~ 1 __ Job Reference (optional) v.vv,~ vvmr vi~cn ro-~r, ~ud11V rg115, IU OJ4VJ, CfIG o.~uu s rev ~ ~ ~uua mi i eK mdustnes, inc. Wed May 03 10:17:31 2006 Page 1 r2-0-0, 5-2-7 10-0-0 17-5-7 25-0-10 32-7-14 , 40-3-1 48-0-0 , 2-0-0 5-2-7 4-9-9 7-5-7 7-7-3 7-7-3 7-7-3 7-8-15 Scale = 1:94.7 6x6 = 3x6 = 3x6 = 3x8 = 4 z,ra i 5 T~ 6 7 3x6 = 4x8 = 3x8 I I 8 T3 9 10 8.00 12 .~~ 1 2 3 3 4 5 4 5 4 5 4 5 4 T 2 H 1 B3 ° 6x10 i 0 0 co 19 18 17 16 15 14 13 12 11 2x4 I I 3x6 = 4x10 MT20H= 3x6 = 4x8 = 5x6 = 5x6 = 3x6 = 5x14 MT20H WB= , 5-2-7 10-0-0 17-5-7 25-0-10 32-7-14 40-3-1 48-0-0 , 5-2-7 4-9-9 7-5-7 7-7-3 7-7-3 7-7-3 7-8-15 Plate Offsets~X,X12:0-3-5,Ed~c~,_[4:0-3-5,Edg~9:0-3-8,0-2-0], j120-3-8,0-2-0]_ -- _. DING(Ps ~ TCL 35.0 ~ SPACING 2-0-0 CSICSI DEFL in (loc) I/deft Ud ~ PLATES GRIP (Roof Snow=35.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.53 15 >999 240 MT20 197/144 TCDL g,p ~ Lumber Increase 1.15 BC 0.87 Vert(TL) -0.85 15-17 >670 180 ~, MT20H 148/108 BCLL 0.0 ~ Rep Stress Incr YES ', WB 0.95 '~, Horz(TL) 0.32 11 n/a n/a BCDL 8.0 ~ Code IRC2003/TPI2002 (Matrix) , ' Weight:2241b -- LUMBER __ BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E "Except'' TOP CHORD T2 2 X 4 SPF 2100E 1.8E BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD WEBS 2 X 4 SPF Stud/Std *Except* WEBS W6 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E W4 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E W4 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E WEDGE Left: 2 X 6 DF No.2 REACTIONS (Ib/size) 11=2424/Mechanical, 2=2632/0-5-8 Max Horz 2=253(load case 7) Max Uplift11=-233(load case 6), 2=-159(load case 6) Max Grav11=2921(load case 3), 2=2632(load case 1) Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 10-11, 5-17, 6-13, 8-12 2 Rows at 1/3 pts 9-11 FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-3859/264, 3-4=-3583/303, 4-5=-4666/397, 5-6=-5176/427, 6-7=-4589/372, 7-8=-4589/372, 8-9=-2904/233, 9-10=-68/5, 10-11=-388/66 BOT CHORD 2-19=-300/3041, 18-19=-300/3041, 17-18=-277/3013, 16-17=-395/4662, 15-16=-395/4662, 14-15=-427/5176, 13-14=-427/5176, 12-13=-372/4589, 11-12=-233/2904 WEBS 3-19=0/153, 3-18=-496/98, 4-18=0/413, 4-17=-163/2211, 5-17=-1349/184, 5-15=-46/680, 6-15=-326/128, 6-13=-777/73, 8-13=0/634, 8-12=-2231/184, 9-12=-40/1570, 9-11=-3755/302 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. Continued on page 2 Job Q7042 Truss Truss Type 618 ROOF TRUSS Qty 1 Ply 1 KER./NA/3-15/EJ(ID)H ~~ Job Reference (optional) STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:31 2006 Page 2 NOTES 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 Ib uplift at joint 11 and 159 Ib uplift at joint 2. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply ~ KER./NA/3-15IEJ(ID)H QT042 B1A ROOF TRUSS 1 2 __ ~ _ Job Reference o tional a ~ v~.n wmrvnen i a-ir, iaano raus, lu as4us, tnc 6.200 s Feb 11 2005 MITek Inqustries, Inc. Weq May 03 10:17:32 2006 Page 1 ~2-0-q 4-3-15 , 8-0-0 , 14-3-12 20-9-4 27-2-12 33-8-4 , 40.0-0 43-8-1 , 48-0-0 $O-0-Q 2-0-0 4-3-15 3-8-1 6-3-12 6-5-8 6-5-8 6-5-8 6-3-12 3-8-1 4-3-15 2-0-0 Scale = 1:94.6 6x8 MT181-~ 2x4 I I 3x6 = 3x6 = 3x6 ~ 4 T2 6 7 8.00 12 ~ 1 2 6x8 = 3x10 = 2x4 I I 8 T~ 9 10 oVo _\ 3 3 4 5 4 5 W 5 4 5 W 3 11 T 2 W 1 H 12 ° 5x10 ~ 4x5 0 co ti ~° 1~ 1 0 23 22 21 20 19 18 17 16 15 14 2x4 I 16x6 = 5x10 MT20H= 2x4 I I 6x12 = 6x8 = 3x4 I I 6x6 = 4x8 = 5x10 MT20H= 4-3-15 8-0-0 14-3-12 , 20-9-4 , , , 27-2-12 33-8-4 40-0-0 , 43-8-1 48-0-0 , 4-3-15 3-8-1 6-3-12 6-5-8 6-5-8 6-5-8 6-3-12 3-8-1 4-3-15 Plate Offsets (X,Y): [2:0-3-12,0-2-4], 4:0-5-5,Edge],_[10:0-5-5,Edge], [12:0-2-12,0-2-0 , 1] [ 5:0.3.8,0-3-0 __ -- - LOADING (psf) i ~ SPACING 2-0-0 CSI DEFL in loc I/deft L/d PLATES GRIP ( ) Plates Increase 1.15 TC 0.95 (Roof Snow=35 0) ai Vert(LL) -0.64 18-19 >809 240 MT20 197/144 l TCDL g,p Lumber Increase 1.15 BC 0.79 ; Vert(TL) -1.00 18-19 >523 180 MT20H 165/146 0 '~ Rep Stress Incr NO j WB 0.94 BCLL 0 ~ Horz(TL) 0.20 14 n/a n/a ~~,' MT18H 197/144 . BCDL g,0 ~I Code IRC2003/TPI2002 (Matrix) ~ 'i Weight:5201b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 2-11-10 BOT CHORD 2 X 6 DF 1800E 1.6E oc purlins. WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, W2 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E Except: W4 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E 6-0-0 oc bracing: 14-15,12-14. W4 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E W2 2 X 4 SPF 1650E 1.5E WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 2=5326/0-5-8, 14=6440/0-5-8 Max Horz 2=-129(load case 5) Max Uplifl2=-689(load case 6), 14=-815(load case 5) Max Grav2=6465(load case 2), 14=7698(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/189, 2-3=-10079/1136, 3-4=-10072/1218, 4-5=-12310/1528, 5-6=-13861/1716, 6-7=-13861/1716, 7-8=-13861/1716, 8-9=-9932/1230, 9-10=-9935/1230, 10-11=-5192/666, 11-12=-219/1163, 12-13=0/183 BOT CHORD 2-23=-992/8129, 22-23=-992/8129, 21-22=-1018/8314, 20-21=-1508/12307, 19-20=-1508/12307, 18-19=-1603/13104, 17-18=-1603/13104, 16-17=-1603/13104, 15-16=-530/4422, 14-15=-849/281, 12-14=-849/281 WEBS 3-23=-386/113, 3-22=-177/614, 4-22=-215/1653, 4-21=-690/5258, 5-21=-1981/279, 5-19=-293/2047, 6-19=-572/78, 8-19=-122/971, 8-18=-159/1350, 8-16=-4066/503, 9-16=-679/93, 10-16=-884/7160, 10-15=-2358/227, 11-15=-688/6274, 11-14=-7617/858 Continued on page 2 Job ~ Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 B1A ~ ROOF TRUSS __ -J 1 Job Reference o tional STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:32 2006 Page 2 NOTES 1) 2-ply truss to be connected together with 0.131"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) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plat grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 689 Ib uplift at joint 2 and 815 Ib uplift at joi 14. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Girder carries hip end with 8-0-0 end setback. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884 Ib down and 129 Ib up at 40-0-0 and 884 Ib down and 129 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-86, 4-10=-43(F=43), 10-13=-86, 2-22=-16, 15-22=-206(F=-190), 12-15=-16 Concentrated Loads (Ib) Vert: 22=-884(F) 15=-884(F) Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 B2 ROOF TRUSS 2 1 Job Reference o tional STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:34 2006 Page 1 rr2i0-f) 4-1 -4 , 10-0-0 16-11-2 , 24-0-0 , 31-0-14 , 38-0-0 , 43-9-4 , 47-10-8 , 2-0-0 4-1-4 5-10-12 6-11-2 7-0-14 7-0-14 6-11-2 5-9-4 4-1-4 Scale = 1:98.5 6x10 MT18H~ ~~ 5x10 = 2x4 I I 4x5 = 7 T3 8 9 3x6 ~i 8x10 ~~ 3 4 5 4 5 W 5 W 3 4 10 W2 W 1 H 1 B 8x8 = 20 19 2x4 I I 3x6 = 4x5 18 17 16 4x10 MT20H= 5x5 = 5x8 = 15 14 13 12 5x8 = 5x8 = 3x6 I I 4x10 MT20H= , 4-1-4 , 10-0-0 , i6-11-2 , 24-0-0 , 31-0-14 , 38-0-0 , 43-9-4 , 47-10-8 , i i ~ 4-1 -4 5-10-12 6-11-2 7-0-14 7-0-14 6-11-2 5-9-4 4-1-4 _o 0 m r; 0 Plate Offsets (X,YL[2:0-6-14,0-0-x[2:0-0-13,Edge], [4:0-5-0,0-0-14], [9:0-5-4,0-1-0], [11:Edge,0-1-12L[13:0-3-8,0-2-8L[14:0-3-8,0-2-8L____ LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 ~ TC 0.86 Vert(LL) ~ -0.45 16-18 >999 240 MT20 197/144 TCDL g,0 Lumber Increase 1.15 BC 0.78 ~ Vert(TL) ' -0.67 16-18 >781 180 MT20H 148/108 BCLL 0.0 I Rep Stress Incr YES WB 0.85 ', Horz(TL) 0.21 12 n/a n/a MT18H 197/144 BCDL 8,0 Code IRC2003/TPI2002 (Matrix) Weight:2221b LUMBER BRACING TOP CHORD 2 X 4 DF 2400E 2.0E *Except" TOP CHORD T4 2 X 4 SPF 1650E 1.5E, T3 2 X 4 SPF 2100E 1.8E BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD WEBS 2 X 4 SPF Stud/Std "Except"` W4 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E W4 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E WEBS W6 2 X 4 SPF 1650E 1.SE, W7 2 X 4 SPF 1650E 1.5E WEDGE Left: 2 X 8 DF 1950E 1.7E Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-6-0 oc bracing: 12-13,11-12. 1 Row at midpt 5-18, 8-14, 9-13 REACTIONS (Ib/size) 11=-665/0-4-0, 2=2346/0-5-8, 12=3361/0-7-5 (input: 0-5-8) Max Horz 2=190(load case 6) Max Upliftl1=-1127(load case 2), 2=-219(load case 6), 12=-305(load case 5) Max Grav11=136(load case 6), 2=3399(load case 2), 12=4650(load case 3) FORCES (tb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-4869/333, 3-4=-4386/369, 4-5=-4727/458, 5-6=-4810/456, 6-7=-4810/456, 7-8=-4810/456, 8-9=-3790/382, 9-10=-2317/226, 10-11=-190/1989 BOT CHORD 2-20=-397/3828, 19-20=-397/3828, 18-19=-354/3505, 17-18=-467/4723, 16-17=-467/4723, 15-16=-355/3786, 14-15=-355/3786, 13-14=-12211807, 12-13=-1600/150, 11-12=-1600/150 WEBS 3-20=01163, 3-19=-352/127, 4-19=0/306, 4-18=-263/1982, 5-18=-1260/252, 5-16=-91/356, 7-16=-925/169, 8-16=-150/1400, 8-14=-1974/293, 9-14=-323/3019, 9-13=-1547/200, 10-13=-301/3593, 10-12=-4516/345 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. Continued on page 2 3x6 = 3x6 = 8.00 12 4 5 6 T2 r; 1 2 ° 5x6 = -Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 62 ROOF TRUSS 2 1 Job Reference (optional) STOCK COMPONENTS-I F, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:34 2006 Page 2 NOTES 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) WARNING: Required bearing size at joint(s)12 greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1127 Ib uplift at joint 11, 219 Ib uplift at join 2 and 305 Ib uplift at joint 12. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Uplift for first LC exceeds limits LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 620 ROOF TRUSS __ ___ _ 1 ~ 2 Job Reference o tional .+,.....~ vv,o~vnu~ro-,r, naa,w rang, w vorvo, cnc O.LVV 5 r'6D 77 LWO MI IeK Ir10USLr1@S, InC. Weo May U3 9Ua/:34 2UU6 rage ~ r2-0-Q 4-3-15 8-0-0 , 14-6-4 , 21-2-4 , 27-10-4 , 34-6-4 , 41-2-4 , 48-0-0 , 2-0-0 4-3-15 3-8-1 6-6-4 6-8-0 8-8-0 6-8-0 6-8-0 6-9-12 Scale = 1:94.7 8.00 12 3x6 6x6 = 3x6 = 3x6 = 4 T2 5 6 3x6 = 3x6 = 3x6 = 4x6 = T37 8 9 10 6x6 = 3x4 I I T4 11 12 3 ~ ' T 2 ~12 ° 4x8 3 4 5 4 5 4 5 4 5 4 5 4 22 21 20 1918 2x4 I 16x6 = 5x6 = 5x6 = 4x4 = 17 16 15 4x4 = 4x6 = 5x10 MT20H1= 14 13 6x6 = 4x6 = 0 co 4-3-15 8-0-0 14-6-4 , ~ i 21-2-4 , 27-10-4 34-6-4 41-2-4 48-0-0 , 4-3-15 3-8-1 6-6-4 6-8-0 6-8-0 6-8-0 6-8-0 6-9-12 _ Plate Offsets (X,Y): X2:0-2-12,0-2-OL f4:0-3-4,EdcLe] _ DING (ps SPACING 1 0 - -0 0 !; TCL 35 CSI DEFL in (loc) I/deft L/d i PLATES GRIP . (Roof Snow=35.0) Plates Increase 1.15 TC 0.73 Vert(LL) -0.60 17-18 >950 240 MT20 197/144 TCDL g,0 Lumber Increase 1.15 BC 0.99 Vert(TL) -0.99 17-18 >578 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO ~ WB 0.84 Horz(TL) 0.21 13 n/a n/a BCDL g,p ~~ Code IRC2003/TPI2002 i (Matrix) ~ Weight:5251b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHOR D Structural wood sheathing directly applied or 4-1-9 BOT CHORD 2 X 6 DF 1800E 1.6E *Except* oc purlins, except end verticals. B1 2 X 6 DF No.2 BOT CHOR D Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 1650E 1.5E *Except* WEBS 1 Row at midpt 11-13 W6 2 X 4 SPF Stud/Std, W1 2 X 4 SPF Stud/Std W2 2 X 4 SPF Stud/Std, W3 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 13=4757/Mechanical, 2=4527/0-5-8 Max Horz 2=109(load case 7) Max Upliftl3=-494(load case 6), 2=-431(load case 6) Max Grav13=5023(load case 3), 2=4527(load case 1) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/94, 2-3=-7420/726, 3-4=-7750/781, 4-5=-9943/994, 5-6=-9943/994, 6-7=-11550/1146, 7-8=-11405/1127, 8-9=-9443/931, 9-10=-9443/931, 10-11=-5718/563, 11-12=-67/6, 12-13=-57/56 BOT CHORD 2-22=-629/6074, 21-22=-629/6074, 20-21=-660/6487, 19-20=-994/9943, 18-19=-994/9943, 17-18=-1146/11550, 16-17=-1127/11405, 15-16=-1127/11405, 14-15=-931/9443, 13-14=-563/5718 WEBS 3-22=-330/71, 3-21=-96/581, 4-21=-164/1567, 4-20=-429/4434, 6-20=-1419/124, 6-18=-194/2034, 7-18=-58/331, 7-17=-253/30, 8-17=-160/1483, 8-15=-2484/249, 10-15=-289/2809, 10-14=-4716/466, 11-14=-438/4320, 11-13=-7154/705 NOTES 1) 2-ply truss to be connected together with 0.131"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) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. Continued on page 2 Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 ~ B20 ROOF TRUSS 1 ~ ~, _1_ Job Reference o tional~ ', 51 VLK (:VMPONENTS-I F, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:34 2006 Page 2 NOTES 4) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 494 Ib uplift at joint 13 and 431 Ib uplift at joint 2. 13) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP11. 14) Girder carries hip end with 0-0-0 right side setback, 8-0-0 left side setback, and 8-0-0 end setback. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884 Ib down and 94 Ib up at 8-0-0 0 bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-43, 2-21=-8, 13-21=-198(F=-190) Concentrated Loads (Ib) Vert: 21=-884(F) Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 63 ROOF TRUSS 2 1 ________ Job Reference (optional) ~ i wn a.vmrvrv~rv ~ a-ir, iaano raps, w osaus, tnc 6.zu0 s Feb 11 z0u5 MITek Industries, Inc. Wed May 03 10:17:36 2006 Page 1 ~2-0-0, 4-1-0 12-0-0 19-11-7 28-0-9 36-0-0 43-9-4 47-10-8 , 2-0-0 4-1-4 7-10-12 7-11-7 8-1-3 7-11-7 7-9-4 4-1-4 Scale = 1:94.7 6x10 MT181-~ 0 3x6 = 3x6 = 2x4 I I 6x10 MT181-~ 0 N 0 0 ti Itr1 ,,.5 = o 18 17 16 15 14 13 12 11 2x4 I I 3x6 = 3x6 = 6x8 = 3x10 = 4x4 I I 3x6 = 3x6 = ~ 4-1-4 , 12-0-0 19-11-7 , , 28-0-9 , 36-0-0 43-9-4 , 47-10-8 , 4-1-4 7-10-12 7-11-7 8-1-3 ~ 7-11-7 7-9-4 4-1-4 Plate Offsets_LX,Y~[2:0-3-5,Edc~e],_[4:0-5-4,0-1-~~8:0-6-0,0-1-~~2_0-3-8,0-1-8~ LOADING psf) ~ ~ SPACING 2-0 CSI TCLL 35.0 ~ DEFL in (loc) I/defl Ud ~ PLATES GRIP plates Increase 1.15 TC 0.75 (Roof Snow=35.0) ~ Vert(LL) ~ -0.28 14-15 >999 240 ' MT20 197/144 Lumber Increase 1.15 BC 0.74 TCDL 8.0 I ~ Vert(TL) -0.48 14-15 >999 180 MT18H 197/144 Rep Stress Incr YES j WB 0.91 BCLL 0.0 Horz(TL) 0.17 11 n/a n/a Code IRC2003/TPI2002 (Matrix) BCDL 8.0 Weight:2271b LUMBER BRACING TOP CHORD 2 X 4 DF 2400E 2.0E TOP CHORD Structural wood sheathing directly applied or 2-11-6 BOT CHORD 2 X 4 SPF 1650E 1.5E oc purlins. WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 1'0-0-0 oc bracing, W4 2 X 4 SPF 1650E 1.5E, W4 2 X 4 SPF 1650E 1.5E Except: W4 2 X 4 SPF 1650E 1.5E, W6 2 X 4 SPF 1650E 1.5E 6-0-0 oc bracing: 11-12,10-11. WEDGE WEBS 1 Row at midpt 3-17, 5-15, 5-14, 7-14, 8-12 Left: 2 X 6 DF No.2 REACTIONS (Ib/size) 10=-235/0-4-0, 2=2385/0-5-8, 11=2892/0-5-8 Max Horz 2=223(load case 6) Max Uplift10=-423(load case 2), 2=-193(load case 6), 11=-208(load case 5) Max Grav 10=69(load case 6), 2=2929(load case 2), 11=3373(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-4270/291, 3-4=-3686/327, 4-5=-3564/381, 5-6=-3209/333, 6-7=-3209/333, 7-8=-3212/334, 8-9=-2565/245, 9-10=-92/794 BOT CHORD 2-18=-404/3391, 17-18=-404/3391, 16-17=-331/2886, 15-16=-331/2886, 14-15=-391/3560, 13-14=-141/1967, 12-13=-141/1967, 11-12=-633/74, 10-11=-633/74 WEBS 3-18=0/220, 3-17=-531/122, 4-17=0/378, 4-15=-246/1332, 5-15=-817/252, 5-14=-492/77, 7-14=-975/220, 8-14=-277/2046, 8-12=-778/158, 9-12=-227/2559, 9-11=-3251/268 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Sheltered; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 unn~~ 4 5 6 7 8 Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 B3 - ROOF TRUSS - 2 -~ 1 Job Reference o tional STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:36 2006 Page 2 NOTES 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 Ib uplift at joint 10, 193 Ib uplift at joint 2 and 208 Ib uplift at joint 11. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H ~ Q7042 64 ROOF TRUSS ~ 2 1 ' ~__ Job Reference (optional) awn VVIYIrV1VC1Y IJ-Ir, iaano raps, IU tfS4VS, tnc ti.LUU s rep 17LUUS MI I eK InflUStrleS, InC. Wed May V3 10:17:37 2006 Page 7 r2-0.0, 4-1-4 , 9-0-10 1~-•• 20-7-7 , 27-4-9 , 34-0-0 , 38-11-6 , 43-10-12 , 47-10-8 , 2-0-0 4-1-4 4-11-6 4-11-6 6-7-7 6-9-3 6-7-7 4-11-6 4-11-6 3-11-12 Scale = 1:94.3 5x8 = 3x6 = 2x4 I i 5x8 = O v8x8 = 19 18 17 16 15 14 13 12 3x6 = 3x6 = 4x6 = 6x8 = 3x6 = 4x8 = 4x5 = 3x6 = 0 co rn 1 ti Iv7 yw5 - O 4-1-4 14-0-0 , 20-7-7 , 27-4-9 , 34-0-0 , 43-10-12 47-10-8 , _ 4-1-4 9-10-12 6-7-7 6-9-3 6-7-7 9-10-12 ~ 3-11-12 Plate Offsets (X,Y : 2:0-6-14,0.0.8], [2:0-0-13,Edge], [5:0-4-0,0-1.91, [8:0-4-0,0-1-9], X11:0-0-3,0-0-6], [12:0-3-8,0-2-0] DING(Ps T CSI 35.0 SPACING 2-0-O TCL DEFL in (loc) I/deft Ud PLATES GRIP Plates Increase 1.15 i (Roof Snow=35.0) I TC 0.90 ~ Vert(LL) -0.30 15-16 >999 240 i MT20 197/144 TCDL g,p Lumber Increase 1.15 BC 0.59 ; Vert(TL) -0.58 18-19 >905 180 ~ Rep Stress Incr YES WB 0.84 BCLL 0.0 !: Horz(TL) 0.18 12 n/a n/a I Code IRC2003/TPI2002 ' (Matrix) _BCDL __ 8.U ~ - ---- __ __ __ , CI __ _ Weight:2401b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHOR D Structural wood sheathing directly applied or 2-2-0 BOT CHORD 2 X 4 SPF 2100E 1.8E *Except* oc purlins. B2 2 X 4 SPF 1650E 1.5E BOT CHOR D Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 2 X 4 SPF Stud/Std *Except* Except: W2 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E 6-0-0 oc bracing: 11-12. W5 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E WEBS 1 Row at midpt 6-16, 6-15, 7-15, 8-13, 9-12 W2 2 X 4 SPF 1650E 1.5E WEDGE Left: 2 X 8 DF 1950E 1.7E REACTIONS (Ib/size) 11=-172/0-4-0, 2=2399/0-5-8, 12=2814/0-5-8 Max Horz 2=256(load case 6) Max Uplift11=-403(load case 2), 2=-179(load case 7), 12=-167(load case 5) Max Grav 11=48(load case 6), 2=3389(load case 2), 12=3722(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-4871/210, 3-4=-4766/297, 4-5=-3832/289, 5-6=-3474/298, 6-7=-3143/255, 7-8=-3148/257, 8-9=-2921/229, 9-10=-63/666, 10-11=-62/715 BOT CHORD 2-19=-364/3824, 18-19=-348/3484, 17-18=-283/3057, 16-17=-283/3057, 15-16=-310/3470, 14-15=-126/2315, 13-14=-126/2315, 12-13=-55/1929, 11-12=-553/76 WEBS 3-19=-345/129, 4-19=-33/538, 4-18=-673/151, 5-18=-37/683, 5-16=-216/1207, 6-16=-887!236, 6-15=-554/87, 7-15=-957/177, 8-15=-229/1846, 8-13=-635/170, 9-13=-110/981, 9-12=-3697/154, 10-12=-678/156 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category I1; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. Continued on page 2 5 6 7 8 Job Truss Truss Type r-- Qty Ply KER./NA/3-15/EJIID)H I Q7042 64 ROOF TRUSS 2 1 Job Reference o tional STOCK COMPONENTS-I F, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:37 2006 Page 2 NOTES 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other-live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 Ib uplift at joint 11, 179 Ib uplift at joint 2 and 167 Ib uplift at joint 12. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 65 ROOF TRUSS 2 i 1 Job Reference (optional) STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 S Feb 11 2005 MI I eK IndUSLneS, InC. Wed May U3 7U:9 /:4U LUVb Yage 7 8x8 = 19 18 17 16 15 14 13 12 3x6 = 3x6 = 4x6 = 5x8 = 3x6 = 3x6 = 5x5 = 3x6 \\ ~2-0-Q 5-7-4 , 10-9-10 , 16-0-0 , 24-0-0 , 32-0-0 , 37-2-6 , 42-4-12 , 47-10-8 , 2-0-0 5-7-0 5-2-6 5-2-6 8-0-0 8-0-0 5-2-6 5-2-6 5-5-12 6x10 MT181-E= 8.00 12 2x4 I I ~.,c i ~ 0 6x10 MT18H~ 8-2-7 , 16-0-0 , 24-0-0 , 32-0-0 , 39-9-9 , 43-9-4 , 47-10-8 8-2-7 7-9-9 8-0-0 8-0-0 7-9-9 3-11-11 4-1 -4 Scale = 1:113.8 0 r 0 0 r, m 0 Plate Offsets (X,Y): [2:0-6-14,0-0-8 ~:0-0-13,Ed e , 6=0-5-0,0-0-14], (8:0-5-0,0-0-14], [11:0-1-15,Ed~e]_ _ _ LOADING (psf) ~~ SPACING 2-0-0 ~ CSI ~ DEFL in (loc) I/defl Ud I PLATES GRIP Plates Increase 1.15 TC 0.95 ~ Vert(LL) -0.25 18-19 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.53 I Vert(TL) -0.42 16-18 >999 180 MT18H 197/144 TCDL g,p ! Rep Stress Incr YES !, WB 0.95 Horz(TL) 0.16 12 n/a n/a ~ BCLL 0.0 Code IRC2003ITPI2002 l (Matrix) ~ ~ Weight:2421b BCDL 8,0 i LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E *Except* TOP CHORD T3 2 X 4 DF 2400E 2.0E BOT CHORD BOT CHORD 2 X 4 SPF 2100E 1.8E *Except* B2 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std *Except* WEBS W4 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E W6 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E W4 2 X 4 SPF 1650E 1.5E WEDGE Left: 2 X 8 DF 1950E 1.7E, Right: 2 X 4 SPF Stud/Std Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. 1 Row at midpt 5-18, 6-16, 7-16, 8-16, 8-14, 9-13, 10-12 REACTIONS (Ib/size) 11=-236/0-4-0, 2=2389/0-5-8, 12=2888/0-5-8 Max Horz 2=290(load case 6) Max Upliftl1=-468(load case 2), 2=-189(load case 7-, 12=-115(load case 8) Max Grav11=54(load case 6), 2=3321(load case 2), 12=3697(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-4713/188, 3-4=-4297/198, 4-5=-4098/214, 5-6=-3460/232, 6-7=-28561210, 7-8=-2856/210, 8-9=-2769/193, 9-10=-2111/144, 10-11=-43/976 BOT CHORD 2-19=-363/3687, 18-19=-299/3229, 17-18=-239/2746, 16-17=-239/2746, 15-16=-100/2183, 14-15=-100/2183, 13-14=-27/2022, 12-13=0/714, 11-12=-712/71 WEBS 3-19=-475/125, 5-19=-17/535, 5-18=-825/156, 6-18=-55/809, 6-16=-201/842, 7-16=-1206/222, 8-16=-205/1492, 8-14=-490/180, 9-14=-124/762, 9-13=-1291/94, 10-13=-37/1542, 10-12=-3759/133 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. Continued on page 2 anv - anv ~~ Job Truss Truss Type Qty Ply KER./NA/3-15IEJ~1D)H Q7042 B5 ROOF TRUSS 2 i 1 ___ - ____.___ Job Reference optionaq s I u~K I:UMYUNENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:40 2006 Page 2 NOTES 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 Ib uplift at joint 11, 189 Ib uplift at joint 2 and 115 Ib uplift at joint 12. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 66 ,ROOF TRUSS ___ ~ _________ ______ 2 1 Job Reference o tional____ ______ v ~ va.r~ 6rVltlr Vl`I GI~11 J-Ir, wanv raus, iu asgvs, Inc 0.2VU S reo 77 LUUS MI IeK InOUSLrI@s, InC. Wetl May U3 9Ua 7:4"1 "LVUti Yage 7 ~2-0-q 6-3.4 12-1-10 18-0-0 , 24-0-0 , 30-0-0 35-10-6 , 41-8-12 47-10-8 , 2-0-0 6-3-4 5-10-6 5-10-6 6-0-0 6-0-0 5-10-6 5-10-6 6.1-12 6x10 MT181-~ 8.00 12 2x4 I I 5x8 = c ~ ~ ti O O T N N r ti IAA O 8x8 = 20 19 18 17 16 15 14 13 5x8 = 4x5 = 4x5 \\ 9-2-7 , 18-0-0 , 24-0-0 , 30-0-0 38-9-9 , 43-9-4 , 47-10-8 , 9-2-7 8-9-9 6-0-0 6-0-0 8-9-9 4-11-11 4-1-4 - ------ Plate Offsets (~: [2:0-6-14,0-0-8~, j2:0-0-13,Edge , 6:0-5-4,0-1-0 ,~0-4-0,0-1-9 , [12:0-1-15,Edge~ .__ -- -- _____ _ __ ~ LOADING sf (P ) I~ ~ I - --~~ - -- TCLL 35.0 ~ lN 1- I 9 I PLATES GRIP _ ', (Roof Snow-35.0) i P ates ncrease 5 1 TC 0.84 Vert(LL) j -0.27 1 20 >999 240 MT20 197/144 TCDL g.p Lumber Increase 1.15 BC 0.49 Vert(TL) -0.46 19-20 >999 180 ~ MT18H 197/144 BCLL 0.0 I Rep Stress Incr YES WB 0.97 Horz(TL) 0.16 13 n/a n/a ~ BCDL g,p ~~ Code IRC2003/TP12002 (Matrix) Weight: 251 Ib LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 2100E 1.8E "Except" 62 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std "Except W4 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E W6 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E W4 2 X 4 SPF 1650E 1.5E WEDGE Left: 2 X 8 DF 1950E 1.7E, Right: 2 X 4 SPF Stud/Std __ _____ BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. WEBS 1 Row at midpt 5-19, 6-17, 7-17, 8-17, 8-15, 9-15, 9-14 2 Rows at 1 /3 pts 11-13 REACTIONS (Ib/size) 2=2395/0-5-8, 13=2832/0-5-8, 12=-185/0-4-0 Max Horz 2=323(load case 6) Max Uplift2=-199(load case 7), 13=-130(load case 8), 12=-424(load case 2) Max Grav2=3485(load case 2), 13=3617(load case 3), 12=43(load case 6) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-4906/165, 3-4=-4404/171, 4-5=-4167/193, 5-6=-3356/200, 6-7=-2524/176, 7-8=-2524/176, 8-9=-2731/183, 9-10=-2178/152, 10-11=-2400/124, 11-12=-51/947 BOT CHORD 2-20=-334/3824, 19-20=-261/3235, 18-19=-187/2607, 17-18=-187/2607, 16-17=-72/2105, 15-16=-72/2105, 14-15=-1/2135, 13-14=0/1133, 12-13=-664/85 WEBS 3-20=-608/145, 5-20=-23/684, 5-19=-1072/180, 6-19=-76/1001, 6-17=-199/572, 7-17=-949/165, 8-17=-193/1347, 8-15=-320/210, 9-15=-119/554, 9-14=-972/90, 11-14=-16/1240, 11-13=-3819/155 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.Spsf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. Continued on page 2 Scale = 1:101.1 .,.... - vxv ~~ Job Truss Truss Type --~ - Qty Ply 1 KER.INA/3-15/EJ(ID~H Q7042 66 ROOF TRUSS 2 1 ~ ___ __________ _ __ Job Reference (optionaq STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:42 2006 Page 2 NOTES 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 3x6 MT20 unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 Ib uplift at joint 2, 1301b uplift at joint 1 and 424 Ib uplift at joint 12. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job - I Q7042 Truss 67 ROOF TRUSS 2 1 _ Job Reference s Feb 11 2005 MiTek Industries. I F, Idaho ti r 0 ~2-0-q 5-10-0 11-3-3 , 16-8-5 , 24-0-0 , 31-3-11 , 36-8-13 , 42-2-0 , 47-10-8 , 2-0-0 5-10-0 5-5-2 5-5-2 7-3-11 7-3-11 5-5-2 5-5-2 5-8-8 8x10 MT18Hi 8x10 MT18Ff~ 8x8 = 20 19 18 17 16 15 14 13 5x8 = 4x5 = Scale: 1/8"=1' 2 vnJ - 0 T I m 0 8-6-10 16-8-5 , 24-0-0 ~ ~ , 31-3-11 39-5-6 , 43-9-4 , 47-10-8 , 8-6-10 8-1-12 7-3-11 7-3-11 8-1-12 4-3-14 4-1-4 Plate Offsets (X,Y : 2:0-6-14,0-0-8], [2:0-0-13,Ed ~L ge~[6:0-6-8,0-1-12], [8:0-6-8,0-1-12], [12:0-0-14,Edge] LOADING(psf) ~ SPACING 2-0-0 CSI TCLL 35.0 DEFL in (loc) I/defl Ud ~ PLATES GRIP plates Increase 1.15 I TC 0.74 (Roof Snow=35.0) i ' Vert(LL) -0.23 19-20 >999 240 MT20 197/144 Lumber Increase 1.15 BC 0.66 TCDL 8.0 Vert(TL) -0.41 19-20 >999 180 MT18H 197/144 Rep Stress Incr YES ' WB 0.94 BCLL 0.0 I Horz(TL) 0.17 13 n/a n/a Code IRC2003/TPI2002 I (Matrix) BCDL 8.0 Weight:2551b LUMBER BRACING TOP CHORD 2 X 4 DF 2400E 2.0E TOP CHOR D Structural wood sheathing directly applied or 3-4-9 BOT CHORD 2 X 4 SPF 1650E 1.5E *Except* oc purlins. B3 2 X 4 SPF 2100E 1.8E BOT CHOR D Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 2 X 4 SPF Stud/Std *Except* Except: W4 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E 6-0-0 oc bracing: 12-13. W4 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E WEBS 1 Row at midpt 5-19, 6-17, 7-17, 8-17, 8-15, W4 2 X 4 SPF 1650E 1.5E 9-14, 11-13 WEDGE Left: 2 X 8 DF 1950E 1.7E REACTIONS (Ib/size) 2=2396/0-5-8, 13=2805/0-5-8, 12=-166/0-5-8 Max Horz 2=303(load case 6) Max Uplifl2=-193(load case 7), 13=-113(load case 8), 12=-387(load case 2) Max Grav2=3307(load case 2), 13=3546(load case 3), 12=49(load case 6) FORCES (Ib) - Mazimum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-4684/164, 3-4=-4250/164, 4-5=-4043/190, 5-6=-3335/209, 6-7=-2650/185, 7-8=-2650/185, 8-9=-2759/178, 9-10=-2059/142, 10-11=-2271/116, 11-12=-40/824 BOT CHORD 2-20=-354/3661, 19-20=-288/3168, 18-19=-22112631, 17-18=-221/2631, 16-17=-90/2144, 15-16=-90/2144, 14-15=-19/2085, 13-14=-5/948, 12-13=-598/66 WEBS 3-20=-507/129, 5-20=-17/580, 5-19=-924/166, 6-19=-61/872, 6-17=-199/739, 7-17=-1034/197, 8-17=-198/1326, 8-15=-377/178, 9-15=-123/635, 9-14=-1099/94, 11-14=-27/1349, 11-13=-3665/132 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. Continued on page 2 8.00 12 2x4 I I Job TrussTruss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 B7 ROOF TRUSS 2 1 ~ _ ~__ __________~_ Job Reference o tional STOCK COMPONENTS-I F, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:45 2006 Page NOTES 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Ali plates are MT20 plates unless otherwise indicated. 8) All plates are 3x6 MT20 unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 Ib uplift at joint 2, 113 Ib uplift at joint 1 and 387 Ib uplift at joint 12. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Q7042 67-CAP-- HIP CAP ---_-__ _---_ _ ---_-~- - 1 STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 21005 Mi -2-0-0 3-3-11 , 11-3-11 2-0-0 3-3-11 8-0-0 6x6 = 6x6 = 8.00 12 1.5x4 I I 5 3 4 ti OD ~ rI O ,0~~3-1-15 ,~~3-1-15 , 0-11-11 2-2-4 Plate Offsets (X,Y : 3:0-3-5,Edge~, (5:0-3-5,Edg~__ _ _ __ _ _ _ _ DING (pS SPACING 2-0-0 ~ 35.0 ~, TCL CSI I (Roof Snow=35.0) Plates Increase 1.15 TC 0.23 TCDL g,0 Lumber Increase 1.15 ; BC 0.20 BCLL 0.0 Rep Stress Incr YES ; WB 0.47 BCDL g,p ~ Code IRC2003/TP12002 I ----- - - i _ - - ------- (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 2=707/0-5-8, 6=707/0-5-8 Max Horz 2=-42(load case 5) Max Uplift2=-67(load case 6), 6=-67(load case 5) Max Grav2=868(load case 2), 6=868(load case 3) DEFL in (loc) I/defl Vert(LL) -0.05 9 >999 Vert(TL) -0.08 9 >999 Horz(TL) 0.02 6 n/a 03 10:17:46 2006 Page 1 14-7-6 , 16-7-6 , 3-3-11 2-0-0 Scale = 1:28.5 13-7-11 , 14-7-6 2-2-4 0-11-11 Ud '~ PLATES GRIP 240 j MT20 197/144 180 n/a ' Weight: 47 1b BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-1212/105, 5-6=-1212/106, 6-7=0/39, 3-4=-1556/162, 4-5=-1556/162 BOT CHORD 2-10=-101/937, 9-10=-104/932, 8-9=-62/932, 6-8=-60/937 WEBS 3-10=0/127, 5-8=0/127, 3-9=-107/779, 4-9=-509/110, 5-9=-108/779 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Sheltered 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 Ib uplift at joint 2 and 67 Ib uplift at joint 6. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS Continued on page 2 11-5-7 8-3-8 N r r ti ~ ~ ~ p I~ O 4x4 = 10 9 8 4x4 = 1.5x4 I I 3x8 = 1.5x4 I I Job Truss Truss Type Qty Ply KER.INA/3-15/EJ(ID)H Q7042 67-CAP HIP CAP 2 1 Job Reference optional) STOCK COMPONENTS-IF, Idaho Falis, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:46 2006 Page 2 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H i Q7042 B8 ROOF TRUSS 2 1 Job Reference o tional STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:51 2006 Page ~2-0-q 5-10A 11-3-3 , 16-8-5 24-0-0 31-3-11 , 36-8-13 , 42-2-0 48-0-0 $0-0-q 2-0-0 5-10-0 5-5.2 5-5-2 7-3-11 7-3-11 5-5-2 5-5-2 5-10-0 2-0-0 Scale = 1:98.2 8x10 MT181i~i 8x10 MT181-F~ 8.00 12 2x4 I 0 5x8 = 4x5 = 0 cc ti 0 8-6-10 16-8-5 , 24-0-0 , , 31-3-1 1 39-5-6 43-9-4 48-0-0 , 8-6-10 8-1-12 7-3-11 7-3-11 8-1-12 4-3-14 4-2-12 Plate Offsets (X,YL~2:0-6-14,0-0-8], [2:0-0-13,Edget [6:0-6-8,0-1-1,_[8:0-6-8,0-1-12], [12:0_1-6,Edge] _-- ~- --_ -- LOADING (psf) - T -~ ' --- -- - - - - ~ _ -- -- , SPACING 2-0-0 i, CSI TCLL 35.0 DEFL in (loc) I/deft L/d '~ PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.74 Vert(LL) -0.23 20-21 >999 240 i MT20 197!144 TCDL 8.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.41 20-21 >999 180 ~~ MT18H 197/144 WB 0.95 ' BCLL 0.0 ! Rep Stress Incr YES I Horz(TL) 0.18 14 n/a n/a ~ I BCDL 8,0 Code IRC2003/TPI2002 (Matrix) ~ _! Weight:2581b LUMBER BRACING TOP CHORD 2 X 4 DF 2400E 2.0E TOP CHORD Structural wood sheathi ng directly applied or 3-4-9 BOT CHORD 2 X 4 SPF 1650E 1.5E oc purlins. WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, W4 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E Except: W4 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E 6-0-0 oc bracing: 12-14. W4 2 X 4 SPF 1650E 1.5E WEBS 1 Row at midpt 5-20, 6-18, 7-18, 8-18, 8-16, WEDGE 9-15, 11-14 Left: 2 X 8 DF 1950E 1.7E REACTIONS (Ib/size) 2=2393/0-5-8, 14=2779/0-5-8, 12=74/0-5-8 Max Horz 2=279(load case 6) Max Uplifl2=-194(load case 7), 14=-53(load case 5), 12=-355(load case 2) Max Grav2=3304(load case 2), 14=3505(load case 3), 12=405(load case 9) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-4678/165, 3-4=-4244/165, 4-5=-4037/192, 5-6=-3329/211, 6-7=-2644/187, 7-8=-2644/187, 8-9=-2745/181, 9-10=-2025/160, 10-11=-2233/134, 11-12=-25/899, 12-13=0/181 BOT CHORD 2-21=-331/3656, 20-21=-264/3163, 19-20=-19712626, 18-19=-197/2626, 17-18=-68/2131, 16-17=-68/2131, 15-16=0/2066, 14-15=0/888, 12-14=-640/94 WEBS 3-21=-507/129, 5-21=-17/579, 5-20=-924/166, 6-20=-61/872, 6-18=-201/734, 7-18=-1034/197, 8-18=-197/1330, 8-16=-386/174, 9-16=-1201645, 9-15=-1128/91, 11-15=-25/1404, 11-14=-3713/98 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.Spsf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. Continued on page 2 8x8 = 21 20 19 18 17 16 15 14 Job Truss ~russ Type --Qty Ply . Q7042 68 ~ ROOF TRUSS Eric MiTek Industries, Inc. Wed May 03 10:1 NOTES 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 3x6 MT20 unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 Ib uplift at joint 2, 531b uplift at joint 14 and 355 Ib uplift at joint 12. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 B8-CAP HIP CAP 2 1 STOC ~ - - -- - Job Reference o tional K COMPONENTS-IF, Idaho Falls, ID 83403, Enc 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:53 2006 Page 1 -2-0-0 5-3-11 9-3-11 14-7-6 16-7-6 2-0-0 5-3-11 4-0-0 5-3-11 2-0-0 Scale = 1:28.4 6x6 = 5x5 = ~ ~ r` O 3 1.5x4 I I 3x4 = N M M ~ ~ p Ie~ O 0-11-11 5-1-15 9-5-7 13-7-11 14-7-6 0-11-11 4-2-4 4-3-8 4-2-4 0-11-11 Plate Offsets (X,Y): [2:0-2-15,0-1-12 , 3:0-3-5,Ed e , [5:0-0-7,0-0-2L -- _ DING s (p ) --_ --~ - -_ --- _ _- - _ __ 35.0 SPACING 2-0-0 TCL ~ CSI I DEFL in (loc) I/defl Ud ~ PLATES GRIP Plates Increase 1.15 , (Roof Snow=35.0) ~ TC 0.30 Vert(LL) -0.02 2-8 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 I BC 0.24 Vert(TL) -0.04 2-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.02 5 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 _ (Matrix) -_-- I~ Weight:461b LUMBER BRACING -- --_-._-- -- ---- - TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHOR D Structural wood sheathing directly applied or 6-0-0 BOT CHORD 2 X 4 SPF 1650E 1.5E oc purlins. WEBS 2 X 4 SPF Stud/Std BOT CHOR D Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=707/0-5-8, 5=T07/0-5-8 Max Horz 2=76(load case 6) Max Uplifl2=-55(load case 7), 5=-55(load case 8) Max Grav2=818(load case 2), 5=818(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-1017/44, 4-5=-1017/44, 5-6=0/39, 3-4=-731/68 BOT CHORD 2-8=-63/730, 7-8=-64/726, 5-7=-6/731 WEBS 3-8=0/163, 4-7=-6/166, 3-7=-175/176 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category I1; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Sheltered 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 Ib uplift at joint 2 and 55 Ib uplift at joint 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS Continued on page 2 4 4X4 ~i 8 7 4x5 = Q7042 I B8 CAP 1 HIP CAPpe ho MiTek Industries, Inc. Wed May 03 10:1 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 B9 ROOF TRUSS 10 ' 1 Job Reference o tional a ~ va.n ~.vmrvrvtn ~ s-~r, iaano cans, IU 83403, EPIC 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:57 2006 Page 1 r2-0-U-Q 5-10-0 11-3-3 16-8-5 24-0-0 31-3-11 , 36-8-13 , 42-2-0 48-0-0 ,50.0-q , i 2-0-0 5-10-0 5-5-2 5-5-2 7-3-11 7-3-11 5-5-2 5-5-2 5-10-0 2-0-0 Scale = 1:98.2 8x10 MT18~ 8.00 12 w 2x4 ti 0 5x8 = 4x5 = 8-6-10 16-8-5 24-0-0 31-3-11 39-5-6 43-9-4 48-0-0 8-6-10 8-1-12 7-3-11 7-3-11 8-1-12 4-3-14 4-2-12 0 co ti 0 Plate Offsets X,Y~_ [2:0-6-14,0-0-8], [2:0-0-13,Edge], [6:0-6-8 0-1-1?]' [80-6-8,0-1-12], [12:0-1-6,Edge] _ DING(Ps ~ SPACING 2-0-0 ~' CSI TCL 35.0 (Roof Snow=35.0) I Plates Increase 1.15 I TC 0.74 TCDL g,p Lumber Increase 1.15 BC 0.66 BCLL 0.0 ~ Rep Stress Incr YES WB 0.95 BCDL g.p Code IRC2003/TPI2002 ! (Matrix) LUMBER TOP CHORD 2 X 4 DF 2400E 2.0E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std *Except* W4 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E W4 2 X 4 SPF 1650E 1.5E, W5 2 X 4 SPF 1650E 1.5E W4 2 X 4 SPF 1650E 1.5E WEDGE Left: 2 X 8 DF 1950E 1.7E DEFL in (loc) I/deft Ud ' PLATES GRIP Vert(LL) -0.23 20-21 >999 240 MT20 197/144 Vert(TL) -0.4120-21 >999 180 'I MT18H 197/144 Horz(TL) 0.18 14 n/a n/a Weight:2581b BRACING TOP CHOR D Structural wood sheathing directly applied or 3-4-9 oc purlins. BOT CHORD Rigid ceiling directly ap plied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-14. WEBS 1 Row at midpt 5-20, 6-18, 7-18, 8-18, 8-16, 9-15, 11-14 REACTIONS (Ib/size) 2=2393/0-5-8, 14=2779/0-5-8, 12=74/0-5-8 Max Horz 2=-279(load case 5) Max Uplifl2=-194(load case 7), 14=-53(load case 5), 12=-355(load case 2) Max Grav2=3304(load case 2), 14=3506(load case 3), 12=405(load case 9) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-4679/165, 3-4=-4245/166, 4-5=-4038/192, 5-6=-3330/211, 6-7=-2644/187, 7-8=-2644/187, 8-9=-2745/181, 9-10=-20251160, 10-11=-2233/134, 11-12=-25/900, 12-13=0/181 BOT CHORD 2-21=-331/3657, 20-21=-264/3164, 19-20=-197/2627, 18-19=-197/2627, 17-18=-68/2131, 16-17=-68/2131, 15-16=0/2066, 14-15=0/888, 12-14=-641/94 WEBS 3-21=-508/129, 5-21=-171580, 5-20=-924/166, 6-20=-61/872, 6-18=-201/734, 7-18=-1034/197, 8-18=-197/1330, 8-16=-385/174, 9-16=-120/644, 9-15=-1128/91, 11-15=-25/1404, 11-14=-3714/98 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.Spsf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 8x10 MT181-F~~ Continued on page 2 8x8 = 21 20 19 18 17 16 15 14 Job Truss Tr Tssu ype Qty Ply KER./NA/3-15/EJ(ID)H -~ Q7042 69 ROOF TRUSS 10 1 STncK cnManuGU -_ rc is ~......_ ~_„_ , - ------ --- Job Reference (optional) - - - -• - --•-•• --••~•• ~ ~-„ , ,tea„~ ~a~~~, ~u oo4~s, cnc 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:57 2006 Page 2 NOTES 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 3x6 MT20 unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 Ib uplift at joint 2, 53 Ib uplift at joint 14 and 355 Ib uplift at joint 12. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Q7042 - Truss B-CAPS _ _ Truss Type _ PIGGYBACK ___ Qty 35 Ply 1 KER./NA/3-15/EJ(ID)H Job Reference o tional ~ STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6x6 \\ 6 6x6 // 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:59 2006 Page 1 -2-0-0 7-3-11 14-7-6 16-7-6 2-0-0 7-3-11 7-3-11 2-0-0 8x16 MT20H11 r; ~ ~ o ~ 1.5x4 I Scale = 1:34.4 ,0-11-11, 7-3-11 , 13-7-11 ,14-7-6, 0-11-11 6-4-0 6-4-0 0-11-11 Plate Offsets ~Y~[20-1-5,Edge], [4:0-1-5,Edge]_ -- __ - - -- - - LOADING (psf) ~ ~ SPACING 2-0-0 ' TCLL 35.0 ! CSI DEFL in (loc) I/deft Ud PLATES GRIP ; plates Increase 1.15 ! (Roof Snow=35.0) TC 0.59 ~ Vert(LL) ~ -0.12 2-6 >999 240 MT20 197/144 TCDL g,0 I Lumber Increase 1.15 BC 0.53 ~ Vert(TL) -0.17 2-6 >869 180 MT20H 148/108 BCLL 0 0 ' C d t 15 a Horz(TL) 0.01 4 n/a n/a . , o e IRC2003/TPI2 02 BCDL 8.0 j M trix ( ) ~, - -- ~ Weight: 41 lb LUMBER BRACING _- -__ TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHOR D Structural wood sheathing directly applied or 5-9-4 BOT CHORD 2 X 4 SPF 1650E 1.5E oc purlins. WEBS 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 2=707/0-5-8, 4=707/0-5-8 Max Horz2=-111(load case 5) Max Uplifl2=-63(load case 7), 4=-63(load case 8) Max Grav2=853(load case 2), 4=853(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-852/71, 3-4=-852/71, 4-5=0/39 BOT CHORD 2-6=-4/568, 4-6=-4/568 WEBS 3-6=0/270 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 Ib uplift at joint 2 and 63 Ib uplift at joint 4. 8.00 12 T 1 12 5 ~ o I~ 0 Continued on page 2 Job Truss Truss Type I Qty Ply 1 KER./NA/3-15/EJ(tD)H - Q7042 B-CAPS PIGGYBACK - 35 1 --- ____ Job Reference o tional STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:17:59 2006 Paae ; NOTES 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard goo ~ i cuss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H - Q7042 ~CR1 ROOF TRUSS 1 1 _ Job Reference o tional STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries. Inc. Wed Mav 03 10:18:00 2006 Pape ' -2-9-15 , 5-8-14 11-3-0 2-9-15 5-8-14 5-6-2 4x6 I I 4 5 r, 0 5-8-14 , 11-3-( 5-8-14 5-6-2 Plate Offsets (X,Y~_~:0-1-3,Edc,~e , [4:Edge,0-2~ Scale = 1:32.6 LOADING (psf) ' , , TCLL 35.0 SPACING 1-0-0 CSI DEFL in (loc) 1/defl L/d i PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.85 Vert(LL) 0.06 2-7 >999 240 MT20 197/144 TCDL g,0 Lumber Increase 1.15 BC 0.46 ! Vert(TL) -0.06 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO ', WB 0.72 Horz(TL) 0.02 6 n/a n/a j BCDL g,p ' Code IRC2003/TPI2002 (Matrix) ~ ~i Weight:461b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD W3 2 X 4 SPF 1650E 1.5E REACTIONS (Ib/size) 6=1009/Mechanical, 2=683/0-7-12 Max Horz 2=273(load case 7) Max Uplifl6=-217(load case 7), 2=-52(load case 7) Max Grav6=1123(load case 2), 2=894(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-8=0/85, 2-8=0/93, 2-3=-1141/0, 3-4=-313/150, 4-5=0/0, 4-6=-543/185 BOT CHORD 2-7=-169/952, 6-7=-169/952 WEBS 3-7=0/188, 3-6=-974/169 Structural wood sheathing directly applied or 5-8-14 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.3 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 Ib uplift at joint 6 and 52 Ib uplift at joint 2. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 1.5x4 I I 3x8 = Truss Type _ (qty ply - I Q7042 CR1 ~ ROOF TRUSS ~ L I Job Reference (optional) Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 NOTES 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=-43 Trapezoidal Loads (plf) Vert: 8=0(F=21, 6=21)-to-4=-240(F=-99, B=-99), 2=-1(F=3, B=3)-to-8=-45(F=-18, 6=-18) Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H i Q7042 CR2 ROOF TRUSS 4 1 ___ Job Reference (optional) STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Mav 03 10:18:00 2006 Paae -2-9-15 5-8-14 11-3-0 2-9-15 5-8-14 5-6-2 4x6 4 5 0 ~-~ ~ -b , 11-3-0 5-11-6 5-3-10 Plate Offsets (X,Y : 2 1-3,Ed a 4:Ed e,0-2-0 LOADING(psf) ~, TCLL 35.0 SPACING 1-0-0 (Roof Snow=35.0) ~ Plates Increase 1.15 TCDL g,0 Lumber Increase 1.15 BCLL 0.0 ' Rep Stress Incr ' NO Code IRC2003/TPI2002 BCDL 8.0 _ __ ___ LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std *Except* W3 2 X 4 SPF 1650E 1.5E CSI DEFL TC 0.85 I Vert(LL) BC 0.37 Vert(TL) WB 0.22 I Horz(TL) (Matrix) BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 6=657/Mechanical, 2=319/0-7-12, 7=756/0-8-8 Max Horz 2=280(load case 7) Max Uplifl6=-195(load case 7), 2=-12(load case 7), 7=-71(load case 6) Max Grav6=723(load case 2), 2=482(load case 2), 7=858(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-8=0/85, 2-8=0/93, 2-3=-228/4, 3-4=-294/151, 4-5=-26/0, 4-6=-574/196 BOT CHORD 2-7=-95/133, 6-7=-95/133 WEBS 3-7=-768/178, 3-6=-67/90 Scale = 1:32.6 in (loc) I/deft Ud PLATES GRIP 0.06 2-7 >999 240 ~ MT20 197/144 0.06 2-7 >999 180 ~ 0.00 6 n/a n/a Weight:461b Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.3 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 Ib uplift at joint 6, 12 Ib uplift at joint 2 and 71 Ib uplift at joint 7. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. Continued on page 2 1.5x4 I I 3x8 = Job Truss Truss Type Qty Ply KER./NA/3-15/EJ~1D)H i Q7042 CR2 ROOF TRUSS 4 1 ~__ _______ 1___ Job Reference o tional STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:00 2006 Page NOTES 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=-43 Trapezoidal Loads (plf) Vert: 8=0(F=22, B=22)-to-4=-237(F=-97, B=-97), 4=-237(F=-97, 6=-97)-to-5=-242(F=-99, B=-99), 2=-1(F=3, B=3)-to-6=-45(F=-18, B=-18) Job (Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H • Q7042 D1G ROOF TRUSS 2 1 _ Job Reference o tionaq STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:01 2006 Page 6-0-0 12-0-f 6-0-0 6-0-0 4x4 = 4 ti 12-0-0 12-0-0 Scale = 1:25.6 Io 3X4 = PLATES GRIP MT20 197/144 Weight: 43 Ib LOADING (psf) ~ TCLL 35 0 SPACING 2-0-0 i _ ---- ~ CSI _ __ !, DEFL _ in (loc) -- I/deft _ , Ud . (Roof Snow=35.0) Plates Increase 1.15 l ~ TC 0.09 i Vert(LL) n/a - n/a 999 TCDL g,0 Lumber Increase 1.15 BC 0.05 ~ Vert(TL) n/a - n/a 999 BCLL 0.0 I Rep Stress Incr NO ! WB 0.07 'I Horz(TL) 0.00 7 n/a n/a BCDL g,p Code IRC2003/TPI2002 , (Matrix) ~, LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=100/12-0-0, 7=100/12-0-0, 10=170/12-0-0, 11=196/12-0-0, 12=231/12-0-0, 9=196/12-0-0, 8=231/12-0-0 Max Horz 1=-102(load case 5) Max Uplift1=-15(load case 5), 11=-43(load case 7), 12=-54(load case 7), 9=-42(load case 8), 8=-54(load case 8) Max Grav1=135(load case 2), 7=135(load case 3), 10=170(load case 1), 11=300(load case 2), 12=334(load case 2), 9=300(load case 3), 8=334(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-98/62, 2-3=-104/59, 3-4=-109/68, 4-5=-109/61, 5-6=-104/43, 6-7=-98/52 BOT CHORD 1-12=-17/55, 11-12=-17/55, 10-11=-17/55, 9-10=-17/55, 8-9=-17/55, 7-8=-17/55 WEBS 4-10=-135/0, 3-11=-274/63, 2-12=-279/69, 5-9=-274/62, 6-8=-279/69 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint 1, 43 Ib uplift at joint 11, 54 Ib uplift at joint 12, 42 tb uplift at joint 9 and 54 Ib uplift at joint 8. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and Con~~~i~Qi~t ~~~~'e1ferenced standard ANSI/TPI 1. Job Truss Truss Type Qty Ply KER./NA/3-151EJ(ID)H Q7042 D1G ROOF TRUSS 2 1 ~ -~ _ _ _ _ _ _ __ Job Reference o tional STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:01 2006 Page 2 LOAD CASE(S) Standard ~ - IQ7042 Truss HF-61 HOWE Ply 2 1 I __ _ ____ I I I Job Reference (ol Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. 9-6-10 16-0-0 22-5-6 32-0-0 9-6-10 6-5-6 6-5-6 9-6-10 3x4 // 14.4 ~' a 0 3x4 /j 34 7 18 -o 0 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x4 = 3x4 \\ 32-0-0 Plate Offsets (X,Y~: _ [6:0-1-5,Edge] [13:0-2-11,Edge1 __ _ _ - DING (pS TCL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d (Roof Snow=35.0) Plates Increase 1.15 TC 0.10 j Vert(LL) n/a - n/a 999 TCDL 8,0 ', Lumber Increase 1.15 I BC 0.06 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 18 n/a n/a BCDL g,p Code IRC2003/TPI2002 ', - --- -- (Matrix) LUMBER BRACING PLATES MT20 Weight:2211b GRIP 197/144 TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 BOT CHORD 2 X 4 SPF 1650E 1.5E oc purlins. OTHERS 2 X 4 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ST6 2 X 4 SPF 1650E 1.5E, ST5 2 X 4 SPF 1650E 1.5E WEBS 1 Row at midpt 13-23, 12-24, 11-25, 10-26, ST5 2 X 4 SPF 1650E 1.5E, ST5 2 X 4 SPF 1650E 1.5E 9-28, 8-29, 7-30, 5-31, 14-22 ST5 2 X 4 SPF 1650E 1.5E, ST5 2 X 4 SPF 1650E 1.5E ST5 2 X 4 SPF 1650E 1.5E REACTIONS (Ib/size) 1=128/32-0-0, 18=82/32-0-0, 23=168/32-0-0, 24=200/32-0-0, 25=205/32-0-0, 26=204/32-0-0, 28=204/32-0-0, 29=207/32-0-0, 30=179/32-0-0, 31=181/32-0-0, 32=212/32-0-0, 33=193/32-0-0, 34=243/32-0-0, 22=201/32-0-0, 21=205/32-0-0, 20=208/32-0-0, 19=185/32-0-0 Max Horz 1=-296(load case 5) Max Uplift1=-113(load case 5), 18=-60(load case 6), 24=-31(load case 6), 25=-32(load case 5), 26=-30(load case 6), 28=-30(load case 6), 29=-43(load case 5), 30=-15(load case 6), 31=-56(load case 6), 32=-119(load case 7), 33=-96(load case 7), 34=-123(load case 7), 22=-99(load case 8), 21=-106(load case 8), 20=-105(load case 8), 19=-94(load case 8) Max Grav1=250(load case 6), 18=214(load case 8), 23=257(load case 3), 24=306(load case 2), 25=298(load case 3), 26=297(load case 3), 28=297(load case 2), 29=309(load case 3), 30=267(load case 2), 31=268(load case 2), 32=308(load case 2), 33=281(load case 2), 34=354(load case 2), 22=294(load case 3), 21=298(load case 3), 20=303(load case 3), 19=270(load case 3) 1 Scale = 1:77.8 0 cc Continued on page 2 6x6 \\ g 13 7 8 9 10 11 12 Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 HF-61 HOWE 2 1 _ Job Reference o tional J STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:02 2006 Page 2 FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-329/180, 2-3=-234/167, 3-4=-166/156, 4-5=-173/151, 5-6=-152/147, 13-14=-160/151, 14-15=-162/72, 15-16=-162/77, 16-17=-196/88, 17-18=-282195, 6-7=-42/129, 7-8=-42/129, 8-9=-42/129, 9-10=-42/129, 10-11=-42/129, 11-12=-42/129, 12-13=-45/129 BOT CHORD 1-34=-59/195, 33-34=-59/195, 32-33=-59/195, 31-32=-59/195, 30-31=-59/195, 29-30=-59/195, 28-29=-59/195, 27-28=-59/195, 26-27=-59/195, 25-26=-59!195, 24-25=-59/195, 23-24=-59/195, 22-23=-59/195, 21-22=-59/195, 20-21=-59/195, 19-20=-59/195, 18-19=-59/195 WEBS 13-23=-225/0, 12-24=-274/51, 11-25=-266/51, 10-26=-265/49, 9-28=-265149, 8-29=-277/62, 7-30=-235/34, 5-31=-236/76, 4-32=-273/137, 3-33=-258/118, 2-34=-291/131, 14-22=-262/119, 15-21=-266/125, 16-20=-271/125, 17-19=-234/104 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plat grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Gable requires continuous bottom chord bearing. 10) Gable studs spaced at 2-0-0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 Ib uplift at joint 1, 60 Ib uplift at joint 18 31 Ib uplift at joint 24, 32 Ib uplift at joint 25, 30 Ib uplift at joint 26, 30 Ib uplift at joint 28, 43 Ib uplift at joint 29, 15 Ib uplift at joint 30, 56 uplift at joint 31, 119 Ib uplift at joint 32, 96 Ib uplift at joint 33, 123 Ib uplift at joint 34, 99 Ib uplift at joint 22, 106 Ib uplift at joint 21, 105 I uplift at joint 20 and 94 Ib uplift at joint 19. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 HF-B1CAP KINGPOST 2 1 erne" egMPONEN TS IF ----- --- Job Reference (optional) Idaho Falls, ID 83403, Eric 8.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:02 2006 Page 1 6-5-6 12-10-12 s-s-s 4x4 = s-s-s Scale = 1:43.8 4 0 0 LOADING (psf) ~ TCLL 35.0 SPACING 2-0-0 (Roof Snow=35.0) I plates Increase 1.15 TCDL 8.0 Lumber Increase 1.15 BCLL 0.0 II Rep Stress Incr YES BCDL 8.0 Code IRC2003/TPI2002 LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E OTHERS 2 X 4 SPF Stud/Std -o 0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.08 Vert(LL) n/a - n/a 999 I, MT20 197/144 BC 0.06 ~ Vert(TL) n/a - n/a 999 WB 0.14 Horz(TL) 0.00 7 n/a n/a (Matrix) I Weight:611b BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=130/12-10-12, 7=130/12-10-12, 10=128/12-10-12, 11=190/12-10-12, 12=244/12-10-12, 9=190/12-10-12, 8=244/12-10-12 Max Horz 1=-195(load case 5) Max Upliftl=-54(load case 5), 7=-27(load case 6), 11=-92(load case 7), 12=-125(load case 7), 9=-91(load case 8), 8=-126(load case 8) Max Grav1=165(load case 2), 7=165(load case 3), 10=128(load case 1), 11=292(load case 2), 12=353(load case 2), 9=292(load case 3), 8=353(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-202/102, 2-3=-153/92, 3-4=-156/94, 4-5=-156/81, 5-6=-153/56, 6-7=-167/69 BOT CHORD 1-12=-41!132, 11-12=-41/132, 10-11=-41/132, 9-10=-41/132, 8-9=-41/132, 7-8=-41/132 WEBS 4-10=-93/0, 3-11=-269/115, 2-12=-290/134, 5-9=-269/113, 6-8=-290/135 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 Ib uplift at joint 1, 27 Ib uplift at joint 7, 92 Ib uplift at joint 11, 125 Ib uplift at joint 12, 91 Ib uplift at joint 9 and 126 Ib Con~~d~~~~c 2 3x4 // 12 11 10 9 g 3x4 ~~ 12-10-12 12-10-12 Job Truss Truss Type Qty Ply KER./NA/3-15/EJ~1D)H -1 Q7042 HF-61CAP KINGPOST 2 1 STOCK COMPO --- -"--- Job Reference o tional - NENTS-IF, Idaho Falls, ID 83403, Enc 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:02 2006 Page 2 NOTES 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ~. lob Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H i ]7042 HF-B20 (HALF HIP 1 1 Job Reference o tional STOCK COMPONENTS-IF, Idaho Fatls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:03 2006 Page 9-6-10 16-0-0 40-0-0 9-6-10 6-5-6 24-0-0 5x5 ~j Scale = 1:86.4 3x6 I I 23 14.42 4 6 O 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 3~9 28 27 26 25 24 3x6 ~j 3x6 = 3x6 = 2x4 I I , ao-o-o , 40-0-0 -- Plate Offsets (X,Y): [6:0-2-5,Edc,~e] - - - --- - LOADING (psf) ' -- -- I - -_ -- ~-- I I TCLL 35.0 SPACING 2-0-0 CSI i DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.09 Vert(LL) n/a - n/a 999 ~ MT20 197/144 TCDL g,p , Lumber Increase 1.15 BC 0.02 Vert(TL) n/a - n/a 999 Rep Stress Incr YES I I WB 0.23 Horz(TL) -0.01 23 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 CI (Matrix) ~ Weight:3191b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHOR D Structural wood sheathing directly applied or 6-0-0 BOT CHORD 2 X 4 SPF 1650E 1.5E oc purlins, except end verticals. WEBS 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF 1650E 1.5E *Except* WEBS 1 Row at midpt 23-24, 22-25, 21-26, 20-27, ST4 2 X 4 SPF Stud/Std, ST3 2 X 4 SPF Stud/Std 19-28, 18-29, 17-31, 16-32, ST2 2 X 4 SPF Stud/Std, ST1 2 X 4 SPF Stud/Std 14-33, 13-34, 12-35, 11-36, 10-37, 9-38, 8-40, 7-41, 5-42 REACTIONS (Ib/size) 1=52/40-0-0, 24=17/40-0-0, 23=82/40-0-0, 25=224/40-0-0, 26=202/40-0-0, 27=204/40-0-0, 28=204/40-0-0, 29=204/40-0-0, 31=204/40-0-0, 32=204/40-0-0, 33=204/40-0-0, 34=204/40-0-0, 35=204/40-0-0, 36=204/40-0-0, 37=204/40-0-0, 38=204/40-0-0, 40=203/40-0-0, 41=205/40-0-0, 42=202/40-0-0, 43=204/40-0-0, 44=207/40-0-0, 45=193/40-0-0 Max Horz 1=325(load case 7) Max Uplift1=-25(load case 5), 23=-23(load case 5), 25=-32(load case 5), 26=-30(load case 5), 27=-30(load case 5), 28=-30(load case 5), 29=-30(load case 5), 31=-30(load case 5), 32=-30(load case 5), 33=-30(load case 5), 34=-30(load case 5), 35=-30(load case 5), 36=-30(load case 5), 37=-30(load case 5), 38=-29(load case 5), 40=-35(load case 5), 41=-49(load case 7), 42=-106(load case 7), 43=-103(load case 7), 44=-105(load case 7), 45=-98(load case 7) Max Grav 1=364(load case 7), 24=33(load case 4), 23=104(load case 3), 25=275(load case 3), 26=248(load case 3), 27=251(load case 3), 28=251(load case 3), 29=251(load case 3), 31=251(load case 3), 32=251(load case 3), 33=251(load case 3), 34=251(load case 3), 35=251(load case 3), 36=251(load case 3), 37=251(load case 3), 38=250(load case 3), 40=261(load case 3), 41=205(load case 1), 42=302(load case 2), 43=297(load case 2), 44=301(load case 2), 45=282(load case 2) Continued on page 2 3x6 = 6 Job _ Truss Truss Type Qty Ply KER./NA/3-15/EJIID)H Q7042 HF-620 'HALF HIP 1 ~ 1 i ~_____ Job Reference (opUonap STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:03 2006 Page 2 FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 23-24=0/0, 1-2=-478/85, 2-3=-385/104, 3-4=-274/100, 4-5=-166/101, 5-6=-108/82, 6-7=-2/0, 7-8=-2/0, 8-9=-2/0, 9-10=-2/0, 10-11=-2/0 11-12=-2/0, 12-13=-2/0, 13-14=-2/0, 14-15=-2/0, 15-16=-2/0, 16-17=-2/0, 17-18=-2/0, 18-19=-2I0, 19-20=-2/0, 20-21=-2/0, 21-22=-2/0 22-23=-2/0 BOT CHORD 1-45=-0/2, 44-45=-0/2, 43-44=-0/2, 42-43=-0/2, 41-42=-0/2, 40-41=-0/2, 39-40=-0/2, 38-39=-0/2, 37-38=-0/2, 36-37=-0/2, 35-36=-0/2, 34-35=-0/2, 33-34=-0/2, 32-33=-0/2, 31-32=-0/2, 30-31=-0/2, 29-30=-0/2, 28-29=-0/2, 27-28=-0/2, 26-27=-0/2, 25-26=-0/2, 24-25=-0/2 WEBS 22-25=-242/55, 21-26=-217149, 20-27=-219/49, 19-28=-219/49, 18-29=-219/49, 17-31=-219/49, 16-32=-219/49, 14-33=-219/49, 13-34=-219/49, 12-35=-219/49, 11-36=-219/49, 10-37=-219/49, 9-38=-218/49, 8-00=-229/54, 7-41=-173/68, 5-42=-270/126, 4-43=-265/122, 3-44=-270/126, 2-45=-241/106 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category I1; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plat grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Gable requires continuous bottom chord bearing. 10) Gable studs spaced at 2-0-0 oc. 11) Bearing at joint(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 Ib uplift at joint 1, 23 Ib uplift at joint 23, 32 Ib uplift at joint 25, 30 Ib uplift at joint 26, 30 Ib uplift at joint 27, 30 Ib uplift at joint 28, 30 Ib uplift at joint 29, 30 Ib uplift at joint 31, 30 uplift at joint 32, 30 Ib uplift at joint 33, 30 Ib uplift at joint 34, 30 Ib uplift at joint 35, 30 Ib uplift at joint 36, 30 Ib uplift at joint 37, 29 Ib up at joint 38, 35 Ib uplift at joint 40, 49 Ib uplift at joint 41, 106 Ib uplift at joint 42, 103 Ib uplift at joint 43, 105 Ib uplift at joint 44 and 98 Ib uplift at joint 45. 13) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 HF-620CP HALF HIP 1 1 Job Reference o tional STVGK GVMPVNENTS-IF, ItlahO Fa11S, ID 53403, ErIC , 6-5-6 + 30-5-6 ~ 6-5-6 24-0-0 6.200 S Fep 77 2005 MI IeK IntlUSLr1eS, InC. Wetl May V3 9Uatf:04 L000 rage ~ 6x6 // 4 5x5 = 5x5 = 4.42 ~' a 0 3x4 = 3x6 I I 30-5-6 Plate Offsets (X,Y): [4:0-2-11,Edge], [6:0-2-8,0-3-0], [10:0-2-8,0-3-0] SPACING 2-0-0 ' CSI i DEFL in (loc) I/defl Ud TCLL 35.0 Plates Increase 1.15 , ! TC 0.10 Vert(LL) n/a - n/a 999 (Roof Snow=35.0) Lumber Increase 1.15 I BC 0.06 Vert(TL) n/a - n/a 999 TCC~L g,0 Rep Stress Incr YES I WB 0.27 Horz(TL) -0.01 16 n/a n/a BCCIL 8.0 Code IRC2003/TPI2002 II (Matrix) ', LUMBER TOE' CHORD 2 X 4 SPF 1650E 1.5E 601' CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std OTFIERS 2 X 4 SPF Stud/Std PLATES MT20 Weight: 188 Ib Scale = 1:61.0 GRIP 197/144 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. RE~~CTIONS (Ib/size) 1=90/30-5-6, 17=15/30-5-6, 16=70/30-5-6, 28=204/30-5-6, 29=204/30-5-6, 30=203/30-5-6, 31=194/30-5-6, 32=242/30-5-6, 27=204/30-5-6, 26=204/30-5-6, 24=204/30-5-6, 23=204/30-5-6, 22=204/30-5-6, 21=204/30-5-6, 20=203/30-5-6, 19=206/30-5-6, 18=204/30-5-6 Max Horz1=216(load case 7) Max Upliftl=-1(load case 5), 16=-20(load case 5), 28=-29(load case 5), 29=-35(load case 5), 30=-55(load case 7), 31=-103(load case 7), 32=-122(load case 7-, 27=-30(load case 5), 26=-30(load case 5), 24=-30(load case 5), 23=-30(load case 5), 22=-30(load case 5), 21=-30(load case 5), 20=-30(load case 5), 19=-31(load case 5), 18=-29(load case 5) Max Grav1=215(load case 7), 17=28(load case 4), 16=88(load case 3), 28=249(load case 3), 29=261(load case 3), 30=206(load case 2), 31=291(load case 2), 32=352(load case 2), 27=250(load case 3), 26=250(load case 3), 24=249(load case 3), 23=249(load case 3), 22=249(load case 3), 21=249(load case 3), 20=248(load case 3), 19=251(load case 3), 18=249(load case 3) FORCES (Ib) -Maximum Compression/Maximum Tension TOE' CHORD 1-2=-288/116, 2-3=-172/97, 3-4=-110/96, 4-5=-411, 5-6=-2/0, 6-7=-2/0, 7-8=-2/0, 8-9=-2/0, 9-10=-2/0, 10-11=-2/0, 11-12=-2/0, 12-13=-2/0, 13-14=-2/0, 14-15=-2/0, 15-16=-2/0, 16-17=0/0 BO-~ CHORD 1-32=-0/2, 31-32=-0/2, 30-31=-0/2, 29-30=-0/2, 28-29=-0/2, 27-28=-0/2, 26-27=-0/2, 25-26=-012, 24-25=-0/2, 23-24=-012, 22-23=-0/2, 21-22=-0/2, 20-21=-012, 19-20=-0/2, 18-19=-0/2, 17-18=-0/2 WEBS 6-28=-217/49, 5-29=-229/54, 4-30=-171/73, 3-31=-268/126, 2-32=-289/130, 7-27=-218/49, 8-26=-218/49, 9-24=-217/49, 10-23=-217/49, 11-22=-217/49, 12-21=-217149, 13-20=-216/49, 14-19=-219/50, 15-18=-218/50 Continued on page 2 3x4 // 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 Job ~ Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 HF-620CP ~ HALF HIP 1 1 ____ Job Reference (optional) _ STCICK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:04 2006 Page NO'T'ES 1) H/ind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plat grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Gable requires continuous bottom chord bearing. 10) ~3able studs spaced at 2-0-0 oc. 11) tBearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ~~f bearing surface. 12) I~rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 Ib uplift at joint 1, 20 Ib uplift at joint 16, 2 Ib uplift at joint 28, 35 Ib uplift at joint 29, 55 Ib uplift at joint 30, 103 Ib uplift at joint 31, 122 Ib uplift at joint 32, 30 Ib uplift at joint 27, 30 I uplift at joint 26, 30 Ib uplift at joint 24, 30 Ib uplift at joint 23, 30 Ib uplift at joint 22, 30 Ib uplift at joint 21, 30 Ib uplift at joint 20, 31 Ib up :st joint 19 and 29 Ib uplift at joint 18. 13)'~his truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced :standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 J1 ~OOF TRUSS 10 ~ 1 __ _ ~ Job Reference (optional) i ucK cvmPVNENTS-I F, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:05 2006 Page 1 -2-~-0 1-11-11 2-0-0 1-11-11 3 ---__--- ----- -____ , 1-11-11 1-11-11 DING (ps TCL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud (Roof Snow=35.0) Plates Increase 1.15 TC 0.66 Vert(LL) -0.00 2 >999 240 TCDL g,p Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 j Horz(TL) -0.00 3 n/a n/a BCUL 8.0 Code IRC2003/TPI2002 (Matrix) LUNIBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOl' CHORD 2 X 4 SPF 1650E 1.5E Scale = 1:11.5 PLATES GRIP MT20 197/144 Weight: 8 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=383/0-5-8, 4=15/Mechanical, 3=-22/Mechanical Max Horz 2=100(load case 7) Max Uplift2=-137(load case 7), 3=-172(load case 9) Max Grav 2=582(load case 2), 4=35(load case 4), 3=33(load case 7) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/177, 2-3=-164/18 BOT' CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) T(:LL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Tliis truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 p:~f on overhangs non-concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Tliis truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality a~;surance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 Ib uplift at joint 2 and 172 Ib uplift at joint 3. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R1302.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss 'Truss Type Qty Ply KER./NA/3-15/EJ~1D)H i Q7042 J2 JACK 10 1 Job Reference o tional STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:05 2006 Page 1 -2-0-0 3.11-11 2-0-0 3-11-11 3-11-11 - - 3-11-11 LOADING(psf) ! SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 35.0 (Roof Snow=35.0) plates Increase I 1.15 TC 0.77 Vert(LL) -0.01 2-4 >999 240 i D ~ Lumber Increase 1.15 ' BC 0.10 Vert(TL) -0.02 2-4 >999 180 BC LL 0.0 ~', Rep Stress Incr YES WB 0.00 ~I Horz(TL) -0.00 3 n/a n/a i BCDL g,0 Code IRC2003/TPI2002 (Matrix) i ~ LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E Scale = 1:16.6 PLATES MT20 Weight: 13 Ib GRIP 197/144 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=86/Mechanical, 2=443/0-5-8, 4=28/0-5-8 Max Horz 2=135(load case 7) Max Uplift3=-90(load case 9), 2=-113(load case 7) Max Grav3=133(load case 2), 2=668(load case 2), 4=63(load case 4) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-196/50 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Futly Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 Ib uplift at joint 3 and 113 Ib uplift at joint 2. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 J3 ROOF TRUSS 6 ~ 1 _ Job Reference (optional) J 1 VVr~ ~.vmrvrv~rv ~ a-ir, iaano raus, ~u tSSaus, tnc 5.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:05 2006 Page 1 , -2-0-0 ~ 5-11-11 2-0-0 5-11-11 4 4-2-12 , 5-11-11 4-2-12 1-8-15 LOADING (psf) TCLL 35.0 (Roof Snow=35.0) ~, TCDL 8.0 BCLL 0.0 BCDL 8.0 SPACING 2-0-0 CSI Plates Increase 1.15 ~ TC 0.77 Lumber Increase 1.15 BC 0.09 Rep Stress Incr YES i WB 0.10 Code IRC2003/TPI2002 I (Matrix) Scale = 1:22.4 DEFL in (loc) Vert(LL) -0.01 2-6 Vert(TL) -0.02 2-6 Horz(TL) -0.00 4 I/deft Ud ~ PLATES >999 240 MT20 >999 180 n/a n/a ~, Weight: 21 Ib GRIP 197/144 LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 5-11-11 BOT CHORD 2 X 4 SPF 1650E 1.5E oc purlins. WEBS 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=35/Mechanical, 2=442/0-5-8, 5=-0/Mechanical, 6=288/0-5-8 Max Horz 2=174(load case 7) Max Uplift!3=-23(load case 7), 2=-89(load case 7), 5=-1(load case 4), 6=-108(load case 9) Max Grav4=95(load case 9), 2=668(load case 2), 6=408(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=01181, 2-3=-196/113, 3-4=-82/51 BOT CHORD 2-6=0/0, 5-6=0/0 WEBS 3-6=-342/174 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 Ib uplift at joint 4, 89 Ib uplift at joint 2, 1 Ib uplift at joint 5 and 108 Ib uplift at joint 6. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job i Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 J3A ROOF TRUSS 4 1 Job Reference o tional STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:06 2006 Page 1 5-11-11 Scale = 1:21.7 -- - - - 5-11-11 DING (Ps ~ I ~ TCL 35.0 SPACING 2 0- I CSI DEFL in loc I/deft L/d PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.60 I Vert(LL) -0.05 2-4 >999 240 MT20 197/144 li ' TCDL g,p i Lumber Increase 1.15 BC 0.20 , ~ Vert(TL) -0.11 2-4 >627 180 i BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a i BCDL g,p Code IRC2003/TPI2002 I (Matrix) Weight:181b LUMBER BRACING TOP CHORD 2 X 4 SPF 2100E 1.8E TOP CHORD Structural wood sheathing directly applied or 5-11-11 BOT CHORD 2 X 4 SPF 2100E 1.8E oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=196/Mechanical, 2=523/0-5-8, 4=46/Mechanical Max Horz 2=174(load case 7) Max Uplift3=-68(load case 7), 2=-95(load case 7) Max Grav 3=302(load case 2), 2=782(load case 2), 4=103(load case 4) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-247/131 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 Ib uplift at joint 3 and 95 Ib uplift at joint 2. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 2-0-0 5-11-11 $ Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H ,~, Q7042 M1 MONO TRUSS 20 1 ~_ __ ____ Job Reference o tional - -- - - STOCK COMPONENTS-I F, Idaho Falls, ID 83403, Eric -2-0-0 , 4-0-11 , 5-0-0 , i 2-0-0 4-0-11 3-11-5 1.5x4 I I 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:06 2006 Page 1 4 0 3x4 = e-o-o s-o-o Plate Offsets (X,Y): --- [2:0-1-15,0-1-8] LOADING (psf) - - ------- TCLL 35.0 SPACING 2-0-0 ~ CSI (Roof Snow=35.0) plates Increase 1.15 ', ' TC 0.77 TCDL 8.0 Lumber Increase ' 1.15 , BC 0.46 BCLL 0.0 , Rep Stress Incr YES WB 0.21 BCDL 8.0 Code IRC2003/TPI2002 ' (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.19 2-5 >484 240 Vert(TL) -0.42 2-5 >220 180 Horz(TL) 0.00 5 n/a n/a q' u~ PLATES MT20 Scale = 1:34.0 GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 2=618/0-5-8, 5=359/Mechanical Max Horz 2=214(load case 7) Max Uplifl2=-85(load case 7), 5=-72(load case 7) Max Grav2=920(load case 2), 5=520(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-606/19, 3-4=-166/95, 4-5=-223/57 BOT CHORD 2-5=-77/349 WEBS 3-5=-421/93 Weight:341b BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib uplift at joint 2 and 72 Ib uplift at joint 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(ID)H Q7042 M2 ROOF TRUSS - ~ 13 1 i Job Reference o tional STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric -2-0-0 8-0-0 2-0-0 8-0-0 1.5x4 I 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:08 2006 Page 1 4 r` 0 ~ 4-2-12 ~ 8-0-0 ~ Scale = 1:34.0 LOADING sf (P ) l I (1 I -- --- - ~ PLATES GRIP TCLL 35.0 (Roof Snow-35.0) P ates Nncrease 11 5 TC 0.77 Vert(LL) -0.01 2-6 >999 240 ~~ MT20 197/144 TCDL 8.0 Lumber Increase 1.15 i BC 0.12 Vert(TL) -0.01 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a ', BCDL g.0 Code IRC2003/TPI2002 (Matrix) j Weight:371b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std BOT CHORD REACTIONS (Ib/size) 2=464/0-5-8, 6=323/0-5-8, 5=190/Mechanical Max Horz2=214(load case 7) Max Uplift2=-84(load case 7), 6=-2(load case 7), 5=-71(load case 7) Max Grav2=703(load case 2), 6=456(load case 2), 5=281(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-279/30, 3-4=-156/84 BOT CHORD 2-6=-41/77, 5-6=-41/77 WEBS 3-6=-380/48, 4-5=-199/52, 3-5=-98/52 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 Ib uplift at joint 2, 2 Ib uplift at joint 6 and 71 Ib uplift at joint 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 1.5x4 I I 3x4 = Job Truss ~TrussType Qty Ply KER./NA/3-15/EJ(ID)H Q7042 M3 ~ ROOF TRUSS 7 1 _L_ __.. Job Reference o tional STOCK COMPONENTS-IF, Idaho Falls, ID 83403, Eric 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed May 03 10:18:08 2006 Page 1 8-0-0 , 8-0-0 1.5x4 I I r` O 5 4 1.5x4 I I 3x4 = , 4-2-12 , 8-0-0 , 4-2-12 -- - - - - 3-9-4 - _-- LOADING (psf) -- _ ~ TCLL 35.0 SPACING 2-0-0 CSI ~ DEFL ~ in (loc) I/def Snow=3 . ) plates Increase j 1.15 ; TC 0.57 I Vert(LL) -0.00 4 5 >99S $ ~ TCDL Lumber Increase 1.15 BC 0.13 I Vert(TL) -0.01 4-5 >99S BCLL 0.0 ~~, Rep Stress Incr YES i WB 0.33 ~ Horz(TL) -0.00 4 n/a BCDL 8,0 --- - Code IRC2003/TPI2002 1- --_ - ---- - I (Matrix) '- LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std BOT CHORD REACTIONS (Ib/size) 5=868/0-5-8, 4=-67/Mechanical Max Horz5=153(load case 7) Max Uplift4=-105(load case 7) Max Gravy=1265(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-36/621, 2-3=-174/66 BOT CHORD 1-5=-354/57, 4-5=-354/0 WEBS 2-5=-1179/19, 3-4=-167/41, 2-4=0/452 M I' O L/d 240 180 n/a Scale = 1:31.6 PLATES GRIP MT20 197/144 Weight: 34 1b Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 Ib uplift at joint 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply KER./NA/3-15/EJ(1 Q7042 ~ M4 ~ MONO TRUSS ~ 14 ~ 1 ENTS-IF, Job Reference 6.200 s 03 10:18:09 2006 Page 1 4-0-11 , 8-0-0 , 4-0-11 3-11-5 1.5x4 I I Scale = 1:31.6 3 ti 0 3x4 = s-o-o DING(Ps I I 35.0 SPACING TCL 2-0-0 CSI DEFL in (loc) I/deft Ud I PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 ' TC 0.42 i Vert(LL) -0.19 1-4 >484 240 ~ MT20 197/144 0 Lumber Increase TCDL 8 1.15 ~ BC 0.46 Vert(TL) -0.42 1-4 >220 180 , BCLL 0.0 I Rep Stress Incr YES ', WB 0.27 Horz(TL) 0.01 4 n/a n/a BCDL 8,0 ~ Code IRC2003/TPI2002 ~ (Matrix) Weight: 31 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHOR D Structural wood sheathing directly applied or 6-0-0 BOT CHORD 2 X 4 SPF 1650E 1.5E oc purlins, except end verticals. WEBS 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=389/0-5-8, 4=389/Mechanical Max Horz1=153(load case 7) Max Upliftd=-90(load case 7) Max Grav1=567(load case 2), 4=567(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-631/3, 2-3=-178/83, 3-4=-201/48 BOT CHORD 1-4=-116/449 WEBS 2-4=-543/140 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 Ib uplift at joint 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 3x4 = 4