The URL can be used to link to this page

Home My WebLink AboutBP, CO, MULT DOCS - 05-00385 - New Fong's Restaurant O = ~ ~ ~ m ~ m ~ rn ~ ^~ Z O ~ ^p^ p ~ N CD ~ m -av Z m n n 3~ m O n~ ° a ~ 3 m ' ~ p j N ~. N y ~ `= ~ m v_M .~~ m ~ m n ~ ~ c 3 ~ v n /~ m ~ `~ o C ~ ~ o m -' a m O ~TQ o °'~~ O Z ° ~ A D - y C Z ~ 3 01 v ~ o (/~ m '~ v a m ~ SS 5 3 ~ ~ ~° p ~ ~ v ,~ - r m o• c y ~ ~ ~ ~, a ~ o m o a m ~° Z ~ a ~ Z w v 3 s Z ~ ~~~~p ~ m ~ p ~ ~ o Rf W ~ N C]. 7C ~ W ~ Z n t0 S ~ C O O n D• ~ N ~ d ... N O N ~ v o~ag m _ _ N 'O N O w ' n ~ ~ ~ O /1 YI c ~ " ~ v /~ ~ N O O ~ ~ ' ~o~~~ ~ m ° ' a n ~: 3 7 N O o v o '~ ~ ~ N 0 o ~ ~~ 0 ~ ~ "' o c» S m O ~ ~. _ `D O, ~ <D ~ _ ~;~~~ ~ o as ~ ~ C7 m C7 N ~ ~ Z 0 Z ~ ~ <D y 3 ~ ~ ~ a ~ ~ ~~ H ~ o ~ C ~, ~ c o = A ~ '~ O ~_ ` m N =w ~D ~ 3 O A Z . s i ' O '"' 3 ~ ~ C ' C1 ~ ~ Z U/ ~ i 7 -a Q, °~ ~ C7 m ~ <D ~ ~D O N y O N . . = < ~ o ~ ~l o ~ fl.y ~O rt ay ~'~ y `< o w G/ S ~ ,may, ~ ~ f D <D ~D ~ H W w _: O C 'fl -• C ~ C. ~ ~ ~D ~ ~ . ~~~ ~~,.:~ ° ° ~ o ~_ ~D < N Q L ~ Q. ~. ~Q W ~ ~ ~ o .s g ~~~ n=3 m `G `~ Q- C ~ ~ U1 ~ ., Cif n ~ N 01 rt 7 O O N ~ 7"= ~D Q ~ ~ e o ~ ~.~G 3 3 C ~- Q ~ ~ 3 3 = O y Z C Q fD 5 m v 0 .. m z 10 CJ~ 0 0 w 00 y53 _ cJT ~° ~ X o ~~ ti Q~yo E~ n h A' Fr ~ ~ ~ n c O c~0 ~. ~ ~ N. ~~ a m c~ ~ ~ ~ Z m N ~ y ~ ~ ~ ~ pe c 'r 'v N ~ Q m Ri m ~ n ~ ~ o ~ A m ~' ~' ~ 0 ~ ~ z~~ v ~ Z = r 3 Z ~ n ~ C ~ ~ C ~ w ~ ~ O z ~ c ~ W r ~ ~ N CC Z ~ m y ~ ° n~ N ~ N Z G~ Z Z c rF •• _ O 3 Q ,• 1 Z ~ 7 y •1/ n Z N ~ O < N Q U7 ? W N -~ O o ~ m ~ O ~ a ~ ~ CQ ~ ~ ~ N m ~. CD ~ m ~ ~- m m ~ 0 T 0 ~ l v d D t0 W V ~ CT A W N s N v ~ v 7 Cn ~ v ~ `g~~ v = !~/! v o ' ~ ~~ O a v ~~ O r co v c < v D Q O~ gEXBUk~. `~4 •' o ~+. a CITY O F REXBURG ~ - America's Family Community 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 Owner: Contractor: Special Conditions: Occupancy: Certificate of Occupancy City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 05 00385 International Building Code 2003 352S2ndW Fong's Chinese Restaurant Type V-N, Unprotected 112 No Fong Yn Pong Etal 580 Cook Ave Re~urg, ID 83440 Md Builders ~~~,~t y ~ ~ awl ~ Or ~t~i n ~ CDh~,t~~~ 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 wes found to be in compliance with the requirements ofthe code for the group and division of occupancy and the use for which the proposed occupancy wes classified. Date C.O. Issued: December 11 s 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 has reviewed and approved said future changes. Water Department: 're State of Idaho Electrical Department 1208-35s.aR3n-• ~~ ~~'02..~ o~RBKBUXGr9 CITY or ~ (~ Certificate of Occupancy ° ~~~~ City of Rexburg :T q ~~,, ~, Department of Community Development America's Fami Communi ' ~inca 19 E. Main St. / Rexburg, ID. 83440 Phone 208 359-3020 /Fax 208 359-3022 Building Permit No: 05 00385 Applicable Edition of Cade: International Building Code 2003 Site Address: ~ 352 S 2nd W Use and Occupancy: Fong's Chinese Restaurant Type of Construction: Type V-N, Unprotected Design Occupant Load: 112 Sprinkler System Required: No Name and Address of Owner: Contractor: Fong Yn Pong Etal 580 Cook Ave Re~urg, ID 83440 Md Builders Special Conditions: -Tfl'E ~0~1.aCG~EO CD~~~t'Go~s MvST G,~ /JDD~SSE~ P~2D/i70 TGgG zssuq.JC~ ~,4 F~ C~E2T2'F~C~`~"~ G~OcGVPA~IGr. GU~JZ'T~'G.J S n~/s r f3~ ~4D~~ES~FJ.~ w~TI~~.J 6b ~rS . SEA' ~4"7'r'sG1.IL;~ co.~p~-F~-~S A...)+~ NOT£~ Occupancy: s'rYE n~,o~J• This Certificate, issued pursuant to the requirements of Section 909 of the International Building Code, certifies that, at the time time ofissuance, this building orthat portion ofthe building that wes inspected on the date listed wes found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy wes classified. 'TE~'^ R Date C.O. Issued: December 11, 2006 03:13PM) 7'~MP: 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 has reviewed and approved said future changes. Water Department: 're De State of Idaho Electrical Department (208-356-4.8301_ -- ., ~ ~ - December 11, 2006 ~s.~. ~ G I TS Q `~ ~8 -~- Amerruz> tan ~ fisrnratan~ To File: 06 00385 Fongs Restaurant Planning and Zoning, final site visit for the new Fongs Restaurant On December 8, 2006, Planning and Zoning performed a final inspection for issues .regarding the approved site plan. The following items (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: ~~~E~ ~y~ Areas of proposed landscaping should be completed, including area between silewzlk ~ ~ ~ and street. ~ Do TpP~~ ~Y^o~ Provide curbing between the parking lot and the area defined as "snow removal area/ landscape" on the south side of the site. _.--- ~~'''~ The northwest corner of the lot has a small space that should be used for the backings ~sw ~° s7~~G of vehicles parking in parking stall number 10. The space should be striped with cross hatch and labeled as "No Parking." ~~Provide wheel stops along parking spaces, 1-9 to prevent wheels from going over the~'~-'~ ~,+sr~~~'`~ edge of the steep portion of the parking lot. ,/t'~~ Garbage container must have 6-foot chain link fence with white slats (should use a~ wx'-`' ~,rsr•~~ more neutral color) as shown on approved site plan. _ ~~,( Need to provide a decorative masonry wall along northern property line, similar toy v~~ '~`~'~~ ~~' Taco Time a block or~o north of subject property. Wall shall comply with ~ePE~r Development Code section 3.17.160(E) - ;~,,o ~~~~ ,b~~ Northern access point to road should only be 24-feet wide as shown on approved site ,~ ~„~ y~~ /t~50LVE~ plan. Any wider and this will cause maneuvering conflict with ingress traffic and parking space #1. ' ~Z~Q.~ Should consider using parking space 19 as a striped pedestrian walkway. Currently, U~ ~"--~`'`'~J so~rbE~- PeN~ there is no clear access from the sidewalk/right-of--way to the front of the entrance of ._----~ the building. 9) Sidewalk must be continued to the south and connect in to existing sidewalk network. ~ L Tp `i` ~o-~a M. ~aee~ The Planning and Zoning Department would request that a temporary certificate of ~S occupancy to be issued that is valid for sixty (60) days in order for-.the .development to resolve the above stated issues. Gary Leikness Planning and Zoning Administrator Gary Leikness Planning and Zoning Administrator 19 E. Llain I~exbam~, ID 83440 P. O. Box280 Phone (208J 359.3020 ext. 31=1 Fax (208) 3>9.3022 ~ -- garf~~nxburg.o~g nmsvraxbutg.mg • • ~~~'~RBt:gz• ,, a CITY C)E ~: y _.__._ _~~___~___~ ~...._.__._.~.. a ., ,_.__. __ .~mericas tantity ConrmrrniW December 11, 2006 To File: 06 00385 Fongs Restaurant Planning and Zoning, final site visit for the new Fongs Restaurant L On December 8, 2006, Planning and Zoning performed a final inspection for issues regarding the approved site plan. The following items (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) Areas of proposed landscaping should be completed, including area between sidewalk and street. 2) Provide curbing between the parking lot and the area defined as "snow removal area/ landscape" on the south side of the site. 3) The northwest corner of the lot has a small space that should be used for the backing of vehicles parking in parking stall number 10. The space should be striped with cross hatch and labeled as "No Parking." 4) Provide wheel stops along parking spaces, 1-9 to prevent wheels from going over the edge of the steep portion of the parking lot. 5) Garbage container must have 6-foot chain link fence with white slats (should use a more neutral color) as shown on approved site plan. 6) Need to provide a decorative masonry wall along northern property line, similar to Taco Time a block or so north of subject property. Wall shall comply with Development Code section 3.17.160(E) 7) Northern access point to road should only be 24-feet wide as shown on approved site plan. Any wider and this will cause maneuvering conflict with ingress traffic and parking space #1. 8) Should consider using parking space 19 as a striped pedestrian walkway. Currently, there is no clear access from the sidewalk/right-of-way to the front of the entrance of the building. 9) Sidewalk must be continued to the south and connect in to existing sidewalk network. The Planning and Zoning Department would request that a temporarX certificate of occupancy to be issued that is valid for sixty (60) days in order for the development to resolve the above stated issues. Gary Leikness Planning and Zoning Administrator Gan Leikness Platini.ng and toning Administrator 19 [. hlazre Rexbrrrv /L) <Y3.40 t? O. 13ox 2110 Piiorae (208J 35~. ;020 ext..31 ~F I ax• (208) 15,9.3022 „aryd(c7rrs6urg.or~ rvuzv.nnxbu~.org '7yrri - "~,t „_ ~ _ _ i ~~ ~;_ , . ~ ,~` ~ ,, ~ c~~ ~ ~~ 60C~ ~--- r,~, i, ~ ~,- ~;.. /' ~ ~ ~ ~ ~ f ~~ -~ _~. ~ ~ Z~ O~ ,' '~'- V ~ ~ ~~ 11 . ,. ~ d ~ x . ~ c r . .. X N ~I ~ + . ~ ~~ . ~ ~: r ~ ~--~ f ", , ,, ' • ~ r ,' i _ ~ Chi ~ ~~..• J , . . ~ ~ ~ f ., ~ ~ ,.~ , ~ O ~ ~ _ r. N ~ti , ~ ~;~ ~ X s~ ~ O . ~ o . ~ ~ ~~~ .. W ~ ~ ~ ~, ~ x . t ~ ~ ~~ ~ I . ~ ~ X o ~L;-~ ~~" ~ ~ ~~~ ,~ • ~ ~, x ~~ s ,, '~,~ ' ~ ~ ,_ ~ ~ ~ x .. ~~ ~ 1 ~ ° -~ o _ `~D v . .. ~ ~'' ~~ l.J ~ ~. 'r h-, j / ~~ ~,,. i ! - x ~ i CITE' OF REXB URG ~ PERMIT # BUILDING PERMIT APPLICATION Plea; ~ r 19 E MAIN, REXBURG, ID. 83440 If the I o5 oo3s5 ble 208-359-3020 X322 New Fong's Restaurant PARCEL NUMBER: ~~~ ~qS p!'~~gfq tiq ~ ~ SUBDIVISION: u~~i i ff „L"~,~,-r LV 17T (Addressing is based on the information -must be accurate) No ~, 'bane's ~.~aAta.~~- OWNER: ~A-G-~ J,' Y~ ~~ 1~oN 6 g:~ „~ ~ CONTACT PHONE # 3 ~ -~ _ ,~ ~.~ PROPERTY ADDRES S:_ . S ~ ~ S: ~ ,y ,-, (,./-~5~ ~-- PHONE #: Home ( ) N,~- Work ( ) ,3 ~' j -,~..~~ Cell ( ) ~y,~ OWNER MAILING ADDRESS:; E MAIN S• CITY: ~' ~~ STATE ~_ZIP: 3 ~ ~( (7 EMAIL ~,~. FAX ~ ,q- APPLICANT: (If other than owner) ~ ~ , ~,, ~ _ ~2 S t~~ ~~~ !~ ~ ~ ~ ~ - (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS~3g;S~ ~ ~ ~ ~/ CITY: t~" STATE; ~j ZIP ,~ `-~ `{,.~ EMAIL FAX ~' y ~- (~ ~ ~ PHONE #: Home ( )_~j~}- Work ( )_7~,~=~ p~-Cell ( ) ~~~~-~.(,''~ L~ CONTRACTOR: MAILING ADDRESS: , ~~~ y ~ 5 ~ J /•/ CITY ~ ~ ~ d y STATE.Za~ ZIP.~S~ ~i ~ PHONE: Home#~yS-~~~~ Work#~s i~-bG Sst> Cell# EMAIL'th~u ~ ldzvs w~,,;t~,~,<I ~ ~~+~ FAX 7 ~ 5- C;) 7 ~ ~ How many buildings are located on this property? ~ Did you recently purchase this property? No es If yes give owner's name) ~~~/„y 6 }=v,,,; ~ Is this a lot split? ~~ YES (Please bring copy of new legal description of property) PROPOSED USE: (fJr1YlE2.G i79~~C, (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 City Council for the City of Rexburg shall be truthful 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_ ~ ding official may revoke a permit on approval issued under the provisions of the 2000 International Code in cases of any false statement or misrepr~sentatio of fact i e application or on the plans on which the permit or approval was based. Permit void if not started within 180 days. Permit void if work s s for 1 ays.,~, ,~ i a 1~~~ nature o er/Applicant DATE Do you prefer to be contacted by fax, email o phone? Circle One ~~~'vE WARNING -BUILDING PE ST BE POSTED ON CONSTRUCTION SITE! D Plan fees are non-refundable and are paid in full at the time of application beginning Januar 120 City of Rexburg's Acceptance of the plan review fee does not constitute plan approval ~ 1 3 ZOOS CITY of REXBUR~ Affidavit of Legal Interest State of Idaho County of Madison Name Address City State Being first duly sworn upon oath, depose and say: (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: ~f,~ l~~e-b~P S ~ cSS~ ~f ~ j ~~ ~/ ~I d~~~ l~ ~'S ~H~-- 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 _ ~~ - /,~ ~d~r day of 20 ~ ~'~ ~~ Signature Subscribed and sworn to before me the day and year first above written. Notary Pub ' of Idaho ~.•° ~° r. ~..: "~„ Residing at: ~ _ ~ V w ~•>~ f'... ~~ My commission expires: •~• ~;~"~ { ~~, 2 **Building Permit Fees are d#time of application** **Building Permits are v~f you check does not clear** Please complete the entire Application! If the question does not apply fill in NA for non applicable NAME ~-v~16 S ~~5•r~ ~~-~-~.1 ~ PROPERTY ADDRESS 3 S ~-- S ~~i~ (mot/, Permit# SUBDIVISION /y /}- Dwelling Units: JY~- Parcel Acres: j./,4 SETBACKS FRONT ~ 2 SIDE C,? SIDE ~~ BACK ~ ,f,.~-- Remodeling Your Building/Home (need Estimate) $ :~`~•~~, SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area ~ ~ L~,,-C~ , p p Unfinished Basement area ~ ~ ~~ ~. ~ v Second floor/loft area s~A Finished basement area ,tfA- Third floor/loft area ~<,q Garage area ~ ~. Shed or Barn ~,4- Carport/Deck (30" above grade)Area ,^'/~} Water Meter Count: /y1} Water Meter Size: ;c/,¢ Required!!! PLUMBING R `~ ~` l y li ~ ~ ~ Plumbing Contractor's Name: ~r,- ' . ~ f ~ ~ ~+`>T Business Name: ~~ ,,~ P r ~ ~ ~~. '~•~- S /~ Address ~~~.3 `~' ,~,: ~'~ ~ City ~_ State ~'~ Zip~y Contact Phone: ( ) ~ ~j S-- ~ Cs ~ ~ Business Phone: Email Fax 7y5-73~`~ FIXTURE COUNT (including roughed fixtures "'~C othes Washing Machine Dishwasher Floor Drain Garbage Dispos u /Spa Sinks (Lavatories, kitchens, bar, mop) Tub/Showers Toilet/LJrinal r Heater Water Softener Plumbing Estimate $ ~ a ~ C mmercial Only) equired! ignature of Lice ed Contractor License nwnb re The ity of Rexburg's permit fee schedule is the same as r ~~ ~ ~~~~~ Date ' by the State of Idaho 4 ' Please complete the enti>~Application! If the question does apply fill in NA for non applicable NAME f~,v 6 S r~-E °i~~/-l~r 1 " PROPERTY ADDRESS ~ Sa- S ~~ w, Permit# SUBDIVISION _ ~ ~.. Required!!! MECHANICAL 'n 'J Mechanical Contractor's Name:~.~l C V-e... / ~~ (GY t~ Business Name: ~ " i Address State Zip Contact Phone: (16 ~ - l: Business Phone: f?6~ J ~ 2 - ~ CZs ' ~, Email y~ ~, ~~~~ ~ ~ _ ~ C) ~ ~ ~ Yv~ Mechanical Estimate $ t 0 D ~. ~ ~Commercial/Multi Family Only) FIXT~U~S & APPLL4NCES COUNT (Single Family Dwelling Only) --~-~'~-~ "ir Conditioner Bath Fan Vents ~7 Range Hood Vents Boiler Cook Stove Vents ~//~ Decorative Gas Fireplaces Dryer Vents iY/'J Evaporative Cooler ~ Exhaust or vent ducts Fuel (gas) piping fixtures or appliance outlets Furnace Z Furnace/Air Conditioner Combo _~"Heat Pump ~~ Incinerator %~ Pool Heater Heat (Circle all that apply) Gas Oil Coal Fireplace Electric Space Heater Unit Heater Mechanical Sizing Calculations must be submitted with Plans & Application of Delivery must be shown on plans/. Signature of Licensed Contractor License number Date Required! The City of Rexburg's permit fee schedule is the same as required by the State of Idaho City 5 APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #: PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES/NO APPROVED BY: -APPLICANT INFORMATION: BUSINESS NAME: ~'lt~ ~~ i ~ -n OFFICE ADDRESS: 3,sr~ir ~ ~~v ~% ~~~~y .:~ ~3~k City State Zip OFFICE PHONE NUMBER: (~C ~ )_ Tfi5 -`~ n ~-:~- CONTACT PERSON: ~~9.~x-. ~ ~s.~ CELL PHONE # (~~' )~ .~-~ 6 ~ U -LOCATION OF WORK TO BE DONE: STREET ADDRESS WHERE WORK WILL BE DONE: BUSINESS NAME WHERE WORK WILL BE DONE: i~~~~/ ~, ,~.~~~ ~~5~,~-~r--r- DATES FOR WORK TO BE DONE: SGT ~~os TO ~~~~ ,~.~,v~ CONTACT PERSON: ev1A-2i~ r~~.~ ~~i PHONE NUMBER: (~ ~ 1 '7y~s-~ o CELL#(~v~ 1 3 f'~ F-~6 PLEASE CHECK THE TYPE OF PERMIT(S) YOU ARE APPLYING FOR: ^ AUTOMATIC FIRE-EXTINGUISHING SYSTEMS ^ COMPRESSED GASES ^ FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ^ FIRE PUMPS AND RELATED EQUIPMENT ^ FLAMMABLE AND COMMBUSTIBLE LIQUIDS ^ HAZARDOUS MATERIALS ^ INDUSTRIAL OVENS ~ LP-GAS ^ PRIVATE FIRE HYDRANTS ^ SPRAYING OR DIPPING ^ STANDPIPE SYSTEMS ^,;PORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES ~~' i ~; ~. APPLICANTS SIGNATURE DATE 6 .,.. SUBCONTRACTOR LIST Excavation & Earthwork: /~~ ,/,' u I L 47 c 2 S Concrete: 5 c ~~ I I i~v~~ll .~ ~~.{ ~ iLt ~ ~~- Masonry: Roofing: CA-' ~ ~(' ._ I. ~ S ~ y~1-i. ~ ~ y -~ jc ~7 t ~(y ~S Insulation: /~/~ -,/ ~ ~.~ -1~:f Sc.~ L/~- ~ 1 n J`~ Drywall: ~~ 6 ~t c ~ rr -~J~~% ~~- L 1... Painting:_.~~i~r' 1 !~ 1~~-r ~; ~f ~ h! Floor Coverings: ~- / k~5~ y ~( (~~~ Plumbing: l~p,~~L~...r ~ ~- M% ~~r.~ Heating: ~~ ~- Mo ~~-i.y~ /-1~~41 ~ /~t Electrical: G:~ Y ~G{ ~ ~ fc'. ~ Special Construction (Manufacturer or Supplier) Roof Trusses: S i CMG ~ L ~„ M ~~,E~ Floor/Ceiling Joists: ~~ ~ mac, k ~ M L3 ~£ /2 Siding/Exterior Trim: (,.~¢n.Q~ ~~ L-~ ~~L 1! ~% ~h ! o Other: ~~ ~ ~ .~' _ ~ ~ ~ ~ s ~ ~ ~ ~ ~y ~'~ ~ hA~y 6ti x ~sRI~L ~~~~~y~ ~y~~ ~.... ~ ~ ~ ~ ~ ~ ~ ~ r-~ r ~ -C c r, ~ ~ ~ •~~ \~ 1 ~' Q ~ w ~ ~ '"Y~ `~ l rJ9 ~ l~ . ~' Irv n ~ 3z Z r c ~~ ~ ~, ~ ~' ~ w Q a x 0 r a A x. Z /Z # bd0E6SE80Zl-6( 6tibOdEZ80Z) ~I mot`'; n ~y C.~ ~I 1~ ~-~ 8E~EZ a3M 90,/Sl/ll k cr~p~;sly~`riea~t,~^ti f Mfr ,~~..~~~, ~~e"i`~i~fR` mil Q 1 L.1 p Ll ~ ~ ~ t;~ R~:xBUR~ _ ~~ ' S Y y ~~~ttser='~°~ AMERICA'S FAMILY COMMUNITY 19 E. Main St. '^ - - ~ ' Rexburg, Idaho 83440 Phone: 208-359-3020 x326 Fax:208-359-3024 www.rexbura ora cdd@rexburg.org APPLICATION: "CONSTRUCTION PERMIT" ~ ~ G C ~ 1 ~ (j~ VI'I Q 1 L CONSTRUCTION PERMIT #: PERMIT APPROVED: YES/ NO $50.00 FEE PAID: ;'~+'~"N!n -APPLICANT INFORMATION: BUSINESS NAME: OFFICE ADDRESS: APPROVED BY: OFFICE PHONE NUMBER: ~ ' ~ ~ state - zip CONTACT PERSON: ~~-~- 3 J® -~~-~.I~~_____~(~.L~1 CELL PHONE # (Zoe )~f/ ~ (~~,~~ -LOCATION OF WORK TO BE DONE: ~~xQ~+~~- fin. STREET ADDRESS WHERE WORK WILL BE DONE: 3 5 ~- S ~ ~ ~ p fl~e> ST ~3~1~ ~ BUSINESS NAME WHERE WORK WILL BED NE• D C s~ R; S ~?~/U DATES FOR WORK TO BE DONE: ~/ 2~ i>l~ TO / p(~ ~ CONTACT PERSON: _~Jf~(i~ ~/~~~~. PHONE NUMBER: (~~) ~,~~ _ v ; ,~ u1 CELL # (~~ 1 ~-~l ~- ~ ~ ~Gf PLEASE CHECK THE TYPE OF PERMIT(S) YOU ARE APPLYING FOR: ~;~ AUTOMATIC FIRE-EXTINGUISHING SYSTEMS ^ COMPRESSED GASES ^ FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ^ FIRE PUMPS AND RELATED EQUIPMENT ^ FLAMMABLE AND COMMBUSTIBLE LIQUIDS ^ HAZARDOUS MATERIALS ^ INDUSTRIAL OVENS ^ LP-GAS ^ PRIVATE FIRE HYDRANTS ^ SPRAYING OR DIPPING ^ STANDPIPE SYSTEMS ^ TEMPO Y ME STRUCTURES, TENTS, AND CANOPIES ~ ~~ AP L CANTS SIGNATURE DAT ^^~~~~~~~~~~~~~~~~~t~~~~~~~~~~~~s~~~~~~~~~~t~~~~~~~~~so~~~~~~~~~~t~~~~~~~~~~~~~~~~~~~ N H O C!~ (~ O `+~ O ~ ~ M CD /`~' ('D ~S' ~ ~ ~ ~+ ` ~ UQ (D ~+ ~ ~ ~ ~ cx x ~ d ~ - e~ ~ p y ~" t7 ~' ° a ~ ~ ~ ~ y ~ C7 ~ to ~ ~-- ~°~o~~~nng n ~ d~ryy' V .- U ~ ~ d ~ a '-' Ndi~ ~ oZ ~ ~, ~ , d ~ ~ ~ y ,~ d tt p yy p z n c o , ~ c ~ o ~' C) ~ m + ~ NoUOOO A w ~~ .. ` ~ ~ ~ m y }' 3Y ~b M x m ~, 0 ~~ ~~ ~~ ~, m>' Fny ~~ O ` ~ a z m !7 ~ a ~~ ? ~ d o~ ~~ ~ ° ~ Z z a ' ° ~ ~ ~ ---- ` ~ 0 ~ G i 'Tl r ~ c i r ~~ ~` _~ _, m O A ii A iy (~ f~ ~' J ~ ~ Z D r ~s ~ Mark Olsen °ga 3 o The Fon>;'s Restaurant ~~ ~ ~ Site Plan ~~ tv / J N 01 N ('J -(, (V W N N N ._ ~-• ~ _ ~~ N ~ ,_, O ~p pp O n m J ~ -~ m (~ r D D r ~7 -t ~7 C7 r ~ Z w D N S z ~~ _ i i~t ENGINEERING, INC. \~ Consulhng Engineers and Professional Land Surveyors ~~ yl ~' ~ ~ (208-745-8771) w UQ R. r. ~. a ~~ ~- _II ~: i '~ ~ N ""a~~ V`o N ~~,`~ m ~~ O ~ ? ~~~ ~ °~ '^ ~ Mark Olsen a ~~ N - - p The Fontz's Restaurant ~-h S ~= ~ N m Basement Plan •- ti U 0 y y Az o~ do e~ ~~ B ._ . ENGINEERING, INC. Consulting Engineers and Professional Land Surveyors ~ _(208-745-8771) 8 m ~~ ~~ W ~~~ ~O ~ ~ ~ ~ ~ d~. ~ z~ 0 o ~ ~ ~ o ~~ '~ ~~ '~ ~ ~ a~ CD o ~ ~ ~ Q, ~ o ~ ,..~ o ~ w, ~... ~ = o = w ~ c~ '~ ~ ~ ~ ~ ~ ~ m m ~~~ ~~ ~~ 4~ ~ ~ a Mark Olsen ~ ~s w - _ ~~ The Fong's Restaurant ~ ~ 3 f-}~ °° III 1~~I h~lolml I Floor Plan ENGINEERING, INC. Consulting Engineers and Professional Land Surveyors a __.(208-745-8771) 1_ ~v: J N w o0 w 00 ~ ~ T- -~ O r--t~ 9' o ~ - ~ ~ N ~ Mark Olsen a „• 3 T1ie FonQ's Restaurant 0 N~ ° ~ Roof Plan °o ~ V 1 n CD z ~ ~..~ . f~ ~_ ~i ,~r '_ ENGINEERING, INC. ~1 ~i ~ Consulting Engineers and Professional Land Surveyors ~' r ~ (248-745-8771) Y z 0 ~~ n ~° m ~-- 00 ~r ~ - ~_ v, Y-F~ N N - -.-.___ ov _ ___._. 00 ~ ~1 --- ~_ D ~------, w y9 °° 3 No i m Ii ~- ~J Mar.-.. The FOnQ'S Restaurant Elevations -fl ~! li ~~ ~- ~m ~~ .'-' ~ - ~. ~~ (~ ~I ~) W N ~ N ENGINEERING, INC. Consul6ny Enyineers and Professional Land Surveyors __(208-745-8771) 0 ~m ;~ ~~ ii w -~ o~ is 0 =v ~ ~m ~~ ~~ ~'~ n ~. 0 -_ -i ~: ~,. P., Y v, _ O ~"}~ -, ~ Q Mark Olsen 3~ " ~ The Fong's Restaurant 3 N v o U Elevations ENGINEERING, INC. Consulting Enyfneers and Professional Land Surveyors ~ (208-745-8771) VJ n f-+ OOr1-+ ~I /~-~ V J ^n Y DD~F-+ I~ F-+ VJ n ...{ 0 ~H \J ~7 H~..i M J TJ: ~ ~ s ~ ~ ~~ °a Mazk Olsen ~ 3 The Fong's Restaurant ~ o o m Sections n ~~ ;..a ., ..r Vii- -' .. ' ENGINEERING, INC. Consulting Engineers and Professional Land Surveyors ~ (208-745-8771) ~. ~~ i a- n N A n i~ J v~ .~~~ II ~-. b~ ~ 1 ,._, w a a ~. 0 d w ~~ CJ o N O 0 n (7 ~ ~ ~~ - - o0 n ~ N ~. ~ ~ --~' cv ~ -'~ PI_ ~ 'A' 11 ~ ~-• ~ - W ~- ~ ° o ~ _ _ ~ ~ N. ~. o N p ~ - ~ tz7 ~ Cb C7 ~ II Crl ~i ~~ N O N ~ 0 n W ", 00 W ~ ! ' ~ Q n ~~ '~~ CI) / ' Q .Air-. I/ C ~ II ~~ A ~ ~ ~ ~- d ~ N r° o ~. ~ ~ ~~ N a 00 - - ° ~ a ~ 3 ~ ~, a~ o o~~ m (~ `~ l ~e. `"® 00 ~ `"~, Q~~ N ~ i ~~~~ z~- Mark Olsen --- TheThe Font's RestaurantRestaurant Details -~ .~ k. 1 H r• 0 t~ ~ o /1 _ -- 1~ -- _ ~ ~ ~ f""t - ~ w~J( ~ d 00 ~ r~'S ,._, ~ ~ _ ~ ,~ ~ ~ ~ o ~'.~ O ENGINEERING, INC. Gonsuliing Engineers and Professional Land Surveyors ~ (208-745-8771) -x x x X rV ,_ 1 ~ .~: ~ _ - -_ ~ ,- - _ __-- T z ~~ .. _ _ - , ~~ I (~ ~ ~-~ ~, _- _ ~~/ rl ~ _ ~~~` ~-- ~ - - ._ ,. .. - - ~ ~ _ - , _. ~ r `~ - - -- -- _ ~ _------ ~ __ ~ ~ ~ t :ch Iii n IT.lail -- _. --- ' u i l Icy r -i ~ai ~`~ l ~l (~ O l ~ -g% ~ ^ ~` ~ y~~, ~ .. , ,F ~ ~ ~1 ~ - - . _,-, ~ .4 ~~ ~ \ ~ - - ,,, fti, ~ '~, ~ ~ \ ~ ` ` .,~ - ~ 1 `~ ~ , ~ ~, \„ ~ = ~ L -: ~ Ilts ~, ~~~ ~ I 'q ..` ,.,\ .,~ \~, ~~.~. -- 81.00' - \ ~,* ~~. `~ - . - Sign, ,~%~ -- - - -. ~ _. ,~ I ~~ ` ( ~`-~~ in l~icl~l 6' Dccp - _ ~~\i ~ ~ ~~-~" ~s}.halt ~'i~~e' _ ~,0 ~ - - ,, _ i _ ~~ ~~ ~' ~~ ~ Sc. C~Iteh Ba;n Dct~ul -- ~1'OhOSCC~ I' Il'~ ~ ~~ ~ Rim l~l~~ uiun: ~ ~~; X13 ;~ S ~- _ ~ I I~YICa11C, ~ ~~~Ia~lim: U-(» - ~ ~ -.--~----r~ i o° ~ ~ ~~, ~~ ~, ~~ ~,y \ ~ _~ 1- f~ ' / , ~ ~' ~ - - C,~.~~ ~~J fir' ~~' ~ ~ ~ \ j ~"?.00' -- -: - ~,'1'~ ~ ~ ~ ,~ ;;0 ~ _ - I _ _I~ ~~J ~` -~ ~ ~ - --1:00' _~-~ -~ - - ~-- . ~ - x x- - - 1 - -- ~ 7 ~ ~ -~ ~ - -'" ~~~~ `~. ~~ ~ ~~ ~~~ ; ~ g Z ~ ~'~~ 3 ~ ~, ~~,~ v~ ~ ~ ~-~, ~~ -~ ~J `} ~_ ~, ~ ~ ~ z ~~ ~ -- ~ r . _, ~ ~ ~ -- -_ - i II i '~ ~ - ~ ~ {~~ -4 ~' ~' ~l ,_- i ;' _ _- - ~~ ~ ~\ r- -- - _ -~-"- - 4 ~1 i- -- :- ---_- _ ~,, -:--- f-_- - ~ ~-- ~~ ~ -_ _ _- - - 4~0 ' - - - ~- _- i ~ _~~_ , ~~ ~ ~ - -- '~ ~ -- - 17 ~`1 ~', l . - - ~.~~~~~ ~4 ~ ~~0 - -- -- -- - 0 '~! _ ~ l\ - - i' -• ~)~) ~ ~ ~. ~ _ i 1 1\ - _ - /~ 1 ~~/ - ~!' --- - ~: ~5 - - -- - ,. - ,~ - -- ~ 1 ~, ~~ _ - _ ' ~ '~ - -- ,i a r 1 A e -_ va - l~o - Re _ no`s _ S - - ~ '~i _- - P . - .~ _ _ _ p ~ II ,-~" - '~ ~~' - ScuppcrDrain ~~~~" C'on,.retc V~nilts~ - ~ ~ 4' Min se~~ »~<<<<~ /// t - -- '~; '~ 5 3 - - ,fie --~ - - : _ a ~, I ;~' i -- -- -- -- --- ,- j~r ~V Pr~~pcrty Lind.. -~ ~ I ~ r~~. ! - -- - -- - - ... -_ - . - -_ _ - --_ - -~;- - 1 i I ---13.00' - - 13.00' ~ ~ DBE ti ~~~ ~ ~ F~ ~~ - ~ ~~ ~~~5 ~--~-r f, ,:~~ ~~ ~ P ~ ~ ~ ~ ~ a .Y. 1 ~ ~ l ~ ~ ~ (-$~ I 1~ g ~ u 1 i i ~ ~ '- ~~ u 8 a 1 a 1 1 _ 1 $- 1 ,, u fi 1 1 (N I ~~ ~ a ~ ~ a _ I i N i € 1 x I-$-I i~ ~ u ~, ~, - ~ ~~ ,,, ~ ~" - f ~i11'i~l ~~ ++111 Iiilllll ~' g _ Illlil $ ~I'll'll g <~'s~ z 1 O ~ i ~~ N ~ ~ g u N °o ~ ~ ~ N >~~ ~ m~ ~ ~~ ~I Zo 1 ~= 6 ~~ "'~ °~~ ~ ~ ~ ~ ill _ ~~~ ~__~ . r: ,~. ~'= ' ' --- ~ - 0 O W ~~ ~M1 ~^~ 'i !, r i~) ~~~' Ilillli Ilil'lII ~IIIIII hb~~oo C ~ ~ ~ ~ ~ o o p W O ~ \ ~ ~ ~ O N ~ ~ Rl N (D ~ N ~ b o lij ~ ~ Z o x ~ n ~ n n n ~ n ~ z D D D D D ~ D G W W N m O o 3 ~ A ~ D D D D D D D b r A (A W W W W N N V W W o V CJI ~ A O = ~ \ W W \ \ \ _ ~ N m A N A A W N W m ip W o V V ~ W W \ \ ~ \ ~ ~ Q~ '? fD m CO A N N N N R7 N N N t7 N A A W N N A Y r A O W m m W, n A A W W o N N ~ m W W N ''l v ~ _ ~ U1 \ \ \ W p~ N m N N N N N N UI W _ Q~ A W N N A ~ ~ J \ ~ \ \ A ~ Q~ N W A W o ~ ? O p~ ~ p O~ ~ ° ~ IT 7 V 0 V (~J1 0 0 o UI ~ C1 o o S --I i nz rn ~ z D ~~ L7 m r ~ » v~ p I<*I D h rn x S D C N D Z ti d 3 f*7 z N a Z D r b D D C2~ ~iC: ttl ~ {H~ .Z7 ~ £ ~ 2°fTl Z.~r ~=.~ "D Z ~ n ;Z7 Z Gi C ~ N2 . , r=mN Z . a ~d~ri (n d m ~m Z° ~ x ~ -i t C G1 A trJ z z z z z z z z a Z D D D D' D D D D o _ . . . .. O~ A m T 0~ - A T o '~ m CI '*7 Ti ~ I ~ I D a b D D D a a a m r W N m " ' T 0~ i0 ~0 N e w N N N N N N N 0 0 o 0 0 0 o N ~ ~ c m d 3 r~ z a Z D r ey D 1 D DC'-'D £('lD Z ~~~.=„SZ CD~O~rD° Vl f'IZ OmV13 'DrIC-i "r'I X.~r fTi -~ N .. 2''i n° ~cz~ °D£~fn D ZZ~n--i3 ~1 °Xa O~~'0 z-i A~° m.i ~~-~ z=DZrir*I -I'''vZatii 2DA~f~*1 -DiZO~n tL df''I~ r ~OfNr1~ 2 ~y .3r C C ~ N r~ ~, ti ~ ~ a m °~ m -< ~ d ~~ xn ~ ~ d~ N = A~ ti -i ° A (~ N f'l 2 W o r- • D V1 ~ r r ^ r v W t1 N o v e~ 3° r*i ° Z ~ N ~ N O Z z ci ~C-IC ~fT1Z °(T12Z=X° C -i IT7 ~ .-+ S ZI d~>r~N~ C'l ,N rrX`~-i y~ p r D D 3 f•1Z~yyZm ~,r..,Z -'I3~ (Z/1~AD~NIC D-~t~A ~ fi~7n3N.D ~tTI ~NZ=DAfTi AOdG~-D-1-Ni D ~ 1'l W 1*1 ~=~A°o C'1 ?~=D'~Z -rl ~ n ,,.~ -~ . Z ~ITIAC D l7 ~O° £ Z ~ C -~ r z ~ t- (il r D Z Ll f''I rv~ ry"> ~~ Z (7' D fTl r+i C '~ CO r D r'i x D C -j 'ri ~ D Z n C V N ~~ I I I I 1 1 1 1 D C i7 :il !*7 L1 D :Cl C7 V Vl ° =-i DND~ -1 tD Z A Z r~ A°G Z (n I- I '9~3 N i~ D 3d ( ''l A C ° d d -r7 D ~ f*7 D Div,°a rz -i° C7 %~ A h ° Z Z ~ ° m zWZ o n -~ o bA tTl tj -~ y H ~ C7 "'I n ° t'l j' Z ~ Gl ~ N --I v ~ --I ~ --~ i C"1 V1N ~ ° -io f_1 ~ A Z -IrD ~ ~ n ~ d a z ELECTRICAL PREWIRE PACKAGE ~JDB NAME DRAWING NUMBER 22112pgJ JDB NUMBER TROL INPUT 120VAC H1=LINE, N1=NEUTRAL 5A 8KR 2 3 4 s 6 7 8 9 10 11 ~~r '~~~ 12 i 13 ~' ~' i~~ ~~II 14 i~~ ~~~I~ LIGHT INPUT 120VAC H2-HS=LINE, N2-NS=NEUTRAL ~~~ ~~ is 15A BKR LS-o1 ~ ~~ I H2 B WH W ~ N2 R1-2 rGHTS OUT IN ' ~ I II (I 16 NC p Flas coNOmoN. --- LS L 17 ~1 b C1 N" O 1 PHCASE 230V GR 4'1 182 W RE Li L1 Ti 2t ~H_i 1 PHASE L2 L2 T2 zz ti INPUT L3 L3 T3 za Q - 1 WIRE L4 13 iF 4 z_~~H-2 - o ~ ~ ~ 1 PHASE O ~ ~ \ ~ I O 20 1 PHASE 230V U1 ~ 3 C-2 INPUT L1 T1 z3 GR R) fU ~ 2 WIRE LS L2 T2 ~ SUP-3 a 1 PHASE L6 ~ ~ ~ ~ 2I 13-I 114 22 ~ ~ ~ 23 ~ ~ ~ 24 07 ~ in '~ a z o x £ al ~ I DATE 8/12/200? DRA~,/N BY 220V/1Ph with 1 Exhaust Fan and 1 Supply Fan, Exhaust in Fire, Lights out in Fire La6ei Descriatian ST Starter FS Fan Switch Lighted) MS MicroSwitch ~Ansul/ yroChem} R1 Relay DPDT LS Light Switch L Hood Light(s) GP General Purpose Relay DPDT TX Transformer C Contactor GR Ground AF Air Flow Switch Spare Relay MS-1 MS-2 MicroSwitch Contacts Ansul Pyrochem C-RD C-RD C-RD No-8L NO-BK NO-BK NC-PR NC-BR NC-BR L NC 3 SPARE RELAY CONTACTS 4 NO 6 CAN BE USED TO CONTROL 7 COMA ITEMS REQUIRING SHUT gCOIL$ DGWN WHEN THE FIRE SYSTEM DISCHARGES, SUCH R1-RS AS SHUNT TRIP, SIGNALS, RELAY c..,.ElCnel..., r,,.,+.,~r~ WIRING TO BUILDING FIRE PANEL, DRY CONTACTS FOR SIGNAL ONLY „~_., DENOTES FTELD WIRING DENOTES INTERNAL WIRING WiR CO R BK - BLACK YV - YELLOW BL - BLUE GY - GRAY HR - BROWN PR - PURPLE OR - ORANGE DR/BL - ORANGE/BLUE RD - RED (STRIPE) WH - WHITE BL/RD - HLUE/RED (STRIPE) RD/GN - RED/GREEN (STRIPE) DRAWING SHOWN DE-ENERGIZED NOTEi IF WALL MOUNT PREWIRE, DR FIELD INSTALLED FIRE SYSTEM MICROSWITCH, THE TERMINALS SHOWING FACTORY WIRING RUST BE FIELD WIRED. 12 x 18 x 6 Box Size ~, ®r~ !~>t ~~ i, I~ !II U~~ 1111111 111111 li ~'II ~I II II ~ b p O cc~ha~ _~ o o O w ~ o ~ N T I--` Q N ~ ~ O U1 ~ R U: b o ~~ ~ ~ i~ ~~ Z o X £ ~-. _ C7 f''1 N CS~o 7q C ~-pZ 3 C Z~ 3 d -i = 3 ~ ~ C ~ r d H 3 ~1 ~ Z r c a ~ - ~ o 7 ry 3 l ~: a ij s - a -~ Z %O z 3 r~ z ~_ Z e 3 - -~ d b C d 3 3 ~----- 3 3 -~ ~T7 f) ~ DEC r-+~ Z r" r- r~ ed A ~- i ---- -~ ~ o~o~ , r___-~ ~ ~0 i i i 1 3 p ~ haA OC 1 ~ ( 3, ~ ~~ 1 L J i ---- c~ 1° ~ - °_~ ----- ® ci - z v' -i ra a g -*i -*i ~ ~r-i ri ar ~~r~ ~ ty ~dm £ cn zi~~ A c Tl - r ~ ~c~~ f p ~ rZ r ~ I TO ~ `` ~ .Z ~~ ~ 1 0 a c A O C -I C C c c c z c v 3 i c r a r C r { I d D 3 ~~ `g 8 1 ~ ~ ® , ,it i ~~~ t~ ~~ +~~ ~~~I 1111111 'III!' 1 ijI X11111 ~~aoo C4~hy~ 0 ,-~°~ 0 o w I~ ~ ru io ~ ~ ~ :1 N1~ `° N znbo ~~ ~ ~ ~~ ~ z o X £ T r - a z N "' I ~ o ~ ~ £ Q 0 c d c c -a x ,y r C Z 0 0 o 0 ~ 0 0 t C3('1 ~' ~ vm= a o o ~ o c 3 ~~ ~~ w c ~ cn ~n cn cn cn cn d -a 2 r fTi w~ w w w w w w z 0 0 0 0 0 0 0 0 ~ -i 2 ~ V/ N Vf Vl N N S/1 H O S Z~ Z ~~~ Z ~ ~ n A A P A A A A A Z N _ G'1 v - - - - r 3 S S S S S S S t*1 h .+ .+ .+ h fF ~ fF V V V V V V V J ~ UI UI N Ui N UI UI N ; 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 mmmmo~mmm 4 N ~' O Q ~ d H N t ~ ~ ~ rn of ~ P P ~ ~ , ~ m , ry .ry ~ ~ F E ~ ~ ~ 3 3 ~ T H ' fl P r Q Q m m m A ~ m ti £J ~ ~ ~ m 0 0 ~ r r~ 0 o z --~ 2 O CJI CJ1 ~ 3 3 n n A A ~ r N N n n ~ T Ip N ~ --1 eF `~ .N.r r r s s o ~ o 0 z c D Z m -~ z z -~w~ o a zmm ~ 3 ~_ r.o r.o mo G7N WN (nN fn Ut Zd 0 ~.. ~7 '.T7 a ti Q ti V V U, ~ ~_ SUPPLY AIR DISCHARGED m L ^ BELOW COOKING SURFACE ' ~ A ®,' ®r~ ~;t ~~ ~~~ ~~II ~~~~~II I~~I~~ ~' I'II ~I II II hbaoo c~~a~ _~ o o O W o ~ ~ ~ ~ ~ O N fU (O ,~I N ~ b a~~ ~~ a z O X m ~o~ ~zr m~~ C'7 -i C')N~ ~c n ^'i V7 r C ~ Z .Z7 ~! b Z m D_ r r '~~3 ~~Z Zd" 3 ~~ a~ ~ ~ = 3 f'l ~ ;p Z ~ -I D 3 Z° rD m~ Nr ~' m -a v m A ro ~~ Z -I rd s ~o U _~ m ~m m° ~~c a o~ mmr m ~ I n mcn r~~ rrnm m~cn o ~m~ ~ ~ ~ c~ m -o z v ~~ m~ OD X Z A -~ o -gyp 3 n N ~ ' ~~ fiS O Z to Z C n ~ -a r o "~ zl DO ~~ O r~ ~c ~O ~~ S D Z Z D Z ci r m ~- z G ~ W N .-- z ^ ~ N Z '~ flD '~ y W N .-- z ~ n ^ Z~ ~ i - ~ ~ - Z c~ ~ D ~ ~ W N .. ~^ Z Z •- r- O ~ a ~ ~ ~ ~ c ^ -° y O ~ j D ~ ~ C /1 ~ ~ i ~ - i ^ Z 0 D ' I ~ D - ' ~ H VI ~ Z ~ Z ~ ~ r -~ C1 C7 C t ~ ~ ~9 R fl [/~ C Q W ~ ff S S 3 ~ D D ~ O ~ ~ ~ . ? D~ 7 ~ ~ ~ p ~j ~~ ~' C -. ~ r ~ n a r _ a in ~ 3 ~ W W ^ . .. r , ~ ~ o o //^^ ~iJ ~ E A X X N W W D D O O ,/1 O 0 o .. in r-- in N ~, ~ N ~ -t C ~ r ~ v' £ °o °o D D ~ Q r r r X ---~ ^' ^ A X X -i O ~ ~ N 0 0 ^ D ~ O 0 ° 0 0 .} Z ~= O O A ? (D b7 Ll X N J ~ -.~ X E N m ~ ~ 3 f'l ~ ~ ~ X N _ _ . - ( 7 _. .. . _O _ - _ __ __.. -- -- _-_ _. __ . __. D ~ ~ . m o 7 ~ ~ A [ N = m r`FO No ~o ~ ti 3 ~- + ~ 4. 4. o o ~ s C TI ~ ~ m ~ `° v J 3 -~ m Q Q Q H ~ SA v ~ o o ~ ®, O ~ m z Ao Q Q i N ~ N ^ ~ I I (~ o o ~ ~ i I ~ ~~ ~~r LLJ X V J f 1 ~ P o o D T ~^ m 111 11 ~ ~ N ° '~ 1 3 o £ II III (D TI ^ x7 u li Q. ~ ^ ii ' ' o II I I II r `D .~ ° N ~ N Z ~ ~ O ~ b ~ ~ n ~ ~ h ~ ~ ~ 3 ~ h i ~ ~ }- ~, ~ ~ o ~ ~ _ - C ~o ~ o ~ ~ ~ ~ cn 3 c v ~ ~ ~ ~ m ~ N \ 3 D ~ ~ ' c '{ N ° ~ ~ ~ fl p ~ ~ ' z N ~ ~, o ~ N N ° z .- .-. «- O. Z N 3 l~ W W W = ~ `~ ~ ~ ~ b 0 Ul o 0 0 0 0 o ~ ~ m W ~ ~ i= ~ ~ ~ ~ Q7 n' w R' d a -~ ~ f p c .~ o ° c a ° ° h ~ ~ ~ ~ ~ ~ ~ r~ V 1 J V V r .. I i ~ (Jl ''<; o 0 o D Z ~ o X £ ~ _ "r t-' I V O D UCT, i~U 2~~15 1 b : i i t=R 2~552~,U 7U4 2!d8524~T34 TO rctX~URG TJ.eeam®6.16 serial NU-ma ~~oo ; oB z'°°r 30"(bF -38" br `` TJ O •~ ucar: a ~a3~2oo53r~Z:r. vM ` 9~, ~ 9/ ~ pen Web Tr1,ISS @ 24 O/C Pape1 ErgrnoVVralon:t,16-5 THIS PRODUCT. MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Tap Cnor~a slo~e:.,8snz P.~3 - .~ Protluec nla~pram 1s Cancep4t~l. LOADS: Analysis is for a Joist Memt~er_ ~ ~~ ~ ~~ /C D Primary Load Group -Snow (psf): 4Z.0 Live a1 115 % duration, 15,0 Deaf Y G SUPPORTS: 0~~ ~ ~ Z~05 lnpvt Yert(cal Reaetlons (Ibs) OeW(1 Other Width LivclDead/Upllf;/Tota) CITY OF REXBURG 1 Swd wall 3.50" 1 ti06 / 6a5 ! 0 / 2451 Wall 2x 8locking 2 Swd wall 3.50" 1606 /64.5 / 0 / 2451 Wall 2x 8locking -Left Support: Top-AfI. Approx. clip height: 1 516", Approz, clip width; 7 3116", Allowed choice(s): TOP (NO-NOTCM),TOP (U-CLIP) -Right Support: Top-All, ApE~rox. clip height; 1 519", Approx. c11p width: 7 3116", Allowed Choice(s): TOP (NO-NOTCH),TOP (U-CLIP) DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 2a32 2432 2432 Passed (100%) Lt. end Span 1 under Snow loading Moment (Ft-Lbs) 2G223 25081 27036 Passed (93%) MID Span 1 under Snow loading Live Load Deft (in) 1.214 2.133 Passed (L/a22) MID Span 1 unaef Snow loading Total Loaa Deft (in) 1.644 Z.Ba~t Aassed (U311) MID Span 1 underSnow loading -Deflection Criteria: MINIMUM(LL:U240,TL:U180). -Allowable moment was increased for repetitive member usage- -8racin9(Lu): All cornpresion edges (lop and bottom) must be braced at 5' a- o/c unless detailed otherwise. Proper ariachment and positioning of lateral bracing is required to achieve member stabigty. ADDITIONAL NOTES: -IMPORTANT! Tha analy9i~ presented Is output from soRware developed by Trtrs Joist (TJ). Allowable product values shown ere In accordance with current TJ materials and code accepted d®sign values. The specific product application, input design loads and stated dimensions have been provided by others L_ ~, have not been checked for confonrane®with the design dr8wingS of the building, and have not been reviewed by TJ Er>tiineering. -THIS ANALYSIS FOR TRU'3 JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS TNIS ANALi'S1S. -Allowable Stress Design methodology was used for building Code UBC analy2ing the TJ Custom product Ilsted abov®. -The open wee truss analysis presented is approwrnate. All open web trusses ara cUStorn designed t0 carry the specific design loads for each project. Actual truss capracity when fabricated is Ilmited Io that reQuired to rasist ;r,e specified loads. Do not use this analysis to verify the capacity of existing Wsses. -Pncing Loaa (plf) = 11a PROJECT INFORMATION: gongs Restaurant Rexburg, Idaho Morris Morgan Stock Building Supply G°pyrighE u 200a Ey true J~lct, p ~uyolhabuec. BuaL~ess '~ i° a rCOIoL-c:cd CredC~uell D2 ?rui Jo1dC. '1'SN+,2. ,tJLtP.:J:x~,NS9 duo ?]T arc cr.°emarre of .,'uz :mac, OPERATOR INFORMATION: Mark Gordon Tres Joist 291 D E. Amity Road Boise, Idaho 83716 Phone :208-395-2400 Fax .208-395-2443 gordonmQtrusjoist.com rnn.irnnr?, .0~`~ 83 2075 16:11 FR 2085243734 2085243734 TO REXBURG .. • - ~~ ~~a~~ ; TJ2 TJ•ao6RItD6.165erlalNumo~700 +a`o+ea"z~ 26"(brg)-38"(brg) TJL Open Web Truss @ 24" O/C 7epea enp~overelv,:+~ 85 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Top Cflord 9ope: 318PJ2 LOADS: Analysis is for 9 Joist Member. Primary Load Group -Snag (psi: 4Z.0 Live at 11 S °!a duration, 15.0 Dead SUPPORTS: Input Vortical Reactions (Ibs) widrtl LIve/D®ad/UpIifUTotel 1 Stud wall 3.50' X344 / 420 ! 0 / 1624 2 Stud well 3.50' 1 ~~44 ! 480 / 0 / 1824 Detail Other Wall 2x_ Blocking Wall 2x_ Blocking -Left Support: Top-All, Apprt~x, clip holght: 1 SB", Aeprox, clip width; 7 3J16", Allowed choice(s): TOP (NO-NOTC!{),TOP (U-CLIP) -Right SUDOOrt: Tap-All, Approx. clip height; 1 5/8-, Approx, clip width: 7 3/16', Allowed choice(s): TOP (NO-NOTCH),TOP (U-CLIP) OESiGN CONTROLS; Maximum Design Control Control Location Shear (Ibs) 11105 18C5 2103 Passed (86%) Lt. erd SDen 1 under Snow loading Moment (Ft-Lbs) 14498 13782 211x9 Passed (65°/°) MID Span 1 under Snow loading Live Load Defl (in) O.a56 1.583 Passed (V633) MID Soan 1 under Snow IoadiR9 Total Load Defl (in) 0.614 2.111 Passed (L/613) MiD Span 1 under Snow boding P.74 -Deflaclion CritOria: MINIMUM(LL•U240.TL:U190), -Allowable moment was mcn~ased for repetitive member usage, -Bracing(Lu). All compression edges (top and bottom) must De braced a1 6' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral orating is required to achieve member stability. ADOITIONAI~ NOTES: -IMPORTANT! The analysit• presented is output from software develop®d by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. The specific Droduet application, input design loads ono stated dimensions have been provided by others C ~, have not teen checked for conformance witn the Cosign drawings of the bulloing, and have not been reviewed by TJ Ern7ineering_ -THIS ANALYSIS FOR ~'RUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design m+3hodology was used far 6wlding Cade UBC analyzing the TJ CUStom product listed above. -The open web truss dnal•~sis presented !s approximate. All open web trusses are custom designed to carry the spe~lOc design bads for each prvJect. Actual truss capacl~y when fabricated Is Ilmltsd to that required to resist the specified loads. Do not use this analysis to veriy tha capacity of bxi5ting trusses- -Pricing Load (pif) =11a PROJECT INFORMATION: Fongs Restaurant Rexburg, Idaho Morris Morgan Stock Building Supply C7pyagtfl ~ 2~Oa ~y Sei.e Je1~ L'. s Heyerhaeucrr Buallc7r tJiV6 lb 0 k'c 4letsreA ;:cn0+_mfl~ r, oI ::u: ~o]et. 1.'7i*. ::z', i]urs,?SI.`(~, r.rs~ n,U 2JW- a:e :rrarmerka v: Trus J: isr. OPERATOR 1NFORMA7tON: Mark Gordon Trus Joist 2910 E. Amity Road Boise, Idaho 83716 Phone :208-395-2x00 Fax :208395-2443 gordonm~trusjoisLCOm rnn~FOn~~ ~ bT~T~T S9iCOiot ~,+~ TOTAL PAGF_ . J4 ~%~ a ~ Product daoram !s Coneo'>ohaal. f 4i% f ~-~"=~ 1~ ~~ ~` .iti Consulting Engineers and Professional Land Survey~ars Date: September 21, 2005 To: Mark Olsen MD Builders Re: Fong's Restaurant Dear Mark, 05 00385 Jew Fong's Restaurant I have completed a structural analysis for wind and seismic shear and foundation and footing sizing for the Fong's Restaurant located in Rexburg, ID on 2"d West. The attached drawings contain the structural measures necessary to counteract these forces. I have included a copy of the calculations with detailing findings and assumptions used. For your information the footings are sized for 1500psf soil allowable bearing. This is the reason for the excessive size of the main bearing footings. In the event that a soil analysis is performed, these footings may be reduced based on the sieve results. For this situation shear is controlling the footing design. I have not made any attempt to design shear reinforcement as you and I have discussed re-visiting these calculations once a sieve sample has been obtained. Please contact me if I can assist you further. Sincerely, ~Qp~~~F 6 S T fR ~Gi\ ~~~ ~ 1 1 63 0 ,r~, 9~~r//~ 09 '9TF OF ~pP ~Q ~/~~ B • SAP Daniel B. Sharp, P.E. ~~~~~ED ~~~ ~ 3 2005 CITY OF RaBURG 154 East Main, PO Box 55, Rigby, 1D 83442 Phone {208}745-8771 Fax {208)745-6391 „ ~w ~ r .. R r ~ v a Consulting Engineers and Professional Land Surveyors CALCULATIONS AND DRAWINGS For FONG'S RESTAURANT Located in Rexburg, Idaho on 2nd West Codes Used for Analysis: IBC 2003, ACI 318-05, ASCE 7-02 Table of Contents: Loading 1 Tributary Area 2 Wind Load 3 Seismic Load 5 Uplift 6 Anchor Bolts 7 Seismic Hold Downs 8 Footing Design 9 Wall Reinforcement 13 Computer Spreadsheet analysis 14 Qp~~`'~~G 15 T ER ~G/yFF Q ~ ~'6, 1 1~~~ ~a ~ O9 9TF OF ~pQ~c~Q tijF~ B S~,P Daniel B. Sharp, P.E. r c . 154 East Main, PO Box 55, Rigby, ID 83442 Phone {208)745-8771 Fax {208)745-6391 ~. < ~ "7~ ' ~. r ~~qq~~ ~ ~ ~ ,!,~tirF, e~/r ~ t I Cr ,C9i- - xt3ul~C - 3S - SC7~10 'i ~ ~ 9 I i Z , - .. ~ ~ ~ ,;. Vag ~,e~sr~,.c~~ ~~B~cRC, ~-Of}arN( /~EQ..~sK~~~NT~ I I ~vocil Lo~O = J.3 ~ F vl m cv ~ UfZC1lJ ^~~ F- F 'r- uu:u; w u: u: v, u, ;n. I ~/~~p S?~i P~ ~ 90 ccc ~r,^~ :-.: n: -~ /~"~L~c..~~4t-~ ~tG ~i2~S5t'i~.P ~ ~- ~ ~7~ ~E..~'AG~.G7' -~-~ ~~ ~~ ~~ I I tih~ ;~. ! CS ~ is i~N ~-cuSiS r~~~0~~ ~ I I ,~ F ~ ~e`'?I I NAT H , - VAL 1~~,~rttiC? r ~ ~s~~.~' I I Sr~Yr~cy v r'H e. 7aP- i fir- ~ = 2~ ~r2 r /)C~Z) l2 ~ Lr L .2o I L,- (Qs E ~ Z i ~ A ~~ j ~Z (tea to % .3S Ps -~ ~ ~ ~S ~~ ~~o PSG ~/~ ~/~""c3 .ntA Tl a n} ~ oTp ~ Lc.~b ~nJ t,J f~CLs = Zl' -~~ j 3 S = ~ y.~ F S~- -- - i J~ LL ~ y ~ !~ r Irv r N C~ c~ ~r',~L I/' T~, v~ 5 S f L ~~T C.~,/~J ~~ Sr L~~ cl ~ ~k55 Tc ~~~ ~~a r Irv Cr~,~v~h ~ P:.~.~ ,•', L~=a,,~ .~,~~~a A~s ~ ,~ w ' ~ O?r raa ~l C~ d9~ ~t c ... <'. ~y~ 2xG ~ F ~ ~ l ~_ ~~2so IN 2" _ N3 ~G=r~C X~x~~~ LS Sx - ~, s3 t r~' T b PSG ~" C. _ ~ 3SO t'S ~ ~~~~ ~~ €G ! ~.SCa PsC = , ' c CyJ .,. f ~ ` F ~ ! f t E it i ~ Y f ~ ~ ! t 1 } 7 i~~ } 1t i ~ 1 ~ i I i ~~ ~ ; ' ~ [[ 1 ~ I i 1 ' ~ ~ i ; ~ jji ~ ~ i ~ ! i f1 ~ ~b I } } ~!1?4 I ~ t~ ~ 3 i r ~ ~ ~ t ~ ~ ~ i ~ ~~ i I ~ ~ } } ~ I } C' 3 ' ~ ~ ~ . I i ~ I i ( ~ ~ ~ ' r ' ~ i ` ! i f f i' ~ ~ _ c f ~ ~ i! ° ~ [ i } ~ ~ I' ~ ~ ~~R~I _ E~ I f f f t ~ (~ ~ ~ f t 'I~tf t ! t ~~ j ~ ! t ~ E i; ~ ~ t _ i 7S ' w~-t.~ ~ ~r~ erg c,Ta„e.,~ ~ r~}r~ ~ z ~~'~- wa-c.~. 8~ r- / 7~ S ~ ~~ =L3o ~5~~(i~ s~~ . z Z ~s /~. wA ~~ c ,fir ~~.~ F~- ~- Zak = 37, 5 ~ = C37,$~-~ P3a ~~~ = 475 .~ ~` ~~ ~ O. G . c~~t t.. l~~C} /2r~ PSG /0~-023-~ t~ . r ,~ L~XT,Q,G~ O Q U lYd.~-.S 2 6~ _ 3, ~s~ ., -. J. ~.. -~:- =r=- r- ~~ i ~-d1£ Q'~GZ.~ f R~iS ~x ~ Q,~ Q'~~'"5[Q~ ~di~~ / NSc,.t~1 TLo N ~r ~~ $y r,~sP~r~c,a 2, xG Q /G `v 1 G , ~ ~- i ~ ~~ .e ~ ~.//..~ ~S z ~ ~ PS acs ~- I.v 1= ~~)S 'µ°~2 /f 1 ` ~f / Q Sd tRsci,d, UU.. ////~~~~ ~, o ,, 2 ~~'I - ~/ / =iiT~jCtO~. LJ~~ _T~ I I © Iii©2~~ , . bs~ ~~ s,o~,~~, y~~~ ~~~' ~. VJ~ ~ S N~R-,~ ., 1 z~r .~~ ~:, ~:. i-~^"r L:I Ii' I.iLi C: C!J L: ~: C C r C\ F -e ~ .~ ^~? a! n' N C\ C~ .,.: u \ v:-::. ~7~ 7// S~ • yam. I / < ~ q/ ` ~,,,1 „gyp S l~f~.,4.7~f w ~ ~ ~o, ~ ~~,~2 = 2' 7; ~~ GT ~ 3,x.5 ~~ f ~j6° D ~ ; a'~l ~ y ~~,~ , ~ eS°----:--------- o ~. /! r,~d--~ arc.: s ~~ ~?~ ~ ~~~ .03 ~,, ,~ S :~ `, /l _, ~_. .4:t ~ ' ..~' .. _ ~ .. i ' .. ~~. .. n 1 4 Fong's Resturant Date and Time: 9/16/2005 2:24:39 PM -., ~: ~~. :_ ,- ~I. vl ,y. ~~~. ~: ~ ~~ _. ~ ~.. -~ n' ;~ ~f'~` 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 ~L~ GL ~/CN ~.~ S^-, s = Ss = D, BOG SM ~ = ~i = O , /9~ ~_ ~ ~= y p. /, o ~=yz~5~ V- fit, z~ ~~, ~~~ ~G~~,x.~ V. 3,3`~~~~z ~ <Q ~=~ ~+ +"' ~~f~i: (~~f ~~ ~ ~ ~~ ~ .fie i I a ' ~ Ys.PT • n•T ~~ {{' ! L ~-- ~ ~~ ,. D V,• G9 C i 1:: 4.: !L tL' l11 :L! N~~ r, C G a :" n ~N n .~' N ~~ ~: ~- ,,,~ ~tc~`~ ~%, 0 ~iLtV' I FLL~: ' S ~. ~~-,~~ - ~y3~~ ~~ ~~ ~% ~S~ . ~ ~ 1Z.~ ~ DoT -e--/ -_ / Z i ~~ ~ ~7,~~5 ~ . /yyoY I 7S- I~ ~7 r 57 ~~ j LoN 'Z ' G~~ ~c. s ~%~,a.~ D ~~f~l~ ~ g~- 3s. s i y ~Lw~~ ` ~ i U~LI ~T S r ~S ~^~- ee i =-~Z, QE+-O,~s~,(~ = 3 CJ~v6~J , . ~~~<:~ '1` _ `~_ use ~ =~-a .QE -- a,zS4s ~ _ ~Cl~a~~~ - G, _ 'p,Wo=~j((~~/ _~ ~ - ~ r.~3 I Ll1~Lr F T .,.~ t N•O Net= ~~T~1~~36) ~ ~ ~t on T~, _ ~,w ~~ = ` ~S~ ~~s~ -,. F ~ ~ ~ ~JPLirT-t~fLFr~-~f', ,.~J_ j~ Cp j_ _ pia .,~ ~ ,,. Z J l 0 ~T~. ~ ~ i f ~,-~nrc t<v2 z3cxTS - ,; Cl~~c~ L~4-,0 C~~~N9-rs..~ s ono ~- (~o ~ ~ i.~ ~ ~ C4 C^ G; ~: ~~ ~_ µ,~~; <<. <<: ~~ -..~ ~.< << ~ ~MlSe,D.~.~ ~- i(~~-c I ~,vs ~ ~ ~ - s ~h ~= o,7S ~TL''.l.L{~ L'Fy~.-G, STR~iQS.c°CTT'!f ~'- ~,naci2~T~. ~ ~,~ z - 3 8l ~~ P/~, 1 ~- - ~r7 -Y~CJ~ a~5t )~ % ~, ~h =(o,~s~(s~,~S~~(~c~ ~ _ ~ ~3,3Sk~~s (O~ ~S ~ 3~ PsE :~~ ~~ ~'J (3 , g I ~~ . S' 3 S 7. S/ ~ ~~,~, ~o e.T- i c~ s ~ ~ 5~--~~-'~'- -~ fly = 3G ks c~ ~y ~ I~~Q k~PS Rn = C Fv ~-b,J/~ . ~ _ ~, 7~~ 1/<~Q,~rQS)CQ.3oG~'~ ~ 2 . S ,51/<,~'s = ~~~.~1 ~ ~~i2 ~<< ~n =.D, ,~~ ~~ ' jl f Y+'! t..~ ~ .,n, M.,•-,., il~(~ ~ , R G`^"~-N ~' _ ~ bL TS a~. U ~ O} G.. i ~/ y~ .~ Lj ~ I y F ~ ~? ~ l ~NS,c. ~ ~-~ ~ N E . (9~ ~S 3 Ste, ~l ~ - °cc ~ ..LY rr; ~ y~`c GS ,~ r; ,' ~~ ~ l~ j r~ ! ~ {~: Z~;: J' Lls~ -1~ ~~` wn1 S ice S~~ s...~r~ 5~~~+~ j ~ ~ / Ff S T~~, 41AGc_ z 3 -r~~ ~1A-« s ; ~ /~ :)ova ~ s rrc~ 3C7~o GJ~'~icf ~~ Nn.i.v ~ w,.w1 P 5 c: Cv~.: crz.~ ~ ' Off. s~,~ ~ ~`~ ~~ = f~~s~ ~ ~y ys i _ ~N CI~Q~~ _ SNB.~,~ w IrGC. ~ tTS/ 6f~ - r~ 7~~ G~l~ ~ `,.f~Cj i I i ~~L NA-~~ s ~ z ~~ ~ ~D UPS 73 a #,. ~~ K ' 7~ ~ i Q S/-~~~T ,607 ~c GAS ® /2 `o~ ~, ~~:;~oN~ _ ~3 0 ~Z = /~/~O ~K ~~ 2 ,, 3 ~~ ,,; Mfr ~.~~';~~ ~~ _ ~,~~' - ~ ~ 7 ? ~/ -~ ~ ~o~ ~, a ~ .. J r. ~ ~- .~ ..,. . , f ~.., ' ~~~ ~~;~ i_ COrJ c.K.L : ~ ~n,~,,q,.?Z~3ri1 ;r ,/ - ~~ 'Z, ~S~ ~ CODS G~2-,~ ._ `r, sr Catr+c2CT~ •-JaLC. ~ '~ To Tc~r~ p = r=or7T,~rr;~ Sdd~~ / 1 // r [~ /~ ~Z3S/¢ -~ zsorsv ~/~ . yy~5.so ~/.~ J i ~~~ y~/gS.Sa ~J`~~ ~c ,4ao ~G' = 3 o~j r' S c. J y - ~C~~ ~ Esc: ~ssu-vim ~. G " ~j r~C L6C ~Ou/J k A'Ttcti.v ol= ~(.5 ~'`'~y `"' ~ e ~ ~~ r _ ~SQ acs} ~~ } = ~ISC~ j'~ !"• L~ p(u TO c° c3~e"j'rX.3T ts~ 5! C~°f J (~~~ I ~~~ _ L~ ,Z - 2sa~~ TC'~g'z- w~ic.~.rr. 3S~ ~'$-~ $~ = J5~ - .3SC~P5~= //SQPST J I S c~ ~s~- = 3- ~ ~L c~,~ .~- v = /. ~L3S ~~ x ~%~+ ~SPs-F x la"s~)~ f- i+) ~2r~P4~ X o ~ = 3 . ~~ Ks L ~ ________._~ ..~ ~ -' ; ., m i J~ " t. Z ~c ~ ~ ~1. ~>r~8'Bk _ _ ~ , o,~s Z 3~ ~C8~ 5~~~~ ~~- (fi (n ~F. Ca~;~e~ ~ ~/ y ~~~: ~~ ° ~ ~ ~~~3 7~/: s~ cv cc , , ) ~ 11 - ~ r /O ~~ ~~~ c e~ r ~ Z ~~ .. ~ ~. !/~1K ~ (z (Z ~aU 1 ` a~ . ~: --- _ _ 5~.~ l ~ Z ~~~ ~x~.z - t r~ :(Err !~J ~_ i , I ©OC7l~ t ~ " ~ - ( V Pc.rCJ~~ ~ ~S -- S~C ~ ( 1 S O , J i , , , \ (JJ , / ~ ~. G.. / (~ /I / rl ~ _ /~ ~ / ~ ~ ~ ~ ~ ~ O ~~ pC ~. ~ G.~ d i/~ G~ c~ ~}~ LL S - - ~__.__ i __ _ U V ~R2t S d ~ / ~,(,~`~ t_.1- s ~ E Jam) ~j 45 ~Mt~, s- ~' o _- _..... o ~i~N7 ..~~~C__. n ./' ~'~~ I C~Gc~C-, = 2O BSc cid~,, ~= 3 PSc ~~.~C) 3~ ~Sr sNO~ GjNG~C~i~ ~~~~-~- ~~~~~ Co, L - T~~h b e - lsc~~~s ~ - (--~~(~s~~`~~ ` ~ov(Sf-~~ - ~~~Sj ,-~ , ,. _'%OVi~~f~~~y ~~ .+ ~o~(~Z~3« z`-~5'~-;e~~~ 35,5-(~ .~ 1~0~iga~ ~,,~ .~- ~~~ = y , q~ ~ r~ .~s ~~ ~~ ~, ~. ~7 J~~ ~r ~- 1 So.r~},~,~ ~~ S ~~ :' G: CCn ~~~ ~. ~^ (3s~o~ R CL' C~ I 4;"e ` ~ / ~'~~ ~u ~ (jam g,oy,~~ ~ ~ _ q ~~ . ~S ~s~ ~. ~ ~~~ Z /z ~~s z 3~ )C~~s ( Z _/ i ~ ~- ~o-~~ i`fr l130, ~ ~s~o r3-C~ N.sc~ ;rr~t~~S (O, y ~~ G~ S,Z ~bdZ o~ 9Q y ~,, 5~ ~,~ ~ ~ Sam sL _ r 2 ~~ ~, ~ ~ - -~ s. ~-~ SS ~ ~ s ~ ~~ Z ~. \ ~ ~~~~ ~/ ~ `f ' ~ ' ~s J~`~5Z ~ Du~ = 3~ ~~z U ~~ - `-~ 1"2- i Z <4 cn c~ FF!- L': ll: W ww,~ i . Ln f Cn G C C L: C C h r N M ~- cr N ra n~ CV C~ CV f`~, G R~ <n I i ~,( Cfr~'Tf L ti(9F/L ~~ rH . ~ ~7Z ! r ~ G 7 ~'{' ~~ ot(.Y3o ~/ i t/ = 2y23,~S~ d~ c s ~,~r o.v y I ~2S .,. ~~ ® rz°' o, c. ~O~IO~N.G ~W"UoZ ~. %z (df L~3 ~~ ~rz ,_'~,~~,~~ _.~ l~ w L ~ t~ ~~ ~ (2~Z3,7S %-~ +-,7~L1~~7S -7, 2S y 3,, Say /~~fs ~ ~ ~ ~~ ~l i ~/ I ~/~-d~ , W arcs - CAL ~' ~ er 4~n.J CP,..~ t f liJ,4LG,, LL^ . \/V~ I S~i l ~4~~ 1~ ~'7 ~ ~/ (/J \+~ f J , ~~ (` , 7 ~ ~! rf ~.` 11-~ ..~ ~ i ~ f ^1 J~~~ ` ~~ _ 3Sc~~ (~ -,` l5 t's-FCiafit} ~ foRs~F(I`"~,2 ~~ _ ~ ~~'`f ~~~ = ~. ~7~cr,~ j c ~ / ' ~< .. ~ ~ ~ I I .S~c%•a~,., w , ;~•r r~ _ r2:.vc~€i".5 ~~ Q ~ ~.s r1 L~ i {C _ .~oz'aP 5 ~ t~ = o, ~o ~~~,;~~) ~ ~ ~ ~ r7 1, .~ M ° ~ > ~. ~~ ~ J~ r ~ ~ ~ ~ ~t~ ~ / .~~~~-<<G~ a.oor~ Acc 3f~ ~~a, ~ ~YBa~¢ „1.333 I~DRtZ~~r~c, ~~t_ .~~8~~~Z.~ •= O, J~2 r~%L _ S~~ 2d" r s•~ ~ Jz" o , ~ Ci~tp~yG<,~ - G ` r ~ r " . / $55 3 -?~ ~j,, r t ' ~, S b ,y p l ~' ti' Y ~r ~ ~ r i~ 1 ~' ~ ~~h p L ~. i~ ~ ~"., ~y~ .. ~~ .: ` { ~, ~F' b depth Soil Thickness Concrete LL DL Soil Bearing qe WIDTH qu Vu d Cantelever Length Mu Mu/~ bd^2 8 in] 8ft 100 pcf 36 in] 150 pcf 4187.5 #/ft 2423.75 #/ft 1500 psf 650 psf 10.17115 1051.2 psf 2058.6 # 33.16299 2.00 2102.4 3.317396 half of the wall not covered by earth 1 CI ft .,. O Z~ } • Basement Wall rC''~f !`~~j t Wall ~;y h ~ A ~ x ~~ / Pe = 9,440.00 Ib/ft of wall ` Section Width 12 in Wall Thickness 8 in A~ = 96 in` fc = 3,000.00 psi ~ = 0.7 QS(0.85'fc'A~)= 171,360.00 psi > PB ok k = 0.8 /e= 8.00 ft A9 = 96 in` QJP„N, = 0.55'`Q'F'c"Ag'[1-(k*lo/32'h)^2] = 110,810.70 > PB ok pverticie 0.0012 Vert. Ast = 0.1152 in #4 21.333" o.c. pnorizontai 0.002 Say 20" Horiz Ast = 0.192 in #4 @12 5" o c Say 12" PB = 5,553.75 Ib/ft of wall Section Width 12 in Wall Thickness gin A~ = 96 in` fc = 3,000.00 psi ~ = 0.7 QJ(0.85"fc'A~)= 171,360.00 psi > PB ok k = 0.8 /e= 2.50 ft A9 = 96 in` Q)P~W = 0.55"QJ''F'c'Ag'[1-(k`lo/32"h)^2] = 110,873.23 > Pa ok /werticie 0.0012 Vert. Ast = 0.1152 in #4 21.333" o.c. pnorizontai 0.002 Say 20" Horiz Ast = 0.192 in #4 @12 5" o c Say 12" Dec~28. 2005 3~31PM f No•3996 P• 1 OS 00385 F~,ong's - 3 52 S 2nd W Consulting Engineers and Professional Land Surveyors 154 East Main, PO Box 55, Rigby, ID 83442 Phone (208)745-8771 Fax (208)745-6391 FACSIMILE DATE: /Z~Z 8--~ ~ TO: C 'r' ,o/~ FAX # : ,3 s J ~ ,~ ~~ y FROM: ~J~~ S f'L~r~ MESSAGE: NUMBER OF PAGES INCLUDING COVER PAGE: `'""""`'Dec~28~ 2005°" 3~31PM ntm://www.res~denuat-landscape-1N 0 ~ 3 9 9 6;signP ~ 2'store/PP~/para... ~atiinc i ;- o~ s~ '.~ a ~rc:e.adriv ~- m s ~at~morla! Gala•ry ~Aa?1-~l1fC~ID ~.E.A~~q ~~ Add~-ID.'E~'8~'R~ ~ ,. ~,'t~4f'>rY~3A~Ti1 , ....._ Hame :: ~CpaAtY-ercial ¢. (ndustrial~~g~Ittg :: Licht Polgs B.A~~~pries :: Q~tdoor feet __. t9t]1,_Pole_,Ki~ :: Par~jng Lotg_.zp Outdoor Commercial 20 foot Light Kits COLK01 Item Numb®r: TEC COLK01 This commercial lighting fixture kit is designed to use in areas of 80 to 100 mph wind zone. • Q~~Square StraJ.ght Stee120 fpot 21e.. • ~2.50w~tt Metal H,~lide. Multi-7a° fixture with lar~(~t 0° tilt) • S?ne_,Square,u.roinu.m..1~_o.,unting,_Ar..m • AI! fixtures are available to ship within 10-15 working days • Pre-shipping pf anchor bolts will require extra freight Charges • Please call us at 1-800-239-2939 for your speafic outdoor project. G1i&k.laere, toy~~y~,pover~~Q .area_ of light. ~l,ick,he~~r,~vi.ew_WJrid.~one~A~ed Chi Retail Price: $950:00 Sale Price: $630.00 Choose Color: ;;'T~~`•' Pole Size: ;'~!°.': -Pole Finish Options - ~ -- _" .-_ Choose Ballast: ~'~~" Duplex Receptacle: ~'~~° Bolt Finish Options: ~;`.~`::# ,.._~ Pro-Ship Bolts?- rte: i Choose Primary Voltage: ~'. era 12/16/2005 8:58 Ali """""'D e c~ 2 8. 2 0 0 5s' 3~ 3 2 P M llttp://www.residCntial-landscapc-N o~ 3 9 9 6esigrP ~ 3vstorc/PPF/pare This type of lighting equipment requires high voltage Current to operate and often requires elevated mounting for d®sired illumination- All potential and current customers should be made aware of the following: improper selection, installation, operation, servicing, removal and disposal of these lighting products may create serious hazards including fire, explosion, shock, laceration of skin, impaired vision, falling objects end environmental contamination. Reduce risks by using the guidance of licensed professionals throughout the installation process and the product life cycle, by conforming to applicable codes and safety practices and by following individual product, Component and accessory safely instructions and labels. We offer this in the interest of safety for our customers who may not be dware of the potentially high risk involved in the misuse and improper installation of these products. IN NO EVENT SHALL RESIDENTIAL LANDSCAPE LIGHTING DESIGN OR ANY OF OUR SUPPLIERS BE HELD LIABLE, WHETHER IN CONTRACT OR TORT, TO ANY PARTY FOR ANY DIRECT, INDIRECT. PUNITIVE, OR CONSEQUENTIAL (INGLUDING, BU7 NOT LIMITED TO LOST PROFITS AND BUSINESS INTERRUPTION), ARISING OUT OF ANY MISSUSE. IMPROPER INSTALLATION PROCEDURES, USE OF UNLISCENSED LABOR OR NON-CERTIFIED ELECTRICIANS, USE OF INAPPROPRIATE OR SECOND GRADE CONSTRUCTION MATERIALS, ARISING OUT OF OR PERTAINING TO THE USE, INSTALLATION OR MAINTANACE OF THIS EQUIPMENT. for tom lets Product List click here [return to Previous oaael Enter your email I address to e+?~H'I~ , . . . ... .................. sign-up for our I i,iadte`.' i newsletter. Back to top 4912 Blossom Street, Houston, Texas 77007-5312 local phone; 713863-7699 local fax: 713-879-1429 toll free phone: 800-239-2939 toll free fax: 877-272-0577 infoQrlldesign.com Home -About Us - Ask the Experts -Ask the t=xperts Archives - FAgs -Testimonials Gallery -Returns -Resources - LInkS -Terms 8 Conditions -Security Statement view Cart -Order Status -Customer Login -Contact Us -Site Map Outdoor Lighting t31og -Landscape Lighting 81og Landscape <l< Outdoor Lighting -Indoor & Home Lighting - Commercial 8~ Industrial Lighting -Home Automation -Sport & Tennis Court Lighting Fans 8 Heaters - ChrlStrnas & Holiday Lighting -Security Lighting - Lighting Parts & Accessories Commercial and Industrial Lighting & Information -Emergency Exit Lights and Emergency Exit Signs -Light Poles Ordering Guidelines -Wall Pack Fixtures Pole Selection Guide -Outdoor Light Poles Information Parking Lois - 20 feet -Parking Lots - 25 feet -Parking Lots - 30 f®ei -Custom Lighting Parts Decorative Lighting Poles ' RSS Daily Outdoor Lighting News. Copyright ®2D02-2005 Residential Landscape Lighting & Design. All rights reserved. Contact Webmaster to report site issues. ~>f 2 12/1, ti/2UU5 R:58 AM ~~ -'- "Dec • 2 8 ~ 2 0 0 5- 3 ~ 3 2 P M --- -' ' ' --~_ __ . _ . ...,Y.,, ., w w.ivoiuuuuai-la.[~u,yp}JG-1N o • 3 9 9 6"1~nP • 4 sioreirrripara.. 14QB ~7sY3mDttl~l 1'ie1Q•~ SQb~1W~.tiEC~ 5~~~ ~ ,;I,` ";~r7r,'M~~''~1 .,, h~ :: ~~trlmercial 8 In~~~~j~_,~Ighting :: Liy~Qaes & Acc@g~aries :: Straig~ Sq~a,ee Lighti~g191es Techlight Straight Square Light Poles 20FT - SSP20-4-11 Item Number: TEC SSP20-4-11 Specifications: • Mounting height: 20FT • Pole Shaft: 4.0" X 20' • Wall Gauge Size: 11 • Bolt Circle: S" • Bolt Size:.75" X 18" X 3" • Shipping Weight: approx 150 Ibs Pole Shaft -The pole shaft is one piece construction, fabricated from weldable carbon steel, and has uniform wall thickness. The shaft will have minimum yield strength of 55,000 KSI, and conforms to ASTMA-500 grade B. The pole shaft has a full length longitudinal resistance weld and is uniformly square in cross-section with flat sides, and rounded corners. Anchor Base -The anchor base is fabricated from a structural quality hot rolled carbon steel plate that meets minimum yield strength 36,000 KSI. The anchor base telescopes the pole shaft and has a circumferential welded top and bottom. SQ'UAR~ Anchor Bolts -Anchor bolts are fabricated from a commercial quality, hot STRAIrGE1T rolled carbon steel bar with a minimum yield strength of 36,000 KSI. Each bolt is furnished with two heavy hex nuts and two flat washers and will ship with poles unless otherwise specified- Finish - A polyester thermosetting powder coat is electronically applied as standard on all finished poles- Standard finishes are Bronze, Black, and White. Custom and Galvanized finishes are available at an additional cost_ dick here._to~"L.ight Pol~~~deung Gui~liAas" Retail Price: $48500 Sale Price: $357.50 NEW!!! Choose Color ::~~~ Choose Finish: _~: of 3 12/16/2005 8:59 AM Dec • 2 8. 2 0 0 5 3: 3 2 P M -•-- ••••N•>> w W W •" ~'~"cl'ual-~anascapc•N o• 3 9 9 6.esigP • 5>/~tOre/PPF/para. Choose Anchor Bolts: Pre-Ship Botts?: '~•.` Duplex Receptacle: .~-; ^-.... _ Pola Top: ' ~:>' ..__ ~. Order: ;;. This type of lighting equipment requires high voltage current to operate and often requires elevated mounting for desired illumination. All potential and current customers should be made aware of the following: improper selectipn, installation, operation, servicing, removal and disposal of these lighting products may create serious hazards including fire, explosion, shock, laceration of skin, impaired vision, falling ob}acts and envirpnmental contamination. Reduce risks by Using the guidance of licensed professionals throughout the installation process and the product life cycle, by Conforming to applicable codes and safety practices and by following individual product, Component and accessory safety instructions and labels. We offer this in the interest of Safety for our customers who may not be aware of the potentially high risk involved In the misuse and improper installation of these products, IN NO EVENT SHALL RESIDENTIAL LANDSCAPE LIGHTING DESIGN OR ANY OF OUR SUPPLIERS 8E HELD LIABLE, WHETHER IN CONTRACTOR TORT, TO ANY PARTY FOR ANY DIRECT, INDIRECT, PUNITIVE, OR CONSEQUENTIAL (INCLUDING, BUT NOT LIMITED TO LOST PROFITS AND BUSINESS INTERRUPTION), ARISING OUT OF ANY MISSUSE, IMPRpPER INSTALLATION PROCEDURES, USE OF UNLISCENSED LABOR ORNON-CERTIFIED ELECTRICIANS, USE OF INAPPROPRIATE OR SECOND GRADE CONSTRUCTION MATERIALS, ARISING OUT OF OR PERTAINING TO THE USE, INSTALLATION OR MAINTANACE OF THIS EQUIPMENT. for co late rodu Lis click ere • Enter your email address to email: sign-up for our `„'J~u~~rt~;.'..'. 1 newsletter. ~h~ _.1' return to Pr viou a Back to top 4912 Blossom Street, Houston, Texas 77007-5312 local phone: 713-883-7699 local fax: 713-979-1429 toll free phone: 600-238-2939 toll free fax: 877-272-0577 info(a~rlldesign.GOm Home -About Us • Ask the Experts -Ask the ExpeKS Archives - FAQS - Testimonials Gallery -Returns - Resources -Links -Terms 8 Conditions -Security Statement View Cert -Order Status -Customer Login -Contact Us - Sit® Map Outdoor Lighting Blog -Landscape Lighting Blog Landscape 8 Outdoor Lighting -Indoor 8 Home Lighting -Commercial & Industrial Lighting -Home Automation - Sport ~ Tennis Court Lighting Fans & Heaters -Christmas 8, Holiday Lighting -Security Lighting -Lighting Parts 8 Accessories Commercial and Industrial Lighting 8. Information -Emergency Exit Lights and Emergency Exit Signs -Light Poles Ordoring Guidelines -Wall Pack Fixtures Pole Selection Guide -Outdoor Light Poles Information Lighting Pole Accessories -Straight Square Lighting poles -Square Tapered Lighting Poles -Round Straight Lighting poles Round Tapered Lighting Poles -Commercial Lighl Fixtures -Outdoor Light Pole Kits -Fiberglass Round Lighting Poles RSS Daily Outdoor Lighting News. Copyright ®2002-2005 Residential Landscape Lighting 8 Design. All rights reserved. Contact Webmastor to report Site issues. f~ 3 12/] 6/2005 8:59 AM ~f 3 V~"`Dec~28~ 2005 3~32PM~`~°"11-`~JIGV--,-11 nnp:iivv~v~w.res~Uentiai-landscape-1N 0 3 9 9 6:sigr.P ~ 6 store/PPF/papa. 12/16/2005 8:59 AM 'Dee • 2 8• 2 0 0 5" 3: 3 2 P M' ""~""'-`s `""' ^""-"°" ntip:~~www,resiacnt~al-lataascape-.N 0.3 9 9 6=sigiP • ~~titore/YPF/para.. AtTU.Atr~K;~ ' fJN SAL. s: x.ty nf~t~l 4 ~sT ~~ ..., , , r,: r. ~ a ~~. l~szn'l~ :: ~Gmmerci,~J~~,ustrisl LightiD9 ;: Light Pales 8, Acc~g~,~les :: Ligh~iAg~ole AF&~SS2J'ies Qutdoor Lighting Pole Adapters -Square Mounting Arm Item Number: TEC SSA Square Mounting Arm: Aluminum outdoor ad2pter EPA rating: 0.3 Dimension: 10 3/4" x 4" Retail Price: $40:OU Sale Pric®: 530.00 Size Options: Choose Color; "~ ~~:Q~d.®,r:.:.: 1'for complete Product List clit~ k herel Lreturn to Previouspaoel Enter your email ~~ address to email: ,, ,,,,,,, ,,,,,,,,,, sign-up for Our `'~~^~"~' i newsletter. Back to top 4912 Blossom Street, Houston, Texas 77007.5392 local phone: 713-863.7699 local fax: 713-g79-1429 toll free phone: 800-239-2939 toll free fax: 877-272_0577 info~rlldesien.com Home -About Us - Ask the Experts -Ask the Experts Archives - FAQs -Testimonials Gallery -Returns -Resources -Links - Terms ~ Conditions -Security Statement View Car! -Order Status - CUStomer Logln -Contact US -Site Map Outdoor Lighting Blog -Landscape Llghting Blog Landscape ~ Outdoor Lighting - Indoor 8: Home Llghting -Commercial & Industrial Lighting -Home Automation -Sport 8 T®nnis Court Lighting Fans & Heaters - Christmas S Holiday Lighting -Security Lighting -Lighting Parts & Accessories of 2 12/16/2005 $:59 AM ~" ~~~--Dec . 2 8. 2 0 0 5 "' 3~ 3 2 P M° "`6"""~' ~'y `~u°Y`L' ~ riup:uwww_re`~aetlnat--anascape-N o• 3 9 9 6esig~P • 8/store~.'PF/para.. . Commercial and Industrial Lighting ~ Information -Emergency Exit Lighfs and Emergency Exit Signs -light Poles Ordering ' Guidelines -Wall Peck Fixtures Pole Selection Guide -Outdoor Light Poles Information Lighting Pole Accessories -Straight Square Lighting Poles -Square Tapered Lighting Poles -Round Straight Lighting Poles Round Tapered Lighting Poles -Commercial Light Fixtures -Outdoor Light Pole Kits -Fiberglass Round Lighting Poles RSS Daily Outdoor Lighting News. Copyright ®2002-2005 Residential Landscape Lighting & Design. All rights reserved. Contact WebmaSter to report Sete issues. oft 12/] 6/2005 ?'3:59 AM Dec~28, 2005 3~32PM 60 40 20 0 20 90 60 Isofootcandle plot of250~' MIH mounted at ZO' w! 0° tilt. No~3996 P. 9 60 40 20 0 20 40 60 F~ ~`,,~ Consulting Engineers and Professional Land Surveyors CALCULATIONS AND DRAWINGS For FONG'S RESTAURANT Located in Rexburg, Idaho on 2"d West Codes Used for Analysis: IBC 2003, ACI 318-05, ASCE 7-02 Table of Contents: Loading 1 Wind Load 2 Seismic Load 5 Uplift 7 Anchor Bolts 7 Seismic Hold Downs 8 Foundation Design 9 Sieve Analysis 10 Wall Reinforcement 13 Site Hydrology 14 Covered Awning 18 ~S510NA L EN\ QQp~ ~~~ 15 T ERFO /OFF ~. ~ 11630 09 '9TE ~F ~pP .~Q \F~ B SAP Daniel B. Sharp, P.E. p~(~~~d~~ I~ DEC 1 6 2005 IIII 154 East Main, PO Box 55, Rigby, ID 83442 Phane (208}745-8771 Fax (208)745-639'( .~ i • •, w - .~.,, Consulting Engineers and Professional Land Surveyors ,._; Date: December 15, 2005 To: Mark Olsen MD Builders Re: Fong's Restaurant Dear Mark, I have amended the structural analysis for wind and seismic shear, sized the foundation and footings, and completed the hydrologic analysis for the Fong's Restaurant located in Rexburg, ID on 2"d West. The attached drawings contain the structural measures necessary to counteract these forces. I have included a copy of the calculations with detailing findings and assumptions used. Please submit this set of drawings dated 12-15-05 to the City of Rexburg for review and inform them that the calculations for shear loading in the November 16, 2005 are no longer valid and need to be replaced with the attached set of drawings. Please destroy or mark visibly with "not approved for construction" any copies of the November 16 calculations so that the possibility of confusion is eliminated. Please contact me if I can assist you further. Sincerely, ~SS~ONAL ENG~ Q~~~ ~`~~',rI fgFQ ~c 1 1 630 s,, ~z/iS/°~' 09 qTE of \~P P~Q ti~F~ B S/ Daniel B. Sharp, P.E. '154 East fV9ain, Pt3 Box 55, Rigby, lD 83442 Plhone (2x8)745-8771 Fax (208}745-6391 e / ~ C,nj or- (~Ex$a.R6 - 3Sq- ~d~ o 13u/LO~nr(~ ©~~lc/AL tsx~-32 ~/ VaL Cr~/~ISr ~~se^1 ~~X1~2L7 ~OA~O/NEj i4~QuliCSrw~•~~'~ So ~~~ Cap®a,r4 G? rn u} ~- f-• - L'.~ :.~: s~ ±€.~ u,t ;~ I ~ LLOr,J AGSt I ~ ~)L 2 j ~ ~ as ~ L - ~ ` ~ i~S ~ L ,A rtrc/~ /n SAS y ~31 L i4 A (.~ J ~~, ~~y~ ~r~ ~ ~~ :- ~ ~- ~ L- v E ~~S L - 2, 0 I~ 1 Z G Zr L 2 0 ~e z ri~ ~:~ ~M; ~ y .. nn ~z" ~ HG ~ - ~~ ~x~~, ,, ~:, ~ S+w~~ ~~~ = 3S Psi ~ So~~f 1s 1, v ''~ ./" - ~ _ ~~~~ ~ _ 2vP5~ ~. r ~w....~. ~ ~ 3 - 1 ~ o ~A-T~c-Lve.Y 1~,tpo L~a4 o F ~,~P~f Ce - c~_ o.o 3 ~c p,,.~5 ~ Sn-~ Go.a,o cA.o„~ L, v ~ Ceshi S rrz v~ a r~~. Go /4~ w , e. t. N o T' ~ ~ ~ I ~~LLD~~~ DN l~ba'~ vK°'/'r'uit~4+w8e9wS4~ ~OA~D Co^~BirA-r~or = ~y.' Leia.,rj, ~s''JO~ Lp~o /S ~^-o2~z lZ~srre,G7'd/g. So LISA /7- i E~Q~„r(o ON tJA LL S' ' -`51~ ! ~1 ~ ;, ~ ~.1 , ~ ~" r 4 ' -' ,~, ~h ,p ~ 7 ~ iii ~ +, ~~ ~ ~ ! ~ '? /~ ! ~ i ~ ~ ~, V~loocs-r e,as~ Sr~vN . ~s '6 ~ ' ' Z S ° IN ~ 1 N I N C7 12D0 a. OPr?~~r~C, S>sA+~ ~VY.1Z K,TC.HE•~ 1 r~5,b'~ 3 ~~'_ ~ ,, ~~ zS'-c" 3~'~~ ~ ~ 1 1 ~ i , ., ~ may' ~;`,~ wO~.s~ CifS~ IS JO LopO ON WALL = c3F~~ 71/ X ~Q ~~~ 1~ I S7~S~f/~~ Z _~'_'"~ 3~_,~a, ~~o>~sf ~ ~~~~ z z ~` LZ-Atl~c wa~i T~18 RR~.t} W 3~ ~~~ ~ ZC'-i, `'L Z L~ S ~ FoGZ FcoT ^~ h L~E~-E,~ o~ ~AGk w~LL use. r~cZ ~cr•~3f~ ;~~, wa~~.~. ~ '~ 1n/ R we !~ ~ ~- 'L,tAu g 91- z wac.L F, 42' ;AGO = (~2G~ Z WALL t ---_ ~IS~ C `r x ~o _ +3 GS ~/ft Z 17, E7ERn..~~+~, lf- ZXC Lu14LGS ® lb`p. G. W~L~ $urOo~et' ?'FF~ W~/GH'r ZX6 ~F l,o !,n L~ l,~ fix= 7 S3 ,N3 0, 9 =x= zD.Ff3~~y fib. 9vopsi F~ _ (~~So~sc>1o,9~= izis,oo ~s~ ~G= /3Sflj~Si A~~owA3~~ yy ` ~t~ ~-4u+ ZxG ~2iS,0o t'sc;i~`6.25 rail = ~O,D2,3~ 1 ~ o ~ t, Lop„os ~ ~gN ~y ~,~ c ~ s ra~c e++ r' ~ A ~ s~ vJ ~4 `L u.eu r ~ L ~ t / ~r / d = ~~ ~S ~ X j 1 ~~Z~,lt ~ r.. ~ ~ S ~1 ~, U d ~ / d~ocs.~ ~ l` 1/ / LESS ThFA.v IO~QZ3~ '6 ~ Z 3 a S ~E yc, ,mil ,/~ ~ ~3 ioo # / G, a o ~,~/ r a D 9o r~,pµ - 3sEGo~O t~~sT ~X~os~,a~c c~rE&a~y -3 VF«. = 75 n, phi S "" ~ . l~v tS3op = !Z. ~ /~C~,i Z = l$, y V rL2nc~~ ~4tZ CHE~k $EN1 1J~ 4` ©t)~a27't~Rn~~/SC~ !~(, ~~~ ~ ,- 1Y1~,~a. ' 1~5 ~t~~a ~F~.~~L~ __ ~~~71~~~ezJlm=~z mr~.'~~. = Zvi x.17 ~-[.1 7• S3 ~~3 3, w„~ s ~~~.;.. ~I 1~ICT~~/Cf 1"aP Tiz~4t 3L1 ~,' W,a~C,_ I~i~'t C~44~ y' poaZ "~P2uss~sj X d~d ~~ ~~~~ ~,d r A 4P3 VS 4+') ~~-~- ~~., :u r.~ u ~~ G~-, ~ J ~% {`2 C c? S"} C' ~~~, r~ ~,~ ~; ~~ r- ~Sf. rs= ~y1~ , ~_~ ~~-~-~ IVrOJ ~w IN~~ ~~r°~ fw ~rDr Li4TF2,oL Lam,., c., ~ w•3! ~nrA L 3, z ~s, z ~ x~ = G,75G.37~ 3,IGl, ELI ~,~~~ _ : (I~,~s)(,y)(~1 ~,~ E z ~v,ay/,57tt FW ~N~µ ~ L (17~7l~~lYSIIFt~ 'r' ~ f n+7'~~1°~JC ~y,s J ~ 5~ ~~`° S,Iat.~irRSal ly [~ " ~~ i fi ~AIl.4 E. S~$R(a Nay 1 . 1.. ~YJ Cpl 7~k/ '~F1P~6..Y~,y ~ ~ {{ -1 ~f ~"W,Pi~ ~ (17,7/~(pC,~/,~~1„~~, T'r+~W~ ~C>(;~~7~~(~N~('°'S~ ~~ 7 ,/ /~b SNE~Q~'l~f.~~'? ~~w~~ H~.aTh'oM6 A~r1~ NAIL $I~LIa~ ~~ w~,v,D 5rlra~ ~ is~'SI-#EAa~#~vh Z3~~j',`j~'£ ~ 5 p 3Fn. V.C'r~ 7 G07i ~0~~ ~~ s . ~,~~~.c~~- m i '~~s~s~-~,-4c = ~1 ~t - / l/~Y~~I ~~~ %c s ~r..4rh~~N~, I ~~~ 041, ,~ ~ 5'"~r,~.,.~ S~ _ ~z 9 . s , ~ .~ ~t ~ nS ~ p~ ~ wiTN- G ~~NA~~S/~i~c.~c~ ~ ~t 1 ~ Jyp i / a ~ 4'~~T iA 77r S J i ~'n~ ~ tl~. ~ii'~"~f.' } I'~ 5 ~~~ i d 53 ~ ~ S 2 c 3 ~, ,. / j. y zG,S~t -~J''°° ~ NoT A S N~A/a., t,.11~ I-L- vc, ~~ `~ ~ 2~ , _ ~G7, ~ ,s /ft s ' zs, s 2LI ~ ~ 1~/ ' a~ 3 ~ , , gi~G3' - -- ~Ft- ~"' ~ T 3 y` No ~ A 5 hgaa ~'/~ ,~ /C7.o~ii~5?~ ~101,~lO ~-~ Sgs - -1--~Ij WILd. WolC9c iF dQR/~G;, WALLS 1'}1~6f ~ '_' ' .ZS ~ ~ s/s~7Z~: OA' ~ ,Sr ,i: +~ s y~1A~~ 5i°aLC,,~ n1 C7 . ~~ i - ® G $80,3y~' . I ~ (osi ~~ `~~ ~ Al,av[o TNi. Ii9cK flA'.c.- 7b lZ~•••rae~ Sc3^" xt -~- r. ~ c~i- t K~ Zaa® ~-Ra..t Tfil $ 5 N to ~ ~ ~ L L_ 3~49D)°Z ~~tW 7`(3 I~LLdW `r.~ALL'fv (riq,N l.C~rh} ', ~R- SHE~~- '~ Mta L~.3hF~~ oF'~JMI•t~= ~y~p CE,~-z~ °~`~W-~.. P~.o~l~ Gk~;~~ o~rr~~ ~3t-13L~, ~+='t7 Cv,.s F t [~USZa~tv,. 'fi t, C fHw iz ~ L~'~" Ta S tTL. R'~ (,~ ca o,~c L•..1 Jr rS . S €~ l ,Z , s L ~ L J?`L {faLC o, t.,or2 ry1~ TT.ia.L ~Z ,.moo f. iL (,7 7~`f~rf~ (1 y-F-~~ (ZSf~) = 309, ~s ~ /irY~ ra'"~G ~ ~ ~`' -; ;~ g~iT7 ~,„~ `~o ~, , r -.. k, _\8 FZ p..s q ;~4lZ„ ,.., .-w~ X311 ~-+ z: F'/ v ~a~% P~ Z c?'r~3 ~ ~~g~~y~ m-r C ', I z%..",'e"r ~_:~~:. ,~ fud(j ',~sy ,"'y 7*.s aT,:le iP .~ls'rt / LlI i )1 ~ ~3 = x ~z~,97~~.~~CiLI ,~ = 32~.3,~z~ 3 Z2.3,z2 ~t /,~ ~ ~ - - - Z K7! ~y ~~ ~ z~~/~ ~~-~ sr~ F~6 51a~r12 a.+iliL ~~'wcNi'~EOh} {'~ 1~~+l~+~fd SW ~Ei;~ { ~ J;s,. ~ ;.~~ ~ S /af.ITHcD ~ l ~ z ~~ ) rr ', S,flZ, z ~~~/~ !t ) r/ '~ L~~ ~~ ~.~ G P 5 Pty t t ~"~ / ,~ H~s'.4~rNG ~ ~ l/ S zt1~.dC-r£ ~/'~'~`*.ir°,cLr,~r3T~€t: 1~ ws ~3U 611iF S 15~3Z SK' 43te~Ai ~ f ~~, ~~, sHrA?~A ~a~ ~ °vtvs at ~~) l~ . l.~yo ~j~ t5~32" Sl-i~t,a7~r;.~c.~~ lad ,u4)~s svac! mac, ~ ~7m#/~~ Q iS~3Z"S NE.z~Tlii°`~c,! lb 11 NRaL 5 S. 1i';w,N~~,.,,:., t'gA,1Ftr~7'supl ?s'°~iJ~av l /Zov ~~~' 3 7 ~ SW ~ S~1tCiaL7 ', Ih Mt"~~.,... Plth1L'~tK•~T7W~ ~ 2ll~a~[.5r~.~~cl~c~ Q~cu~ ~f~. ~ o•c ~ '~ !od ,>uv,s.s Apt u~~~ sr~',~~~,~~ 3 T+.~,c - - .a._._......_.~~.--_s.--- ~a)I ° {1 Z3,~/7~/r ~, ° l -~ f~.:a9~~~ ~ ~•~ ~5 ~~ ~--- ~ /025 ~~ 5 i , C~7~t~,3S~ _ 7S~, 5~#~ s~ : ~)z3, 97 )C )g) t )Z3. ~%~~2.5~ = 53,~t~, ~l ~ ° _ / I Fio ~z ' Q / 533~~~~ - 3a~ ~~ /;~"~ to /'J 0~1.~7, _ S2S. SO~`~t SW ZS-(,t - /b~UUl,S7~ _ fay, ~t, eft sw ~~ ~ 72 ~ _ .___ = ti7F_ z_7.~ = s y. os~>~ sw ~i ' - ~~, = tZ +3)23.97~/f~~~33.4Z)~ - ~, 202,13.}2 ~ ~ ~t _ - s ~e t~: ;~ ~ _. ;~: ~~; ~~{ L~:. ~ F t `J ,-tti_ ~. N C-! C- CU n{:. r~ >~ r ~- fMoe (~fLov n.! t~ ~oT)bYJ Z17 C,ot~~ ~~ +~V Go ~ s~.+TJ;12N a ^~ ou 5 ~ ~ 5T +~TES C~ ~,TR.z~? La TTITv~C = 43•l=Q~y 6Z Ccn~T2-~?L ~cNU17vD~ - -111.[oogon ~<t o N! ~r 5~. (src) C°>o g~ ' o. Z a (~ o - to Y/) L>r V.~. i- ~ c o~ Ss l (,o bl 9.3 Mc.E ~/ALv6 of S, , l>Gcv'~pNGy' ~ G,ATEC~o2y ~ -~ Sms - r~ ~s ~u = I .O SM, - ~~JS, ~V = 1• ~ ISMS SS - O• ~Lo i SOS - ~~g Sr+S Z/3 ~ ~ . (aDlo~ = O.~ Sn.., Z~3 S w. ~ = 2I3 \ O.19 3) ' ~, 1 ~~ R : t~ SZ~ = 3 V = i • 2 sas ,~ ~cp, =y R i J = ! •U y + 2 D1o 5 = ZD Ps-~ -1- D . 20 l3Sj = 2 ~ JS= '~ _ ~1.2 QyO~) ~, 2 ,~~~. ~~1~ I AR6~ = 7z _ ,3b' (LoNG1~vD1NR(. 'Ak~R) <To $egLK `~ ~,2DNT ~.JAU..S> No,e ~~ _ `10.5' ~l,~TEQAs. AREA) I lT~ SlpE,S~ T-~ 'Fz = Fb=f3 =~V = ~= ~,o 2 !, ~' _ ~ I Rte A~e~AICy)<L) _ C 3~') ~ z.l$ ~s~') l$! •~ 3 1`6 .`I I t ~~ z ~ i ^` ~ ~~ S{'4GATH,nJG~ WtTN 5-f ,n~(.C5 / ~ ' 1 Czs ' ~o Ib LCN ?EP_, STp?LE SPAc1~c~. ,Q - _ !$ ~~ - l>Se /6 SHEf1THi1Jc~ W rfH `~ S T K1?~~S _qT ~o ~ o rl ~ ~~'_ G ENS>tiQ- ~ STA? L~ SPAc. I n) b, i ~ ~3i~a,'iy #~t~31~~•yY~~ ~F~ 'zy) _ S$ #/ "' UsE 6„ SHE~THiNb v-1iT}} STa4t,ES AT lo~•, onS !I _ ' ~ - . _ _ , ~t L '72 - ~N,-ems, s~~a'~L~ sPA~~N~. ~ - ~ _ _ 31~8•`i`i ~ = 2,,ry ~F/fy - USE ~b S11EA~Ht~•D*, WITH STAPES AT 3~, 0~.1 ~, L ~ 29 - ito~) GcNTEk, ~>!1PLE SPHG~nJV,__ ~_ ~ ~i _ 31'l3•`i`i'* 17b~~t Ust I~ SHEq"f}lirJ~ WITH S,A';'t,ES AT" y", o~ ' ~ 2(.~'~ ~ `' GGN,E~~ ~A.4~e SPAC,r3~ ' /~ _ /J\ F3 ~,)~~•'i4T _ j~7 ~/ ~ '; - Use IZto SNe,»THIn1U vJtTtt STA?LAS AT `i, ar.1 ' L ~,Z(o-1 ~ CENTEQ~ STA'~l.t SPAcInJC~ ~~ ~~ G ~~ I 5 ~-s~ ,Lass ~ S ~ -~ c C.~A~s 3 - ___ - WALLS ~ AND ~ C~~AGIT-ES To'TAL USE S'~EcrAL Cow,PalJEns`5 I tJ TRuS$~;S E3GTWb-rrJ 'WgP,t 124 13, ~,or,,,~or..1~r`JSS V.11LL ~EQv1RE J7 ES/GN 1~ USED- Lt~E.c-K SHEA7 ~iln1C~ 5~~ E AvA1'~-A81 ~-TY ~ ~y.99 /~ SkE~1TI1J(~ - ~/ SNE,ATI~I~ '~ 15•Si~ISkEET '~ ~--I$ SNEETS~U>\1R 3Z 5/„ SNtATInJC, - 2o-~3/sHEEr s OAT IorJS ~2 ~ocz S~tE~~watt ', ~F' ~JG1~V X10 ~6rcC~rnE A i~b2 51tFilAT1t-N(~ VJflLL W~?H 1D~ NA1VS ~ 2'~ l=..AIDE S~ACr~av `~NE~tTfrD -6oT>•1 St~t/S = ~l1n~LZ~ = 15`10 #~~~ ~sy~ ~~~.~~ZS ~ t~'~ . Z9, 2en ~ s~ = ~ ~f Z~ THG '~v,~E ~JI'j~ WAS EXTENDED To ~.otLEGT '1•N15 tn1E,1(~HT ADD ~aL~oW ED `~FtC. SAM'e. `~'t ~.1'TCR-n>' oF' S-vJ• A5 AsDv6 FS,Z`~3~ = {J•357t. so MA-eE (.fit-AC.L' WALL lp ToTAt. C>F 15`l0~~~~ T~~-3S ft (s~Y ~.5 ~t~ '-(I-I 1 S ~ 5 f~ t3 E TT E ~ O'P T) OtJ r o'R THE ~. L 1 E.'N-T 5F ~F S1iEA-'SF1in1b vsE~ = C~-y'>C25'-b')~~z) + ($.s'~C~~~lz) }~~')~~~~~Z~ _ ~ gP~~ 2y SkEeTS ~-~ ,Z '6VN~ 3Z ~k ~5 µt ET USE i ~ OTHE,~ ~.ocAT10N5 To MAKE Ec.or.>oM1cAL WI^JU ~pa't P--c~LGS S ~~.~ tr1 ALC. /~~JL I~IJ l7. ~. - ~- ~= ~; ~sw o~ ~~ t.: r c Lh Q r,: ~'L "' . `, ci ~: ,. usL c.,q~ c.4sL ~ - 15. y ~s 3 ® ~.wGos~.~ t3 ;~~ ~,~~ ~,,,, ~ 1.00 ~ P Lr ,z 7' _. (~s, y Ps~'r!g~ ~ ^ ~ z3, 70 ~~ u ~ c., F r ~ q- S u acc, s z liPLI fT- ~Z =~`IS,~1~7~J __ SS`I• ~~ ~1~ Z 4.~cFtac~ ~aLYS Q\1- WauS , ~- ~ ,r,~ic.s ~a,q~Cz~r~)~'~'+-ops~~'~`~]~,,G ~ssy,yo#/~~- ~ 13, by~/f~ ~o~,a-~ 5 n l~°-3c FY,~i~ = 3` +kSG~ ~Z~ f ~^dLODr+:%nr7` ~~ 301.75 - fjbOlGE® 'F ,~~'/'C,S(, S~ L.^^6~,:Jr~i/T ra~~-a r c - TEn~ s~~ SrozZN~r~ ~A=~j,~~ ~ ~ ~~ ~~. /~~e ~ Ln 8 /t'A/w'~.~, L~ ~,a .J. ____--- 0~7~i m~ t3AL/FT ~ °I- U~J r.J AILS of yJNC.~4r2 rZo p gS Rr l3,3S~ ~,~S~ d,~ (~ks~ s/~ f ~~ lU,ol ~0,75~~3csooPs[;)~%~~~~3LcYl {`~ =~,,~ 357,ft1 ~~~°t,r 5~+~2 - (~~v = 3~ ksc; ~ = /IA /c\t p5 ~n = (Fy ~b Jr =1 ~h n ~~~)Co, ~~~~ _ ~ lpRn ~-(~v, ~5)(11,~ok~~sj(0,3oG~,~ - ~{, S3 K~~s - 2,53 ~3clr y ~` , - /,cps' x,7~T.s ~ !lJ-,S. ~at~g TEn~.S ~t,t ~S q~Tior+cL '~ ~ a~ ~~4 Z. ts,39~, a/ ~J= riz,s~~.airt > ~a3•~o t~fJ = so,s~~, ~v N -5 ` IB~~,.~~.~'1~~_'9G,yy~,,,~# >C.s5w,Y0~~~~7Z`J= 3991t.~# ~ Sff~,a~ Kos+srr~~rc~ w„vty, -u z i (zSs~%~.r.~= 53,/,sl~ y ~'r~ 7/.,~ry~gJ.~ : za, 0~'3-~y~ ~ ~-~ ~8' ~2s3r %.r,) ~ ~:~~ ~ ~'i?. ~/J~~YJ'('~~,~ 17£~sl..~d'.t~ ~~ S~~.sc,~ l ~ ~Z. S1~H D ly = y~05 ~~q~c~- W ice. ~ 2.. ~ ~'~ ~/~~t? Z ~~ ~ _ ~ 3~ ~ ~ N ~ ~o s z R,~c -'c ~~is2 ~ ~,.,..tN C>r ,i C.~c,r~ ry ~cµ .ea47 i s3N laao ~ ~ = 2~sr.Ef -~ _ ~~ -~ ~ DtS = 55 ~~~ ~aD)u`~G~j h/L~^- YC7 ~~ /~A~°~LIA~i. ~. /S ~ Z ~ 'Fte-a~R.. = 1®~~~2® '~ y,~z,~., ~„~ s ~, ~ z ~i V'JacL 3S j[ Zlgµ s+zy n c ~ ~ W ~OT%~- / ~ j Zc9~ ~~'.~-~.- lar'~ IOTRGL ?? L '~ JI ~ 2. ^~ e~ ~ > \] yy~. ~ Q ( ~ ~ ~~ (~ ~ ' (/Js~T-r-! ~ ~~~IU>l ~. Y/ w~ ~` C?e'~ 7. tar+wl ~ y 'r ~~a ~~~ _ ~~~ /i~7 Z 3 yc~,~~ ~ Z.rr~,3~' ~SS~~~,~z©~ 36~= )1~O,~C~~ r Zio#/f~ = 1.~0. fo z I IJ 37, 7~'_ l~ ~5' (`'=~~~ ~!,°~`,~,,-`~ /~?s', l,3 /;~ + zlo~~ ~ (Z~t~~ i3~ L~~,~; ~~w ' z ~, _~, ~, !~ lD UJ ~ ~ J ~'r"~ ~ ~ ~ 133 r ~ ~ ocu: ~n a c ~~<: ~ ~ ~s wpcL 2o,3f5 j- 1~,~~e= 3G,al ~!'~f~3G,ta//,~ /~(~,S`#~J~; ~{" ~°~~~~~'~ 2ogo,S N~~.: tV C. tV ra~ ~ ~r~ \~f, - !. ~- U r,J pra(.5 I Lo,/-~-~ ~, ..3_ _ ~ ~ ' ~ ~{-~ t ~/,cX~iL + ~ac~,s~,G u a~.C. ~' ~o~+c/z~Z ~. ~nTs*~r ~~~r22 ~r~L.l„ L~,~~ _ ~be~.d.~/~`-,~ -~. !°t~rs<= '~" ~oNG/Z~T~ LaA(lL 7` ~ac/t~.~ ~w~! N- 5 vp L~ C ~~.~~-r~~~ Lo AQ = z~~'~ff-~- ~ ~~U~~*~ ~ ~pu rt ~~.~,z ~-~ !V'S I.J ~ l L ~OW 4~ 5~"'°~`a~~ ;v ~- 'L /Q /'~ d „~ t"'ewtc ~ '^)a L C_ '~ ~o-aTe.~ ~, ,~ c o-~ te2 >yaZ F~~vrz = Lrvz = /c5o r3 ~ l~fa,p = /O ~~f = l~O ~5-r ~, ~,.9~ra-l,L ~v~-D = / ;.336,. ~ %~ fi ~~I~ ~~~2c9 e 3fS ~ _ ,7~~ $ 72, r'4y~~,~ ~ -ro 7-00 o r +-a. N n~suyi, C~N~ water 1~,0 ~0~0,55 #/~~ ~- ~lv p.S~~~ zv,3FS _ ~1, 3 ZZ - 3 5 `~~ ~' i« '~'cTi:{,co01-- ~r4LLS_"/"~ gAS~^^e~Nr ~lLo^rcR,~T~~ `ipK.e 30~~ rp 7oP oF-I°ovT~^~47 ~.,~/ i ~~'r ~l 30 rrl = `~.~l~~ns~`' :, l~ G7 ~t ~ ~+IS~~~~F~'Ji. !~ !~?~^~2~ = ~Sd ~~ SpuzN wwl.L (~Z~ ~Q~ ~''S'~ i Z)o~j~ ~.. ZSo1~~ ~ YID ~~ b ~A2~Nc, l~x..~ss+~~£ = ~,~~~ Na,~-r c,,~.~ ~or^' ~ "'' ~~ ': CNEcK wA~c, RED 138-2 lZ.~G2+.te~...~^~a.^'"`r d Top p~ ~eu1-tNy ~~ -~ ~ - ~..' ~~ Joc~i'c~~ ~sn psi ` (gyp ~ ~ ~ i z Z~~~ ~ ~~ ~ 1~5~^'~ ~'r THrL K ~aKN,~az~®~+ ,~ Tt~7z~L -~ ~ tc~t~ ~'~ 3~ - ~!~ $~ - taro - 3So j 1G SO pSf- ~,: 4, 5 ~,~Nc, ~l'~`Go;;;':, ~15~~tf~~~ ~ , lw~'~~ w~J7~-~ = y6 j%- .. 0,27~t `=~ ~~ ~~~ r~ s ~ ~~~- /'~ V? G7 U; f- :- i- LdS 4; W U7 i21 SAi ~2T. G~ fj} C~; ~ A +- c: n~ ~~~ ~: ~' ~~ ~~ '~;~. ~,; ~~ ~. -,Y (ls ~~~~r~'~ t 1, ~ f1~'° ~u = ~ 9~,~sf 2~ _ 9 9G t'S~- . s~~. ~~ ~w // ~~Qw .~ ~~ s ~~.~ Vu = 11~S~y u~ - y/-~'/~ ~'Y6~sr} ~ /s.S,P7~ 2. d = /ss , i7 00 29 " `~ r ~,:,1L 2. 3a~ao~ C~fJ SrE ~~ s7-rt ~L9 ~r4A~l72;CLuLK [.~.,~l~rj1 _ /„$~_ ~l"~ ~ I./7,~ ~t _. ; Z~~ ~= d i 60 / ~ ~~., ~ ~ -~. >n p„) j3~ r ~,n.~c r~ L, tL s S Tt~,,grj °f f~'t $ ~ ~13~-~ ~ l~E! O,C ~~r-A,L tJ is~x3Nc~g ~~ w, w~i.~ rM~-.,. w1}LLS Z 4' 1D Sieve analysis z 9~-/~ _ __ ~n~y ~aR. °1`~ lots :~/ti 20.04% 79.96% Cobbles 10 1594 1264 67.02% 12.94% Gravel 16 559 229 12.14% 0.80% Very Coarse Sand 50 335 5 0.27% 0.53% Coarse Sand 100 340 10 0.53% 0.00% Medium Sand 140 0 0 0.00% 0.00% Fine Sand 270 0 0 0.00% .0.00% Ve Fine Sand 400 0 0 0.00% 0.00% Silt bottom 0 0 0.00% 0.00% Clay Weight Pan: -330 ~~ Total Weight of Sample: 1886 GW/GP Soil ~5 7~,.~AT~o .~ ~~-~~N ~ r~,?c~-s ~ H ~ 2 ~ j-~ ~.~ f ~~,~~3a~~>; rya r~Zt l,c~.ff Z' 115o~~.~s)~r•~~•f~'~~ = .~ ~/ g gu = ~,~/~f. GAS ~t- /) i ,O ~ g5i L /o~oaaPsi r ~rLt. ~~.` xwLlGr7~L 3Sfld'3f u1~ATH Of FvoT~~/G7 -. -^ a ~- ~`~o C, IIJ , ~ V ye~ 11 e, ~ ~/!s'~1+ia~ } ~. ~ 3~J ~ • ~ ~/~{- < Vu /Z A Z ..iff" d= a,~s (z xst ~ ~, i / ' ' ~ ~Z~rr,~~.s~Ft_~~~ r 2q ~z ~~o.ov/~ ~y 6.¢~ ~ l2 ~~ of C, St .~•~.~ To ! EucEO ~" ~ ~ r~c/Zg.~c ~' ~ 1~~. ~a 'a"r~at3+..~~~:~y +., ~~T ~ ~ ~ y ~ Z~ r~sc }~~ , 3~ ~~ ~Srs~' )C iy'~] + ~ ~ 7 (3s 3's ~~ Via. ~ ~ _, '~ D 7?. Z $ ~~~ ~ ~` w ~ ~7'ff O~ ~"aoTtai ~ ~. .1~ 7t~'r tt- ~'ot~2 S N ~ ~- CPN-~~ ~ ~+tu c e.) L ~~~f~-~~x -~ ~ ~ ~ 7 ~.~ ~~~ ~ ) f r •t !>y l~Sp~GTtoa „~ A t~ tr.~lt3 ~S v~/~Lf.. Z.. y[L~~~Cz°.38'+ r5.6~')~ 'I" F,7~3S~s~- (ZQ,35S'# IS,L3r~] g~. = i, 31so, ~~/fit ~.r w ~ r,T~ of ;' ~' ~~ =. i . `~ ~`l ~ S'~ - tl z F~ )~ 2(~ ~t'a- Say /~S~f Q_ b,6dcF~ J ~~ $ p;,Q' ~ 124E O. C. / p ~~ I ~.a.a~ b* L ~ErZ L ~",~Gj 3"~ ' D a b ?~ .~ -__. _. ~ ~ - 5,37 ~, 7 1'~-~ 1 = ~ ~i C~ 7t1~2 U el GC l 3 A~ n~,~sW fi, www f ~ w w as ~' 38:1- lS.6,3~ t C`~ PSE~~`?•Y) us n ~7 ~ ~ k = ~, t , Y ~zv+~~ {'-~,3c~~ lS, G3~ ~r lb X9,81) -f'~jp y~ `~.), ? ~3S PSf ~ zv, 000 ~{" ~iaa N C` q ~r~ ibu . ysQ,f• ~~ C.NN ~/ N CV C.~ f FW ~< '~~, W~ r U Hr o~ ~®~c.,R6T$ ~or"t ~ fea ~. JCI3t/7 ~5f ~8 ~~.~~ ~j~ C1So ~~~ = ~1~#y~~ >4-~0 ~o ~ ~~~ rasp .; ~. ~z~ 3Q~s - ~. 313 ~~, p, ~~,~ tip'' '"''"' ^^ ",,,,,~ #y a~~ (~ fz"c1,C, i3AS~~.",f..~~t- gzs,~rteNC? ,,,,9dL~tr ~dTD~u-i $u - ley (/c~~s.~ (14,~~-t~-) ~- io~~ (~')) + I.7 (/oo ns~ ~~q,`zf~)~ ~~ WI o~e~- a~ ~~~~~ _ ~,- 3, ao' ~~ ~ -- ~G + D~crN ~r~. 5~~.~R ~_ 3?d~e~~ y, J~ L g„~ D~ofc ~Dr~,~~`2 3ceo ~~~ CAN Tl~ L L U Z~2 L ~t'tir1-~ . ~ ~ _ ~ ~ ~ / ~ 17,~„~. Z IZ L fmna~, w~~U~r= i~ p Sf ~reor~t - ~u ~ 1, ~d ~ s~-~ 2 ~,~ = l ~''~ C /S P.s~Xio ~T ~''do~/f~.) ~- 1, 7 (o 13, ~~ ~_~.r~, ~~T w#GL - /~~/ ~2ot~ ~2a,3~1~ -~' /S ~t~.~ t- /l~PS~ t g~£~l~J f- ~ t7~~p~~zo.?~1s~+laaP.5fC4,~'~~ ~a ,_ ~~ - 3~f1~2,29 #j~.~. c 1 ~~~ ~ . ~ 8" ~~ ~,+~~/ ~ ~ ~ ~G ~/W-lam-- ~3,f3c:..,er..~a ~l,d~ ~ =`' ~ a w a tC. S- g ~~ CoNC,2 ~T~. l,.) .a L L Gran t,Jo~zss e Q s ~. = 4 5 d 6, y7 #~f t ~ G~.7 R-2~,~ ~~ rNZ- C ~ 3ooaR.S.L !7 ~6 /.JGHRSz v ~P~N . ~/SS'c / r3~„~~ ~ ~~a1gln, 70 ?GJ ~k t, ~j/ (,,~~ cG [, ~ O, ~/ Z ~.~ 31~ t zf, 3 ;JI~~~z~~G = ~~ Of32~ V~ricc~ Est . ~C~~~~~~ .o. ~r~z,u'- _ ~u a~~ ~ 2°'o,c, /~,e;~4 As-rs ~'~'~X~)~ ®- -q~ ~NZ ~ . ,#y t~~ 4 X2. '`0, e. UJ A a L vtR ~----- wnc,L ffcr~,Z~-- ~h ~~ y ~Q,r` 1 3 r~ ~ s Toa nn -- C,aYQ ~ ~/3O ~i///` C~ C7+9S IASPHg~-GT 9'- ~~zr1 s v~-2.r~c.,~SS ~ _= 3 His ~o,9S~C6r3~S'es~~ ~13,'~ 7~c.~ ~~ = p P. 2 n~ ~ ~ i~ r, ~=~,~y 3 ~.~g,~ ~= ~ , ~r3, Io~,NZ, a~~q~Z - ~ iQ~ ~-v,ooy Q = C ~. s' ~ 3 ~55~~~ EN a~0~ ~GISTE,Q c~tic~` '~ 11630 ''Fo~ro~' o9iy~L a, sHP~e ~~~ c ~ ~ a o a ,~ ......., . __~~ ~ ~1ddIM1M ~~~ .~ a46xC j a Figure B7 STATE ~F t flAFl4 ~` ~lS~~~C# Num~ec ~ --Z~an~ D+~si~r~~~~~~n ~~ .,~-~ ~-8 Figure &8 Page 7 of 9 fat t ~A t1.0' ~-~"j v r.b ~ ~~ ..» Cr.+t ..i ~ t ~ t ~~ aCi~ ~ it . rY01'E' f"A~'CtJ'1`1Vt~r A,VALYS`1"' dY ~itFTNCta~J #~" ,EXT1P~'b~'~' V+1LVE~, ~#"T~At Btt,~t1'~lr~. ~ 4 ~ / 1 1 i 1 ~! ~N#~t4~S! TY--t~~AT1~ ~~~~ r t3 ~€~ *IC~ *~ ~G ~ 3 ~ '~ 6 Q M~ T~ S ~ t~ ~1 A S ~ ~ ~ ~ N~ < I f7 COAJ fc~.d'~ /`A~/e/ #N ~ ~T/~'. Gt CTs^2c~E Cr,vt~~3 ~4l,~NI~y ST~~~~-2 1~~~~ ! ~ a' r { '~'~~ ~~~ ~a ul ?.u .w~:~ r~~ (e'1 G7 C~^ C C C _:~~_ rr~~~ ~~~~. ~~ n ~.~ r.~ ~ ,:.~ Y'=, ~-~ in/e~o sp~t~ ~ 90 ~,,AN u?~~ ~-f = -17,7/ PSf = Z C~~~+-~ x~ ~ s~~~ = zZ.s~'tZ ~sp~ S7~u° / cJ C. TL'/°N~ IN~ /VA ®NIM+Nv~..~ I~ ~A~~ S t2~. ~ ~ ~= 1~~{~ t 1~7L~~5 = 1l~~~~~5~15~s~~ ~ /~7~3S,~s~~(1,5~~! _ / 2c~, 7S Lem ~ ~L~ . /~ __ _ _ I e ` _ _ _--- ~------ J $~~ ~ wiz _ ~~~,~s l~i~~ 1~~~~ = y~ 890 , 3 7S F~-~~3 M>~.ksr~~~.~ . ~c~~C~~ - ~ 173 J yid i c.~ LAS- ~ C/ ~ aid ~ ~ ; ~,`- ,~ ~A~^ ~, yd ~>~s,pP. ~ ~ ~ ~ itc.~+~ `P`"~S.S - ~TR tea:, 7°i++, r~,st L t,,''.+9' L ~-L ~i¢TivN 5 ~~' v~^ r ~:'. ~, ~ Ta'~ ~~"' ~d~1PN ~ ~.eS<.~~"rxdM~a~' < 7"fi/ S A.~ ~y~ ~ S !S ~e U ~ Lt ~ ~' Y-- ~, .d~.4,~ a•a c, P,~~-s S ~..~ ®.~'e g0• 7'tf~ r„r,~-c.t_ r,~.a~ ~~~~~ SIh~~?'~~. C.4,~'.c-~.s~~~i r-a /~l~.v.44~ .~ S~-i2~c t~,~ 7'Cf<5 sr z~ I i Dta4 te~~ - /5 ~5~ Snh~ Cep 3SP.sf O,e, z 7%1 ~tCRa L,3r°cl5 /E 1, F3 ~--~ ~ow2 S ~Pee~ G~-+~c!< vac. ~~T La,~ coM.~~~Ar~~,v =, wo~sr ~,~s~ W ~~ A ~- d~ i7.~ ~~< i,s~S ~ lis~s~.~.~C~~~.~ y~ a~ s ~/^ ~~ Ta~+~L u p ~ i F T ~c c rC On3 FgLy. Sa ~o~e. T Z - II~~^` -~~,~,~ Z2~tG ` `, N~. Coil A:~ (~71 W-: v W; m Q:. -- - A1A ___ ----= Al r I_ c c ~: i_ m N' L _ 41 J A _ ~ _ ~ l ~ _ J ~ - ~ _ ~ ~~~ ooDoo-I ^'z~ o pp D~mc Nw~C ~ z cn ~„ ~_ z~~m rnm ~u~ycn ~~ '-'-' y ~ r° .~ D ~ r ~ D 2 rm..~y Z vim ~ 0 m Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 6120285 Al ROOF TRUSS 8 1 Job Reference lonfinnall BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.200 s Feb 21 2005 MTek Industries, Inc. Thu Dec 0811:44:15 2005 Page 1 8-0-0 16-0-0 240-0 32-0-0 ~ 40-0-0 48-0-0 56-0-0 64_ 0~ 72-0-0 , 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 Scale = 1:118.5 0.25 12 O 9-5-2 18-10-5 , 28-3-7 , 37-8-10 , 47-1-12 , 56-0-0 , 64-0-0 , 72-0-0 , 9-5-2 9-5-2 9-5-2 9-5-2 9-5-2 8-10-4 8-0-0 8-0-0 LOADING (psf) TCl1 35.0 TCDL 7.0 BCLL 0.0 BCDL 20.0 SPACING 2-0-0 Plates Increase 1.15 Lurriber Increase 1.15 Rep Stress incr YES Code IBC2003IfP12002 CSI TC 0.96 BC 0.81 YJB 0.99 (Matrix) DEFL in (loc) Udefl Ud Vert(LL) -0.67 P-Q >840 240 Vert(TL) -1.50 P-Q >375 180 Horz(TL} 0.28 N Na Na PLATES GRIP MII20 197/144 MII20H 148/108 WeigM:4771b LUMBER NOTES TOP CHORD 2 X 8 DF SS TOP CHORD 1) Unbalanced roof live loads have been BOT CHORD 2 X 6 DF 1800E 1.6E A-B = -269/97 considered far this design. LOAD CASE(S) WEBS 2 X 4 SPF Stud/Std `Except* B-C = -540612068 2) Wind: ASCE 7-98; 90mph; h=25ft; Standard EV1 2 X 6 DF 1800E 1.6E GD = -8031/3077 TCDL=4.2psf; BCDL=4.2psf, Category II; Exp EV2 2 X 6 DF 1800E 1.6E D-E _ -7257/2786 C; enclosed; MWFRS gable end nine; W 1 2 X 4 SPF 1650E 1.5E E-F = -2299/893 centilever left and right exposed ;porch left and WB 2 X 4 SPF 1650E 1.5E F-G = -2747/7236 right exposed; Lumber DOL=1.33 plate grip W9 2 X 4 SPF 1650E 1.5E GH = -556/1505 DOL=1.33. W10 2 X 6 DF 1800E 1.6E H-I = -564!1508 3) WARNING: The unusually long span andlor W12 2 X 4 SPF 1650E 1.5E W = -1035/399 configuration of this truss requires that extreme J-K = -553/216 care be used in its application. Use proper BRACING ~ unloading and erection methods. o TOP CHORD BOT CHORD Assurere that all required web lateral bracing is Struchual wood sheathing directly applied a R-S = -1784/4791 communicated to the building contractor. 2-2-0 oc pudins, except end verticels. Except: Q-R = -2879/7620 Ensure that over-all buildir~ bracing is 1 Row at midpt S-T P-Q = -3086/8133 designed by a qualified engineer, arctritect, or BOT CHORD GP = -2253/5931 building desigrier. Rigid ceiling directly applied w 3-1-12 oc bracing. N-O = -165/450 4) Provide adequate drainage to prevent water riEesS NI-iv = -6408/245a ponding. 1 Row at midpt L-M = -392/1020 5) This truss has been designed fora 10.0 psf S-T, GR, E-O, GM K-L = -138/361 twttom chord live load ranconcurrent with any 2 Rows at 1/3 pts WEBS other live loads. BS, F-N, I-M BS = -4920/1898 6) All plates are MT20 plates urdess otherwise B-R = -582/1533 indicated. REACTIONS (Ib/sizs) GR = -2461/957 7) This truss requires plate inspection per the S = 2492/0-5~ GO = -226/644 Tooth Count Mettwd when this truss is chosen K = 733/0-5-B D-O = -128/176 for quality assurarice inspection. N = 5646/0-6-0 (input: 0-5-8) D-P = -10761414 8) WARNING: Required bearirg s¢e at joird(s) Max Horz E-P = -617/1650 N greater than input bearing s¢e. S = -62(load case 4) E-O =-0053/1551 9) Provide mechanical connection (by others) of Max Upl'dt F-O = -1061/2808 truss to bearing plate capable of withstanding S = -959(load case 4) F-N = -8188/3130. 959 Ib uplift at jdnt S, 2811b uplift at joint K and K = -281(Iced case 4) G-N = -2497/965 2159 Ib uplift at joint N. N = -2159(load case 4) GM = -1969/5141 10) This truss is designed in accordance with H-M = 521/208 the 2003 IMemational Building Code section FORCES (Ib) I-M = -2613/1002 2306.1 and referenced standard ANSVTPI 1. Maximum CompressioNMaximum Tension I-L = -65/361 11) Design assumes 4x2 (flat orientation) TOP CHORD J-L = -265/688 purlins at oc spacing indicated, fastened to A-S = -363/143 buss TC w/ 2-10d nails. A-T = 0/0 Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 612028.5 Al A ROOF TRUSS 2 1 BMC WEST (IDAHO FALLS), I DAHO FALLS. ID 83402 Job Reference o tional 6-3-0 12-6-( 6-3-0 6-3-0 -.--- ....... - ~ ........... , o~ ,uuuam .~. n iu w~ uo i i.~-r. i o <wo rage i 18-9-0 6-3-0 25-0-0 6-3-0 Scale =1:41.1 8-4-0 16-8-0 8-4-0 s-a.n Q_n_n 4 m Plate Offsets(XY): [A: 0-4-8.0-1-81 (C:0-3-00-3.01 fE•Edge0-3-81 fG•0-4-00-3-41 (H•0.4-0 0-3~1 LOADING (psf) TCLL 35.0 SPACING 2-0-0 Plates lncxease 1 15 CSI DEFL in (lac) Vdefl L/d PLATES GRIP TCDL 7.0 . Lumber Increase 1.15 TC 0.56 BC 0.90 Vert(LL) 0.30 G-H >999 240 Vert(TL) -0 71 G-H >420 180 MII20 197/144 BCLL 0.0 BCDL 20 0 Rep Stress Incr YES ` ' WB 1.00 . Horz(TL) 0.15 F Na Na . Coda IBC2( A311 PI2002 (Matrbc} Weight: 97 ib I~IOGR 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' EV1 2 X 4 SPF 1650E 1.5E EV2 2 X 4 SPF 1650E 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins, except end verticals. BOTCHORD WEi~ fling directly aPdied or 5-9-8 oc bracing. 1 Row at midpt B-I, D-F REACTIONS (Ib/size) I = 1532/0-5-8 F = 1532/0-5-8 maw nCrc I = 21(load case 3) Max Uplift I = -585(load case 3) F = -589(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-I = -268/106 A-J = 0!0 A-B = -229/88 B-C = -3553/1357 GD = -3320!1266 D-E _ -173161 E-F = -254/100 BOT CHORD H-I = -1199/3083 G-H = -1498/3876 F-G = -1073!2782 WEBS B-I = -3 0 6211 1 71 WEBS B-H = -256/696 GH = -384/149 GG = -653/261 D-G = -321/650 D-F = -2841/1097 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; erxdosed; MWFRS gable end wne; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load rwrrconcurrerrt with any other live loads. 4) This truss requires plate inspection per fire Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others} of truss to bearing plate cepade of withstanding 585 Ib uplift atjoird I and 589 Ib uplift at joint F. 6) This buss is designed in accordance with the 2003 Irrtemational Building Code section 2306.1 and referenced standard ANSVTPI 1. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 6120285 Al B ROOF TRUSS 2 1 Job Reference (optional) orvn, vv~a ~ ~~ue~nv rh~w), wnnv rr~ua, ru oriuc 7-3-0 , 146-0 + 21-9-0 , 29-0-0 , 7-3-0 7-3-0 7-3-0 7-3-0 Scale: 1/4"=1' N M 9-8-0 ~ 19-4-0 29-0-0 , 9-8-0 9-8-0 9-8-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.64 Vert(LL) 0.28 GH >999 240 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.67 G-H >516 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.13 F rJa nla ' BCDL Z0.0 Code IBC2003liP12002 (Matra) n ~ Weight: 122 i LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 DF 2400E 2.0E WEBS 2 X 4 SPF StudlStd'Except' EV1 2 X 4 SPF 1650E 1.5E EV2 2 X 4 SPF 1650E 1.5E W6 2 X 4 SPF 1650E 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins, except end verticals. Except: 1 Row at midpt IJ BOT CHORD Rigid ceiling directly applied or 6-9-15 oc bracing. WEBS 1 Row at midpt W, D-F 2 Rows at 1/3 pts &I REACTIONS (Iblsize) I = 1780/0-5-8 F = 1780/0-5-8 Max Horz I = -25(load case 4) Max Uplift 1 = -685(load case 4) F = -679(load case 4) FORCES (tb) Maximum CompressionMlaximum Tension TOP CHORD A-I = -287/113 A-J = 0/0 A-B = -157/54 B-C = -3280/1251 GD = -3477/1328 D-E _ -19284 E-F = -296/117 BOT CHORD H-I = -1039/2758 GH = -1446/3801 BOT CHORD F-G = -114913012 WEBS B-I = -2916/1127 B-H = -347/917 GH = -645/259 GG = -405/157 D-G = -2831769 D-F = -310811187 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=d.2psf, Category II; F~cp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water pondirg. 4) This truss has been designed fora 10.0 psf bottom chord live load norrconcurteM with any dher live loads. 5) This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 685 Ib uplift at joint I and 6791b uplift atjoint F. 7) This truss is designed in accordance with the 20031ntemational Building Code section 2306.1 and referenced standard ANSVTPI 1. 8) Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standarcl I H G r Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 6120285 A2 ROOF TRUSS 14 1 RMC wr=sr nneun rei ~ c~ ~ ~...,., ~.., , ~ ,~ .,.,..... Job Reference o tional o.cuu s rnu c i cuuv rvY ~aR mvusu~as, mc. i nu uec vo ~ r•w: i r cvua rage ~ I 7-2-6 14-4-13 21-7-3 , 28-9-10 36-0-0 43-2-6 50-4-13 57-7-3 64-9-10 72-0-0 , 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 Scale = 1:118.5 0.25 12 ~ 7-2-6 ~ 13-3-3 ~ 19-10-12 26-6-6 33-1-15 39-9-9 46-5-2 53-0-12 59-4-8 65-8-4 72-0-0 , 7-2-6 6-0-13 6-7-9 6-7-9 6-7-10 6-7-9 6-7-9 6-7-10 6-3-12 6-3-12 6-3-12 Y LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud TCLL 35.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.83 S-T >763 240 TCDL 7.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -1.80 S-T >353 180 BCLL 0.0 Rep Stress Irnr YES WB 0.99 Horz(TL) 0.21 O Na Na BCDL 20.0 Code IBC2003ITP12002 ~ (Matrbc) LUMBER TOP CHORD 2 X 8 DF SS BOT CHORD 2 X 8 DF SS WEBS 2 X4 SPF Stud/Std'Except' EV1 2 X 4 SPF 1650E 1.5E W1 2 X 4 SPF 1650E 1.5E W3 2 X 4 SPF 1650E 1.5E W5 2 X 4 SPF 1650E 1.5E W 12 2 X 4 SPF 1650E 1.5E W13 2 X 4 SPF 1650E 1.5E W 14 2 X 4 SPF 1650E 1.5E W 15 2 X 4 SPF 1650E 1.5E W 16 2 X 4 SPF 1650E 1.5E W 17 2 X 4 SPF 1650E 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Except: 1 Row at midpt W-X BOT CHORD Rigid ceiling directly applied or 3-5-15 oc brecing. WEBS 1 Raw at midpt W-X, F-Q, I-O, K-M 2 Rows at 1/3 pts B-W, J-N REACTIONS (IWsize) W = 2817/0-5$ L = -140/0-5$ O = 6215/0$10 (input: 0-3-8) Max Horz W = -62(load case 4) Max uplift W = -1083(load case 4) L = -140(loadcase 1) O = -2378(load case 4) Max Grav W = 2817(load cese 1) L = 53(load case 4) O = 6215(Iced case 1) Max Grav W = 2817(load case 1) L = 53(load case 4) O = 6215(loadcase 1) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-W = -301/118 A-X = 0/0 A-B = -139148 B-C = -836213205 GD = -1042413996 0.E _ -10788/4137 E-F = -9220/3537 F-G = -5424/2085 G-H = -388/1045 H-I = -3899/10220 I-J = -1949/5116 J-K = -56711492 K-L = -90/242 K-Y = 0/0 BOT CHORD V-W = -1939/5203 U-V = -1939/5203 T-U = -3356/8879 S-T = =4087/10765 RS = -4023/10575 Q-R = -3051/8015 P-Q = -959/2529 O-P = -5911/2265 N-O = -6241/2387 M-N = -1795!685 L-M = -7/1 WEBS B-W = -5581Y2147 B-V = -87/397 B-U = -1374/3574 GU = -1520/592 GT = -680/1764 D-T = -698/278 WEBS D-S = -26/148 ES = -114/411 E-R = -16211620 F-R = -61611636 F-Q = -3167/1213 G-Q = -1359/3578 G-P = -4515/1731 H-P = -2155/5657 H-O = -5731/2197 I-O = -4410/1695 I-N = -685/1807 J-N = -3540/1360 J-M = -290!779 K-M = -1554/596 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end mne; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate gdp DOL=1.33. 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. PLATES GRIP MII20 197/144 MII20H 148!108 MII18H 141/138 Weigh: 511 Ib 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) WARNING: Required bearing size atjoirrt(s) O greater than input bearing s¢e. 9) Provide mechanical connection (by others) of truss to bearng plate capable of withstanding 1083 Ib uplift at joint W, 1401b uplift at joint L and 2378Ib uplift atjoint O. 10) This truss is designed in accordarx~ with the 2003 International Building Code section 2306.1 artd refererx~d standard ANSUTPI 1. 11) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard W V U T S R O P O N M L Job Truss Truss Type Qry Ply MD BUILDERS - FONGS 612028-5 A3 ROOF TRUSS 9 1 Job Reference o 'onal BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.200 s Feb 21 2005 MiTek Industries, Inc. Thu Dec 0811:44:17 2005 Page 1 8-0-0 , 16-0-0 , 240-0 , 32-0-0 , 40-0-0 , 48-0-0 , 56-0-0 , 64-0-0 ~ 72-0-0 , 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 Scale =1:118.5 0.25 12 ~~ ,3-0-0, 11-6-7 19-10-1 28-1-12 36-5-7 449-1 53-0-12 62-6-6 72-0-0 , 3-0-0 8-6-7 8-3-11 8-3-11 8-3-11 8-3-11 8-3-11 9-5-10 9-5-10 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 20.0 SPACING 2-0.0 I Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC2003lTP12002 CSI TC 0.94 BC 0.91 WB 0.97 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.81 P >741 240 Vert(TL) -1.75 P-Q >342 180 Horz(TL) 0.30 M nia nla PLATES GRIP MII20 197/144 MII20H 148/108 MII18H 141/138 Weight 459 Ib LUMBER 11) Design assumes 4x2 (flat orientation) TOP CHORD 2 X S DF SS TOP CHORD WEBS puriins at oc spacing indicated, fastened to BOT CHORD 2 X 6 DF 1800E 1.6E A-U = 0/0 I-K = -615/1610 truss TC w/ 2-10d reds. WEBS 2 X 4 SPF StudlStd 'Except` A-B = 57/213 EV1 2 X 4 SPF 1650E 1.5E B-C = -534412069 NOTES EV2 2 X 4 SPF 1650E 1.5E GD = -865413333 1) Unbalarx~d roof live loads have been LOAD CASE(S) W2 2 X 4 SPF 1650E 1.5E D-E _ -9454/3637 considered for this design. Standard W3 2 X 4 SPF 1650E 1.5E E-F = -7251/2790 2) Wind: ASCE 7-98; 90mph; h=25ft; W 10 2 X 4 SPF 1650E 1.5E F-G = -1399/545 TCDL=42psf; BCDL=4.2psf; Category II; Exp W 11 2 X 4 SPF 1650E 1.5E G-H = -3291/8615 C; enclosed; MWFRS gable end zone; W 12 2 X 4 SPF 1650E 1.5E H-I = -809/2128 cantilever left and right exposed ;porch left and W 13 2 X 4 SPF 1650E 1.5E I-J = -135148 right exposed; Lumber DOL=1.33 plate grip W 15 2 X 4 SPF 1650E 1.5E J-K = -2941116 DOL=1.33. J-V = 0/0 3) WARNING: The urwsually long span and/or BRACING BOT CHORD configuration of this truss requires that extreme TOP CHORD S-T = -13/38 care be used in its application. Use proper Structural wood sheathing directly applied or RS = -1266/3372 transportation, unloading and erection methods. 2-2-0 oc purlins, excerpt end verticals. Except: O-R = -285017493 Assure that all required web lateral Ixacing is 1 Raw at midpt T-U P-O = -3624/9503 communicated to the building contractor. BOT CHORD O-P = -3413/8941 Ensure that over-all building bracing is Rigid ceiling directly applied or 3-4-1 oc bracing. N-0 _ -2036/5337 desigred by a qualified engineer, architect, or WEBS M-N = -1855816 building desigrner. 1 Row at midpt L-M = -5970/2289 4) Provide adequate drainage to prevent water T-U, B-S, GR, E-O, F-N, H-M K-L = -1434/549 ponding. 2 Rows at 1/3 pts GM WEBS 5) This miss has been designed fora 10.0 psf AS = -369/101 bottom chord live load nonooncurreM with any REACTIONS (Ib/s¢e) BS = X351/1679 other live loads. K = 4110-5.8 B-R = -1027/2691 6) All plates are MT20 plates uNess othervvise S = 3060/05-8 GR = -2635/1018 indicated. M = 5791/06-3 (input: 0-3-8) C-O = -565/1488 7) This truss requires plate inspection per the Max Horz D-O = -1053/413 Tooth Count Method when this truss is chosen S = -62(load case 4) 0.P = -72/217 for quality assurance inspection. Max Uplift E-P = -228/625 8) WARNING: Required bearing s¢e atjoint(s) K = -15(load case 4) E-O = -2008/774 M greater than input bearing size. S = -1104(load case 4) F-O = -898/2372 9) Provide mechanical connecfion (by others) of M = -2218(load case 4) F-N = -4512/1734 truss to bearing plate capable of withstanding GN = -1551/4077 151b uplift atjoint K 11041b uplift atjoint S and FORCES (Ib) GM = -7514/2884 2218 Ib uplift at joint M. Maximum CompressionlMadmum Tension H-M = -3348/1293 10) This truss is designed in aocordarlce with TOP CHORD H-L = -1560/4084 the 2003 International Building Code section A-T = -11/38 I-L = -12051473 2306.1 and referenced standard ANSUTPI 1. Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 612028-5 A4 ROOF TRUSS 6 1 Q•I!~ \11ICCT /Inn Inl~ Dcin o /nn1'n ~I\ .. rr~~~o), ~uni-IV rALW, IU OA'FUL 6.200 s Feb 21 2005 MTek Industries, Inc. Thu Dec 08 11:44:18 2005 Page 1 ~ 8-0-0 ~ 16-0-0 24-0-0 32-0-0 40-0-0 48-0-0 56-0-0 640-0 72-0-0 , 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 0.25 12 8-0-0 8-0-0 8-0-0 8-0-0 Scale =1:118.5 3-2-12 ,3-0-0„ 12-4-14 21-7-0 30-9-2 39-11-4 48-0-0 56-0-0 64-0-0 72-0-0 , ~~ , 3-0-0 9-2-2 9-2-2 9-2-2 9-2-2 8-0-12 8-0-0 8-0-0 8-0-0 0-2-12 *** Design Problems *** REVIEW REQUIRED LSL Length Exceeded: A-J LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.32 L-M >999 240 M1120 187/144 TCDL 7.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.72 L-M >534 180 MII20H 148/108 BCLL 0.0 Rep Stress Inca NO WB 0.99 Horz(TL) 0.13 K Na Na BCDL 20.0 Code IBC2003/TP12002 (Matrix) Weigh: 4221b LUMBER TOP CHORD 2 X 6 DF 1800E 1.6E 'Except` T6 2 X 6 LSL Truss Grade BOT CHORD 2 X 6 DF 1800E 1.6E WEBS 2 X 4 SPF StudlStd 'Except` EV2 2 X 4 SPF 1650E 1.5E W9 2 X 4 DF 2400E 2.0E W11 2 X 4 SPF 1650E 1.5E W 13 2 X 4 SPF 1650E 1.5E W 17 2 X 4 SPF 1650E 1.5E BRACING TOP CHORD Stnrctural wood sheathing directly applied or 4-3-5 oc purlins, except end verticals. Except: 1 Row at midpt T-U BOT CHORD WEBS~ing directly applied or 3-7-5 oc txactng. 1 Row at midpt T-U, BS, F-N, H-N, I-M, J-L 2 Rows at 1/3 pts D-P, E-O REACTIONS (Ib/size) K = 1489/0-5~8 S = 2251/0-5-8 O = 5352/0-5-11 (input: 05-8) Max Horz S = -62(load case 4) Max Uplift K = -569(load case 4) S = -794(load case 4) O = -2050(load case 4) Continued on page 2 FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD A-T = -26/38 A-U = Ol0 A-B = -09/192 B-C = -345511344 GD = -4164/1613 D-E _ -1410/556 E-W = -2034!5357 F-W = -2034/5342 F-X = -264/117 G-X = -279/117 G-H = -274/109 H-I = -3577/1372 I.1 = -3708N418 J-K = -1295/499 J-V = 0/0 BOT CHORD S-T = -21/56 R-S = -79512146 Q-R = -1573/4163 P-Q = -1458/3856 O-P = -285!788 N-O = -5132/1981 M-N = -1352/3547 L-M = -1429/3738 K-L = -135/353 WEBS A-S = -368/102 B-S = -2855/1106 B-R = -625/1640 GR = -958/377 GO = -31/209 WEBS D-Q = -174/570 D-P = -2691/1032 E-P = -583/1548 E-O = -6529/2500 F-O = -2684!1038 F-N = -2193/5715 G-N = -0061241 H-N = -3428/1318 H-M = -142/511 I-M = -175/71 I-L = -606/241 J-L = -132'1%3459 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.Zpsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantlever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the !wilding contractor. Ensure that over-all !wilding txacing is designed by a qualified engineer, architect, or twilding designer. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load rronconourrent with any other live loads. 6) All plates are MT20 plates urress otherwise indicated. 7j All plates are 7x8 M1120 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 s¢e at joint(s) O greater than input bearing s¢e. 10) Provide mechanical connection (by others) OL lrUSS LO bearlrlg pieta capable of v~iiiiAiarNiii y' 5691b uplift atjoint K 7941b uplift atjoint S and 2050 Ib uplift at joint O. 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 12) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) Use USP JUS24 (With 10d nails into Girder & 10d pals into Truss) or equivalent spaced at 6-4-12 oc'max. starting at 36-0-0 from the left end to 42-4-12 to connect truss(es) ??? (1 ply 2 X 4 SPF) to front face of top chord. 14) F~71 all nail hdes where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The desigNselection of such connection device(s) is the resporlsibiliiy of others. ~ ~ R Q P O N M L K Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 612028-5 A4 ROOF TRUSS 6 1 Inh Rdnro o lnnynn~ll NOTES 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back(B). O.LUU S reD L I LUU~ M IeK IfIQUS[rIBS, Ir7C. I nU UBC V8 l -1:44:-16 LVVJ rage L LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: AJ=84, K-T=-40 Concentrated Loads (Ib) Vert: W=-100(F) X=-100(F) Job Truss Truss Type Qty Ply MD BUILDERS -FONDS 612028-5 A5 ROOF TRUSS 3 1 Job Reference (Optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6200 s Feb 21 2005 N6Tak Industries, Inc. Thu Dec 0811:44:19 2005 Page 1 , 8-0-0 16-0-0 24-0-0 32-0-0 40-0-0 48-0-0 56-0-0 64_ 0~ 720-0 ~ 8-0-0 8-0-0 0.25 12 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 Scale =1:118.5 Q 9-11-13 , 19-11-10 29-11-7 , 39-11-4 , 48-0-0 , 56-0-0 64-0-0 , 72-0-0 , ~ ~ 9-11-13 9-11-13 9-11-13 9-11-13 8-0-12 8-0-0 8-0-0 8-0-0 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL Z0.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr 1 tS Cade IBC2003/TPI2002 CSI TC 0.89 BC 0.59 WB 1.00 (Matrbc) DEFL in (loc) Udefl Lld Vert(LL) -0.36 O >999 240 Vert(TL) -0.81 Q-R >586 180 Horz(TL} D.17 K n/a nla PLATES GRIP MII20 197/144 MII20H 148/108 Weigh: 4631b LUMBER NOTES TOP CHORD 2 X 8 DF SS TOP CHORD 1) Unbalanced roof live loads have been BOT CHORD 2 X 6 DF 1800E 1.6E A-B = -144/49 considered for this design. LOAD CASE(S) WEBS 2 X4 SPF Stud/Std'ExcepY B-C = -4297/1644 2) Wind: ASCE 7-98; 90mph; h=25ft; Standard EV1 2 X 4 SPF 1650E 1.5E GD = -5148/1976 TCDL=4.2psf; BCDL=4.2psf; Category II; Exp EV2 2 X 4 SPF 1650E 1.5E D-E _ -1838/717 C; enGosed; MWFRS gable end zone; W1 2 X 4 SPF 1650E 1.5E E-F = -2244/5929 cantilever left and right exposed ;porch left and W7 2 X 4 SPF 1650E 1.5E F-G = -113/357 right exposed; Lumber DOL=1.33 plate grip W8 2 X 4 DF 2400E 2.0E GH = -121/358 DOL=1.33. W10 2 X 4 SPF 1650E 1.5E H-I = -3251/1253 3) WARNING: The unusually long span arxLor W12 2 X 4 SPF 1650E 1.5E IJ = -353211354 configuration of this truss requires that extreme W16 2 X 4 SPF 1650E 1.5E J-K = -1241/479 care be used in its appligtion. Use proper J-U = 0/0 transportation, urvoading and erection methods. BRACING BOT CHORD Assure that all required web lateral bracing is TOP CHORD R-S = -138213736 communicated to the building contractor. Structural wood sheathing directly applied or Q-R = -1990/5293 Ensure that over-all building brecing is 2-2-0 oc purlins, except end verticals. Except: P-Q = -1670/4427 designed by a qualfied engineer, architect, or 1 Row at midpt S-T 0.P = -2221619 tw0ding designer. BOT CHORD N-O = -570012188 4) Provide adequate drainage to prevent water Rigid ceiling directly applied or 3-4-8 oc bracng. M-N = -123313220 ponding. WEBS L-M = -136313558 5) This truss has been designed far a 10.0 psf 1 Row at midpt K-L = -133/350 bottom chord live load ranconcurrent with any S-T, B-S, GR, D-P, F-N, H-N, I-M WEBS other live loads. 2 flows at 1/3 pts E-O BS = -3904/1510 6) fUl plates are MT20 plates urdess otherwise &R = -407/1076 indicated. REACTIONS (Ib/size) GR = -1132/449 7) This truss requires plate irupectian per the S = 202710-5-8 GO = -1951171 Tooth Count Method when this truss is chosen K = 1431/05-8 D-Q = -323/884 for quality assurance inspection. O = 5434!0-5-13 (input: 0-5-8) D-P = -2901/1109 8) WARNING: Required bearing size at joint(s) Max Horz E-P = -771/2051 O greater than input bearing size. S = -62(load case 4) E-O = -6940/2648 9) Provide mechanical wnnectbn (by others) of Max Uplift F-O = -2671/1033 truss to bearing plate capable of withstanding S = -781(load pse 4) F-N = -2164/5644 781 Ib uplift at joint S, 548 Ib uplift at joint K and K = -548(load case 4) GN = -483/193 2078 Ib uplift atjoiM O. O = -2078(load case 4) H-N = -372311428 1 D) This truss is designed in accordance with H-M = -155/531 the 2003 International Building Code section FORCES (Ib) I-M = -324/126 2306.1 and referenced starxtard ANSIlfPI 1. Maximum CompressionlMaximum Tension I-L = -528/211 11) Design assumes 4x2 (flat orientation) TOP CHORD J-L = -1254/3272 pudins at oc spacing indicated, fastened to A-S = -322/126 tnus TC w/ 2-10d nails. A-T = 0/0 Job _ Truss Truss Type Qty Ply MD BUILDERS -FONDS 612028-5 A6 ROOF TRUSS 11 1 .Inh Rwfwrw ro lnnfinnwn BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Q ~ 8-0-0 ~ 16-0-0 24-0-0 32-0-0 40-0-0 48-0-0 56-0-0 64-0-0 72-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 Scale =1:118.5 0.25 12 9 8-0-0 17-6-12 26-4-2 35-1-8 43-10-14 52-8-4 62-4-2 72-0-0 , 8-0-0 9-6-12 6.200 s Feb 21 2005I~5Tek Industries, Inc. Thu Dec 0811:44:20 2005 Page 1 8-9-6 8-9-6 8-9-6 8-9-6 9-7-14 9-7-14 LOADING (psf) SPACING 2-0-0 CSI DEFL iri (loc) Udefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.86 P-O >732 240 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -1.87 P-Q >338 180 MIIZOH 148/108 BCLL 0.0 Rep Stress incr YES WB 0.98 Honz(TL) 0.24 M nia rva Mlli$H 141/138 BCDL 20.0 Code IBC2003/TPI2002 I (Matrix) I Weight 5081b LUMBER TOP CHORD 2 X 8 DF SS BOT CHORD 2 X 8 DF SS WEBS 2 X 4 SPF 1650E 1.5E `Except EV2 2 X 4 SPF S1udlStd W 1 2 X 4 DF 2400E 2.0E W4 2 X 4 SPF StudlStd WS 2 X 4 SPF Stud/Std W6 2 X 4 SPF Siud/Std W7 2 X 4 SPF Stud/Std W8 2 X 4 SPF Stud/Std W13 2 X 4 SPF Stud/Std W 15 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriirts, except end verticals. Except: 1 Row at midpt S-T BV I liHVrCD Rigid celing directly applied or 3-3-11 oc bracing. WEBS 1 Row at midpt S-T, GR, D-Q, F-N, G-M, H-M 2 Rows at 1/3 pts B-S REACTIONS (Ib/size) S = 2809/0-5-8 K = -00/0-5-8 M = 6122/0.68 (input: 0-5-8) Max Horz S = -62(Iced case 4) Max Uplift S = -1080(toad case 4) K = -40(load case 1) M = -2342(load case 4) Max Grav S = 2809(load case 1) K = 15(load case 4) M = 6122(load case 1) FORCES (Ib) Maximum CompressionlMaximum Tension TOP CHORD WEBS I-L = -1386/542 1-K = -743/1951 11) Design assumes 4x2 (flat orientation) puriirts at oc spacing indicated, fastened to truss TC w/ 2-10d nails. AS = -298/117 A-T = 0/0 A-B = -129/44 B-C = -580112218 GD = -9861/3775 D-E _ -10756/4120 E-F = -8293/3179 F-G = -1590/616 G-H = -3716/9739 H-I = -1026/2702 I-0 _ -69!28 J-K = -284/112 J-U = 0/0 BOT CHORD RS _ -2137/5718 _ Q-R = -3568/9428 P-Q = -4140/10894 O-P = -3688/9689 N-O = -1987!5223 M-N = -2891/1110 L-M = -6674/2553 K-L = -1823/695 WEBS B-S = -6068/2333 B-R = -661/1742 GR = -3892/1502 C-Q = -353/934 D-Q = -11431451 D-P = -235/143 E-P = -436/1175 E-O = -1867!719 F-O = -1309/3457 F-N = X356/1672 G-N = -1970/5181 G-M = -7683/2945 H-M = -3682/1421 H-L = -1609/4220 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psF BCDL=4.2psF, Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) WARNING The urwsually long span and/or configuration of this truss requires that extreme care be used in its applica8on. Use proper transporta8on, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualfied engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent 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) WARNING: Required bearing s¢e atjoiM(s) M greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1080 Ib uplift at joint S, 40 Ib uplift at joint K and 2342 Ib uplift at joint M. 10) This truss is designed in arxordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MD BUILDERS -FONDS 612028-5 J1 ROOF TRUSS 1 1 BMC WEST (IDAHO FAt l s~ ~ naun Fni i c in a~eno Job Reference o tional ..._.,..... ,... -, -...... ,.. ~ o~ ,,,....~~._~. ~... , ~ ~„ moo„ ,.., ~ ~ .-~-..~., ~..,.., oyo 3-0-0 3-0-0 T1 EV1 1 EV2 B1 C 3-0-0 Scale =1:11.2 LOADING (psf) TCLL 35 0 SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP . TCDL 7.0 Plates Increase Lumber Increase 1.15 1.15 TC 0.41 BC 0.29 Vert(LL) Vert(TL) -0.00 GD >999 -0.02 C-D >999 240 180 MII20 197/144 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 C n/a rJa BCDL 20.0 Code IBC2003/TPI2002 (Matrix) Weight 161b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF Stud/Std buss to bearing plate capable of withstanding BOT CHORD 2 X 4 SPF StudlStd 64 Ib uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF Stud/Std 6) Tl~s truss is designed in accordance with the 2003 IMemational Building Code section 2306.1 BRACING and referenced standard ANSUTPt 1. TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins, except end verticals. LOAD CASE(S) BOT CHORD gq~~ Rigid ceiling directly applied or 100-0 oc bracing REACTIONS (Ib/s¢e) D = 168/0-5-8 c = lsa/o-S-B Max Uplift D = -64(laad case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressionMlaximum Tension 1 VF' I.HVRD A-D = -114/45 A-B = 010 B-C = -114/45 BOT CHORD GD = -0ro WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; tr=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live Toad rwnconcurrent with any Other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 612028-5 J10 ROOF TRUSS 1 1 Job Reference o fional orvn~ vr~ i ~iunnv rnwo~, vnnv rru_w, v or~uc 3-0-0 3-0-0 3-0-0 Scale =1:12.4 LOADING (pst) SPACING 2.40 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.00 C-D >999 240 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.02 C-D >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 C Na Na BCDL 20.0 Code IBC2003ITPI2002 (Matrix) Weigh: 171b LUMBER TOP CHORD 2 X 4 SPF Stud/Std BOT CHORD 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) D = 168/0-5-8 C = 168/0-5-8 Max Upl'dt D = -64(Ioad case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressionlMaximum Tension TOP C~O~.^, A-D = -114/45 A-B = 0!0 B-C = -114/45 BOT CHORD GD = -0/0 WEBS A-C = -0!0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; endosed; MWFRS gale end zone; carrtilever left and right exposed ;porch Ieft and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live Ioad nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method wt~n this buss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 641b uplift at joint D aril 64 Ib uplift at joint C. 6) This truss is designed in accordance with the 2003 IMFnational Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply MD BUILDERS - FONGS 61202&5 J2 ROOF TRUSS 1 1 Job Reference (optional) orvn. rv ~a i tivnnv rNLW/, IuNnV rNL.W, N C34UZ 6.ZUU S teD Zl ZUUO M I6K In0USID85, InC. mU UBC V8 l CY~i:L I GVVa rays i ~ 3-0-0 8j 3-0-0 Scale = 1:11.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.00 GD >999 240 MII20 197!144 TCDL 7.0 Lump Increase 1.15 BC 0.29 Vert(TL) -0.02 GD >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C Na Na BCDL 20.0 Code IBC20031TPI2002 (Matrix) Weigh: 161b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF Stud/Std truss to bearing plate capade of withstanding BOT CHORD 2 X 4 SPF Stud/Std 64 Ib uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF Stud/Std 6) This truss is designed in accordance with the 2003 International Building Code section 2306.1 BRACING and referenced standard ANSUTPI 1. TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins, except end verticals. LOAD CASE(S) BOT CHORD Standard Rigid cetling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) D = 168/0-5-8 c = 1sa/o-5-s Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension T^P ^ u^R ^ . . . A-D = -114/45 A-B = 0/0 B-C = -114145 BOTCHORD GD = -0/0 WEBS A-C = -0N NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=42psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurreM with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. L 3-0-0 3-0-0 Job Truss Truss Type Qty Ply MD BUILDERS - FONGS B120285 J3 ROOF TRUSS 1 1 o..~ 1.,~~r ,,.,...~., ~., , ... , .....,. -......_ __ .__ Job Reference o tional O.GVU J rCU L I LUVJ M ICR Ir10l1Sillitli. If 14. 1!111 UG(: VO 1 I.YY.GL GVVJ rGtJtl I ~7-0-0 3-0-0 3-0-0 3-0-0 Scale = 1:11.5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.00 GD >999 240 MIIZO 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.02 GD >999 180 BCLL 0.0 Rep Stress Inca YES WB 0.00 Horz(TL) 0.00 C Na Na BCDL 20.0 Code IBC2003/TPI2002 (Matra) Weigh: 171b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF Stud/Std truss to bearing plate capable of withstanding BOT CHORD 2 X 4 SPF StudlStd 64 Ib uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF Stud/Std 6) This truss is designed in accordance with the 2003 International Building Code section 2308.1 BRACING and referenced standard ANSUTPI 1. TOP CHORD Structural wood sheathirg directly applied or 3-0-0 oc purtins, except end verticals. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS (Ib/size) D = 168/0-5-8 C = 168/0-5-6 Max Uplift D = -64(load pse 3) C = -64/load case 31 FORCES (Ib) Maximum CompressionlMaximum Tension Tno runrtn A-D = -114/45 A-B = 0/0 B-C = -114/45 BOT CHORD GD = 0!0 WEBS A-C = 0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Job Truss Tniss Type Qty Ply MD BUILDERS - FONGS 612028-5 J4 ROOF TRUSS 1 1 Job Reference o tional oM~. vvcJ ~ puMnv rMLLJJ, IUAI'7V f-HLW, IU 2fYiUZ n.zuu s reo zi zuuo m i ex mausmes, mc. i nu vec uo 1 L4Y.LL GV VJ rays ~-o-o ~-o-o Scale =1:11.6 LOADING (psf) SPACING 2-0-0 CSI TCLL 35.0 Plates Increase 1.15 TC 0.41 TCDL 7.0 Lumber Inaease 1.15 BC 0.29 BCLL 0.0 Rep Stress Incr YES WB D.00 BCDL 20.0 Code IBC2003RPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF Stud/Std BOT CHORD 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Shuctural wood sheathing directly applied or 3-0.0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/s¢e) D = 166/0-5-8 C = 168/0.5-8 Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CH(7RD A-D = -114/45 A-B = 0/0 B-C = -114/45 BOT CHORD GD = -0!0 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enGosed; MWFRS gable end mne; cantilever left and right exposed ;porch Ieft and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load rwnconcurrent with arty other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical cormection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at joint D arx164 Ib uplift at joint C. 6) This truss is designed in accordarxe with the 2003 International Building Code section 2306.1 and referenced starxiard ANSUfPI 1. LOAD CASE(S) Standard 3-0-0 3-0-0 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 GD >999 240 MII20 197/144 Vert(TL) -0.02 GD >999 180 Horz(TL) -0.00 C Na Na Weigh: 17 Ib Job Truss Truss Type Qty Ply MD BUILDERS -FONDS 612028-5 JS ROOF TRUSS 1 1 Job Reference o 8onal om~. rvCJ i punnv rnLW), IUNnV rHLW, IU 834UL O.ZVU 5 re0 L 1 NVO M 1eK InVU5U1PS, InG. I nV uCa vo ~ ~.~.-..« <w., rays Scale = 1:11.8 3-0-0 LOADING (psf) SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Inwease 1.15 BCLL 0.0 Rep Suess Incr YES BCDL 20.0 Code IBC2003/TPI2002 LUMBER TOP CHORD 2 X 4 SPF StudlStd BOT CHORD 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied w 3-0-0 oc pudins, except end verticals. BOT CHORD Rigid catlirg directly applied w 10-0-0 oc bracing. REACTIONS (Ib/size) D = 168!0-5-8 c = 16aro-s-a Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressionlMaximum Tension TOP CHORD A-D = -114/45 A-B = 0/0 &C = -114/45 BOT CHORD GD = -0/0 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end mne; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom ctwrd live load nonconcurrent with any othw live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for qualriy assurance inspection. CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.41 Vert(LL) -0.00 GD >999 240 MII20 197/144 BC 0.29 Vert(TL) -0.02 GD >999 180 WB 0.00 Horz(TL) -0.00 C Na Na (Matrbc) Weigh: 17 Ib 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 fb uplift at joint D and 64 Ib uplift at joint C. 6) This truss is designed in accordance with the 20031ntemational Building Code section 2306.1 and refererx~d standard ANSUIPI 1. LOAD CASE(S) Standard ~ 3-0-0 B i 3-0-0 Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 6120285 J6 ROOF TRUSS 1 1 BMC WEST (IDAHO FALLSL r naHn r=ai i c m aaeno Job Reference o 6onal 6.200 s Feb 21 2005 Mirek Industries, Inc. Thu Dec 0811:44:23 2005 Page 1 3-0-0 3-0-0 T1 EV1 1 EV2 B1 C 3-0-0 Scale: 1"=1' LOADING (psf) TCLL 35 0 SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP . TCDL 7.0 Plates Increase Lumber Increase 1.15 1.15 TC 0.41 BC 0.29 Vert(LL) -0.00 GD >999 Vert(TL) -0.02 GD >999 240 180 MI120 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C nla n/a BCDL 20.0 Code IBC2003lrP12002 (Matrix) Weigh: 171b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF Stud/Std truss to trearing plate capable of withstanding BOT CHORD 2 X 4 SPF Stud/Std 64 Ib uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF Stud/Std 6) This Truss is designed in accordance with the 2003 International Building Code section 2306.1 BRACING and referenced standard ANSUfPI 1. TOP CHORD Sfrucfturel wood sheathing directly applied or 3-0.0 oc purlins, except end verticals. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) D = 16810-5-8 C = 168/0-5.8 Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension TOP r~r1Rn A-D = -114/45 A-B = 0/0 B-C = -114145 BOTCHORD GD = 0/0 WEBS A-C = -0l0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psF; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psi bottom chord live load nonconcurreM with any Other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 612028-5 J7 ROOF TRUSS 1 1 BMC WEST (IDAHO FAI ~ R1 mnun cei ~ c in nanno Job Reference o tronal .,.~.... o ~ o.. c ~ awe rv. ~ vn n ~uuau~ iu. u m ue~ vo ~ ~.~w.cu cwa rays i 3-0-0 3-0-0 Scale: 1"=1' LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.00 GD >999 240 MII20 197!144 TCDL 7.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.02 C-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C Na Na BCDL 20.0 Code IBC2003lfP12002 (Matra) Weight 171b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF Stud/Std truss to bearing plate capable of wfthstanding BOT CHORD 2 X 4 SPF Stud/Std 64 Ib uplift at jaM D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF Stud/Std 6) This truss is designed in accordance with the 2003 International BuBding Code section 2306.1 BRACING and referenced standard ANSUTPI 1. TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins, except end verticals. LOAD CASE(S) BOT CHORD g~~y~ Rigid ceiling directly applied or 10-0-0 ac bracing REACTIONS (Iblsize) D = 168/0.5-8 c = 1sa/o-5-a Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressicNMaximum Tension TOP r:HQRiI A-D = -114/45 A-B = 0/0 B-C = -114/45 BOT CHORD C-D = -0/0 WEBS A-C = 0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end mne; cantilever left ark right exposed ;porch left and right exposed; Lumtx~r DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load norrconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3-0-0 3-0-0 Job Tmss Truss Type Qty Ply MD BUILDERS - FONGS 612028-5 J8 ROOF TRUSS 1 1 BMC WEST (IDAHO FAI i sl meun cei i e m eznm Job Reference o tional ~.<.... o , ev < ~ wv~ m ~ on n iuuou i ~~. ~ i iu ueu vo ~ i.-.v.co cwo rays ~ 3-0-0 &0-0 r1 EV1 1 EV2 B1 C 3-0-0 Sple =1:12.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.00 GD >999 240 MII20 1971144 TCDL 7.0 Lumber Irxxease 1.15 BC 0.29 Vert(TL) -0.02 C-D >999 180 BCLL 0.0 Rep Stress Irrcr YES WB 0.00 Horz(TL) 0.00 C Na Na BCDL 20.0 Code IBC2003lfP12002 (Matra) Weight: 171b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF Stud/Std truss to bearing plate capable of wRhstanding BOT CHORD 2 X 4 SPF StudlStd 64 Ib uplift at joint D and 64 Ib uplift at joirft C. WEBS 2 X 4 SPF Stud/Std 6) This truss is designed in accordance with the 2003 International Building Code section 2306.1 BRACING and referenced standard ANSI/TPI 1. TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc pudins, except erxi verticals. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc txacing. REACTIONS (Ib/size) D = 168/0-5-8 C = 168/0-5-8 Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressiorUMaximum Tension TOP CHORD A-D = -114/45 A-B = 0!0 B-C = -114/45 BOTCHORD GD = -0/0 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7~J8; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; F~cp C; enclosed; MWFRS gable end zone; centilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load noncorxxirrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: Job Truss Truss Type Qty Piy MD BUILDERS - FONGS 61202&5 J9 ROOF TRUSS 1 1 BMC WEST (IDAHO FALL:Sr mnun r=ci i s m n~ter» Job Reference o tional 3-0-0 , T 3-0-0 r1 EV1 1 EV2 B1 C ~ 3-0-0 , 3-0-0 Scale =1:12.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 TCDL 7 0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.00 GD >999 240 MII20 197/144 . Lumber Increase 1.15 BC 0.29 Vert(TL) -0.02 GD >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C Na Na BCDL 20.0 Code fBC2003/TP12002 (Matrix) Weight: 171b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF Stud/Std truss to bearing plate capable of withstanding BOT CHORD 2 X 4 SPF Stud/Std 641b uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF StudlStd 6) This tniss is designed in accordance with the 2003 International Building Code section 2306.1 BRACING and referenced standard ANSIITPI 1. TOP CHORD SWctural wood sheathing directly applied or 3-0-0 oc pudins, except end vertipls. LOAD CASE(S) BOT CHORD Standard Rigid ceiling dirediy applied or 10-0.0 oc bracing REACTIONS (Ib/size) D = 16810-5-8 C = 168/0-5-8 Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension Tna r.HnRn A-D = -114/45 A-B = 0/0 B-C = -114145 BOT CHORD GD = -0/0 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Job Truss Tniss Type Qty Ply MD BUILDERS - FONGS 812028-5 AS ROOF TRUSS 3 1 _ __- _._ _ _. - _ _ __ _ .. .... Job Reference (optiona0 .. _ ~_~ ... n,.n~.er_,_,_~.._.__- ~-- mss... n.... n4 ~~ AA ~0711r15 D~nc '1 p1YlV YY CJI ~IUAnV rMLLJr, IU/1r1V f'/YLW, IU OJYVG 8-0-0 16-0-0 24-0-0 32-0-0 40-0-0 48-0-0 56-0-0 , _ 64-0-0 72-0-0 , 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 Scale =1:118.5 0.25 12 i 9-11-13 , 19-11-10 29-11-7 39-11-4 + 48-0-0 , 56-0-0 64-0-0 ~ 72-0-0 , 9-11-13 9-11-13 9-11-13 9-11-13 8-0-12 8-0-0 8-0-0 8-0-0 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL OA BCDL 20.0 SPACING 2-0-0 I Plates Increase 1.15 Lumber Increase 1.15 Rep Stressincr ~S Code IBC2003/TPI2002 CSI TC 0.89 BC 0.59 WB i.00 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.36 Q >999 240 Vert(TL) -0.81 Q-R >586 180 Horz(TL) 0.17 K rJa n!a PLATES GRIP MI120 197/144 MII20H 148/108 Weight: 4631b LUMBER NOTES TOP CHORD 2 X 8 DF SS TOP CHORD 1) Unbalanced roof live loads have been BOT CHORD 2 X 6 DF 1800E 1.6E A-B = -144/49 considered for this design. LOAD CASE(S) WEBS 2 X 4 SPF Stud/Std 'Except' B-C = -4297/1644 2) Wind: ASCE 7-98; 90mph; h=25ft; Standard EV1 2 X 4 SPF 1650E 1.5E GD = -5148/1976 TCDL=4.2psf; BCDL=4.2psf; Category II; F~cp EV2 2 X 4 SPF 1650E 1.5E D-E _ -1838/717 C; enclosed; MWFRS gable end zone; W 1 2 X 4 SPF 1650E 1.5E E-F = -2244/5929 cantilever left and right exposed ;porch left and W7 2 X 4 SPF 1650E 1.5E F-G = -113/357 right exposed; Lumber DOL=1.33 plate grip W8 2 X 4 DF 2400E 2.0E G-H = -121/358 DOL=1.33. W10 2 X 4 SPF 1650E 1.5E H-I = -3251/1253 3) WARNING: The unusually long span and/or W12 2 X 4 SPF 1650E 1.5E I-J = -3532/1354 configuration of this truss requires that extreme W16 2 X 4 SPF 1650E 1.5E J-K = -1241/479 care Ue used in Rs application. Use proper J-U = 0/0 transportation, unloading and erection methods. BRACING BOT CHORD Assure that all required web lateral bracing is TOP CHORD R-S = -1382/3736 communicated to the building contractor. Structural wood sheathing directly applied or Q-R = -1990!5293 Ensure that over-all building bracing is 2-2-0 oc purfins, except end verticals. t=xcept P-O = -1670/4427 designed by a qualified engineer, architect, or 1 Row at midpt S-T GP = -222/619 buBding designer. BOT CHORD N-O = -570012188 4) Provide adequate drainage to prevent water Rigid ceiling tlirectly applied or 3-4-8 oC bracing. M-N = -1233/3220 ponding. WEBS L-M = -1363/3558 5) This truss has been designed fora 10.0 psf 1 Raw at midpt K-L = -133!350 bottom chord live load nonconcurrent with any S-T, B-S, GR, D-P, F-N, H-N, I-M WEBS other live loads. 2 Rows at 1/3 pts E-O BS = -3904/1510 6) All plates are MT20 plates unless otherwise B-R = -407/1076 indicated. REACTIONS (Ib/size) GR = -11321449 7) This truss requires plate inspection per the S = 2027/0-5-8 GQ = -195/171 Tooth Count Method when this brass is chosen K = 1431/0-5-8 D-O = -323/884 for quality assurance inspection. O = 5434/0.5.13 (input: 0-5-8) D-P = -2901/1109 8) WARNING: Required bearing sae atjoint(s) Max Horz E-P = -771/2051 O greater than input bearing size. S = -62(load case 4) E-O = -0940/2648 9) Provide mechanical conr>ection (by others) of Max Uplift F-O = -2671/1033 truss to bearing plate capable of withstanding S -781(load case 4) F-N = -2164/5644 781 Ib uplift at joint S, 548 Ib uplift at joint K and K = -548(load case 4) G-N = -483/193 2078 Ib uplift at joint O. O = -2078(load case 4) H-N = -3723/1428 10) This truss is designed in accordance with H-M = -155/531 the 2003 International Building Code section FORCES (Ib) I-M = -324/126 2306.1 and refererx~d standard ANSVTPI 1. Maximum CompressionlMaximum Tension I-L = -528/211 11) Design assumes 4x2 (flat orientation) TOP CHORD J-L = -1254/3272 purlins at oc spacing indicated, faster~d to AS = -322/126 truss TC w/ 2-tOd nails. A-T = 0/0 S R Q P O N M L K Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 612028-5 A6 ROOF TRUSS 11 1 Job Reference o tional _ _ _. . _ _ _ .. _ _... _ ._ __ ._ a 2n n ~ Fwh 21 2005 MTek Industries. Inc. Thu Dec 0811:44:20 2005 Page 1 13NK: WtJ1 (IUArrV rALW), IUNnV raw, vorrvc 8 0 0 , 16-0 0 I 24 0-0 ~ 32-0-0 ~ 40-0-0 48-0-0 56-0-0 64-0-0 72-0-0 8-0-o s-o-o $-o-o s-o-o 0.25 12 s-o-o s-o-o 8-0-0 8-0-0 8-0-0 Scale =1:118.5 8-0-0 17-6-12 26-4-2 35-1-8 43-10-14 52-8-4 62-4-2 72-0-0 8-0-0 9-6-12 8-9-6 8-9-6 8-9-6 8-9-6 9-7-14 9-7-14 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 20.0 SPACING 2-0-0 I Plates Increase 1.15 Lumber Increase 1.15 RepStresslrx:r YES Code IBC2003ffP12002 CSI TC 0.97 BC 0.83 WB 0.98 (Matrix) DEFL in {loc) Ildefl L/d Vert(LL) -0.86 P-O >732 240 Vert(TL) -1.87 P-O >336 180 Horz(TL) 024 M Na Na PLATES GRIP MIf20 197/144 MII20H 148/108 ."."1118H 141/138 Weigh: 5081b 11) Design assumes 4x2 (flat orientation) LUMBER TOP CHORD 2 X 8 DF SS FORCES ( Ib) WEBS purlins at oc spacing indicated, fastened to BOT CHORD 2 X 8 DF SS Maximum CompressioNMaximum Tension I-L = -1386/542 truss TC w/ 2-10d nails. WEBS 2X4SPF 1650E 1.5E'Except` TOP CHORD I-K = -74311951 EV2 2 X 4 SPF Stud/Std AS = -298/117 NOTES LOAD CASE(S) W 1 2 X 4 DF 2400E 2.0E W4 2 X 4 SPF StudlStd A-T A-B = 0/0 = -129/44 1) Unbalanced roof live loads have been Standard WS 2 X 4 SPF StudJStd B-C = -5801/2218 considered for this design. W6 2 X 4 SPF StrxUStd GD = -986113775 2) Wind: ASCE 7-98; 90mph; h=25ft; W7 2 X 4 SPF StudlStd D-E _ -10756/4120 TCDL=4.2psf; BCDL=42psf; Category II; Exp WS 2 X 4 SPF Stud/Std E-F = -8293/3179 16 1 C; endosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and W 13 2 X 4 SPF StudlStd W 15 2 X 4 SPF StudlStd F-G G-H = -1590 6 = -3716/9739 right exposed: Lumber DOL=1.33 plate grip H-I = -1026/2702 DOL=1.33. BRACING i-J = -09/28 3) WARNING: The unusually long span arxUor TOP CHORD J-K = -284/112 configuration of this truss requires that extreme Structural wood sheathing directly applied or J-U = 0/0 care be used in its application. Use proper 2-2-0 oc purlins, except erxi verticals. Except: BOT CHORD transportation, unloading and erection methods. ~ R.... ~t mirth S-T R-S = -2137/5718 Assure that all required web lateral bracing is BOT CHORD O-R = -356819428 communicated to tl ~ iwiiding contractor. Rigid ceiling directly applied or 3-3-11 oc bracing. P-O = -4140/10894 Ensure that over-all twlding brectng is WEBS O-P = -3688/9689 designed by a qualfied engineer, architect, or 1 Row at midpt N-O = -1987/5223 building designer. S-T, GR, D-O, F-N, GM, H-M M-N = -2891/1110 4) Provide adequate drainage to prevent water 2 Rau/s at 1/3 pts B-S L-M K-L = -6674/2553 = -1823/695 Ponding• 5) This truss has been designed fora 10.0 psf REACTIONS (Ib/size) WEBS bottom chord live load rmnconcurrerrt with any S = 28pg/0-5-8 g-S = -606g/2333 other live loads. K _ -40/0-5-6 B-R = -661/1742 6) All plates are MT20 dates unless ~herwise M = 6122/0.6-8 (input: 0-5-8) GR = -3892/1502 indicated• Max Horz C-Q = -353/934 7) This truss requires date inspection per the S = -62(load case 4) D-O = -1143/451 Tooth Count Method when this truss is chosen Max Udift D-P = -235/143 for quality assurance inspection. S = -1080(load case 4) E-P = -436/1175 8) WARNING: Required bearing s¢e atjoiM(s) K = -40(load case 1) E-O = -1867!719 M greaterthan input bearing size. M = -2342(load case 4) F-O = -130913457 9) Provide mechanical connection (by others) of Max Grav F-N = -4356/1672 truss to bearing date capable of wdttstanding S = 2809(load case 1) G-N = -1970/5181 1080 Ib upift at joint S, 40 Ib uplift at joint K and K = 15(load case 4) GM = -768312945 2342 Ib udrft at joint M. M = 6122(load case 1) H-M = -368211421 10) This truss is designed in accordance with H-L = -1609/4220 the 2003 International Building Code section 2306.1 arxi referenced standard ANSIITPI 1. Job Truss Truss Type Oty Ply MD BUILDERS - FONGS 61202&5 J1 ROOF TRUSS 1 1 BMC WEST (IDAHO FALLSI_ I DAHn Fal I c m nzem _ Job Reference o tional _ _ _ . __ o.zuu s reb z1 ZuUb M l ek Intlustnes, Inc. Thu Dec OS 11:44:20 2005 Page 1 /, 3-0-0 $ 3-0-0 T1 EV1 1 EV2 B1 C 3-0-0 3-0-0 Scale =1:11.2 LOADING (psf) TCLL 35.0 SPACING Plates Increase 2-0-0 1 15 CSI TC 0 41 DEFL in (IoC) Udefl Ud PLATES GRIP TCDL 7.0 Lumber Increase . 1.15 . BC 0.29 Vert(LL) Vert(TL) -0.00 C-D >999 240 -0.02 C•D >999 180 MII20 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C Na Na BCDL 20.0 Code IBC2003/TPI2002 (Matrbc) Weigh: 161b LUMBER 5) Provide mechanipl connection (by others) of TOP CHORD 2 X 4 SPF Stud/Std truss to bearing plate capable of withstanding BOT CHORD 2 X 4 SPF StudJStd 64 Ib uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF Stud/Std 6) This truss is designed in accordance with the 2003 International Building Code section 2306.1 BRACING and referenced standard ANSI/1-PI 1. TOP CHORD Stnx~ural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. LOAD CASE(S) BOT CHORD gty~~ Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Iblsize) D = 16810-5-8 ~ = lseio-S-B Max Uplift D = -64(load case 3) C _ -64(load case 3) FORCES (Ib) Maximum CompressionlMaximum Tension TOP CHORD A-D = -114/45 A-B = 0/0 B-C = -114/45 BOT CHORD C-D = -0/p WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; endosed; MWFRS gable end mne; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom d,ord live load nonconcurreM with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Job Truss Truss Type Qty Ply MD BUILDERS -FONDS 612028-5 J10 ROOF TRUSS 1 1 Job Reference(optionap .. ~ ~ nn o~ onnc o ~ OIVRi YYCJI iIV/illV rNLLJ~. IU%111V rFlI.W~ v oo+vc ~ 3-0-0 - , , 3-0-0 T1 EV1 1 EV2 B1 C 3-0-0 Scale = 1:12.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.00 GD >999 240 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.02 GD >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 C nla nla BCDL 20.0 Code IBC2003/TPI2002 (Matra) Weigh: 171b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF Stud/Std truss to bearing plate capable of wRhstanding BOT CHORD 2 X 4 SPF StudlStd 64 Ib uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF Stud/Std 6) This truss is designed in accordance with the 2003 International Building Code section 2306.1 BRACING and referenced standard ANSUTPI 1. TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Iblsize) D = 168/0-5-8 c = lsa/o-5-s Max uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressionlMaximum Tension TOP CHORD A-D = -114/45 A-B = 0/0 B-C = -114145 BOT CHORD GD = -010 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; endosed; MWFRS gable end zone; cardilever left and dgM exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chore! live load noncorxxrrrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. s o ~ L D T o , ~ ~ ~ p 3715 Bom6ardierAve. .lOb Idaho Falls, ID 83402 YOUR TRUSS Nam Office: (20B) 523-8691 Fax: (208) 522-6459 EXPERTS Model: QUOTE FORM (NONa MD BUILDERS FONGS RESTUARANT NO DRAY) Date 12!08/05 Page 1 B-° # B 12028-5 JOB # gALEg REP JOE OLSEN BY DATE BID / / LAYOUT // ENG. BY / / ' DELNERY INSTRUCTIONS: H I T REXBURG, ID 0 SPECIAL INSTRUCTIONS: ORDER DATE / / Confirmed / / equested / / JDBSITE PHONE # Date elive Date Roof Trusses PROFILE LABEL QTY T/C PITCH SPAN CANTILEVER OVERHANG BRAGING NOTES UNIT TOTAL B/C PITCH /C LM B/C LM LEFT RIGHT LEFT RIGHT # ROWS PRICE PRICE Al s -0••50 2-00-00 a o oo 10 . . zxe zxB A1A 2 0.2.00 5-00-00 2 0.0.00 zxa zza Al B 2 -0..50 0 0 00 9-00-00 4 . . zxa zxa L- A2 14 "0••50 2-00-00 $ 0.0.00 2x4 zxa A3 9 -0.•50 0.0.00 2-00-00 zxa zxB 03-00-0 8 A4 g -0..50 2-00-00 0.0.00 zxa zxe 03-00-D 10 A5 3 -0••50 2-00-00 O O OO 9 . . 2X4 2XB `- A6 11 -0..50 2-00-00 g O.O.OO 2X4 2XB J1 1 O.D.OO 3 00-OO 0 0.0.00 X a ® J 10 1 0.0.00 3-00-00 0 O.O.OO 2X4 2x4 ® J2 1 o.o.oo 3 00-OO 0 0.0.00 X a ® J3 1 0.0.00 3X00-OO 0 0.0.00 a J4 1 0.0.00 3X00-00 0 0.0.00 4 ® J5 1 0.0.00 3X00-00 0 0.0.00 4 J6 1 0.0.00 3X 00-00 0 0.0.00 4 J7 1 0.0.00 3X00-00 0 0.0.00 4 Js 1 o.o.oo 3X00-00 0 0.0.00 4 Js 1 0.0.00 3X00-OO 0 0.0.00 a ~~ ~ r ~ ~~ ~~ !! ~~ DELIVERED PRIC $19,624.76 5ALES TAX GRAND TOTAL $19,624.76 Job Truss Truss Type Oty Ply MD BUILDERS - FONGS 612028.5 Al ROOF TRUSS 8 1 .Inh Rafamnra lnnfinnan ......... ~... , ~,,..., ,.. , ..awl. , ruw rr>L oo4vc b.LUV 5 reD G I LUUJ NO I eK InUU5Ne5, InC. I f1U UeG U8 1 1:44: I J GV VJ rage I 8-0-0 16-0-0 , 24-0-0 32-0-0 40-0-0 48-0-0 56-0-0 64-0-0 72-0-0 , 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 Scale =1:118.5 0.25 12 ~ 9-5-2 ~ 18-10-5 28-3-7 37-8-10 47-1-12 56-0-0 64-0-0 72-0-0 , 9-5-2 9-5-2 9-5-2 9-5-2 9-5-2 8-10-4 8-0-0 8-0-0 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 20.0 SPACING 2-0-0 Plates Irxxease 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC2003/TPI2002 CSI TC 0.96 BC 0.81 trJB G.99 (Matra) DEFL in (IoC) Vdefl L/d I Vert(LL) -0.67 P-O >840 240 Vert(TL) -1.50 P-O >375 180 Horz(TL) 0.28 iV nla rVa PLATES GRIP MII20 197/144 MII20H 1481108 Weigh: 4771b LUMBER NOTES TOP CHORD 2 X 8 DF SS TOP CHORD 1) Unbalanced roof live loads have been BOT CHORD 2 X 6 DF 1800E 1.6E A-B = -269/97 considered for this design. LOAD CASE(S) WEBS 2 X 4 SPF StudlStd `Except' B-C = -5406/2068 2) Wind: ASCE 7-98; 90mph; h=25ft; Standard EV1 2 X 6 DF 1800E 1.6E C•D = -803113077 , TCDL=4.2psf; BCDL=4.2psf; Category II; Exp EV2 2 X 6 DF 1800E 1.6E D-E _ -7257/2786 C; enclosed; MWFRS gable end zone; W 1 2 X 4 SPF 1650E 1.5E E-F = -2299/893 pntilever left and right exposed ;porch left and W8 2 X 4 SPF 1650E 1.5E F-G = -2747/7236 right exposed; Lumber DOL=1.33 plate grip W9 2 X 4 SPF 1650E 1.5E G-H = -556/1505 DOL=1.33. W10 2 X 6 DF 1800E 1.6E H-I = -564/1508 3) WARNING: The unusually long span arxl/or W12 2 X 4 SPF 1650E 1.5E I-J = -1035/399 configuratlon of this truss requires that extreme J-K = -553/216 care be used in its application. Use proper BRACING U/0 urdoading ark erection methods. TOP CHORD BOT CHORD AssureUiat all required web lateral bracing is Structural wood sheathing directly applied or R-S = -1784/4791 communicated to the building contractor. 2-2-0 oc purlins, except end verticals. Except: O-R = -287917620 Ensure that over-all building bracing is 1 Row at midpt S-T P-Q = -3086/8133 designed by a qualified engineer, architect, or BOT CHORD O-P = -2253/5931 building designer. Rigid ceiling directly applied or 3-1-12 oc brecirg. ' N-O = -165/450 4) Provide adequate drainage to prevent water vdcoS IN-N = -6409!2454 ponding. 1 Row at midpt L-M = -392/1020 5) This truss has been designed fora 10.0 psf S-T, GR, E-O, G-M K-L = -138/361 bottom chord live load nonconcurrent wRh any 2 Rows at 1/3 pts WEBS other live loads. BS, F-N, I-M B-S = -4920/1898 6) All plates are MT20 plates uMess otherwise B-R = -582/1533 indicated. REACTIONS (Ib/size) GR = -2461/957 7) This truss requires plate inspection per the S = 2492/0.5.8 GO = -226/644 Tooth Court Method when this truss is chosen K = 733/0-5-8 D-O = -128/176 for quality assurance inspection. N = 5646!0-6-0 (input: 0-5-8) D-P = -1076/414 8) WARNING: Required bearing size at joint(s) Max Horz E-P = -617/1650 N greater than input bearing size. S = -62(load case 4) E-O = -4053/1551 9) Provide mechanical connection (by others) of Max Uplift F-O = -1061/2808 truss to beadng plate capable of withstanding S = -959(Iced case 4) F-N = -8188/3130 959Ib uplift at joint S, 281 Ib uplift atjoiM K and K = -281(load case 4) G-N = -2497P965 2159 Ib uplift atjoint N. N = -2159(load case 4) G-M = -1969/5141 10) This truss is designed in accordance with H-M = -521/208 the 2003 International Building Code section FORCES (Ib) I-M = -2613/1002 2306.1 and referenced standard ANSIITPI 1. Maximum CompressionlMaximum Tension I-L = -65/361 11) Design assumes 4x2 (flat orientation) TOP CHORD J-L = -265/688 purtins at oc spaang indicated, fastened to A-S = -363/143 truss TC wl 2-10d nails. A-T = 010 U S R Q P O N M L K Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 612028-5 A1A ROOF TRUSS 2 1 BMC WEST (IDAHO FALLS), I DAHO FALLS, ID 83402 ^^ Job Reference o fional s reo c i aua rw iex incustnes, Inc. I hu Dec OS 11:44:16 2005 Page 1 6'3-0 12-6-0 18-9-0 25-0-0 6-3-0 6-3-0 6-3-0 6-3-0 Scale = 1:41.1 a 4 m 8-40 16-8-0 25-0-0 8-40 8-4-0 8-4-0 riare vrtsets fx,Y): tA:0-4-8 0.1-8], fC:0-3-0 0-3-01 tE:Edae 0-3- 81 fG•0-4-0 0-3-41 [H•0-4-0 0 3-41 LOADING (psf) TCLL 35.0 SPACING Plates Increase 2-0-0 1 15 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCDL 7.0 Lumber Increase . 1.15 TC 0.56 BC 0.90 Vert(LL) Vert(TL) 0.30 G-H -0 71 G•H >999 >420 240 180 MII20 197/144 BCLL 0.0 BCDL 20 C Rep Stress Ina ' YES WB 1.00 Horz(TL) . 0.15 F Na Na . Code IBC2003, TP1 20C2 (Matra) Weight: 97 ib 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` EV12 X 4 SPF 1650E 1.5E EV2 2 X 4 SPF 1650E 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied a 5-9$ oc bracing. WEBS 1 Row at midpt B-I, D-F REACTIONS (IWsize) ~ = 1532/0-5-8 F iviax riu~ = 1532/0-5-8 l = 21(Ioad case 3) Max Uplift I = -585(load case 3) F = -589(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-I = -268/106 A,1 = 0/0 A-B = -229/88 B-C = -355311357 GD = -3320/1266 D-E _ -173/61 E-F = -2541100 BOT CHORD H-I = -1199/3083 G-H = -1498/3876 F-G = -1073/2782 WEBS B-I = -3062/1171 WEBS B-H = -256/696 GH = -384/149 GG = -653/261 D-G = -3211850 D-F = -2841/1097 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psF, BCDL=4.2psF; Category II; F~cp C; enclosed; MWFRS gads end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This fuss requires piaie inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 ib uplift at joint I and 589 Ib uplift at joint F. 6) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 7) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to buss TC w/ 2-10d nails. LOAD CASE(S) Standard W m D z D r r nm~ Nz~ ~y cmc z~~ c ~~o ~pN yrn ~ ~ ~m D ~v= ~ mmD v m z i 0 ~ m Job Truss Truss Type Qty Ply MD BUILDERS - FONGS B12028-5 Al B ROOF TRUSS 2 1 Job Reference (optiona0 vrv,~. rrco ~ punnv rn~w~, vhnv rn~w, v o~t~c O.LUV S r'eD L 1 LUU' M IBK Ir1OU5II1B5, InG. InU NBG VO 11.'w. io cw:i rayc i I 7-3-0 1 46-0 21-9-0 , 29-0-0 _ , ~ ~ 7-3-0 7-3-0 7-3-0 7-3-0 Scale: 1/4"=1' J N Y m 9-8-0 19-40 , 29-0-0 9-8-0 9-8-0 9-8-0 Plate Offsets (X,Y): [A:0.4-8,0-1-8], [C:0-3-0,0-3-0], [G:0-4-0,0-3-4], [H:0-4-0,0-3-41 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 35.0 Plateslnrxease 1.15 TC 0.64 Vert(ll) 0.28 GH >999 240 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.67 GH >516 180 BCLL 0.0 Rep Stress Inw YES WB 0.99 Horz(TL) 0.13 F rJa rJa BCDL ~.,.., Code IBC2003ffP12002 (Matrix} I I Weight: i22 ib LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 DF 2400E 2.0E WEBS 2 X 4 SPF Stud/Std `Except' EV1 2 X 4 SPF 1650E 1.5E EV2 2 X 4 SPF 1650E 1.5E W6 2 X 4 SPF 1650E 1.5E BRACING TOP CHORD Slntctural wood sheathing directly applied w 3-1-14 oc purlins, except end verticals. Except: 1 Row at midpt 1-J BOTCHORD Rigid ceiling directly applied w 6-9-15 oc braang. WEBS 1 Row at midpt I-J, D-F 2 Rows at 1/3 pts B-I RCFU.IIDIYD tIW5Re) I = naoio-s-8 F = 1780/0-5-8 Max Horz I = -25(load case 4) Max Uplift I = -685(load case 4) F = -679(load case 4) FORCES (Ib) Maximum Compn:ssionlMaximum Tension TOP CHORD A-1 = -287/113 A-J = 010 A-B = -157/54 B-C = -3280/1251 GD = -347711328 D-E _ -192174 E-F = -296)117 BOT CHORD H-I = -1039/2758 G-H = -1446/3801 BOT CHORD F-G = -1149/3012 WEBS B-I = -2916/1127 B-H = -347KJ17 GH = -645/259 GG = -405/157 D-G = -283/769 D-F = -3108/1187 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25fY, TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; ertGosed; MWFRS gable end mne; prfilever left arM rlgM exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load noncorxxrrrent wRh any other live IOads. 5) This truss requires plate inspection per the Tooth Count Method when this buss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capade of withstanding 685 Ib uplift at joint I and 679 Ib uplift at joint F. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flat orientation) pudins at oc spaang indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard I H G F ROOF TRUSS 14 7-2-6 14-4-13 21-7-3 28-9-10 36-0-0 43-2-6 50-4-13 57-7-3 64-9-10 72-0-0 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 Scale =1:118.5 0.25 12 i• 7 w 7-2-6 13-3-3 19-10-12 26-6-6 33-1-15 39-9-9 46-5-2 53-0-12 59-4-8 65-8-4 72-0-0 7-2-6 6-0-13 6-7-9 6-7-9 6-7-10 6-7-9 6-7-9 6-7-10 6-3-12 6-3-12 6-3-12 LOADING (psf) TCLL 35.0 SPACING 2-0-0 Plates Increase 1 15 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCDL 7.0 . Lumberlncrease 1.15 TC 0.93 BC 0.79 Vert(LL) Vert(TL) -0.83 S-T -1 80 S-T >763 >353 240 180 MI120 197/144 BCLL 0.0 BCDL 20.0 Rep Stress Irxx YES Code iBC2003lfP12002 WB 0.99 Horz(TL) . 0.21 O Na Na MII20H M1118H 148!108 141/138 (Matrix) I ~ Weight: 511 Ib LUMBER TOP CHORD 2 X 8 DF SS BOT CHORD 2 X 8 DF SS WEBS 2 X 4 SPF Stud/Std `Except` EV1 2 X 4 SPF 1650E 1.5E W1 2X4SPF 1650E 1.5E W3 2 X 4 SPF 1650E 1.5E W5 2 X 4 SPF 1650E 1.5E W 12 2 X 4 SPF 1650E 1.5E W 13 2 X 4 SPF 1650E 1.5E W14 2 X 4 SPF 1650E 1.5E W 15 2 X 4. SPF 1650E 1.5E W 16 2 X 4 SPF 1650E 1.5E W 17 2 X 4 SPF 1650E 1.5E BRACING TOP CHORD Structural wood sheathing direcfly applied or 2-2-0 oc pudins, except end verticals. Except: 1 Row at midpt W-X BOI f.:HO1tU Rigid ceiling directly applied or 3-5-15 oc bracir~. WEBS 1 Row at midpt W-X, F-O, I-O, K-M 2 Rows at 1/3 pts B-W, J-N REACTIONS (IWsize) W = 26rno-s-s L = -140/0-5-8 O = 6215/0.6-10 (input 0.3-8) Max Harz W = -62(load case 4) Max Uplift W = -1083(load case 4) L = -140(load case 1) O = -2378(load case 4) Max Grav W = 2817(load case 1) L = 53(Ioad case 4) O = 6215(load case 1) Max Grev W = 2817(load case 1) L = 53(load case 4) O = 6215(load case 1) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-W = -301/118 A-X = 0/0 A-B = -139/48 B-C = -8362/3205 GD = -10424/3996 D-E _ -10768/4137 E-F = -9220/3537 F-G = -5424/2085 G-H = -388/1045 H-I = -3899/10220 I-J = -1949/5116 J-K = -567/1492 K-L = -90/242 K-Y = 0!0 BOT CHORD V-W = -1939/5203 U-V = -1939/5203 T-U = -3356/8879 S-T = -4087110765 RS = -4023/10575 Q-R = -3051/8015 P-O = -959/2529 0.P = -5911/2265 N-O = -624112387 M-N = -1795/685 L-M = -7/1 WEBS B-W = -5581/2147 B-V = -87/397 B-U = -1374/3574 GU = -1520/592 GT = -680/1764 D-T = -698/278 WEBS QS = -26/148 ES = -114/411 E-R = -1621/620 F-R = -616/1636 F-O = -3167/1213 G-O = -135913578 G-P = 1515/1731 H-P = -2155/5657 H-O = -5731/2197 I-O = -4410/1695 I-N = -685/1807 J-N = -354011360 J-M = -290/779 K-M = -1554/596 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cardilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) WARNING: The unusually long span and/or configuration of this thus requires that extreme care be used in its application. Use proper fransportation, uNoading and erection methods. Assure that all required web lateral bracing is communicated to the twilding contractor. Ensure that overall building bracing is designed by a qualfied engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This tnls5 requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection. 8) WARNING: Required bearing size at joint(s) O greater than input bearing s¢e. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1083 Ib uplift at joint W, 140 Ib uplift at joint L and 2378 Ib uplift at joint O. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 11) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d na1s. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 612028-5 A3 ROOF TRUSS g 1 BMC WEST (IDAHO FALLS), I DAHO FALLS, ID 83402 Job Reference o tional - - -- - ~ ---_ .................... .... ......,~....., ~ ,.~-.. ~ , ~~~„ aye 8-0-0 16-0-0 240-0 32-0-0 40-0-0 48-0-0 56-0-0 64-0-0 72-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 Scale = 1:118.5 0.25 12 ~~ 3-0-0 11-6-7 19-10-1 28-1-12 36-5-7 44-9-1 53-0-12 62-6-6 72-0-0 3-0-0 8-6-7 8-3-11 8-3-11 8-3-11 8-3-11 8-3-11 9-5-10 9-5-10 LOADING (psf) TCLL 35 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L!d PLATES GRIP I . TCDL 7.0 I Plateslncrease 1.15 Lumber Increase 1 15 TC 0.94 Vert(LL) -0.81 P >741 240 MII20 197/144 BCLL O.C . Rep Stress Ina teS BC 0.91 WB 0 97 Vert(TL) -1.75 P-O >342 180 MIIZOH 148/108 I BCDL 20.0 Code IBC2003/TPI2002 l . (Matrix) Horc(TLj 0.30 M nia Na MII18H 141/138 Weigh: 4591b LUMBER TOP CHORD 2 X 8 DF SS TOP CHORD WEBS BOT CHORD 2 X 6 DF 1800E 1.6E A-U = 0/0 I-K = -615/1610 WEBS 2 X 4 SPF Stud/Std'ExcepC A-B = -57/213 EV1 2 X 4 SPF 1650E 1.5E B-C = -5344/2069 NOTES EV2 2 X 4 SPF 1650E 1.5E W2 2 X 4 SPF 1650E 1 5E GD D E = -8654/3333 _ 1) Unbalarx~d roof live loads have been . W3 2 X 4 SPF 1650E 1.5E - E-F -9454/3637 = -7251/2790 considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; W 10 2 X 4 SPF 1650E 1.5E W11 2 X 4 SPF 1650E 1 5E F-G G H = -1399/545 = TCDL=4.2psf, BCDL=4.2psf; Category II; Exp . W 12 2 X 4 SPF 1650E 1.5E - H-I -3291/8615 = -80912128 C; enclosed; MWFRS gable end zone; W 13 2 X 4 SPF 1650E 1.5E I-J = -135148 cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate gdp W 15 2 X 4 SPF 1650E 1.5E J-K = -294/116 DOL=1.33. BRACING J-V - 0/0 3) WARNING: The unusually long span and/or TOP CHORD BOT CHORD S T configuration of this truss requires that extreme Structural wood sheathing directly applied or - R-S = -13/38 = -1266/3372 care be used in tls application. Use proper 2-2-0 oc pudins, except end vertigls. Except: O-R = -2850/7493 transportation, unloading and erection methods. Assure that all required web lateral bracing is 1 Row at midpt T-U BvT CHORD P-O = -3624/9503 communicated to the buildi contractor. ~ Rigid ceiling directly applied or 3-4-1 oc lxacing O-P N-O = -3413/8941 = -2036/5337 Ensure that over-all building bracing is . WEBS M N = 185 / designed by a qualfied engineer, architect, or 1 Row at midpt T-U B-S GR E-O F-N H-M - L-M - 5 716 = -5970/2289 building designer. 4) Provide adequate drainage to prevent water , , , , , 2 Rows at 1/3 pts G-M K-L WEBS = -1434/549 ponding. 5) This truss has been designed fora 10.0 psf REACTIONS Ib/size ( ) A-S B-S = -369/101 = -4351/1679 bottom chord live load nonconcurrent with any K = 41/0-5$ S B-R = -1027!2691 other live loads. 6) All plates are MT20 plates unless othervvise 3060/05$ M = GR = -2635/1018 indicated. 5791/0-6-3 (input: 0-3-8) Max Horz C-Q = _565/1488 7) This buss requires plate inupection per the S = -62(load case 4) 0.Q 0.P = -1053/413 = -72!217 Tooth Count Method when this truss is chosen Max Uplift E-P = -228/625 for quality assurance inspection. 8) WARNING: Required bearing size atjoint(s) K = -15(load case 4) S = E-O = -2008/774 M greater than input bearing size. -1104(load case 4) M = F-O = -898/2372 9) Provide mechanical connection (by others) of -2218(load case 4) F-N = -4512/1734 truss to bearing plate capable of withstanding FORCES (Ib) G-N G M = -155114077 15 Ib uplift at joint K 1104 Ib uplift at joint S and Maximum Compression/Ivtaximum Tension - H-M = -7514/2884 = -3348/1293 22181b uplift atjoiM M. 10) This truss is designed in accordance with TOP CHORD A-T - -11/38 H-L = -1560/4084 the 2003 IMemational Building Code section I-L = -1205/473 2306.1 and referenced standard ANSUTPI 1. 11) Design assumes 4x2 (flat orierrtation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard T S R O P O N M L K Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 612028.5 A4 ROOF TRUSS 6 1 BMC WEST (IDAHO FALLSI. I DAHO PAI I s m naam _ __ Job Reference o tional _ _ . _. ____ . __ .. _ _ o.zuu s reD n LW5 M IeK Intlustnes, Inc. Thu Dec O8 11:44:18 2005 Page 1 i 8-0-0 16-0-0 24-0-0 32-0-0 40-0-0 48-0-0 ~ 56-0-0 4 64-0-0 ~ 72-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 0.25 12 8-0-0 8-0-0 8-0-0 8-0-0 Scale =1:118.5 3-2-12 3-0-0 12-4-14 21-7-0 30-9-2 39-11-4 48-0-0 56-0-0 64-0-0 72-0-0 3-0-0 9-2-2 9-2-2 9-2-2 9-2-2 8-0-12 8-0-0 8-0-0 8-0-0 0-2-12 *** Design Problems '~** REVIEW REQUIRED LSL Length Exceeded: AJ LOADING (psf) TCLL 35 0 SPACING 2.0-0 CSI DEFL in (IoC) I/defl Ud PLATES GRIP . TCDL 7.0 Plates Increase 1.15 Lumber Increase 1 15 TC 0.95 BC 0 54 Vert(LL) -0.32 L-M >999 240 M1120 187/144 BCLL 0.0 . Rep Stress Irxx NO . WB 0.99 Vert(TL) Horz(TL) -0.72 L-M 0.13 K >534 Na 180 Na MII20H 148/108 BCDL 20.0 Code IBC2003/TPI2002 (Matrbc) Weigh: 4221b LUMBER TOP CHORD 2 X 6 DF 1800E 1.6E'Except' T6 2 X 6 LSL Truss Grade BOT CHORD 2 X 6 DF 1800E t.6E WEBS 2 X 4 SPF Stud/Std'Except' EV2 2 X 4 SPF 1650E 1.5E W92X4DF2400F2.OE W11 2 X 4 SPF 1650E 1.5E W 13 2 X 4 SPF 1650E 1.5E W77 2 X 4 SPF 1650E 1.5E BRACING TOP CHORD Siruciurai wood sireaihing directy applied or 4-35 oc purlins, except end verticals. Except: 1 Row at midpt T-U BOT CHORD Rigid ceiling directly applied or 3-7-5 oc bracing. WEBS 1 Row at midpt T-U, B-S, F-N, H-N, I-M, J-L 2 Rows at 1/3 pts D-P, E-O REACTIONS (Ib/size) K = 1489/0-5-8 S = 2251/0-5-8 O = 535210-5-11 (input: 0-5-8) Max Horz S = -62(load case 4) Max Uplift K = -569(load case 4) S = -794(load case 4) O = -2050(load case 4) Continued on page 2 FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-T = -26/38 A-U = 0/0 A-B = X9/192 B-C = -345511344 GD = -4164/1613 D-E _ -1410/556 E-W = -2034/5357 F-W = -2034/5342 F-X = -264/117 V-JC = -2791117 GH = -2741109 H-I = -3577/1372 I-J = -3708!1418 J-K = -1295/499 J-V = 010 BOTCHORD S-T = -21/56 R-S = -795/2146 Q-R = -1573/4163 P-Q = -1458/3856 O-P = -285888 N-O = -5132/1981 M-N = -135213547 L-M = -1429/3738 K-L = -135/353 WEBS A-S = -368/102 BS = -2855/1106 &R = -62511640 GR = -958/377 GO = -31/209 WEBS D-Q = -174/570 D-P = -269111032 E-P = -583/1548 E-O = -6529/2500 F-O = -2684/1038 F-N = -2193/5715 GN = -606/241 H-N = -3428/1318 H-M = -142/511 I-M = -175/71 I-L = -606/241 J-L = -1321/3459 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; poroh left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) WARNING: The unusually long span and/or configuration of this truss requires that extreme care be used in its appligtion. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that overall building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load noncencurreM with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 7x8 M1120 unless otherwise indicated. 8) This miss 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) O greater than input bearing s'ae. 10) Provide mechanical connection (by others) of truss to bearing plate capable of wfihstandirg 569 Ib uplift at joint K, 794 Ib uplift at joint S and 20501b uplift at joint O. 11) This truss is designed in accordance with the 2003 International Building Cade section 2306.1 and referenced standard ANSUTPI 1. 12) Design assumes 4x2 (flat orierttation) pudins at oc spacing indicated, fastened to truss TC w/ 2-tOd nails. 13) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 6-4-12 oc max. starting at 36-0-0 from the left end to 42-4-12 to connect truss(es) ??? (1 ply 2 X 4 SPF) to fivM face of top ctard. 14) Fill all nad fides where hanger is in conNad with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The desigNseledion of such connection device(s) is the responsibility of others. Job Truss Truss Type Qty Ply MD BUILDERS -FONDS 612026-5 A4 ROOF TRUSS 6 1 Job Reference o 'onal NOTES.. ~ .,~ ., „~....~ ,,.,.. ~.,~ ~, ~ or.~~ 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). o.zuu s reo t i zuua nm ieK mausmes, mc, i nu uec ua ri:•w:ia Iwo rage ~ LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-J=-84, K-T=-40 Concentrated Loads (Ib) Vert: W=-100(F) X=-100(F) Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 612028-5 J4 ROOF TRUSS 1 1 e..~ ~.~~~r,,.,.,.....-., ~ .., . .....,. ~... ,.._ __.__ Job Reference o tional ~.~~~ ~ ~e~ ~ ~ ~~~., ~,,. ~ ~n ~~ ~~~~~~ ~ ~ ~~. ~ ~ ~~ w~ ~o ~ ~.~,-..~~ ~,,.,., Kayo 3-0-0 3-0-0 Scale =1:11.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Irxxease 1.15 TC 0.41 Vert(LL) -0.00 GD >999 240 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.02 GD >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C Na Na BCDL 20.0 Code IBC2003RPI2002 (Matrix) Weigh: 171b LUMBER TOP CHORD 2 X 4 SPF Stud/Std BOT CHORD 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) D = 16810-5-8 c = 1s8/asB Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-D = -114/45 A-B = 0/0 B-C = -114/45 BOT CHORD GD = -0/0 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; F~cp C; enGosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lump DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This buss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this Wss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift atjoint D and 641b uplift atjoint C. 6) This buss is designed in accordance with the 2003 Intematronal Building Code section 2306.1 and referenced standard ANSIffPI 1. LOAD CASE(S) Starxiard 3-0-0 3-0-0 Job Truss Truss Type Qty Ply MD BUILDERS -FONDS 612028-5 JS ROOF TRUSS 1 1 BMC WEST (IDAHO FALLSI. I DAHO FALLS. In Raaro Job Reference o tional ~.-..~ ~ ~ o.. ~ ~ ~....., ~.. ~c~ ~~ ~uuau ica, ice. i nu uec, uo i i.~+•r.c< cwo rage i 3-0-0 3-0-0 T1 EV1 1 EV2 B1 C I 3-0-0 , 3-0-0 Scale = 1:11.8 LOADING (psf) TCLL 35.0 SPACING Plates Increase 2-0-0 1 15 CSI TC 0 41 DEFL in (loc) Udefl Ud PLATES GRIP TCDL 7.0 Lumber Increase . 1.15 . BC 0.29 Vert(lJ_) -0.00 GD >999 Vert(TL) -0.02 GD >999 240 180 MII20 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horc(TL) -0.00 C nla n/a BCDL 20.0 Code IBC2003l1"PI2002 (Matrbc) Weight 171b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF Stud/Std truss to bearing plate capable of withstanding BOT CHORD 2 X 4 SPF StudlStd 641b uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF Siud/Std 6) This truss is designed in accordance with the 2003 International Building Code section 2306.1 BRACING and referenced standard ANSUTPI 1. TOP CHORD Structural wood sheathing directly applied w 3-0-0 oc pudins, except end verticals. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied w 10-0-0 oc bracing. REACTIONS (Ib/s¢e) D = 168/0-5.8 C = 168/0-5-8 Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressionlMaximum Tension TOP CHORD A-D = -114/45 A-B = 0/0 B-C = -114!45 BOT CHORD GD = -0/0 WEBS A-C = -0ro NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL~.2psf; BCDL=4.2psf; Category it; Exp C; enclosed; MWFRS gable end mne; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has Been designed fw a 10.0 psf bottom chord live load nonconcun'ent with any other live loads, 4) This buss requires plate inspection per the Tooth Count Method when this truss is chosen fw quality assurance inspection. Job Truss Truss Type Qty Ply MD BUILDERS -FONDS 612028-5 J6 ROOF TRUSS 1 1 Job Reference (optional) orvn. VVCJ I tIVMrIV rMLLJJ~ IU/11"IV rALLJ, IU OJ'!UG O.NU J reu <i NUJ rvo den ~nuuau~ca, ins. uiu uc~ w ~ ~.~-r..... ~...... ~ ..y.. Scale: 1"=1' 3-0-0 LOADING (psf) SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Inca YES BCDL 20.0 Code IBC2003/TPf2002 LUMBER TOP CHORD 2 X 4 SPF StudlStd BOT CHORD 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied w 3-0-0 oc pudins, except erxl verticals. BOT CHORD Rigid ceiling directly applied w 10-0-0 oc txacing. REACTIONS (Iblsize) D = 168/0-5.8 C = 168/0-5.8 Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressionlMaximum Tension TOP CHOrtD A-D = -114/45 A-B = 0/0 B-C = -114/45 BOT CHORD GD = 0/0 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL~.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load rwnconcurtent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. CSI DEFL in (loc) Udefl L/d PLATES GRIP TC 0.41 Vert(LL) -0.00 GD >999 240 MII20 197/144 BC 0.29 VeR(TL) -0.02 GD >999 180 WB 0.00 Hoa(TL) -0.00 C n/a n/a (Matte) Weigh: 17 Ib 5) Provide mechanical connection (by others) of truss to bearing plate capade of withstanding 64 Ib uplift at joint D and 64 Ib uplift at joint C. 6) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard 3-0-0 , ,"~ o --, 3-0-0 Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 612028-5 J7 ROOFTRUSS 1 1 BMC WEST (IDAHO FALLSI. I DAHO Fai i S in naam Job Reference o 5onal 6.200 s Feb 21 2005 MTek IndusVies, Inc. Thu Dec 0811:44:23 2005 Page 1 Scale: 1"=1' 3-0-0 LOADING (psf) TCLL 35 0 SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP . TCDL 7 0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.00 C-D >999 240 MII20 197/144 . Lumber lrxxease 1.15 BC 0.29 Vert(TL) -0.02 C-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n!a nla BCDL 20.0 Code IBC2003/TPI2002 (Matrix) Weigh: 171b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF Siud/Std truss to beadrg plate capable of withstanding BOT CHORD 2 X 4 SPF Stud/Std 64 Ib upl'rft at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF Stud/Std 6) This truss is designed in accordance with the 2003 International Building Code section 2306.1 BRACING and referenced standard ANSVTPI 1. TOP CHORD Structural wood sheathing directly applied w 3-0-0 oc pudins, except end verticals. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied w 10-0-0 oc bracing REACTIONS (Ib/size) D = 168/0-5-8 C = 168/0-5.8 Max Uplift D = -64(Ioad case 3) C = -64(load case 3) FORCFU; (Ib) Maximum CompressionlMaximum Tension Tnp runRn A-D = -114!45 A-B = 0/0 &C = -114/45 BOT CHORD GD = -0/0 WEBS A-C = 0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psF Category II; Exp C; enclosed; MWFRS gable end wne; cantilever left and right exposed ;porch left and right exposed; lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fw a 10.0 psf bottom chord live load nonconcurrent wfth any other live loads. 4) This truss requires plate inspection per the Tooth Courrt Method when this truss is chosen fw quality assurance inspection. ~~ 3-0-0 , 3-0-0 Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 812028-5 J2 ROOF TRUSS 1 1 BMC WEST (IDAHO FALLS), I DAHO FALLS. ID 83402 Job Reference o tional _.___ ,...... -.....,... ... ~ o,. ,~,....~.~ ~ ~~. i i ~u w~ oo ~ i.w`.c ~ <vva rage i 3-0-0 3-0-0 T1 EV1 1 EV2 B1 C 3-0-0 3-0-0 Scafe = 1:11.4 LOADING (psf) TCLL 35.0 SPACING Plates Irxx~se 2-0-0 1 15 CSI TC 0 41 DEFL in (loc) Udefl Ud PLATES GRIP TCDL 7.0 Lumber Increase . 1.15 . BC 0.29 Vert(LL) -0.00 GD >999 240 Vert(TL) -0.02 GD >999 180 MII20 197/144 BCLL 0.0 Rep Stress Inca YES WB 0.00 Horz(TL} 0.00 C Na Na BCDL 20.0 Code IBC2lm3/TPI2002 (Matrix) Weigh: 161b LUMBER 5) Provide mechanical c~nrtection (by others) of TOP CHORD 2 X 4 SPF Stud/Std truss to bearing plate capable of withstanding BOT CHORD 2 X 4 SPF Stud/Std 641b uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF StudlStd 6) This truss is designed in accordance with the 2003 International Building Code section 2306.1 BRACING and referenced standard ANSUfPI 1. TOP CHORD Structural wood sheathing directly applied or 3-0-0 oC pudins, except end verticals. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc braang. REACTIONS (Ib/size) D = 168J0-5-8 C = 168/0-5-8 Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-D = -114/45 A-B = 0/0 B-C = -114/45 BOT CHORD GD = -0/0 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category g; Exp C; enclosed; MWFRS gable end zone; cantilever left arxi right exposed ;porch left arW right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chorcl live load nonconcunent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 612028-5 J3 ROOF TRUSS 1 1 „~ Job Reference o tional -- ~ ~~-• - •- • • •--~-~~ •~• ^ •~- ~ • ~-~• ~~ ~~^~~ o.cw s rao c ~ cuw m ~eK mausmes, mc. i nu uec ~o i r.~w:cc aw rays i Scale = 1:11.5 3-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Ina YES BCDL 20.0 Code IBC2003lTPI2002 LUMBER TOP CHORD 2 X 4 SPF Stud/Std BOT CHORD 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF StudlSYd BRACING TOP CHORD Structural wood sheathing directly applied a 3-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied Or 10-0-0 oc txacing. REACTIONS (Ib/s¢e) D = 168/0-5-8 C = 168/0-5-8 Max uplift D = -64(Ioad case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressionlMaximum Tension ~ Vf" I.IIVRD A-D = -114145 A-B = O10 B-C = -114/45 BOTCHORD GD = 0/0 WEBS A-C = 0!0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. CSI DEFL in (loo) Vdefl L/d PLATES GRIP TC 0.41 Vert(LL) -0.00 GD >999 240 MII20 197/144 BC 0.29 Vert(TL) -0.02 GD >999 180 WB 0.00 Haz(TL) 0.00 C Na Na (MIX) Weigh: 171b 5) Provide mechanipl connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at joint D and 64 Ib uplift at joint C. 6) This truss is designed in accordance with the 2003 IMemational Bu~7ding Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard ~, 3-0-0 B-~ 3-0-0 612028-5 J8 ROOF TRUSS 1 s 3-0-0 3-0-0 r1 EV1 1 EV2 B1 C 3-0-0 3-0-0 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lld Plates Increase 1.15 TC 0.41 Vert(LL) -0.00 C-D >999 240 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.02 GD >999 180 Rep Stress Irrcr YES WB 0.00 Horz(TL) 0.00 C Na Na Code IBC2003/TPI2002 (Matra) LUMBER TOP CHORD 2 X 4 SPF StudlStd BOT CHORD 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF StudlStd BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brecing. REACTIONS (Ibls¢e) D = 168/0-58 C = 168!0-5$ Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressionlMaximum Tension TOP CHORD A-D = -114!45 A-B = 0/0 B-C = -114145 BOTCHORD GD = -0/0 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf, Category II; Exp C; enclosed; MWFRS gable end mne; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection pet the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at joint D and 64 Ib uplift at joint C. 6) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard PLATES GRIP MII20 197/144 Weight: 17 Ib Scale = 1:12.2 Job Truss Truss Type Qry Ply MD BUILDERS -FONDS 612028-5 J9 ROOF TRUSS 1 1 InL. osae.n.s r....r....~n U.GVU J rtlU G I GVVJ Ih ItlR IIIUWUItlJ, 1111:. I IIU Utll: VO I I.`W.GY GUV:J rGl~tl I 3-0-0 3-0-0 3-0-0 Scale =1:12.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.00 GD >999 240 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.02 GD >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 C Na Na BCDL 20.0 Code IBC2003/TPI2002 (Matrix) Weight: 171b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF Stud/Std truss to bearing plate capable of withstanding BOT CHORD 2 X 4 SPF Stud/Std 64 Ib uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF Stud/Std 6) This truss is designed in accordance with the 2003 International Building Cade section 2308.1 BRACING and referenced standard ANSUfPI 1. TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins, except end verticals. LOAD CASE(S) BOT CHORD Standard Rigid c~7ing directly applied a 10-0-0 oc bracing. REACTIONS (Ib/size) D = 168/0-5-8 c = 1sa~/o-5-e Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (1b) Maximum CompressionlMaximum Tension rna runan A-D = -114/45 A-B = 0/0 B-C = -114/45 BOT CHORD GD = -010 WEBS A-C = -Ol0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; poroh left arxi right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fa a 10.0 psf bottom chord live load rwncorxxurent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ~I ~cDim~ ;Z1ZZ(A z~~m ~~DN ~~v~ ~~~2 ~ m -n D °~m O m N 0 v z rn D v 00 C r v rn Job Truss Truss Type Oty Ply MD BUILDERS - FONGS 612028-5 Al ROOF TRUSS 8 1 a~,r wcc-rnneun oei ~ c~ ~ ~,,.,., ~., , ~ ,...,.,.,,.. Job Reference o tional 6.LUU 5 I•e5 11 2UU51KiTeK IntluSV18S, InC. Thu DeC OS 11:44:15 2005 Page 1 8-0-0 16-0-0 , 240-0 32-0-0 40-0-0 48-0-0 56-0-0 64-0-0 72-0-0 , 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 0.25 12 Q 9-5-2 18-10-5 28-3-7 37-8-10 47-1-12 56-0-0 64-0-0 72-0-0 , 9-5-2 9-5-2 9-5-2 9-5-2 9-5-2 8-10-4 8-0-0 8-0-0 U R 0 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 20.0 SPACING 2-0.0 Plates Irxxease 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC2003/TPI2002 CSI TC 0.96 BC 0.81 WB 0.99 (Matrix) DEFL in (loc) Udefl IJd Vert(LL) -0.67 P-O >840 240 Vert(TL) -1.50 P-O >375 180 Harz(TL) 0.28 N Na Na PLATES GRIP MII20 197/144 MII20H 148/108 Weigh: 4771b LUMBER NOTES TOP CHORD 2 X 8 DF SS TOP CHORD 1) Unbalarx~d roof live loads have been BOT CHORD 2 X 6 DF 1800E 1.6E A-B = -269/97 considered for this design. LOAD CASE(S) WEBS 2 X 4 SPF Stud/Std'Except' B-C =5406/2068 2) Wind: ASCE 7-98; 90mph; h=25ft; Standard EV1 2 X 6 DF 1800E 1.6E GD = -8031/3077 TCDL=4.2psf; BCDL=4.2psf, Category II; Exp EV2 2 X 6 DF 1800E 1.6E D-E _ -7257/2786 C; enclosed; MWFRS gable end zone; W 1 2 X 4 SPF 1650E 1.5E E-F = -2299/893 cantilever left and right exposed ;porch left and W8 2 X 4 SPF 1650E 1.5E F-G = -2747/7236 right exposed; Lumber DOL=1.33 plate grip W9 2 X 4 SPF 1650E 1.5E G-H = -556/1505 DOL=1.33. W10 2 X 6 DF 1800E 1.6E H-I = -564/1508 3) WARNING The unusually long span arxi/or W 12 2 X 4 SPF 1650E 1.5E IJ = -1035/399 configuration of this truss requires that extreme BRACING J-K = -553/216 care be used in its application. Use proper TOP CHORD J-U = 0/0 BOT CHORD transportation, urdoading and erection methods. Structural wood sheathing directly applied or RS = -1784/4791 Assure that all required web lateral bracing is communicated to the building contractor. 2-2-0 oc pudins, except end verticals. Except: O-R = -287917620 Ensure that over-all building bracing is 1 Row at midpt S-T P-O = -3086/8133 designed by a qualified engineer, architect, or BOT CHORD 0.P = -2253/5931 building designer. Rigid ceiling directly applied or 3-1-12 ac bracing. N-O = -165/450 4) Provide adequate drainage to prevent water WEBS M-N = -640912454 ponding. 1 Row at midpt L-M = -39211020 5) This truss has !lean designed fora 10.0 psf S-T, GR, E-O, G-M K-L = -138/361 bottom chord live load norxpncurreM with any 2 Rows at 1/3 pts WEBS other live loads. B~S, F-N, I-M B$ _ -4920/1898 6) All plates are MT20 plates unless otherwise REACTIONS (Ib/size) B-R = -582/1533 GR = -2461/957 indicated. 7) This truss requires plate inspection per the S = 2497J0-5-8 K = C-Q = -2261644 Tooth Court Method when this truss is chosen 733/05.8 D-O = -128/176 for quality assurance inspection. N = 564610-6.0 (input: 0-5-8) D-P = -10761414 8) WARNING: Required bearing s¢eatjoiM(s) Max Horz S = E-P = -617/1650 N greater than input bearing sae. -62(load case 4) Max Uplift E-O = -405311551 9) Provide mechanical connection (by others) of S = F-O = -1061/2808 truss to bearing plate capable of withstanding -959(load case 4) K F-N = -8188/3130 959 Ib uplift at joint S, 281 Ib uplift at joint K and = -281(load case 4) G-N = -2497/965 2159 Ib uplift at joint N. N = -2159(load pse 4) G-M = -1969/5141 10) This truss is designed in accordance with FORCES (Ib) H-M = -5211208 I M the 2003 IMemational Building Code section Maximum CompressioNMaximum Tension - = -2613/1002 I-L = -65/361 2306.1 and referenced standard ANSUTPI 1. 11) Design assumes 4x2 (flat orientation) TOP CHORD J-L = -2651688 pudins at oc spacing indicated, fastened to A-S =-063/143 truss TC w/ 2-10d nails. A-T = 0/0 8-0-0 8-0-0 8-0-0 Scale = 1:118.5 Job Tn~ss Truss Type Qty Ply MD BUILDERS - FONGS 6120285 Al A ROOF TRUSS 2 1 Q~~, ~eiocT ~~~~~~ _~~ ~ ~~ ~ ~ Job Reference o Gonal 6-3-0 12-6-0 6-3-0 6-3-0 ,,.~„~ > ~e~ < ~ <~~,, rv. ~ e~ ~~ ~~~~u ~ ~~. ~ ~ ~~ .,a. ~o , ,.,-.. ~ ~ <~~., Faye 18-9-0 6-3-0 25-0-0 6-3-0 Scale = 1:41.1 8-40 16-8-0 8-4-0 25-0-0 8-40 Y Plate Offsets (X,Y): [A: 0-4-8 0.1-8] [C:0.3-0 0-3-01 [E•Edae 0.3- 8] [G•0-4-0 0.3-41 [H•0-4-0 0-331 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plates Incr~se 1.15 TC 0.56 Vert(LL) 0.30 G-H >999 240 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.71 G-H >420 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.15 F Na Na BCDL 20.0 Code IBC2003/TPI2002 (Matra) Weigh: 971b LUM6ER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF StudlStd `Except' EV1 2 X 4 SPF 1650E 1.5E EV2 2 X 4 SPF 1650E 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. WEBS 1 Row at midpt B-I, D-F REACTIONS (Ib/s¢e) I = 1532/05-8 F = 1532/05$ Max Hoe I = 21(load case 3) Max Uplift I = -585(load case 3) F = -589(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-I = -268/106 AJ = 0/0 A-B = -229/88 B-C = -3553/1357 GD = -3320/1266 D-E _ -173/61 E-F = -254/100 BOT CHORD H-I = -1199/3083 G-H = -1498/3876 F-G = -1073/2782 WEBS B-I = -306211171 WEBS B-H = -256/696 GH = -384/149 GG = -653/261 D-G = -321/850 D-F = -2841/1097 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL~.2psf; Category II; Exp C; erxiosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This buss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 Ib uplift at joint I and 589 Ib uplift at joint F. 6) This truss is designed in arx:ordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUfPI 1. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing irxlicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply MD BUILDERS - FONGS 8120285 Al B ROOF TRUSS 2 1 RYAP U/CCT /Ineun rel I C, I nwu~ rw~ , n ,.. nn.nn In6 Rer .n....e /."...~....~n 7-3-0 , 14-6-( 7-3-0 7-3-0 V.<VV J I-OV G I GVVJ IVY IOM1 IIIVUJUIOJ, IIIV. I IIV L/OV VV I I.-Yi. I V GVUJ rGI~C I 21-9-0 7-3-0 29-0-0 7-3-0 Scale: 1/4"=1' i 9-8-0 9-8-0 29-0-0 9-8-0 N M Plate Offsets (X,Y): tA: aa-B.al-at [c:a3-o a3-ot [G:o-a-o a3-at [H~a4-o a3-at LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Incxease 1.15 TC 0.64 Vert(LL) 0.28 G-H >999 240 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.67 G-H >516 180 BCLL 0.0 Rep Stress Inca YES WB 0.99 Haz(TL) 0.13 F Na Na BCDL 20.0 Code IBC2003/TPI2002 (Matruc) Weigh: 1221b LUMtlCK TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 DF 2400E 2.0E WEBS 2 X 4 SPF Stud/Std *Exc~pt* EV1 2 X 4 SPF 1650E 1.5E EV2 2 X 4 SPF 1650E 1.5E W6 2 X 4 SPF 1650E 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins, except end verticals. Except: 1 Row at midpt I-J BOT CHORD Rigid ceiling directly applied or 6-9-15 oc brecing. WEBS 1 Row at midpt I-J, D-F 2 Rows at 1/3 pts g-I REACTIONS (Ib/size) I = 1780/x5$ F = 1780/0-5-8 Max Horz I = -25(load case 4) Max Uplift I = -685(load case 4) F = -679(load case 4) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-I = -287/113 A-J = 0/0 A-B = -157/54 B-C = 3280/1251 GD = -3477/1328 D-E _ -192/74 E-F = -296/117 BOT CHORD H-I = -1039/2758 G-H = -1446/3801 BOT CHORD F-G = -1149/3012 WEBS B-I = -2916/1127 B-H = -347/917 GH = -645/259 GG = -405/157 D-G = -283/769 D-F = -310811187 NOTES 1) Unbalarx~d roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf, Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) Ttas buss has been designed fora 10.0 psf bottom chord live load nonconcurreM with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this Wss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 685 Ib uplift at joint I and 679 Ib uplift at joint F. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ~ H G F 8120285 I A2 I ROOF TRUSS 114 7-2-6 14-4-13 21-7-3 28-9-10 36-0-0 43-2-6 50-4-13 57-7-3 64-9-10 72-0-0 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 7-2-6 Scale = 1:118.5 0.25 12 7-2-6 13-3-3 19-10-12 26-6-6 33-1-15 39-9-9 46-5-2 53-0-12 59-4-8 65-8-4 72-0-0 7-2-6 6-0-13 6-7-9 6-7-9 6-7-10 6-7-9 6-7-9 6-7-10 6-3-12 6-3-12 6-3-12 LOADING (psf) TCLL 35.0 SPACING 2-0-0 Plates Increase 1 15 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCDL 7.0 . Lumber Increase 1.15 TC 0.93 BC 0.79 Vert(LL) Vert(TL) -0.83 S-T -1 80 S-T >763 >353 240 180 MII20 197/144 BCLL 0.0 BCDL 20.0 Rep Stress Irxx YES Code IBC2003/TP12002 WB 0.99 (Matra) Horz(TL) . 0.21 O Na Na MII20H MII18H 148!108 141/138 Weight: 511 Ib LUMBER TOP CHORD 2 X 8 DF SS BOT CHORD 2 X 8 DF SS WEBS 2 X 4 SPF StudlStd'Except' EV1 2 X 4 SPF 1650E 1.5E W 1 2 X 4 SPF 1650E 1.5E W3 2 X 4 SPF 1650E 1.5E W5 2 X 4 SPF 1650E 1.5E W 12 2 X 4 SPF 1650E 1.5E W13 2 X 4 SPF 1650E 1.5E W 14 2 X 4 SPF 1650E 1.5E W 15 2 X 4 SPF 1650E 1.5E W 16 2 X 4 SPF 1650E 1.5E W 17 2 X 4 SPF 1650E 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Except: 1 Row at midpt W_X BOT CHORD Rigi~ fling directly appied or 3-5-15 oc bracing. 1 Row at midpt W-X, F-O, I-O, K-M 2 Rows at 1/3 pts B-W, J-N REACTIONS (IWsize) W = 2817/0-55 L = -140/0.5-8 O = 6215/0-6-10 (input: 0-3-8) Max Horz W = 52(load case 4) Max Uplift W = -1083(load case 4) L = -140(load case 1) O = -2378(load case 4) Max Grav W = 2817(load case 1) L = 53(load case 4) O = 6215(loadcase 1) Max Grav W = 2817(load case 1) L = 53(load rase 4) O = 6215(loadcase 1) FORCES (Ib) Maximum ComPressioNMaximum Tension TOP CHORD A-W = -301/118 A-X = 0!0 A-B = -139/48 B-C = -8362/3205 GD = -10424/3996 D-E _ -10788/4137 E-F = -9220/3537 F-G = -5424/2085 G-H = 388/1045 H-I = -3899110220 I-J = -1949/5116 J-K = -567/1492 K-L = -90/242 K-Y = 0/O BOT CHORD V-W = -1939!5203 U-V = -1939/5203 T-U = -3356/8879 S-T = -4087/10765 RS = -4023/10575 4R = -3051/8015 P-O = -959/2529 GP = -591112265 N-O = 5241/2387 M-N = -1795/685 L-M = -7/1 WEBS 8-W = -5581/2147 B-V = 57Y397 B-U = -1374/3574 GU = -1520/592 GT = 580/1764 D-T = 598/278 WEBS D-S = -26/148 ES = -114/411 E-R = -1621/620 F-R = -616/1636 F-O = -3167/1213 G-O = -1359/3578 G-P = -4515/1731 H-P = -2155/5657 H-O = -5731/2197 I-O = -4410/1695 I-N = -685/1807 J-N = -3540/1360 J-M = -290/779 K-M = -1554/596 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gale end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) WARNING: The unusually long span arxUor configuration of this truss requires that extreme care be used in its application. Use proper transportation, uNoading and erection methods. Assure that all required web lateral bracing is communicated to the !wilding contractor. Ensure that over-all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load rxxrconcurreN with any other live loads. 6) All plates are MT20 plates uNess otherwise indicated. 7) This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection. 8) WARNING: Required beartng size atjoint(s) O greater than input gearing size. 9) Provide rrrechanipl connection (by others) of truss to beadng plate capable of withstanding 1083 Ib uplift at joiN W, 1401b uplift atjoiM L and 2378 Ib uplift at joint O. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSViPI 1. 11) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Y VV V U T S R O P O N M L Job Truss Truss Type Qty Ply MD BUILDERS - FONGS B12028-5 A3 ROOF TRUSS 9 1 annr. wFCT nneun oei ~ c~ i nwun ~„~ ~ ~ ,.. ems.,.., Job Reference o Tional 8-0-0 ~ 16-0-0 ~ 24-0-0 32-0-0 40-0-0 48-0-0 56-0-0 64-0-0 72-0-0 , 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 Scale = 1:118.5 0.25 12 ~~ ,3-0-01 11-6-7 ~ 19-10-1 ~ 28-1-12 36-5-7 44-9-1 53-0-12 62-6-6 72-0-0 , 3-0-0 8-6-7 8-3-11 8-3-11 8-3-11 8-3-11 8-3-11 9-5-10 9-5-10 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 20.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Irxxease 1.15 Rep Stress Incr YES Code tBC2003/TPI2002 CSI TC 0.94 BC 0.91 WB 0.97 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.81 P >741 240 Vert(TL) -1.75 P-Q >342 180 Horz(TL) 0.30 M Na Na PLATES GRIP MII20 197/144 MII20H 148/108 MII18H 141/138 Weight: 4591b LUMBER TOP CHORD 2 X 8 DF SS TOP CHORD WEBS 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to BOT CHORD 2 X 6 OF 1800E 1.6E A-U = 0/0 I-K = -615/1610 truss TC w/ 2-10d nails. WEBS 2 X 4 SPF StudlStd'Except' A-B = -57/213 EV1 2 X 4 SPF 1650E 1.5E B-C = 5344/2069 NOTES EV2 2 X 4 SPF 1650E 1.5E C-D = -8654/3333 1) Unbalanced roof live loads have bean LOAD CASE(S) W2 2 X 4 SPF 1650E 1.5E D-E _ -9454/3637 considered for this design. Standard W3 2 X 4 SPF 1650E 1.5E E-F = -725112790 2) Wind: ASCE 7-98; 90mph; h=25ft; W10 2 X 4 SPF 1650E 1.5E F-G = -1399/545 TCDL=4.2psF, BCDL=4.2psf; Category II; Exp W11 2 X 4 SPF 1650E 1.5E G-H = -3291/8615 C; enclosed; MWFRS gable end zone; W 12 2 X 4 SPF 1650E 1.5E H-I = -809/2128 cantilever left and right exposed ;porch left and W 13 2 X 4 SPF 1650E 1.5E I-J = -135148 right exposed; Lumber DOL=1.33 plate grip W 15 2 X 4 SPF 1650E 1.5E J-K = -294/116 DOL=1.33. BRACING J-V = 0/0 3) WARNING: The unusually long span and/or BOT CHORD configuration of this truss requires that extreme TOP CHORD S-T = -13/38 care be used in its application. Use proper Structural wood sheathing directly applied or R-S = -1266/3372 transportation, ur~oading and erection methods. 2-2-0 oc purlins, except end verticals. Except: Q-R = -2850/7493 Assure that all required web lateral txacing is 1 Row at midpt T-U P-Q = -3624/9503 communicated to the building contractor. BOT CHORD O-P = -3413/8941 Ensure that overall building bracing is Rigid ceiling directly applied a3-4-1 oc bracing. N-O = -2036/5337 designed by a qualified engineer, architect, or WEBS M-N = -1855/716 building designer. 1 Row at midpt L-M = -5970!2289 4) Provide adequate drainage to prevent water T-U, B-S, C-R, E-O, F-N, H-M K-L =-1434/549 ponding. 2 Rows at 1/3 pts G-M WEBS 5) This truss has been designed fora 10.0 psf A-S = -369/101 bottom chord live load nonconcurrent with any REACTIONS (Ib/size) BS = X351/1679 other live loads. K = 41/0-5$ B-R = -1027/2691 6) All plates are MT20 plates unless otherwise S = 3060/05.8 C-R = -2635/1018 indicated. M = 579110-6-3 (input: 0-3-8) C-Q = -565/1488 7) This truss requires plate inspection per the Max Horz D-Q = -1053/413 Tooth Count Method when this truss is chosen S = -G2(load case 4) D-P = -72!217 for quality assurance inspectiwr. Max Uplift E-P = -228/625 8) WARNING: Required bearing s¢e atjoiM(s) K = -15(load case 4) E-O = -2008/774 M grater than input bearing size. S = -1104(load case 4) F-O = -898/2372 9) Provide mechanical connection (by others) of M = -2218(load case 4) F-N = -4512/1734 truss to bearing plate capable of withstanding G-N = -1551/4077 15 Ib uplift at joint K, 1104 Ib uplift at joint S and FORCES (Ib) G-M = -7514/2884 2218 Ib uplift at joint M. Maximum Compression/Maximum Tension H-M = -3348/1293 10) This buss is designed in accordance with TOP CHORD H-L = -1560/4084 the 2003 International Building Code section A-T = -11!38 I-L = -1205/473 2306.1 and referenced starxiard ANSUTPI 1. T S R Q P O N M L K Job Truss Truss Type Oty Ply MD BUILDERS -FONDS 8120285 A4 ROOF TRUSS 6 1 BMC WEST (IDAHO FALLS), I DAHO FALLS. ID 83402 - -- Job Reference o lions! s reo n ~uuo w~ i ex mausIDeS, inc. I nu U8C 08 17:44:78 2005 Page 1 8-0-0 I 16-0-0 240-0 32-0-0 40-0-0 48-0-0 56-0-0 4 64-0-0 I 72 0 0 I 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 0.25 12 ~~ 8-0-0 8-0-0 Scale = 1:118.5 3-2-12 3-0-0 12-4-14 21-7-0 30-9-2 39-11-4 48-0-0 56-0-0 64-0-0 72-0-0 3-0-0 9-2-2 9-2-2 9-2-2 9-2-2 8-0-12 8-0-0 8-0-0 8-0-0 0-2-12 'k** Design Problems *** REVIEW REQUIRED LSL Length Exceeded: A-J LOADING (psf) TCLL 35.0 SPACING 2.0-0 Plates Irxxease 1 15 CSI DEFL in (lot) I/deft Ud PLATES GRIP TCDL 7.0 . Lumber Increase 1 15 TC 0.95 BC 0 54 Vert(LL) -0.32 L-M >999 240 MII20 187/144 BCLL 0.0 , Rep Stress Incr NO . WB 0.99 Vert(TL) Horz(TL) -0.72 L-M 0 13 K >534 Na 180 Na MII20H 148/108 BCDL 20.0 Code IBC2003/TPI2002 (Matrtx) . Weigh: 4221b LUMBER TOP CHORD 2 X 6 DF 1800E 1.6E 'Except' T6 2 X 6 LSL Truss Grade BOT CHORD 2 X 6 DF 1800E 1.6E WEBS 2 X 4 SPF StudlStd 'Except` EV2 2 X 4 SPF 1650E 1.5E W9 2 X 4 DF 2400E 2.0E W11 2 X 4 SPF 1650E 1.5E W 13 2 X 4 SPF 1650E 1.5E W 17 2 X 4 SPF 1650E 1.5E BRACING TOP CHORD Strrctural wood sheathing directly applied or 43-5 oc pudins, except end verticals. Except: 1 Row at midpt T-U BOT CHORD WEi~ fling directly applied or 3-7-5 oc bracing. 1 Row at midpt T-U, BS, F-N, H-N, I-M, J-L 2 Rows at 1/3 pts D-P, E-O REACTIONS (Ib/size) K = 1489/0-5-8 S = 2251/0-5-8 ~y~'-11 (input: 0-5$) Max Horz S = -62(load case 4) Max Uplift K = -569(load case 4) S = -794(load case 4) O = -2050(load case 4) Continued on page 2 FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-T = -26/38 A-U = 0/0 A-B = -49!192 B-C = -3455/1344 C-D = -4164/1613 D-E _ -1410/556 E-W = -2034/5357 F-W = -2034/5342 F-X = -264!117 G-X = -279!117 G-H = -274/109 H-I = -3577/1372 I-J = -370811418 J-K = -1295/499 J-V = 0/0 BOTCHORD S-T = -21/56 R-S = -795/2146 Q-R = -1573/4163 P-O = -1458/3856 O-P = -285888 N-O = -5132/1981 M-N = -1352/3547 L-M = -1429/3738 K-L = -135/353 WEBS A-S = -368/102 BS = -2855!1106 B•R = -625/1640 C-R = -958/377 C-O = -31/209 WEBS D-O = -174/570 D-P = -2691/1032 E-P = -583/1548 E-O = -6529/2500 F-O = -2684/1038 F-N = -2193/5715 G-N = -606/241 H-N = -3428/1318 H-M = -142/511 I-M = -175/71 I-L = -606/241 J-L = -1321/3459 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) WARNING: The unusually long span arxUor configuration of this truss requires that extreme care be used in its application. Use proper transportation, uNoading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Eruure that over-all building bracing is designed by a qualified engineer, archftect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load rxxxxxxxurent with any other live loads. 6) All plates are MT20 plates uNess otherwise indicated. 7) All plates are 7x8 M1120 uNess otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this buss is chosen for quality assurance inspection. 9) WARNING: Required bearing size at joint(s) O greater than input bearing s¢e. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 569 Ib uplift at joint K, 794 Ib uplift at joint S and 20501b uplift atjoint O. 11) This buss is designed in accordance with the 2003 Irkemational Building Code section 2306.1 and referenced standard ANSUTPI 1. 12) Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) a equivalent spaced at 6.4-12 oc max. starting at 36.0-0 from the left end to 42-4-12 to tonnes buss(es) ??? (1 ply 2 X 4 SPF) to frock face of top chord. 14) Fill all nail fides where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The desigNselection of such connection device(s) is the responsibility of others. ~ R O P O N M L K Job Truss Truss Type Qty Ply tdD BUILDERS -FONDS 8120285 A4 ROOF TRUSS 6 1 BbIC WEST (IDAHO FAU si mnun r=ni i s in a~eno Job Reference o Tional NOTES 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back(B). o.cuu s rev ~ i cuoa m ieK rnausmes, mc. inu vec ua n:gv:~a zuua rage z LOAD CASE(S) Starxfard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-J=-84, K T=-40 Concentrated Loads (Ib) Vert: W=-1l)D(F) X=-100(F) Job Truss Truss Type Qly Ply MD BUILDERS -FONDS 612028-5 A5 ROOF TRUSS 3 1 Q\I/~111/CCT /Innun r~,. n, , e,.„~~.. ..~ ~.. ......... Inl~ Ddn ..n /nnNn ~I\ O.LVU J 1'BV L 1 LUVJ M IBK IrIVUS[rld5, IfIG. If1U l.ldG V8 1 1:'W:Id LUV V rtlyd I 8-0-0 16-0-0 240-0 32-0-0 40-0-0 48-0-0 56-0-0 64-0-0 72-0-0 , I 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 Scale =1:118.5 0.25 12 , 9-11-13 19-11-10 , 29-11-7 39-11-4 48-0-0 56-0-0 72-0-0 , 64-0-0 9-11-13 9-11-13 9-11-13 9-11-13 8-0-12 8-0-0 + 8-0-0 8-0-0 Plate Offsets (X,Y): [B:0-5-0.0-6-0], [C:0-5-0,0-6.0], [D:0-5-0,0-6-0], [E:0-8-0,0-6-0], [F:0-4-O,Edge], [G:05-0,0-fr0], [H:0-5-0.0-6-0L [I:0-5-0,0-6-0], [J:0-8-9,0-3-0], [L:0-4-0,0-4-8], [M:0-0-0,04-8]. [ ,0-0-81.[0:0.50,0-5-4] [P:0.4-0 0-4-8] [0.0-4-0 0-4-81 [R•0-4-0 0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ltd PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.36 O >999 240 MI120 197!144 TCDL 7.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.81 O-R >586 180 MI120H 148/108 BCLL 0.0 Rep Stress Inca YES WB 1.00 Horz(TL) 0.17 K nla nla BCDL 20.0 Code IBC2003ffP12002 (Matra) Weigh: 4631b LUMBER NOTES TOP CHORD 2 X 8 DF SS TOP CHORD 1) Unbalanced roof live loads have been BOT CHORD 2 X 6 DF 1800E 1.6E A-B = -144149 considered for this design. LOAD CASE(S) WEBS 2 X 4 SPF Stud/Std'Except` B-C = -029711644 2) Wind: ASCE 7-98; 90mph; h=258; Standard EV1 2 X 4 SPF 1650E 1.5E GD = -5148/1976 TCDL=4.2psf; BCDL=4.2psf; Category II; Exp EV2 2 X 4 SPF 1650E 1.5E D-E _ -18381717 C; enGosed; MWFRS gable end zone; W 1 2 X 4 SPF 1650E 1.5E E-F = -2244/5929 centilever left and right exposed ;porch left and W7 2 X 4 SPF 1650E 1.5E F-G = -113/357 right exposed; Lumber DOL=1.33 plate grip W8 2 X 4 DF 2400E 2.0E G-H = -121/358 DOL=1.33. W10 2 X 4 SPF 1650E 1.5E H-I = -0251/1253 3) WARNING: The unusually long span and/or W 12 2 X 4 SPF 1650E 1.5E W = -3532/1354 configuration of this truss requires that extreme W 16 2 X 4 SPF 1650E 1.5E J-K = -1241/479 care be used in its application. Use proper J-U = 0/0 transportation, unloading and erection methods. BRACING BOT CHORD Assure that all required web lateral bracing is TOP CHORD RS = -1382/3736 communicated to the building contractor. Structural wood sheathing directly applied or O-R = -1990/5293 Ensure that over-all building bracing is 2-2-0 oc purlins, except end verticals. Except: P-O = -1670/4427 designed by a qualfied engineer, architect, or 1 Row at midpt S-T O-P = -2221619 building designer. BOT CHORD N-O = 5700/2188 4) Provide adequate drainage to prevent water Rigid ceiling directly applied or 3-0-8 oc lxacirg. M-N = -1233/3220 ponding. WEBS L-M = -136313558 5) This truss has been designed fora 10.0 psf 1 Row at midpt K-L = -133/350 bottom chord live load rar>concurreM with any S-T, BS, GR, D-P, F-N, H-N, I-M WEBS other live loads. 2 Rows at 1/3 pts E-O BS = -3904/1510 6) All plates are MT20 plates unless ctherwise B-R = -40711076 indicated. REACTIONS (Ib/size) GR = -1132/449 7) This buss requires plate inspection per the S = 2027/0-5-8 C-O = -195/171 Tooth Court Mettrod when this truss is chosen K = 1431/0-5-8 D-O = -323/884 for quality assurance inspection. O = 5434/0-5-13 (input: 0-5-8) D-P = -2901/1109 8) WARNING: Required bearing size at joint(s) Max Horz E-P = -771/2051 O greater ttian input bearing size. S = -62(load case 4) E-O = -6940/2648 9) Provide mechanical connection (by others) of Max Uplift F-O = -2671/1033 Wss to trearing plate capable of withstanding S = -781(load case 4) F-N = -2164/5644 781 Ib uplift atjoint S, 5481b uplift at joint K and K = -548(load case 4) G-N = -483/193 20781b uplift atjoint O. O = -2078(load case 4) H-N = -3723/1428 10) This truss is designed in axordance wkh H-M = -155/531 the 2003 International Building Code section FORCES (Ib) I-M = -324/126 2306.1 and refererxed standard ANSVTPI 1. Maximum CompressanlMaximum Tension I-L = -528/211 11) Design assumes 4x2 (flat orierrtation) TOP CHORD J-L = -1254/3272 pudins at oc spacing indicated, faster~d to AS = -322/126 truss TC w/ 2-10d nails. A-T = 0/0 U S R O P O N M L K Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 8120285 A6 ROOF TRUSS 11 1 a~nr. wGCT nneun cei ~ c~ mwun r,,. ~ ~ ~., o~.~., Job Reference fional tl.ZUV S h8b 21 ZUUS M118K Intlustnes, Inc. ThU Oec V8 11:44:20 2005 Page 1 8-0-0 ~ 16-0-0 24-0-0 32-0-0 40-0-0 48-0-0 56-0-0 ~ 64-0-0 ~ 72-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 0.25 12 O 8-0-0 8-0-0 8-0-0 Scale = 1:118.5 i 8-0-0 ~ 17-6-12 26-4-2 35-1-8 43-10-14 52-8-4 62-4-2 72-0-0 , 8-0-0 9-6-12 8-9-6 8-9-6 8-9-6 8-9-6 9-7-14 9-7-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.86 P-O >732 240 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.83 VeR(TL) -1.87 P-O >338 180 MII20H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.24 M Na Na MII18H 141/138 BCDL 20.0 Code IBC2003lfP12002 (Matrix) Weigh: 5081b LUMBER TOP CHORD 2 X 8 DF SS BOT CHORD 2 X 8 DF SS WEBS 2 X 4 SPF 1650E 1.5E *ExcepY EV2 2 X 4 SPF StudlStd W 1 2 X 4 DF 2400E 2.0E W4 2 X 4 SPF StudlStd WS 2 X 4 SPF Stud/Std W6 2 X 4 SPF Stud/Std W7 2 X 4 SPF Stud/Std W8 2 X 4 SPF Stud/Std W 13 2 X 4 SPF StudlStd W 15 2 X 4 SPF Shxi/Std BRACING TOP CHORD Stnicturel wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Except: 1 Row at midpt S-T BOTCHORD R/ig ~ fling directly applied or 3-3.11 ac lxacing. 1 Row at midpt S-T, GR, D-O, F-N, G-M, H-M 2 Rows at 1/3 pts B-S REACTIONS (Ib/size) S = 2809/0-5.8 K = -40/0-5.8 M = 6122/0-6-8 (input: 0-5-8) Max Horz S = -62(load case 4) Max Uplift S = -1080(load case 4) K = -40(loadcase 1) M = -2342(load case 4) Max Grav S = 2809(load case 1) K = 15(load case 4) M = 6122(load rase 1) FORCES (Ib) Maximum CompressionlMaximumTmsion TOP CHORD AS = -298/117 A-T = 0/0 A-B = -129/44 &C = -5801/2218 GD = -9861/3775 D-E _ -10756/4120 E-F = -8293/3179 F-G = -1590/616 G-H = -3716/9739 H-I = -1026/2702 1-J =-69/28 J-K = -284/112 J-U = 0/0 BOTCHORD RS = -2137/5718 O-R = -3568/9428 P-O = -4140/10894 O-P = -3688/9689 N-O = -1987/5223 M-N = -2891/1110 L-M = -667412553 K-L = -18231695 WEBS BS = -6068/2333 B-R = -661/1742 GR = -3892/1502 C-O = -3531934 D-O = -1143/451 D-P = -235/143 E-P = -436/1175 E-O = -1867/719 F-O = -1309/3457 F-N = -4356/1672 G-N = -1970/5181 G-M = -7683/2945 H-M = -3682/1421 H-L = -1609/4220 WEBS I-L = -1386/542 I-K = -743/1951 NOTES 1) Unbalarxad roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psF, Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) WARNING The unusually long span arxJ/or configuration of this truss requires that extreme care be used in its application. Use proper transportation, urdoading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over-all building bracing is designed by a qualfied engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load non~ncurreM 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) WARNING: Required beadng size at joint(s) M greater than input bearing size. 9) Provide mechanical connection (by others) of miss to bearing plate capade of withstanding 1080 Ib uplift at joint S, 40 Ib uplift at joint K and 2342 Ib uplift atjoiM M. 10) This truss is designed in arx;tlrdarKa with the 2003 International Building Code section 2306.1 and refererxad standard ANSIlTPI 1. 11) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 612028-5 J1 ROOF TRUSS 1 1 BMC WEST (IDAHO FALLS), I DAHO FALLS. ID 834n2 Job Reference o tional .,.-.... ... .... -~ ~...... ,.. ,o~,~,wo~, ~~. „~~vo~w ii.r..w wv~ rays i 3-0-0 3-0-0 T7 EV1 1 EV2 B1 C 3-0-0 3-0-0 Scale = 1:11.2 LOADING (psf) TCLL 35 0 SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP . TCDL 7.0 Plates Increase 1.15 Lumber Increase 1 15 TC 0.41 BC 0 29 Vert(LL) -0.00 GD >999 240 MII20 197/144 BCLL 0.0 . Rep Stress Incr YES . WB 0.00 Vert(TL) Horz(TL) -0.02 GD 0.00 C >999 Na 180 Na BCDL 20.0 Code IBC2003/TPI2002 (Matrix) Weigh: 161b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF Stud/Std buss to bearing plate capable of withstanding BOT CHORD 2 X 4 SPF Stud/Std 64 Ib uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF Stud/Std 6) This truss is designed in accordance with the BRACING 2003 International Building Cale section 2306.1 and referenced standard ANSUTPI 1. TOP CHORD Structural wood sheathing directly applied a 3-0-0 oc purlins, except end verticals. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied a 10-0-0 oc bracing. REACTIONS (Ib/size) D = 168/0-5-8 C = 1sa/o-5-6 Max uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum COmpressioNMaximum Tension TOP CHORD A-D = -114/45 A-8 = 0/0 B-C = -114/45 BOTCHORD GD = -0/0 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enGosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water pondirg. 3) This truss has been designed fa a 10.0 psf bottom chord live load norx;oncurrent with arty Other live IOads. 4) This truss requires plate inspection par the Tooth Count Method when this truss is chosen fa quality assurance inspection. Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 612028-5 J10 ROOF TRUSS 1 1 BMC: WFRT fIt1AN(1 FAI 1 S~ r neun rei i e .n e~.~~ Job Reference o tional .....,,..., , o,. ~ ~ ~,...., ,.. , o,. ,~ ~..,.~~ ~ ~... , ~,,...o.. ,,.. , ,.~-..~ ~ ~~,,.. ~ oya Scale = 1:12.4 3-0-0 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.00 GD >999 240 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.02 GD >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C Na Na BCDL 20.0 Code IBC2003/TPI2002 (Matra) Weigh: 171b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF SIudlStd truss to bearing plate capable of wfthstarxling BOT CHORD 2 X 4 SPF Stud/Std 64 Ib uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF Stud/Std 6) This truss is designer) in accordance with the 2003 International Building Code section 2306.1 BRACING and referenced standard ANSUTPI 1. TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins, except and verticals. LOAD CASE(S) BOT CHORD Starxlaro Rigid ceiling directly applied or 10.0-0 oc bracing REACTIONS (Ib/size) D = 168/0-5-8 C = 168J0-5-8 Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-D = -114/45 A-B = 0/0 e-C = -114145 BOTCHORD GD = -010 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gale end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bNtom chord live load norxwncurrent with any other live loads. 4) This truss requ'ves plate inspection per the Tooth Court Method wt~n this truss is chosen for quality assurance inspection. M 3-0-0 ~~ 3-0-0 Job Truss Truss Type Qty Ply MD BUILDERS -FONDS 672028-5 J2 ROOF TRUSS 1 1 BMC: WFST rIr1GHn Fel I R~ r neun rei ~ c m anenn _ __ Job Reference o clonal _ _ ...~.,., ~ , o., ~ ~ ~.,,... ,.. , o,. „~~~~u ~ ~,.. ~ ~ ~~ ~.o,. „~ ~ ~ .~..~ ~ ~~~~ Faye 3-0-0 3-0-0 T1 EV1 1 EV2 61 C 3-0-0 Scale = 1:11.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.00 C-D >999 240 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.02 C-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C Na Na BCDL 20.0 Code IBC2003/TPI2002 (Matra) Weigh: 161b LUMBER TOP CHORD 2 X 4 SPF Stud/Std BOT CHORD 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF ShidlStd BRACING TOP CHORD Structural wood sheathirg directly applied or 3-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Iblsize) D = 168/0-5-8 C = 16810-5-8 Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-D = -114/45 A-B = 0/0 8-C = -114/45 BOT CHORD C-D = -0/0 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Fxp C; enclosed; MWFRS gable end zone; cantilever left aril right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load norxxxx;urrent with arty other live loads. 4) This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capade of withstanding 64 Ib uplift at joint D and 64 Ib uplift at joint C. 6) This truss is designed in accordance with the 2003 IMematronal Building Code section 2306.1 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard 3-0-0 r1 EV1 1 EV2 81 C 3-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 35.0 Plates Increase 1.15 TC 0 41 TCDL 7.0 BCLL 0 0 Lumber Increase 1.15 . BC 0.29 . BCDL 20.0 Rep Stress Irxx YES Code IBC2003/TPI2002 WB 0.00 (Matra) LUMBER TOP CHORD 2 X 4 SPF Stud/Std 5) Provide mechanical connection (by others) of BOT CHORD 2 X 4 SPF Stud/Std buss to bearing plate capable of wfthstanding 64 Ib uplift at joint D and 64 Ib uplift at joint C WEBS 2 X 4 SPF Stud/Std . 6) This truss is designed in accordance with the BRACING 2003 International Building Code section 2306.1 TOP CHORD and refererx~d standard ANSUTPI 1. Structural wood sheathing directly applied or 3-0-0 oc purlirrs, except end verticals. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc txacing. DEFL in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.00 GD >999 240 MII20 197/144 Vert(TL) -0.02 GD >999 180 Horz(TL) 0.00 C Na Na Weigh: 17 Ib REACTIONS (Ib/size) D = C = 168/0-5-8 168/0-5-8 Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressiordMaximum Tension TOP CHORD A-D = -114/45 A-B = 0/0 B-C = -114/45 BOTCHORD GD = 0/0 WEBS A-C = 0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection. Scale =1:11.5 ~-o-o Job Truss Tnus Type Qty Ply MD BUILDERS - FONGS 612028-5 J4 ROOF TRUSS 1 1 BMC WEST nnaNn r=nr r ci r neun oei ~ e m oaeno Job Reference o fional v.cvv a ~ ov c ~ cv~a m ~On ~IwUSUI , IIIG. IIIY ucG V0 i i.w~.cc cvva rays ~ ~0-~ 3-0-0 Scale =1:11.6 3-0-0 LOADING (psf) SPACING 2.0-0 TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Incxease 1.15 BCLL 0.0 Rep Stress Inca YES BCOL 20.0 Code IBC2003/TPI2002 LUMBER TOP CHORD 2 X 4 SPF StudlStd BOT CHORD 2 X 4 SPF Slud/Std WEBS 2 X 4 SPF StudlStd BRACING TOP CHORD Stnictural wood sheathing directly applied or 3-0-0 oc pudins, except end verticals. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS (IWsizs) D = 16810-5-8 ~ = 1s6/o-5-6 Max uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-D = -114/45 A-B = 0/0 B-C = -114/45 BOT CHORD C-D = -0/0 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf, Category II; Exp C; enclosed; MWFRS gable erxt zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf txritom chord live load norxoncurreM with any other live loads. 4) This buss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection. CSI DEFL in (lot) I/deft L/d PLATES GRIP TC 0.41 Vert(LL) -0.00 GD >999 240 MII20 197/144 BC 0.29 Vert(TL) -0.02 GD >999 180 WB 0.00 Horz(TL) -0.00 C Na Na (Matrbc) Weigh: 17 Ib 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift atjoiM D and 64 Ib uplift at joint C. 6) This buss is designed in accordance with the 2003 IMemational Building Code section 23()6.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Pty MD BUILDERS -TONGS 612028-5 J5 ROOF TRUSS 1 1 arer wFSr nneun eei ~ c. i nwun ~„~ ~ ~ ,., ems.,... Job Reference o tional ...~,,., ~ , o., ~ ~ ~~~., ~... , o~ ,~,,.,,~~, ,~. , ~ ~,...o~ ~~ ~ ~..~..~ ~~~~ Faye 3-0-0 3-0-0 Scale =1:11.8 LOADING (psf) SPACING TCLL 35.0 Plates Irx:rease TCDL 7.0 Lumber Increa BCLL 0.0 Rep Stress Incr BCDL 20.0 Code IBC200 LUMBER TOP CHORD 2 X 4 SPF Stud/Std BOT CHORD 2 X 4 SPF Stud/Std WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) D = 168!0-5~8 C = 168/0-5-8 Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressionlMaximum Tension TOP CHORD A-D = -114/45 A-B = 0/0 B-C = -114/45 BOTCHORD GD = -0/0 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrerd wtlh any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this buss is chosen far quality assurance inspection. 2-0-0 CSI 1.15 TC 0.41 se 1.15 BC 0.29 YES WB 0.00 3/TPI2002 (Matrix) 5) Provide mechanical canrnection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at joint D and 64 Ib uplift at joint C. 6) This truss is designed in accordance with the 2003 Irdemational Building Cade section 2306.1 and refererxx3d standard ANSUTPI 1. LOAD CASE(S) Standard 3-0-0 3-0-0 DEFL in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.00 GD >999 240 MII20 197/144 Vert(TL) -0.02 GD >999 180 Weigh: 17 Ib Job Truss Truss Type Oty Ply MD BUILDERS - FONGS 612028-5 J6 ROOF TRUSS 1 1 BMC WEST (IDAHO FALLSI. I DAHO Far I s In naam Job Reference o tional ...~.,.. ~ ~ o.. ~ ~ wv~ w. ron n,uuaur ~~. a ru we uo i i.vw.co cv~o rays i 3-0-0 3-0-0 r1 EV1 1 EV2 81 C 3-0-0 3-0-0 Scale: 1 "=1' LOADING (psf) TCLL 35 0 SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP . TCDL 7.0 Plates Increase Lumber Increase 1.15 1.15 TC 0.41 BC 0.29 Vert(LL) -0.00 GD >999 Vert(TL) -0.02 GD >999 240 180 MII20 197/144 BCLL 0.0 Rep Stress Irxx YES WB 0.00 Horz(TL) -0.00 C Na Na BCDL 20.0 Code IBC2003lfP12002 (Matrix) Weigh: 171b LUMBER 5) Provide mechanical connection (by others) ~ TOP CHORD 2 X 4 SPF Stud/Std truss to bearing plate capable of wfthstanding BOT CHORD 2 X 4 SPF Stud/Std 64 Ib uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF Stud/Std 6) This buss is designed in accordance with the 2003 Intematianal Building Code section 2306.1 BRACING and referenced standard ANSUfPI 1. TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins, except end verticals. LOAD CASE(S) BOT CHORD ~~~ Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (IWsize) D = 168/0-5-8 ~ = lssra-5-6 Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-D = -114/45 A-B = 0/0 B-C = -114/45 BOT CHORD GD = 0/0 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end mne; cantilever left and right exposed ;porch left and right exposed; Lump DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord Iive load rxxxxxicurreM with any other live loads. 4) This truss requires plate inspection per the Tooth Court Method when this thus is chosen for quality assurance inspection. Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 8120285 J7 ROOF TRUSS 1 1 BMC WEST(IDAHO FALLSI. I DAHO FAr r s m n~ar» - __ Job Reference o tional _ . _. ____ . __ .. 3-0-0 3-0-0 T1 EV7 1 EV2 B1 C 3-0-0 3-0-0 Scale: 1 "=1' LOADING (psf) TCLL 35 0 SPACING 2.0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP . TCDL 7.0 Plates Increase Lumber Increase 1.15 1.15 TC 0.41 BC 0.29 Vert(LL) Vert(TL) -0.00 GD -0.02 GD >999 >999 240 180 MII20 197/144 BOLL 0.0 Rep Stresslncr YES WB 0.00 Harz(TL) -0.00 C Na Na BCDL 20.0 Code IBC2003lfP12002 (Matrix) Weight: 171b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF Stud/Std truss to bearing plate capade of wfthstanding BOT CHORD 2 X 4 SPF StudlStd 64 Ib uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF Stud/Std 6) This truss is designed in accordance wflh the 2003 International Building Code section 2306.1 BRACING and referenced standard ANSUTPI 1. TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied w 10-0-0 oc bracing. REACTIONS (Ib/size) D = 168/0-5-8 c = 1sa/a5-e Max uplift D = -04(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-D = -114/45 A-B = 0/0 B-C = -114/45 BOTCHORD GD = -0/0 WEBS A-C = 0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gale end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This buss has teen designed fora 10.0 psf bottom chord live load rxxxoncurrent with any other live loads. 4) This truss requires plate inspection par the Tooth Court Method when this truss is chosen for quality assurance inspection. Job Truss Truss Type Qty Ply MD BUILDERS - FONGS 6120285 J8 ROOF TRUSS 1 1 BMC WEST (IDAHO FALLSI. I DAHO FAU_S m aaam Job Reference o tional ...~.... ~ ~ o.. ~ , mow., ... , oo .. ~uuau ~ ice. ~ nu uw uo i i.vy:c~ cvvo rage i 3-0-0 3-0-0 T1 EV1 1 EV2 B1 C 3-0-0 3-0-0 Scale =1:12.2 LOADING (psf) TCLL 35.0 SPACING Plates Increase 2-0-0 1 15 CSI TC 0 41 DEFL in (loc) Vdefl Ud PLATES GRIP TCDL 7.0 Lumber Inrrease , 1.15 . BC 0.29 Vert(LL) -0.00 GD >999 Vert(TL) -0.02 GD >999 240 180 MII20 197/144 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) 0.00 C Na Na BCDL 20.0 Code IBC2003/TPI2002 (Matra) Weight: 171b LUMBER 5) Provide mechanical connection (by others) of TOP CHORD 2 X 4 SPF Stud/Std truss to tiring plate capade of withstanding BOT CHORD 2 X 4 SPF Stud/Std 64 Ib uplift at joint D and 64 Ib uplift at joint C. WEBS 2 X 4 SPF StudJStd 6) This truss is designed in accordance with the 2003 Irrternational Building Code section 2306.1 BRACING and referenced standard ANSVTPI 1. TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. LOAD CASE(S) BOT CHORD y~~b Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (IWsize) D = 168/0-5-8 C = 168/0-5-8 Max Uplift D = -64(load case 3) C = -64(load case 3) FORCES (Ib) Maximum CompressioNMaximum Tension TOP CHORD A-D = -114/45 A-B = 0/0 B-C = -114/45 BOTCHORD C-D = -0/0 WEBS A-C = -0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load norxxxrcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.