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Home My WebLink AboutAPPLICATIONS, CO, MULT DOCS - 06-00413 - Citizens Community Bank & Mobile Structure Z ~ O _ ~ ~ ~ m m W ~ ~~ v r ~ .~ ~ ~ zv -~° n p n S 7 a C O O ~ ~ 3 ~ ' 'A ~ VI ° ° ~° z -i a~ ~ ~ ~ . W o_~ ~ ~ y~~ CD ~ m °'~~Q~ m ° ~ ~ v ~ y o ~, -o c ~ ~ f7 C1 ~ ~ d m ~° o ~ / C O m ~ ~ Q, .~ ~ ~' n p a~ ~ O Z fl? o o' ~ ~ 7 ~' ~ f~R C ~ ~ d ~ ~ o m ~ ° ~ v r ~ ~ ~ 3 o ~ O O (D 3 O W ~ G ~- ~ , C _. ~ s a ~ ~ ~ O. r ~ 7 ~ N D (~ o y ~ ~ ~ 3 ~ ~ o m ~ a W o a ~ ~ ~ o ~ z ., z v ~ v ~, ~ ~z n 2 ~~~~° ~ m ~o~~~ m ~ ~ ~. o ~ T ~ Z n (Q S ~ C n N N ~ d . . N O o =a = m. a ° m o ~~_ ~ N N CD ~ o Z S T N ~ 7 ~ 3 ° ~'~~ ~ O ~~~~~' ~ m ~a a ~ ~ v rt N ~ N N 0 o ~ ~~ 0 c~ 3 0, n ~ ~: s ~ m z O ~ ,. ~ `` y m -i e n ~ m . ~ ~ 3~ x n ~oa_ O ~ ~D ~ M• z N a- ~ ~ Q ~ n ~ C D ~s y . o a O ~ ` d~ ~ Z O . O al~~ rt ~ c ~D a1 O Q C7 n . ~ ~ ~ c~D ~ _ N C ~ .~ ~ ~ C a cc Q- "'• ~ n ~ typ S y 7 p O ~~s3 ~ ~ W ~ y ~ n ~ ~ ~ • 3 Q ~ ~ ~ CD ~ W ~~~~ a 3 ~ W ~ ~ O ~ C y <D < Q, ., L O O ~ .~. IO W °' " m oo g ~~~ v n=~ m ~~ a N n y ~ f/) o ~. , ~ ~ 3 3 n N ~ Z Q rt ~ ~ S ~ x ~' Q _ ~ ~ ~ o m ~. ~ ~ 7 C N ~ ~ p,~" O '"' O ~ S ~ ~ N ~ i O ~ 0 3 ~ ~: ~ ~ ~ T cu ~ va ~ v • ~ ~ ~ ~ g - v ~: ~. ~ ~ ~.z = ~ c W 3 ~ ~ O ~ TI ~ v a ~ W W - p Z 0 ~ 3 ~ ~' ~ ~ -a O N ~ ~ fl' ~^ •/_ N ~ ~ Z` ~ gy z L 0 N~ m /~ V/ m v O 'S3 clry ~~ ~A o ~+ :~ ~~ o~~o N~ n A ~ ~ ~. ~ ~ o `c• O d7 0 0 w W N -n ~ ,~ ° o v c 3 ~ Q 7 Q r^ r o ~ m ~ ~ v v n A ~ g b ~ c0 ~. ~ ~ ~' ~'R CO OD ~! 47 Vt ?. W N ~ ~ v oa m ~_ ~ ~ m ~ ~ ~ N c j... 'y ~ ~ v O 7 ~ (Q p z y m n ~_ O z W n C v v Z 7 G1 D s i s F;o g~xBURC,~ CITY of Certificate of Occupancy "~Q ~~jJjZG City of Rexburg ~- AmericasFaCmi~lyCommunity Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 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: Franks Daniel . 12 West Market St Suite 270 .Salt Lake City, UT 84103 Contractor: Jrw Construction Management Special Conditions: All conditions have been met. Approved for full occupancy. Occupancy: Business -office, professional or service transactions This Certificate, issued pursuant to the requirements of Section 109 of the lntemational Building Code, certifies that, at the time time of issuance, this building or that portion of the building that vies inspected on the date listed wes found to be in compliance vuth the requirements ofthe code for the group and division of occupancy and the use for which the proposed occupancy wes classified. 06 00413 International Building Code 2003 452 N 2nd E Citizens Community Bank Type V, non-rated 52 No Date C.O. Issued: June 16, 2009 (10:0 C.O Issued by: Building Official There shall be no further change in the e~asting occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Plumbin Ins ectorl, g p ~rT";-~" Fire Inspecto Electrical Inspector: P8Z Administrator: o4~kgURG, iG CITY OF _ ~ 9 _- `'~ ~ REXBUI~G ~- America's Family Community TEMPOI~RY Certificate of ~ccuprancy City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 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: 06 00413 International Building Code 2003 452 N 2nd E Citizens Community Bank Type V-N, Unprotected 52 No Franks Daniel 12 West Market St Suite 270 Salt Lake City, UT 84103 Jrw Construction Management Te^ mporary Certificate of Occupancy-see attached conditions. -~ Business, professional or service, restaurants less than 50 This Certificate, issued pursuant to the requirements of Section 909 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that vies inspected on the date listed vies 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. Date C.O. Issued: February 07, 2007 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 De lectrical Department CITY OF KEXB UKG BUILDING PERMIT APPLICATION Please core 06 00413 19 E'MAIN, REXBURG, ID. 83440 If the question Citizens Community Bank " 208-359-3020 X326 ,, ,,{ PARCEL NUMBER: ~~A ~.~,~j I~'s~~~(~j~ ~ provide this for you) SUBDNISION: UNIT# BL(~C:K# r.nTtt is based on the information -must be 0[~1VER NAME• CZ'T"~ ~~l5 Cl.~'!.~?1 Url,~ril $.c l~ 1K CONTACT PHONE # O 5(0 - 53' PROPERTY ADDRESS: ~lS? ~o~a ,~,~ t.,, ~d ~' PHONE #: Home Work ('fig) 35Co-537'7 Cell OWNER MAILING ADDRESS: y S? PI Z^'~ ~ CITY:~~,~ STATE:~ZIP: 8 y~l~ EMAIL F APPLICANT: (If other than owner) ~Sl/ W~ ~S4nr.a ~~, (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS ~J~_ nlb VE` CITY: ~EX&a2G--r STATE; ! D.A- ,<ld ZIP [,/ d EMAIL J ,~ u~a ~ [tt.bL!•+~++~ dlc~'-FAX~~~~ 3~Sq= ~2`7~ PHONE #: Home Work (.ZOE)_35~j -,'C3~ Cell CONTRACTOR: MAILING ADDRESS: CITY PHONE: Home# Work# Cell# EMAIL IDAHO REGISTRATION # & EXPIRATION IU ~j4r V!r"f~~W1NftJ7 61~oa~...~ Co w1 PLr ?'roi-I a~ ~t !7. How many buildings are located on this property? -~}~ SOME Did you recently purchase this property? No Yes (If yes give owner's name) L~Jbe-"f'~,,~5 Is this a lot split? ~ YES (Please bring copy of new legal description of property) PROPOSED USE: ~ mG i i,~ L (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 building official may revoke a pemut on approval issued under the provisions of the 2003 International Code in cases of any false statement or misrepresentation of fact in the application or on Ae plans on which the permit or approv~was base~emut void if not started within 180 days. Permit void if work stops for 180 days. C Sigr~re of Owner/Applicant C Do you prefer to be contacted by fax, email or phone? Circle One WARNING -BUILDING PERMIT MUST BE POSTED ON i Plan fees are non-refundable and are paid in full at the time of applics City of Rexburg's Acceptance of the plan review fee does not ~ **Building Permit Fees are due at rime of application** *'kBuilding Permits -~/-CIM~-/~- U J SITE! 7a~arLr 1, 2005. ~~~~18 2006 eck does not clea CITY OF REXBURG ~ 2 au~irf~~~b i~:a4 rxx X08 2;iy 8652 CCB ACMIN f~j002/002 From: JCiw ~ ~/17~ D8: G5 #660 f'. 002IOOP . ,F - - ~~., ~ Buiidir~~ Safef~y D~pt~~men# ,~ - o Aiy o! (t~xbUr~ ~' c Y r x a p i9~Mala a 9 ~Vl~~ Rmxhtng, fD83440 jonef7h~xbul~l.orp - Pltone:20B.3593020 wwW.reXbf~,p-~ F®GZ08.3.S9.3d2[ •~•~'i•r• •++ • A~ljrr A~f'dav7i~ of Legal II3,tt:teBt 5t~te ref Idaho Caanty of Madison I, I'V~~me ll~ddress City Smar $ ~t aply s~.~ ~~ , dep~~~ and say; (~Apphcant is alsa U'w~et o#'Recatd, ship to ~) A. That I atn the record awaer of the p~,~ dcsct~bed as the atta prrmisaaaa ta: _ ~ttE,.i-r M~F~~,,..,,~,~ mod, stud Y grout tap Nsune address ~ V ~ to subuztt the aCCompaayxpg aPp~icA.tian ping to that ptopexty. B. clainv o~ liab ~~, defend and h~ Rexburg City azxd its employees harmless from ,any 'may esul i~ app di~pure as to the amtetnenffi c,~rainea heria or ~ tia the ownership of the propertty mhich >$ rho subject of the applicatiaa. Dated this ~_ ~ 7 ~ dap of c 6~lS"T' ~' l7T s ~y~tcnc r ~ subscribed au~d sv~rona to before me the ds. ~i'1(k~Vl` `~O y and pear ~t above arntten. e+rt~sf~~n~p~*~. /~~ ,++~~ ~~L15 Tl~p 4 (t(,~ ,.,~ ,.r" •`'' O~ $u ]ac ofIdaho `~ ~~'•• ~~ r,~~~ ~~ s Residing atr - . _~ ~ ~, •~ '. - ;- 7 .r ~ ~ [ C ~ Mp comtnxasion egpit+es: ~ CQMMISSION F~(PIFIES :, ~~ ~r~t~a~~~It Dec, 6. 2406 3;37PM • • No, 3261 P. ~ P'~ease complete the e~xt~ure Ap-plicatYa~n! If the questiorx does not apply alt is I'wTA for txon applicable NAME ?~%,~~5 MP1,t~t~T`~ iG.. PROPER'I"X t~DDRESS 5 Z. N° ~. Pem'iit# SUBDIVISION l7welling Units: Parcel Acres• SETBACKS FRONT SIDE SIDE BACK R'~r270t~t°~IX~~' ~'Dlli',gzI1~L~Yt2~~~D171@ need Estimate) $ SUR~AC.~' SQTJARE F[?07AGE.• (Shall include the exterior wall measurements of the buildin~ First Floor Area Un~Snished Basement area Second Hoot/loft area Finished basczlxent area Third floor/Loft area Gaxage area Shed or Barsz Caznort/Dec1£ (30" above arade~Area Water Meter Quantity: l~'equ.,~x'ed.!!~ >,.,~::. ' ' ~~ ~°~'~~, ~ , , ° Water Meter Site; FL~T~IB~1V~ Plumbing Contractor's Name: ~~~ ~ ~ '~"~ Business Name: ~/4'1'L ~ Address ~~oG lJ• `~~fitrot~lZT~IG' ~ct~l `t City ~,sfi Statc,117 Zip ~ 3~ Contact Phone: { ) ~le'!~' $~70 $usirACSS Phone: ( ) ~' Sfs' " ~ ? 7~ - Email Fay FIX3"ITXE C UN7" (i~n4 ~~bed fxturies,~ ~, Clothes Washing Machine Dishwasher 5 k'loor Drain ~,.._ Garbage Disposal ~_ Hat Tula/Spa _~ Sinks (Lavatories, kitchens, bar, map) ~Spritiklers _~, Tub/Shoarexs ~_ Toilet/Uruxal Watet Heater _.~ Water Softener Plumb' timers ~ J 2~ 0'~ (Comxuercial Only) R,eyuiredl Signature of Licct~sed ~onrractoi License ntu~xber ....__ The Cary of Aexbsrrg:iit fee tcbsdula rr the .~»me as ~rgrured by the Stale ~ ~0 X1.1.1 9002 £ t X30 O ~ ~ ~ ~ ~ ~~ Please complete the e]!lEire Application! If the question does not apply fill in NA for non applicable NAME ~tTtZEr,IS Gt>wtru~wllTY i2,p,~,-tIL. PROPERTY ADDRESS ~f 52 ~2-rtl Z.u~ EAR-- Permit# SUBDNISION Dwelling Units: ~ Parcel Acres: ~ . SETBACKS FRONTL 3!~ ~ SIDE 3~ ` SIDE Q ~ BACK ~ ~ Remodeling Your Building/Home (need Estimate) $ ~I/A- SURFACE SQUARE FOOTAGE.• (Shall include the exterior wall measurements of the building) First Floor Area S..T 8,O ~~ Unfinished Basement area. t~l~/r Second floor/loft area t~/,4r Finished basement axea ,.l/A Third floor/loft area,_~/~t- Garage area N.//r Shed or Barn__ ajar Carport/Deck (30" above ~radelArea nl/w- Water Meter Quantity: ~ '~`'''~' *** ~ *'`'+`~k'`=''`°w Water Meter Size• 2ND Required.!! PLUMBING Plumbing Contractor's Name: Business Name: Address City State Zip Contact Phone: ( ) Business Phone: ( ) Email Fax FIXTURE COUNT ('.including roughed fixture _~~ Clothes Washing Machine .~ Dishwasher 5 Floor Drain ~_ Garbage Disposal _~ Hot Tub/Spa _~_ Sinks (Lavatories, kitchens, bar, mop) Plumbing Estimate $. (Commercial Only) Required! Signature of Licensed Contractor The City of 1~ Sprinklers _ 0~ Tub/Showers 2 Toilet/Urinal ~ Water Heater _,~ Water Softener License number schedule is the .came as ~~ ~€~°~r~~~ ~rPtif~~ P~~c ~~ 15 ~7/t1B~~ Date the State of Idaho 4 dec. b. 2~Ob 3:37PM Tease corn fete the ~ - ~ entire Apphcati.on. appiica6ie NAME t'L~' S ~o ~(,!~'l, ~.L I~-- PROPERTYADDRESS Gf~Z• 2" i/ SUBDIVISION .l~~qur`re~d.~i~ .hl.EC~~A1 ~.~+G"A~,~ Permit# Mechanical Contractor's Name: W~ ~U~' ~ `',P/~ ~ $usiness Name: s~ Address ~!o (~ N • `~~.f.I.UW`~T~rt ~• C~^+ t City ~'~ ~'~ state Zip ~3~'~'~ Contact Phone: ( ) 2v ~! (o ' $'j70 Business P~to~nc: ( )- 3 '~ ~o ' $ 7 ~ O Exnasl Fax.. _ .__ Mechanical Estimate ~ ~ o ~ (Commercial/Mufti Family Orgy) F.i.~7"URE~ & A1"ri~'.~Z'e4NC.~S C~ITN.7' (S~rigle Family3)r1g Qrtly) ___~.___ Furnace Exhaust or Vent Ducts Furnace/Air Conditioner Cornba Heat Pump Air Conditioner Evaporative Cooler ,~ TJnit Heatex Space Heatex Decorative gas-fired appliance Incinerator System ~,,,,,,~, Boiler ~, Pool Heater • No. 32b 1 P, b If the quesaan does nat apply 511 in NA for aan Dryer Vents Range Hood Vents Gook Stove Vents ...~ Bath Faaa Vests other similar vents & ducts: Fuel Gas ape Cutlets including stubbed in or future outlets Inlet Pressure (Metex supply} PSI ,Heat (Circle aII that apply) Gas Oil Coal Fireplace Electric Hydxonic Mechanical S'~-~rrnr Cg1c li~tions mint be submitted ~>r ~ s & 1~~t'nn oi*~t of Delivery must be shown on ,Dl.ans s itequYredl Signa f Lie+ensed Contractor license number ?'be Cary of3~exburo's per~rit fee ,rcbedrele u the .r~nrre ru ~agrrirrd by the Stale CITY OF REXBU G Please complete the entl~Application! If the question do~s~t Apply fill in NA for non applieAble NAME G~,T t2er15 L.a,Nwa,JtTY ~`v-t iL PROPERTY ADDRESS y52 t~. 2'~1° ~ _ _ Permit# SUBDNISION Required.-~ MECHANICAL Mechanical Contractor's Name: Business Name: Address City State Zip Contact Phone: ( ) Business Phone: ( ) Email Fax Mechanical Estimate $ (Commercial/Mufti Family Only) FIXTURES ~ APPLIANCES COUNT (Single Family Dwelling Only) _~ Furnace ~~ Exhaust or Vent Ducts ~_ Furnace/Air Conditioner Combo .~" Heat Pump ,~ Air Conditioner _,~ Evaporative Cooler •~ Unit Heater _~ Space Heater .~ Decorative gas-fixed appliance _~ Incinerator System _ E,~ Boiler .~_ Pool Heater ~_ Dryer Vents .~ Range Hood Vents _~ Cook Stove Vents 2- Bath Fan Vents ,~' other similar vents & ducts: _~~ Fuel Gas Pipe Outlets including stubbed in or future outlets Inlet Pressure (Meter Supply) PSI Heat (Circle all that apply) Gas Oil Coal Fireplace Electric Hydronic mechanical Sizing Calculations must be submitted with Plans & Atpplication Point of Delivery must be shown on plans. Rtquired! Signature of Licensed Contractor License number Date The City of Bexburg °r permit fee .rchedude is the .came as required by the State of Idaho Build~ig Safety Department ~' aQ~tiXe~R~ 4 .~ CITY o r City of Rexburg ~~ 'o ~~ ~~ REXBURG 19 E Main janellhQrexburg.org Phone: 208.359.3020 x326 ~a, o America's Family Community Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 OWNER'S NAME ~ iF ~ S Go~tC~ `'`i~' `~" 06 00413 PROPERTY ADDRESS Z ~ '- SUBDIVISION ~ ~ Citizens Communit Bank PHASE LOT BLOCK .I Requlred.~!! ELECTRICAL Electrical Contractor's Name L c~v. ti c 7~J- ~"~ Busin/ess Name Car. ~Z~ ~~ Address /lit U - ~~ ~- ? City ; l~d ~e State ..~1~ Zip ~3Y3 ~ Cell Phone (~) 3 `~~- ~ 6 ~ G Business Phone (~Q~) ~~~`-~-3 ~ 3 Fax (y~) Y S'~ - c(3 ~~ Email Electrical Estimate (cost of wiring & labor) $ 0 ~' 70 COMMERCIAL/MULTI-FAMILY ONLY) TYPES OFINSTAIJ~ATION (New Residential includes everything contained within the residential structure and attached garage at the same tune) Up to 200 amp Service* 201 to 400 amp Service* Over 400 amp Service* Existing Residential (# of Branch Circuits) Temporary Construction Service, 200 amp or less, one location (fox a period not to exceed 1 year) Spa, Hot Tub, Swimming Pool Electric Central Systems Heating and/or Cooling (when not part of a new residential construction permit and no additional wiring) Modular, Manufactured or Mobile Home Other Installations: Wiring not specifically covered by any of the above Cost of Wiring & Labor: $~, ~ >G` Pumps (Domestic Water, Irrigation, Sewage) Requested Inspections (of existing wiring) Temporary Amusement/Industry *Includes a maximum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour. C --1~'a- 6' ! ~ d ignature of Licensed Contractor License number The City of Bexburg's permit fee schedule is the .came as required by the State of o ~ QV ~ 5 2~~6 CITY OF REXBURf~ Build Safety Department City of Rexburg 19 E. Main Rexburg, ID 83440 janellhQrexburg.org Phone: 208.359.3020 www.rexburg.org Fax: 208.359.3024 OF ~EXB URC .4~ !y ~~ m ~,, .a°~sMeu CITY OF REXBURG America's Family Community APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #: PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES/NO -APPLICANT INFORMATION: APPROVED BY: Business Name: T2t~J~ d~~~~ix~-~r~5 Office Address: i j S-2 [3r~,u.~ ~ «r-- ~ ~p ~ i t~~a-w® ~G/~ ~ u~ T, City State Zip Office Phone Number: (~) :~~`°~ Contact Person: 1~~~-r- ~~t=>R~e..~ ~~-~~ Cell Phone # ( ) -LOCATION OF WORK TO BE DONE: Street Address Where Work Will Be Done: yS2 ti[ari:-rrr 2~,d ~ Business Name Where Work Will Be Done: ~~Ti~~~s (~,,,n,~,,a.r-y ~~xc~ Dates For Work To Be Done: ~,~r~~~P~z 2bOta To ~~~j „~~~~ Contact Person: Phone Number: ( ) Cell # ( ) 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 ^ TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES ~ ,° ~ pplicant's Signature Date 6 Building Safety Department City of Rexburg 19 E Main janellhQrexburg.org Phone: 208.359.3020 x326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 '~~ µtixeop~,o uv~ ~a, CI1`Y OF REXBURG __ ~, __. America's Family Community OWNER'S NAME G ~ i/~ C ~u~ ~ ur~~ PROPERTY ADDRESS "S~ ~~`-` S1~ SUBDIVISION PHASE LO BLOCK 06 00413T Citizens Community Bank Required.!! ELECTRICAL Electrical Contractor's Name ~c'1,,~ ~i`G ~C S" ~~ ~ Business Name ~Cis~ ~r`r:-r,~s- ,~~~- Address ~ D ~ lfxa-rr a ~ City /t~~~_~c.~c~ ~ State ~ `~ Zip ~ `l-3 Cell Phone (av~) ~~D '- ~[S j 6 Business Phone (,2p~) `~~Y//S ~- `Y~ 7 ? Fax (;~c~) ~.~ ~- ~~3~j Email ~O.SI! /" / r~ ~~ ~?~3'~~,~~ ~~^ ~~ Electrical Estimate (cost of wiring & labor) $ (COMMERCIAL/MULTI-FAMILY ONLY) TYPES OFINSTALLATION (RESIDENTIAL) (New Residential includes everything contained within the residential structure and attached garage at the same time) Up to 200 amp Service* 201 to 400 amp Service* Over 400 amp Service* c~~ ~~ =Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) Existing Residential (# of Branch Circuits) Spa, Hot Tub, Swimming Pool Electric Central Systems Heating and/or Cooling (when not part of a new residential construction permit and no additional wiring) Modular, Manufactured or Mobile Home Other Installations: Wiring not specifically covered by any of the above Cost of Wiring & Labor: $ Pumps (Domestic Water, Irrigation, Sewage) Requested Inspections (of existing wiring) Temporary Amusement/Industry *Includes a maximum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour. Signature o Licensed Contractor License number ate The schedule is the .came as required by the State of Idaho 7 Building Safety Department City of Rexburg 19 E. Main janellh@rexburg.org Phone: 208.359.3020 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 OF 4Exs vAC ~~ ~O c >, ~~ ~``~=~Eo CITY O F 1~1LL~ V lt~ cy, - America's Family Communi; Business Application ~~~~~~-~--~H~~~-Q (for the purpose of wastewater pe 06 00413 Citizens Community Bank Type of business or establishment? ~~~~ 2. Will this business be doing any type of food preparation or cooking? 3. What type of food preparation or cooking will be done? /,~ 4. Will there be any deep fat frying? Yes No ~_ 5. Will the facility have food disposal systems? ~~ ~ 6. Are you a business planning to occupy an existing building? I~l C~ or, are you designing a new facility? '~~ 7. Will your business have chemical storage? Yes No 8. Will this facility operate year round? Yes No 9. Will there be any grease traps or sumps at the facility? Yes No 10. Will there be any types of chemicals used at this ~cility, other than household cleaning solutions? Yes No 11. Is there any manufacturing of products at this facility? Yes No ~_ ~ Ash, IG. ~~ Applicant Signature Date • • ` ~ . September 21, 2006 ~IA'I'ES .~ ~' Rexburg Building Department 19 East Main Rexburg, Idaho 83440 ~E~E'~ ~~ RE: Citizen's Community Bank SE'p 2 1 2p~~ CITY OF REX~URG Dear Emil , Y In response to our phone conversation the following items will be addressed: ~ 1: .North facade is modified as requested (see attached drawings). 2. .Vegetation will be .used to screen HVAC equipment. 3. Pedestrian access will be tactile. concrete across asphalt.. If you have any further concerns, please contact me. Thank you.- Since , i ~ ~ ~ , 1152 Bond Avenue ouartications certified sy: REXBURG, IDAHO (208) 359-2309 N.C.A.R.B. Fax 359 - 2271 NATIONAL COUNCIL OF ARCHITECTURAL REGISTRATION BOARDS ARCHITECTURAL - ENGINEERING - CONSTRUCTION MANAGEMENT r ~~ z~ ~A o~ r D z `$L r rn U1 m rn z ~~ ~ n ~_ ~ ~~ _~ ~ I I I ~ ~ , ~ ~a - - - ~ ~ ~ ~ , ~ L --- ----------~ ZD {!Y Q ~, ~ r17 a ~ c - ~ ~ ~ ~- II II II II II II II ~ - II II II II II II C II ~ I I- - II II C II III II I-L II II C II II I I _ II III II II II ~ III ~- II II II ~- II II II II II ~ II II I~- u Ir- ~- ~Z mo A n Tl °rn r rn ~_ O z P 0 n N~ 0 bd ~ I Ce ~ ~ O ~ ~ n'' ~ !7? k N w o m °~ Q •i • ~ o ta 4 ~ g ~ °~ ~ _'~ITi - ~ ~ ' 2 41 c y r ~ ~-~~~ T~~ _ '-__-"_' -_ -___ m ~~~~ ~ N ~~ K r r9i m m~ y ~ €~W 0 b~ ~ g ~ ~~ ~p sm r~ ~~_ m° ~ i ~~ i-ni----_. L L X~ ~~ , ~Kmo -~~~ -~ _ ~ ~ I~Ii~I.,.' II II II ~_ ~F ~~ ~ I ~ ~+ p~ +~~ ~~ ~~ o ~ ~N ~~ ~_ ~~ rZ n N ~ ~ ~n Av~ 2~ i L h~ O ~ ~ C ~ v i ) C IL N 1 m Rg~ ~ =7~.. 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S~ SS ,. ~_ _ A ® ~ cn N \ ~ \ ~ ~ "Q, ~ _..... ~ ~ ~ _.. \ o /~ ~ S O O O 0000000 3~N 3~N 0?rN ~,rN lAZ O1- 01Z CU- Olz -0~ -OA DN Din DN Dt~ ~n DN 1~ ~ 1~ N~ A~ n~ ~ i ~ i n~ ~ n-i x~« xA~ ~uD ~uD ~~ ~ ~~ ~~ ~ r~ 1Di(rnn i-Di~n ON~ pD~ (`3 O; zp~ ~,Ny rn~ ~ D D ~~ ~~ o~~ m~,S, o~ ~ z z ~ ~ t1t (~D~p O-~D X Ary~X ~nD zOD -~{~Z ~ XI z N yI N O 0~ 0 f7J AD AD ~nn~ inO -n r r r N D fn td ~it A ~ ~ ~it r ~~ EY A~~ Z~~ iii ~ ~n ~+ $ ~ ~ _ ~ ~ ~ f~~ttlj << n A pp pp ~A tlr3nD Arn p p D A D A ~ ?~ ~ rR ~ ~ tU tU N ~~ ~~ o~ ~~~ ~ ~ ~n rn D O A 01 07 -a -+ z z ~ 4 Z z T z 2 n 7~ (Nj n z m ° ~~ o m A s ~RO,~cr: ' ~mm ~., 4 o ~`° s sA~m m g~?N ~ ~ " y ~ ~ ~ ~ ~ < ~ ~ ~ ~ CITIZENS COMMUNITY SANK iDntio gg~~Q ~ ~§g~x~ u ~ g ~~m ~ ' ~ A g ~~~ ~ o ~ o 9~ ~ m ' y >~ ~ ~ z ~ rx~xeurse, ; ; ~ ~ ~ ~ Y m 4 ~ ~ ~ ~ ~ ~ _ ~ ~ ' % ,~~ ~ „ e - ~ ~° ~ D ~ ~~o g ~~~~ ~ ~ s~~~ Ep ~m~ n ~~ ~~ Y rl~~ o ~ ~ o a ,,7 ~ CO ~ 4 DRAWING tITLE: M08LILE SITE PLAN -TEMP _ ~ ~ ~ ~ ~ ~ ~' ~ ~ tx ro ~ J_, ~ ` ~ ~~~~ ~ om l'i _ b a y ~ 0 a . t „ C:\Documents and Settings\MTurner\Desktop\drawings\FOUNDATIONS ABOVE GROUND\13- I Ox66FD 95 SC.dwg, FD- i , 6/I 3/2006 2:26:46 PM CP n O rn rn G~ s - r ~ ~ D N ~ D m r- ~ n v m m < - ~_ I- ~ ----- I - -T y N ~ ~ ~ ~ I I O O I ~ ~ ~ I (n ~ ~ -~ I ~ N m m n i o W ~ ~~ O O I i W ~ w Z N I ~ ~ W O ~ --m0 ~ ~ n ~ O ~ { I I- ----- O rn~m ~~~ 1 ~ - p O a~~0 ~~O ~ p Z ~ m i ufO, v Z 1CZ ~ a, p ~ i N ~ N ~ ~ p rn~ ~m N ~ i I N ~ N ~ 3I v ~ m ~ i N ~ ~ 37 ~ I t O I i .p N ' - Z ~ W Z Z o 1 ~ W I t I i p W W O m ~ 1 n m ~ ~ o D 1 ~ ~ m ~ 7° ~ m ~ v m ~ OOX rZoo on; cn z ~ m ~ v C I , I e N w ~ ~ C v ,~ c ~ " ~ I I ~ 70 ~' " D i N Z ~ ~ n '? ~Zm " ~ z z o ~ ~ ~ z ~ ~ '~ I °'- I ~ ~ "' ~ ~ ~ P ~ ----- f ~, n m Z ~ I ; I I W N rn a, ~ m -~ , - I L7 ~ w ~ ~A o~ Z W ~~ vD ~c ~m p cn -~~ r~~ Z W D~ <~ __ <~ mo ~n D G7 ~k ~~ Z~ vD nP ~ m -o o~ ~C ~~o p cn -,~ ~Z G7 D~ <~ my m~ r~ ~~ ~ .~ 1 b ~ m I D r I I I-- ----- I --i ~~ ~ -a ~ ~ -i m N ~~ ~ m I , N N AZ mrn o (~i _ ~Z ~ 7o mmD m v nP ~ ~ ~ ~O m ~O m m I ( ~ n v I ' I I I I ~ - - - - I w I N I w i I I ' f ~ ~ I I ~ ~ ( i I i I p ~ I _- I ~ ~ ~ ~ I o I ~ ° - ~ ~ I ~ I 0 ~ ~ w ~ ~ -- ------- -- -- ~-+ ~ T-111!2" a'- .~.t l~r•y N 2'-111/4" ~ CD ~ '` 0 0 ~ ~ ~ A 13'-10" ago ~ ~ a~N D c z - ~ 6 ~ ~ C < ' r rn , , D ~ n D rn rn Gl s - N s ~ _ ~ ~, REVISIONS DISCLAIMER h _, ~ rn X ~ X ~ X X -rn+ ~ ~ rn ~ ~ ~ X ~ rn ~ < z ~ ~ rn a rn O. DATE: BY: XX XX XX XX ~/~/\/\/\/\/~/~/~/~/~/~/~/~/ XXXXXXXXXXXXXX X/l/\/~/~/~/~l~/X/\/X/X/\/~ ~' y ~ Q NABS Inc. ~ D d ~., e.,.,e..;o.~ . - O -~ 1999 North Amadon, Ste. 224 RESTR '-'.~ X xx xx Wichita KS 67203 ""s"''" .'` °°"` "' X xx xx xxx xxxxxxxx xxx (3 16) 82 I -9590 ` ed ° ' ° xxx xxxxxxxx xxx b ie ~ o~~ N~ r _ ~% www.na sinc.com ~ ~ o~ ~ ~_ - 06 00413. Citizens Community Bank PROJECT: Citizens Community Bank Rexburg, ID PROIECT No: 06165 CLIENT: JRW DATE: July 28, 2006 Calculations ~~~~od~~ AUG 18 1A06 CITY OF REXBURG w w z z w STRUCTURAL ~ 4943 NORTH 29TH EAST, STE A ~ IDAHO FALLS, IDAHO 83401 r Phone: (208) 552-9874 ~ Fax: (208) 552-9302 H 0 z ,L CALCULATIONS FO~1tIZenS Community Bank DATE: ENGINEER: Rexburg, ID ~ 7/28/2006 I JF SEAL: `~''~- °~c' ~'~ ~~ ~~~~ ~ PROJECT NUMBER: SHEET NUMBER: 06165 ~ COVER G- BA515 FOR DE51GN DESIGN CgDE: DESIGN CRITERIA: wind speed seismic category allowable soil bearing pressure 2003 IBC 90 MPH Exp.C D 1500 DESIGN LOADS: SLOPED ROOF: asphalt shingles o/felt 5/8" plywood or OSB prefab wood trusses at 24" o.c. 10" batt insulation (R-30) 1/2" gypboard mech./elec./misc. 5.0 2.1 4.0 3.0 2.2 3.7 D.L.= 20.0 psf L.L.= 100 psf EXTERIOR WALLS: 7/8" StUCCO 1/2" plywood or OSB 2x wood studs at 16" o.c. 1/2" gypboard 6" batt insulation (R-25) mech./elec./misc. 10.0 1.7 1.2 2.2 1.8 3.1 20.0 psf MATERIALS: structural lumber connections reinforcing steel concrete Douglas Fir #2 Simpson Grade 60 2500 psi Project Name: Project #: Initials: Date: Sheet: ~~ edited 6/3/02 .+ ~i Trus Joist ~ Open-Web Truss Commercial Design Guide 1043 ;7 May 2005 - /~ s = i ~; -n~- ~~ ~~y - _ --_ - TJL~', TJLX~', TJW"" Truss Top and Bottom Chords: • TJL'", TJLX'" Truss: 1.5" x 3.5" machine stress rated (MSR) lumber. • TJW'"" Truss: 1.5" x 4.75" MSR lumber. Webs: 1" and 11/e" diameter tubular steel mem- bers varying in gauge and diameter according to requirements. Minimum yield of 45,000 psi. Weight: • TJLTM', TJLX'"" Truss: 3.75 to 4.25 lbs/ft • TJW'^" Truss: 4.5 to 5.25 lbs/ft Depths: Min. depth at wall .............. 14" Max. depth at wall .............. 50" Max. pitched ridge depth .......... 50" Any depth between minimum and maximum is available. ;---. ~~~g ~' _. ~._.~ _ ,~ :j TJS~' Truss Top and Bottom Chords: Double 1.5" x 2.3" Microllam® LVL. Webs: 1", 11/4", and 11/z" diameter tubular steel members varying in gauge and diameter according to requirements. Minimum yield of 45,000 psi. Weight: 4.75 to 5.75 lbs/ft Depths: Min. depth at wall .............. 16" Max. depth at wall .............. 64" Max. pitched ridge depth .......... 84" Any depth between minimum and maximum is available. Preservative-treated :::,.:. open-web trusses are not ~avallable . - - =~ ~ ~. ~= -r - ~~. ~,. - - r ~~1-- - _ _, _ ,- .~..~ ~_. _ __...s _ ~____ _ ~ '~ • TJHTM' Truss: Double 1.5" x 5.5" MSR lumber. Webs: Up to 2" diameter tubular steel members varying in gauge and diameter according to requirements. Minimum yield of 45,000 psi. Weight: • TJM"" Truss: 8 to 9 lbs/ft • TJHTM' Truss: 10 to 12 lbs/ft Depths: TJM"" TJH'" Min. depth at wall .......20" ....24" Max. depth at wall .......60" ....72" Max. pitched ridge depth ...72" ...114" Any depth between minimum and maximum is available. Pr®4o0es Parallel Chord Tapered Pitched 4 Radius Pitched ~ ~~ Bow String ~ Barrel d Pitched Top Chord/Radius Bottom Chord $CISSOr Compound Barrel ~® \/ Parabolic Code Evaluation: ICC ES Legacy Report PFC-4354, L.A. City RR #22614 Tightest Curvature Available: TJL'", TJLX~", TJW"" Truss ..... 50' Radius TJSTM Truss ..............200' Radius TJM~" Truss .............Camber Only TJHr"" Truss .............Camber Only Truss Profi les Avai lable Series- . 1 : 2 3 . 4 5 ' 6 .7 8. 9 .10 TJL'"" TJ LX'" TJW'". / / / / / / / / / / 7JSTM . / / / / / / / / / / TJM'" / / / / TJHTM / / / / • In radius truss applications (Profiles 5, 6, 7, 9, and 10), allowable loads are reduced due to radial stresses. Contact your Trus Joist representative for job-specific possibilities. • Maximum top chord slope for Profile 4 (Radius Pitched) is 1/z" per foot for TJL°" and TJWTM series, and 3/s" per foot for TJS"" series. TJM"", TJH"" Truss Top and Bottom Chords: • TJM"" Truss: Double 1.5" x 3.5" MSR lumber. ., ' ~ Trus Joist ~ Open-Web Truss Commercial Design Guide 1043 ~ May 2005 For economical truss design, see page 5. _ -, Dep th ~ . _. _ 14" 16" 18"- 20" 22" ~ 24" ~ 26" 28" 30" 32" ~ 34" 36" 38" 40" x o°xn xsss;n xooxn us~.n xooxn xssxn x °°xn xss=,:n x °oxn ilsxn I°°Xn i15.n x anxn xssxn x°or.n. xssxn xaoxn sss.nl xooxn us»~n xooxn isss:n xaoxn xxsd»n x aoxn xxs.n xooxn xss:n Span xoax u xzsx n x oax u xzsx n x oox u usx n x o°x u xzsx n x °ox a rzsx n xaor. u xzsx n xoox u xzsx n xoox u usx n xo°x u xux n xoo-,. u, xzsx n x oox u xzsx n xoox u usx n x °ox a xzsx.n xo°x u usx n 288 330 322 370 332 382 334 393 347 377 313 360 308 354 314 357 301 327 289 325 279 321 264 306 262 302 2.30. 283 14' 261 359 402 416 426 410 391 385 394 376 361 341 309 328 308 224 259 254 297 281 340 299 355 315 365 307 362 307 361 296 340 291 342 280 325 270 291 261 283 257 296 244 273 16' 174 281 230 323 355 385 397 387 384 370 363 353 337 305 305 276 ' 1 188 218. 220. .253 249; 286 278 313 296 333 295 339 309 338 283 325 ~ 282 334 272 313 256 300 250 294 Z45 282 234 263 8 124 . 235 164 . 279 208 310 255 340 357 366 360 352 352 343 325 319 306 282 ' 12 6 -182 182 208 . ,: 204: Z32 226 261 246' 281 268 307 284 317 274. 307 273 314 260 307 248 289 235 280 220 262 233 261 20 _ _ 90 -198 . 122 , . '227- 154 _ 256 190 !281 227 306 324 330 325 316 305 314 305 285 283 ' 2 ,70 155 142 _ 177 173.. 199:; 192 ; ;220:, 210 .240_ 22& 251 Z35,; 269 .251.: 292 266 290 258 289 245 278 246 278 203, 264 209. 259 2 66 .168 90 , 192 117 216 _ 144 240 174 263 205 273 299. 295 299 301 276 280 282 282 1Z7 90 a48 14S 169 1 61 ; 184= 180 206 195 218< 210 238 224 255 233„ 267 236 270 241 260 240 263 227 258 183; 242 24' ; '138 69 162 90 _ . 181 _ 112 _ _ 203 136 Z20' 159 _~7 186 259 214 273 274 277 269 267 270 252 0 104 143' 138 160` '153 275. 163„ '286 175 :207. 187;: 223 205 232 _210;; 244 207, 237 225 231 207 240 171,, 235 26 18 1 ':137 70 ..156' 88 , 175- 108 193 128 210 150 .225 172 240 194 254 254 . '241' 247 249 247 93 109 68 124 112 138 :132 252 144_ :164 155 - 181 170 :191 1~T7 205„ 186 214 190_ : ,. ~ 221 200` - 219. 188,, 222 200 214; 28' = -- 101 119 55 , . 136 70 ,, 152 86 ..165 , 103 181 , . 120 :195. 139 212 158 220 179 227 ~~ 240 235 230 227 82 96 108 78 120 '115 132 127 ,145 137 158 147 .166- 158 179. 163 ; 189 167; 195 176 X199 173 199_ 17t 201, 30' 84 :'.105'. 118 57 .132 70 .145-. 84 156 98 .'170. 114 '183 129 146 147 206 165 211 217 211 204 ' 70 82 95 105 ;' 86 116' .111 1'26 121; 140 13Q_ 148 138 155 148 167 '152. 176 161 X1$0 f62 ?183: .150;. 186 .. 32 70 '~;?88 103 115 57 127 69 :139 81 151 94 158` 107 170;: 121 183 137 191 151 196 199 198 4` 58 72 ~ 83 93 :;;6Z 103 90 '112_ .106.' 123 116 ' 133 1__24 143' `130 149:' •135, •156 14Y 264 148, :.169 '_14f:, 173 ~ ` 3 58 , „ 78 91. :10.1` 47 112- 57 123 68 '135 79 .146` 90 ..153 102 163;. 115 .170 128 .178 141 '183 187 49 65 73: ' 83 92' 100 - 86 .109 102 218 _ `110 127 116 .,. 135 123 1+2 ~ 116. _ 148 ~ 132 ...__ 151 ...._. 136 16 ~ ~., 0 ` 36' ,. 49 66 , 80 _,. ~•91:: 100 -- 110 --_- _ 57 ,:119 _~~._ 66 .129 76 134. 87 148' 97 154 109 . _ '..160 120 167 171 132 ' "- " 42 56 66 74 82r 90 65 98 -. -~86'-105 98 •112 105. 120` 111 1Z7 115 135 112:;138; t15 142` 38~, 42 56 72 81 w $9 L 98 48 :106 56 ,..115 65 124 74 133` 83 .140 93 .147 102 150 113 154, 48 54 68 75 82' ;;A89 69 ,' 96 S8 _ - 103. ':95 - - 110? 99 _. _. .127 101 _ r. 121 101 ~ ,,.127: ,100 131' ....~ 40' 48 62 74 81. 89 . 97 __ 48 .105 56 113. 63 120 71 127 80 '133• 88 .139 97 .•14.4` 42 54 62: 68 ,.75 81 88 ;62 93 . 77 99 81 ,106 84; ;112 85 ;:116 ;;82~ x.21 42' -- 42 54 _; 67 74 82 'S9 95' 48 -.102. 55 109 62 .116., 69 122 76 12T ,,132: . .. 47 56 62 ~ 68 __73 80 86 x'60 X90, 66 ~^96 69;102 69 107 :63 111 N ~-.T 44'-. _ 47 59 ~ 67 ~ L 74' 80 __ . ~- .. `"'87 92• -48 "`98" "54 105' 60 :T1I' -6T 117, ';'121. ~- 41 51 56 6 2 67? 72 78; 83' 88 93 e 97,: 100:' 41 51 . 61 _ 67 73` 79 85 ' 90 =..g5 :101, -:107" x:112.; 45 52 57 61 66 71` 76' 81 86 `: 9Q ; 94 48, 45 55 < 61 72. 72 77 83'. . ~ 88 "'93 . 99- "10Z' ; 40 48 "52 =°57 ~ 61 66 70= ,75 „r7,9 84' 88" ~O ,: 40 49 57 •. 61 72 7Z 76 . ;,81 86 91 94; 44 "•48 52 57 61 65 64 73 77 81 52' 44 _ 53 i'~57 61 b6' 71: -:75 79 ' 84 _88 45 49` : 53 57 ti0; 64 b$ ' `- 72! 76 54' 39 47 53 '57' 62: - 66 ,..ZO 74 78 82. 42 _ X45. 49 53 56- 60 ' b3 `• 67; 70' 56' 42 49 53` 57 61 65 69 73• 76 ' 42 ; 46 ~ 49 52 5.6 ,;59 ' ;62 - : 66 _ 58 38 45 50 53 57 ~ 61 64 68 71` 40 43 : +46 49 °. 52 55 58 '62. 40 47 49 53` 61 60 63 . 67 See page 4 for available depths and profiles. For depths and profiles not shown, use TJ-Beam® software or contact your Trus Jotst representanve ror assisrance. General Notes • Open-web trusses will be custom designed to the specified loads. Values shown are maximum allowable load capacities based on the following assumptions: - Simple span, uniformly loaded conditions, with provisions for positive drainage (r/a" per foot slope minimum) in roof applications. - "Span" indicates distance from inside face to inside face of bearing plus 3". - Top chord no-notch bearing clips with 13/a" bearing. Higher values may be possible with other types of bearing clips. • Straight line interpolations may be made between depths and spans. • These tables may also be used for bottom chord bearing trusses with or without cantilevers-at one or both ends. Cantilevers are limited to ~/3 of the main span provided that the inboard shear for cantilevered conditions is limited to 2,500 lbs for the TJL"" and TJIX'" series. • Values in shaded areas may be increased 7°!° for repetitive-member use. -, c=' G.,,,,..,.r .,..~.,- --_~._..-~ -- --^_ Trus Joist ~ Open-Web Truss Commercial Design Guide 1043 Q May 2005 '~ ~ .~ 9 7 T®p Chord Bearing Cantilever No-ffVofch Clip Main span Cantilever bottom chord bracing may be reo~uired ~ I %z" maximum overhang - -\' minimum per 2x_ bearing plate Bottom chord splice 3'/~' min. TJLT"" or TJLXr"" truss; kit available for 5'/e" min. TJWr''1 truss installing over beams Contact your Trus Joist representative if cantilever exceeds %s of main span 1 g Top Chord Extension No-El9ofch Clip L See _. ,.' ._, _ _ table 'i Ei Bottolrn Chord Bearing Cantilever U-Clip Main span, Cantilever Metal cross bracing by I Trus Joist. See page 29. l ~ , \ / \ >' 1' minimum, !" I Bottom chord bracing centerline -, f-i- may be reo~uired preferred --3'/z" minimum Contact your Trus Joist representative if cantilever exceeds %s of main span 20 Double Top Chord Extension ~~ 2x extension installed by Trus Joist I See table M;~ ._ :~; ; __._ _.,_:; Allowable. Unform_ Load_ Capacity; (plf),w,,...__:,,_ TJL"" and TJLXTM" - TJW'" Length L - Floor (100%) Snout ( 15%) Non-Snow (25%) Floor (100°k) Snow ( 15%) Non-Snow (25%) 12" -, 347 393 426 420 490 525 14" . __._ 347 393 426 420 490 525 16", 347 393 426 420 490 525 18". 324 368 368 420 490 499 20"'- 236 276 276 321 374 374 24."``--. 137 166 166 186 225 225 --28"- 86 108 108 117 146 146 °- 32" 58 74 74 78 100 100 • Values are limited by the published backspan capacity (plf). Design criteria for details 19 and 20: Deflection: 2L/360 LL for floors Fb = 2,100 psi F~ = 135 psi 2L/240 TL for roofs E = 1.8 x 106 psi 2~ ®olta@~le 2x_ Outrigger Framing anchor Blocking 2x_ cap plate Field install with 16d (3'/z") nails at 8" o.c. Double ~, / ~ 2x ~ / outrigger L ' See table Do nat use single 2x outriggers The following minimum criteria were used to develop the values: 2x4 and 2x6: 2x8: F. = 135 psi F, = 135 psi F: = 1,650 psi!" Fn = 850 psi E = 1.3 x 10' psi E = 1.3 x lnb nci (1) For 12" depth For other depths, multiply by [12J~09Z d.l Outrigger Deflection: ZL%360 LL for floors 21,/240 TL for roofs Out'i99er Deflection = WL` 8EI Allowable_Umform_: Load_.Capacity (plf).T~_ L h TJLTM' and TJLX'" _ TJW~' engt L Floor (100%) Snow- ( 15 %) Non-Snow. (25 %) Floor (100%) Snow ( 15 %) Non-Snow (25 %~. 12" 347 393 426 420 490 525 14" 344 337 363 420 458 492 16" 231 253 253 313 344 344 18" 162 184 184 220 250 250 20" 118 138 138 160 187 187 22° 89 106 106 120 144 144 24" 68 83 83 93 113 113 • Values are limited by the published backspan capacity (plf). A towable-Uni form Loa Capa~ty pl Outrigger Doub le 2x4 Outrigger Doub le 2x6 Outrigger Doub le 2x8 Outrigger .Length L Floor (100%) Snow Roof (115%) Non-.Snow Roof (125%) Floor (100%) Snow Roof (115%) Non-Snow `Roof ' (125%) Floor (100%) Snow: Roof (115%) Non-Snow Roof (125%) 24" 347 393 426 347 393 426 347 393 426 30" 275 347 377 347 393 426 347 393 426 36"" 159 239 239 347 393 426 347 393 426 42" 100 150 150 347 393 426 318 366 398 48"_. 67 101 101 261 321 349 244 280 305 54"' 47 71 71 183 254 275 193 221 241 ' 60? 34 52 52 134 200 200 156 179 195 66" ~ 39 39 100 150 150 129 148 161 Z2". 30 30 77 116 116 108 125 135 ;._78"._. ( ~ 61 91 91 92 106 115 84" ~ 49 73 73 80 92 99 90" 40 59 59 69 80 87 96" ~ ~ 33 49 49 61 70 76 • Values are limited by the published backspan capacity (plt). • Equivalent sawn lumber may be substituted. • The lesser values of 1.3E Timber5trand` LSL or 2,100 MSR are used for 2x4 and 2x6 outriggers. • The lesser values of 1.3E TimberStrand' LSL or #2 hem-fir or Douglas fir-larch are used for 2x8 outriggers. .~ DRIFT LOADS ON LOWER ROOFS, DECKS AND ROOF PROJECTIONS: Difference in ht between upper /lower roof: Horiz. dist. of upper roof normal to drift: Basic ground snow load: Snow exposure coefficient: Importance factor: Drifting Calculations: Roof snow load: Snow density (35 psf max): D:= if(D <_ 35•pcf,D,35•pcf) Height of balance snow load: =3•ft ;_ 50-ft (50 ft min, 500 ft max) Pg := 50•psf Ce = 0.7 I:= 1.0 Pf := Ce•I•Pg 0.13 D := ft •Pg + 14•pcf D = 20.5 pcf Pf hb :_ - D Check if drift load is required: Height of drift surcharge: Maximum intensity of snow w/drift Max intensity; Pm: Effective w idth of snow drift: Check width: Check width: Use width: hr-hb =0.757 hb Pf = 35 psf D = 20.5 pcf hb = 1.70; It If < 0.2 neglect drifting ~_ Wb _ Pg ft psf hd :_ [.43•[Wb0.33 (Pg + 10)0.2511 _ 1.5 hd := hd•1•ft ~~d = ?.s~~ii Pm := D•(hd + hb) Pm = 93.461 psf (< Pml := D•hr Pml = 61.5 psf ) ~m:= if(Pm <Pm1,Pm,Pm1) Pm = 61.E p5F Wdl := 4•hd Wdl = 11.407ft Wd2 := 4•(hr - hb) Wd2 = 5.171 ft Wd := if(Wdl < Wd2, Wd1, Wd2) ~~'~ _ x_171 t~ ~} DRIFT LOADS ON LOWER ROOFS DECKS AND ROOF PROJECTIONS: Difference in ht between upper /lower roof: Horiz. dist. of upper roof normal to drift: Basic ground snow load: Snow exposure coefficient: Importance factor: Drifting Calculations: Roof snow load: Snow density (35 psf max): D := if(D <_ 35•pcf , D, 35•pcf) Height of balance snow load: hr := 4~ft Wb ::= 5'0•ft (50 ft min, 500 ft max) Pg := 50•psf Ce := 0.7 T:= 1.0 Pf := Ce•I•Pg Pf = 35 psf 0.13 D := ft •Pg + 14•pcf D = 20.5 pcf D = 20.5 pcf Pf hb :_ - fib = 1.707 n D Check if drift load is required: Height of drift surcharge: Maximum intensity of snow w/drift: Max intensity; Pm: Effectivewidth of snow drift: Check width: Check width: Use width: hr - hb _ 1 343 If < 0.2 neglect drifting hb Wb := Wb P _ Pg nww. ft 'w~"• psf hd :_ [.43•[Wb033 (Pg + 10)0.251 _ 1.5 ~:= hd•1•ft ~hd = 2.8~2ft Pm := D•(hd + hb) Pm = 93.461 psf (< Pml := D•hr Pml = 82 psf ) Pm ::= if(Pm < Pm1,Pm, Pml) Pm = S? hsf Wdl := 4•hd Wdl = 11.407ft Wd2 := 4•(hr - hb) Wd2 = 9.171 ft Wd := if(Wdi < Wd2, Wdl, Wd2) \~~'d = 9. ] 71 ft ~~ ~2mF JotS~"S fJL = zv p 5 ~ LC, = S'S psi SPAN = /y' UNiFa~M LoA-D = Zl0 ~~f a~ 2y~~o~~. 4 ~ NSF /~"TST C ~S ~L-(,~w~&.~ ~o~D A~C.Gk/A~6lE LDA-l~ (1~°!~ TL~ _ ~ 3 (~/ ~ > 2/G ~~! ~ Ok ~- ~~~~- ~ c V~1~9~~`~ --~ ~IIowG~~c. ~~;<,~1- = r~3as~~ ? l~l70~ ~~ ~~-f SI~PS~~ Project Name: Project #: Initials: Date: Sheet: ~,f~~~~s ~~ ~.~,~~ ~ ~ ~ X61 ~~ ,Trus Joist ~ TJI- Joist Commercial Design Guide 1062 ~ November 2004 TJI~ L65 • Allowable Uniform Load (PLF) (Depth Span 11'/s" 100% TL 115% TLi 100% LLi125% TL 14" 100°/ TL 115% TL~ loo% LLI125% TL~ 16" 100% TL~115% TL 100% LL 125%TLI 18" 100% TLI115% TL1 100% LL~125% TL 20" 100% TL~115% TL1 100% LL; 125% TLI 22" i 100% TL~115/ TL~ 100% LLi 125% TL 24" 100% TL115% TL 100% LL 125%TL 26 100% TL 300% LLI " ~ 115%TLi 125% TL' 28" 100% TL 115% TLI 100% LL 125% TL 30" ~ 100% TL 115% TL 100% LLI125% TL ' 320 368 ~ 354 ~ 407 ~ 388 446 412 ~ 474 416 479 ~ 416 479 ~ 416 479 416 479 416 479 416 479 12 252 401 350 ~ 442 * 485 515 ~ 520 ~ 1 520 * 520 520 520 ~ 520 ' 275 316 303 349 332 382 353 406 357 410 ~ 357 410 ~ 357 410 357 410 357 410 357 410 14 169 343 238 379 311 416 441 * ~ 446 * 446 * 446 * 446 * 446 446 ' 210 242 250 288 287 330 309 355 312 359 1 312 359 ~ 312 359 312 ~ 359 312 359 312 359 16 118 ~ 263 168 313 221 ~ 359 281 386 * ~ 390 390 ~ 390 * 390 390 390 ' 153 191 198 228 227 261 256 294 277 319 277 319 ~ 277 319 277 ~ 319 277 319 277 319 18 76 204 109 247 144 284 184 320 229 347 347 * 347 347 347 347 ' 114 152 160 184 184 211 207 238 230 265 250 287 250 287 250 287 250 287 250 287 20 S1 152 73 200 98 230 125 259 157 288 191 312 228 312 * 312 * 312 '` 312 ' 86 115 126 152 152 175 171 197 190 219 209 241 227 261 227 261 227 261 227 261 22 39 115 56 165 75 190 97 214 121 238. 148 262 178 284 210 284 * 284 284 ' 67 90 98 128 127 147 144 165 160 184 176 202 192 220 207 238 208 239 208 239 24 30 90 44 131 59 159 76 180 96 200 117 220 141 240 167 259 195 260 260 ' 71 78 104 106 125 122 141 136 157 150 172 163 188 177 203 190 218 192 221 26 71 35 104 47 136 61 153 77 170 94 187 114 204 135 221 158 237 183 240 ' S7 84 86 108 105 121 117 135 129 148 141 162 152 175 164 188 175 201 28 57 84 38 114 49 132 62 147 77 161 93 176 110 190 130 205 150 219 ' 47 69 70 94 92 106 102 117 112 129 122 141 132 152 142 164 152 175 30 47 69 31 94 40 115 51 128 63 141 77 153 91 166 107 178 125 191 ' 39 57 78 76 93 90 103 99 114 108 124 116 134 125 144 134 154 32 39 57 78 34 101 43 112 53 123 64 135 76 146 90 157 104 168 ' 32 48 65 82 79 91 87 100 95 110 103 119 111 128 119 136 34 32 48 65 85 36 99 44 109 54 119 64 129 76 139 88 148 ' 40 55 72 69 81 78 90 85 98 92 106 99 114 106 122 36 40 55 72 30 89 38 97 46 106 55 115 65 124 75 132 38, 34 47 62 73 70 80 76 88 82 95 89 102 95 109 34 47 62 79 32 87 39 95 47 103 55 111 65 119 ' 40 53 66 72 69 79 74 86 80 92 86 98 40 40 53 68 79 34 86 40 93 48 100 56 107 *Indicates total load value controls. Load Table Instructions To size floor joists: • Check both live load (100% LL) and total load (100% TL). Total toad values limit deflection to L/240. Live load values are based on a nailed floor system and the commercial deflection criteria shown on page 21. Live Load (100°/° LL) values may be increased with aglue-nailed floor system; use TJ-Beams software or con- tact your Trus Joist representative for assistance. To size roof joists: • Check the appropriate snow load area (115% TL) value or non- snow load area (125% TL) value to determine the maximum allowable total load. Both total Load values limit joist deflection to L/180. • Consult local codes to verify deflection limits required for specific applications. General Notes • Values shown are maximum allowable Load capacities of the joists in pounds per Linear foot (plf) and assume: - simple span, horizontal clear distance between supports. - uniformly loaded conditions with 21/z" bearing length and web stiffeners. Other capacities may be possible with different criteria; use TJ-Beams software or contact your Trus Joist representative. - positive drainage in roof applications (1/4" per foot slope minimum). • Camber (2,250' radius) is available for simple-span applications only. Contact your Trus Joist representative for availability. • For loading conditions not covered by these tables (e.g., con- centrated loads), use TJ-Beam® software or contact your Trus Joist representative for assistance. 100% TL (Total Load) Depth 11~/s Use this and the 100% LL to select 100% n. 1: floor member. This is the maximum Span 100% LL 1; allowable total load in pounds per linear foot of joist. Values are limited by 1 2' deflection equal to L/240 at total load. 100% LL (Live Load) Use this and the 100% TL to select floor member. This number is the maximum allowable live load capacity in pounds per linear foot of joist. Value is based on the Commercial Floor Deflection Limit shown on page 21. 115% TL (Total Load) Use this to select roof member in snow load areas. This is the maximum allowable total load in pounds per linear foot of joist. Values are limited by deflection equal to L/180 at total load. 125% 7L (Total Load) Use this to select roof member in non-snow load areas. This is the maximum allowable total load in pounds per linear foot of joist. Values are limited by deflection equal to L/180 at total load. ., DIMENSIONAL FRAMING FRONT D~aK Jotsrs (UUTLo~~.~~S~ IBC 217173 ALLOWABLE STRESS DESIGN JDIST MARK: R.11 Lumber grade (1 thru 8): 1 (DF Larch No. 2 ) Span (ft): 6 Spacing (in): 16 p < L/; 240 Co : 1.00 R (Ib): 420 M (Ib-ft): 630 Loads DL LL w Loads (asF) : 20 85 140 Misc (PSF) : 0 0 0 w (uniform load): 140 plf fv (psi) @ d: 65 f„/F,,: 0.36 ~ (in): 0.12 fb (psi): 1000 fb/Fb: 0.97 spanl4: L / 587 RJ1 lJSE 2 X 6 @ 16 O.C. 1 DC LAReM No. 2 1 Project Name: Project #: Initials: Date: Sheet: edited 6/23/05 s` WOOD BEAM BM MARK: RB1 Span (ft): 5.0 Lu (ft): 2.0 TL def. < U 240 LL det. < U 360 Cp: 1.00 K: 1.0 LL Red. (Y/N)?: N ALLOWABLE STRESS DESIGN Loads Red.LL DL (psf) LL (psf) trib (ft) wTL (plf) (psf) roof 20 85 85 7 735 roof/flr 0 0 0 0 0 floor 0 0 0 0 0 wall/misc. 0 0 - 0 0 w uwFOaM Loan (pff): 735 595 Reactions (Ibs) Left Right 350 350 DL 1488 1488 LL 1838 1838 TL M (Ib-ft): 2297 DL LL Comments P rT. Lono (Ibs): 0 0 from left end: 0.0 No. of mlcROUMS: 3 A B F G (2) 2 x 8 (3) 2x 8 - (3) 1-3/4x 5.500 (2) 1-314 x 9.5 fv (psi) ~ d: 96 64 78 57 fb (psi): 1049 699 1041 524 ATL (in): 0.07 0.05 0.07 0.02 DD (in): 0.01 0.01 0.01 0.00 spaN~ : 885 1327 803 2758 Beam Selection(A-F): G Re: use: rz1 i-3/4 X 9.3 BM MARK: RB2 Loads Reactions (Ibs) DL (psf) LL (psf) Red.LL trib (ft) wTL (plf) wLL (plf) Left Right Span (ft): 5.0 (Psi Lu (ft): 2.0 roof 20 35 35 14 770 490 700 700 DL TL def. < U 240 roof/flr 0 0 0 0 0 0 1225 1225 LL LL def. < U 360 floor 0 0 0 0 0 0 1925 1925 TL Cp:1.00 wall/misc. 0 0 - 0 0 0 K: 1.0 W UNIFORM LoAO (plf): 770 490 M (Ib-ft): 2406 LL Red. (YIN)?: N DL LL Comments P vr. LoAO (Ibs): 0 0 from left end: 0.0 No. of MlcaouMS: 3 A B F G (2) 2 x 10 (3) 2x 8 (3) 1-3/4x 5.500 (1) 1-3/4 x 9.5 N (psi) @ d: 72 67 82 119 fb (psi): 675 732 1091 1097 OTL (in): 0.03 0.05 0.08 0.05 0D (in): 0.01 0.02 0.03 0.02 spaN~: 1754 1267 766 1316 Beam Selection (A - F ): G RBZ use:: c r 1 1 -3/4 x 9.5 BM MARK: RB3 Loads Reactions (Ibs) DL (psf) LL (psf) Red.LL lrib (ft) wTL (plf) wLL (plf) Left Right Span (ft): 6.0 (psf) Lu (ft): 2.0 roof 20 35 35 23 1265 805 1800 1800 DL TL def. < U 240 roof/flr 20 85 B5 7 735 595 4200 4200 LL LL def.< U 360 floor 0 0 0 0 0 0 6000 6000 TL Cp: 1.00 wall/misc. 0 0 - 0 0 0 K: 1.0 W UNIFORM LOAp (plf): 2000 1400 M (Ib-ft): 9000 LL Red. (YIN)?: N DL LL Comments P rr. LoAO (Ibs): 0 0 from left end: 0.0 No. of MICROLAMS: 3 C F G 3-1/8 x 12 (3) 1-3/4x 7.250 (3) 1-3/4 x 11.875 fv (psi) ~ d: 160 189 97 fb (psi): 1440 2348 875 ' eTL (in): 0.07 0.18 0.04 DD (in): 0.02 0.06 0.01 span/e: 1000 391 1718 BeamSelection (A-F ): G Rea uBe: (31 1-3/4 X 17.675 Project Name: Project #: Initials: Date: Sheet: wLL (P"/ 595 0 0 0 Roar Beams fl 1 WODD BEAM BM MARK: RB4 Span (ft): 24.0 Lu (ft): 2.0 TL def. < U 240 LL def. < U 360 Cp: 1.00 K: 1.0 LL Red. (YIN)?: N ALLOWABLE STRESS DESIGN Loads DL (psf) LL (psf) Red.LL trib (ft) wTL (pif) (psf) roof 20 35 35 23 1265 roof/flr 20 85 65 7 735 floor 0 0 0 0 0 wall/misc. 0 0 - 0 0 W UNIFORM LOAD (plf): 2000 DL LL 1400 Comments Reactions (Ibs) Left Right 7200 7200 DL 16800 16800 LL 24000 24000 TL M (Ib-ft): 144000 P PT. LOAD (Ibs): O 0 from left end: 0.0 C D 3-118 x 43 112 5-118 x 31 1/2 E 6-314 x 27 No. of mlcROLAnns: 3 fv (psi) ~ d: 185 174 160 fb (psi): 1753 2039 2107 OTL (in): 0.39 0.62 0.75 OD (in): 0.12 0.19 0.22 span/~: 744 464 384 Beam Selection(A-F): D RB4 U5E: 5-1/H X 37 1/2 GLLJLAM eM MARK: R65 Loads Reactions (Ibs) DL (psf) LL (psf) Red.LL trib (ft) w TL (Plfl wLL (Plf) Left Right Span (ft): 9.0 (Psi Lu (ft): 2.0 roof 20 35 35 14 770 490 1440 1440 DL TL def. < U 240 roof/flr 20 85 85 2 210 170 2970 2970 LL LL def. < U 360 floor 0 0 0 0 0 0 4410 4410 TL Co: 1.00 wall/misc. 0 0 - 0 0 0 K: 1.0 W UNIFORM LOAD (plf): 960 66G M (Ib-ft): 9923 LL Red. (YIN)?: N DL LL Comments P PT. LOAD (IbS): O 0 from left end: 0.0 No. of MICROL.Arns: 3 C D F G 3-118 x 10 1I2 5-118 x 9 (3) 1-314x 9.250 (3) 1-314 x 11.875 fv (psi) (m d: 162 120 113 83 fb (psi): 2074 1721 1590 965 OTL (in): 0.27 0.26 0.22 0.10 DD (in): 0.09 0.08 0.07 0.03 span/~: 405 418 491 1039 Beam Selection (A - F ): G Res LI SE: (3) t -3/4 X 1 1.675 Project Name: Project #: Initials: Date: Sheet: WLL (Plf) 805 595 0 0 RoolBeams ~, BEAM/JOIST MARK: Beam 6 Weak AXIS BEAM CONSTRAINTS BEAM DEFLECTION LIMITS: Span Length (L): 25.00 ft DL Deflection: L / 180 Unbraced Length (Lb): 16.00 ft LL Deflection: L / 360 Include Self Weight (Yes/No): Yes Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/Weak): weak Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.s.D. MATERIAL FACTORS: Temperature Factor (Ct): 1.00 LOAD COMBINATIONS UNIFORM LOADS: One Two Three Four Five Dead Load (psf): 25 Live Load (psf): 200 Tributary Width (ft): 0 UNIFORM CONCENTRATED LOADS: Dead Load (psf): PARTIAL LOADS: One Two Three Four Five Live Load (psf): Dead Load (psf): Tributary Width (ft): Live Load (psfj: Spacing (in): Begin from Left (ft): Location from left (in): L End from Left (ft): Total Point Load (kips): Begin Trib. Width (ft): Total Number of Loads (n): End Trib. Width (ft): CONCENTRATED LOADS: Dead Load (kips): Live Load (kips): Begin from Left (ft): )ne Two Three four Five Six Seven Eight Nine I en MATERIAL PRD PERTIES Material Type: STEEL Yield Stress: Fy = 50 ksi Beam Type: WIDE FLANGE Allowable Bending: Fb = 37.50 ksi Grade: 50 ksi Allowable Shear. Fv = 20.00 ksi Size: W'18X35 35.05 PLF Modulus of Elasticity: E = 29000 ksi SECTION PROPERTIES Depth: 17.70 in Width: 6.00 in Area: 10.30 in2 Inertia I^: 510.00 in4 Inertia ly: 15.30 in° Modulus S.: 57.60 in' Modulus Sy: 5.12 in3 Flange Compact Section Web Compact Section APPLIED FACTORS Load Duration: Cd = 1.00 Bending Coefficient: Cb = 1.00 RESULTS: CALCULATED vs. ALLOWABLE BEAM READTIDN9: TOtal Dead Live Left Reaction (RI): 0.44 0.44 0.00 kips Right Reaction (Rr): 0.44 0.44 0.00 kips CALCULATED STRESSES AND DEFLECTIONS: Maximum Moment (M): 2.74 k'ft Bending Stress {fb): 6 ksi Max Shear Force M: Shear Stress (fv): Dead-Load'Deflection: Live Load Deflection: Total Deflection: Interaction Convergence Tolerance: 1.0% ALLOWABLE STRESSES AND DEFLECTIONS: Unity ClleCk Max Allowable Moment (Ma): 180.00 k'ft Bending; Stress (Fli):' 38 ksi 0.17 o.k. 0.44 kips Shear Force V: 102.00 kips 0 ksi ! ' Shear Stress (Fv): - 20 ksi _ 0.00 o:k. 0.694:: . in bead Load Deflection: 1.657 in 0.42..- o:k. ..... U 432... .. _ U 180 0.000 ' in Live Load Deflection: 0.833 fn 0.00 o.k. U V 360 0:694 in Total Deflection: 1.:250 in 0:56 o.k. U 432 U 240 RAMSBEAM V2.0 - Gravity Beam Design ~Licens~d to: E & D Company Steel Code: AISC 9th Ed. „lob: Beam 6 SPAN INFdRMATIUN: Selected) = W18X U 55 Fy = 50.0 ksi ser Beam Size ( Total Beam Length (ft) = 23.50 Cantilever on left (ft) = 9.50 Top Flange Braced By Decking LOADS: Self Weight = 0.055 k/ft Flange Bracinq Point Loads (kips): LL To Bottom Dist DL Pre DL 00 1.50 0 Yes No . 0.00 1.50 Line Loads (k/ft): DL1 DL2 Pre DL1 Pr e DL2 LL1 LL2 Distl Dist2 600 0.600 50 0 9 0.000 0.000 0.600 0.600 . . 0.00 9.50 23.50 0.600 0.600 0.000 0.000 0.600 0.600 SHEAR: Max V (kips) = 14.92 fv (ksi) = 2. 11 Fv = 20.00 MOMENTS: @ I,b Cb Tension Flange Comp F lange Span Cond Moment ft fb Fb fb Fb kip-ft ft 5 1.00 9 10.39 30.00 10.39 27.77 Left Max - -85.1 9.5 . 0 1.00 0 1.56 33.00 1.56 33.00 Center Max + 12.7 19.0 5 1 9 . 4.0 1.75 10.39 30_00 20:00 . Max - -85.1 00 5 1 9 -- 10.39 Controlling -85.1 9.5 . . Left Right REACTIONS (kips): 15.44 1.46 DL reaction 14.35 4.20 Max + LL reaction 0.00 -2.95 Max - LL reaction total reaction 29.79 5,66 Max + 15.44 -1.50 Max - total reaction DEFLECTIONS: Left cantilever: _ _p•156 L/D = 1464 Dead load (in) -0,192 L/D = 1186 Pos Live load (in) _ 0 044 L/D = 5226 Neg Live load (in) , _ _0 348 L/D = 655 Pos Total load (in) . - Center span: Dead load (in) at 14.96 ft = 0.016 L/D = L/D = 10483 4853 Live load (in) at 14.96 ft = 0.035 L/D = 3317 Total load (in) at 14.96 ft = 0.051 RAMSBEAM V2.0 - Load Diagram ~Licenspd to: E & D Company Steel Code: AISC 9th Ed. Job: Beam 6 Beam Size = W18X55 span information (ft): Length = 23.50, Left Support at 9.50, Right Support at 23.50 Load pl 0.00 W1 0.00 W2 23.50 1.500. 1.500 0.655 0.600 0.655 O.b00 0.000 3.000 0.000 1.255 0.000 1.255 Dist DL LL+ LL- Max Tot ~ ll STEEL BEAM SIMPLY SUPPORT ALLOWABLE STRESS DESfGN. BEAM MARK: R67 Span (ft): 24.00 TL deflection < U 240 LL deflection < U 360 Lb (ft): 2.0 L~ (ft): 6.03 Lr Red (Y/N): n reduced Reactions (k) load DL (psf) LL (psf) LL (psf) trib (ft) wT~ (plf) wLL (plf) Left Right roof 20 35 35 2 110 70 0.84 0.84 DL floor 0 0 0 0 0 0 0.84 0.84 LL misc. 0 0 ---- 0 0 0 1.68 1.68 TL self wt. 30 ---- -- --- 30 0 w (uniform load): 140 70 I1GQ > 30 in' DL LL Comments Iaeia1: 291.0 in' P CONCENTRATED LOAD (k): 0.00 M: 10.1 kip-ft Fy: 50 ksi 0.00 from left end: 0.00 fb: 2.88 ksi OK Fb: 33.00 ksi (F1-1) Dn: 02326 OK DLL: 04651 OK DoL: 0.1 in Web and shear plate Bolt Capacity I~: 1.5 in Default beam depth "D": 14 in In: 1.5 in Supported beam depth (in): 0 ("0" if the same) F,,: 65 ksi Quantity: 3 Shear Plate thickness: 3/8 in Diameter: 3/4 in (s)ingle/(d)ouble shear plate?: S Grade: A325-N Weld: 5/16in Web Block Shear Capacity: 38.4 k CSR=0.04 OK Bolt Shear Capacity: 16.3 k CSR=0.10 OK Shear Plate Capacity: 42.8 k CSR=0.04 OK Bearing Capacity: 47.4 k -CSR=0.04 OK RB7 USE W14X30 Fy = 50 ksi Project Name: Project #: Initials: Date: Sheet: edited 6/3/02 WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: RB$ LoadS Reactions (Ibs) DL (psf) LL (psf) Red.LL trib (ft) wn (plf) wLL (Plf) Left Right Span (ft): 4.0 (psf) Lu (ft): 2.0 roof 20 35 35 2 110 70 360 360 DL TL def. < U 240 roof/flr 20 85 85 7 735 595 1330 1330 LL LL def. < U 360 floor 0 0 0 0 0 0 1690 1690 TL CD: 1.00 walUmisc. 0 0 - 0 0 0 K: 1.0 W uNiFORM LoaD (plf): 845 665 M (Ib-ft): 1690 LL Red. (YIN)?: N DL LL Comments P ar. LDAO (Ibs): 0 0 from left end: 0.0 No. of MICROLAMS: 3 A g F G (2) 2 x 8 (3) 2x 6 (3) 1-3/4x 5.500 (3) 1-3/4 x 9.5 fv (psi) @ d: 81 79 68 31 fb (psi): 772 894 766 257 ~TL (in): 0.03 0.05 0.04 0.01 OD (in): 0.01 0.01 0.01 0.00 span/4: 1503 984 1364 7029 Beam Selection (A - F ): G Re6 USE: t3) 1 -3/4 X 9.5 BM MARK: RB9 Span (ft): 14.0 Lu (ft): 2.0 TL def. < U 240 LL def. < U 360 Co: 1.00 K: 1.0 LL Red. (YIN)?: N Loads Reactions (Ibs) DL (psf) LL (psf) Red.LL trib (ft) wrL (plf) wLL (plf) Left Right (psf) roof 0 0 0 0 0 roof/flr 20 85 85 11 1155 floor 0 0 0 0 0 walVmisc. 0 0 - 0 0 W UNIFORM LOAD (plf): 1155 DL LL 935 Comments 1540 1540 DL 6545 6545 LL 8085 6085 TL M (Ib-ft): 28298 P rr. LonD (Ibs): 0 0 C 3-118 x 18 from left end: 0.0 D 5-118 x 13 1/2 E 6-314 x 12 No. of MICROLAnas: 3 F (3) 1-3/4x 14.000 fv (psi) @ d: 169 147 128 138 fb (psi): 2012 2181 2096 1980 ~TL (in): 0.37 0.53 0.57 0.44 DD (in): 0.07 0.10 0.11 0.08 span/~: 460 318 294 364 Beam Selection (A - F ): F Res LI sE: (3I t -3/4X r a ~v~ Project Name: Project #: Initials: Date: Sheet: 0 935 0 0 RoolBeems S r a u c r u a ~ A N Z / ~ 1 `~ - `ll l~~ ~-- ~~, o ,Z W WOOD POST DESIGN DOLJ [iLAB FIR LARCH ALLOWABLE STRESS DESIGN ALLOWABLE LDADS (KIPS) LDAD DURATIDN~ Co = 1.15 UNBRACED HEIGHT DF PDST~ LE (FT) ALLOWABLE BEAM POST 8 9 10 12 14 16 18 20 eEAR)NG 2 x 4 stud ' 2.5 2.1 1.7 1.2 0.9 --- --- -- 3.3 2 x 4 no. 2 ' 3.7 2:5 2.0 1.4 1 1 -- --- = 3.3 2 x 6 stud ' 7.0 6.3 5.6 4.3 3.3 2.6 2.1 1.7 5.2 2x6 no;2' 9.5 8.2 7.0 5.2 4.0 3.1- 2:5 2.0 5:2 4 x 4 no. 2 7.1 5.7 4.7 3.3 2.5 --- --- - 7,7 _ 4 x 6 no. 2 11.1 9,0 7.4 5.3 3.9- - 12:0 4 x 8 no. 2 14.6 11.8 9.8 6.9 5.1 -- --- -- 15.9 6`x6 no. 2` ,.20.0 18.6 17.D 13.7 10.9 8.7 7:1 5.8 18.9 6 x 6 no. 1 27.4 25.0 22.4 17.6 13.8 10.9 8.8 7.2 18.9 6 x 8 no. 2 27.3 25:4 23.1 18:7 ?4.8 11.9 9.6 7.9 25.8 6 x 8 no. 1 37.3 34.0 30.5 24.0 18.8 14.9 12.0 9.9 25.8 8 x 8 no. 1 58,3 56.2 53.6 47.4 ' 4D.4 33.8 28:2 23x6 35:2 ALLOWABLE LD ADS (KIPS) LDAD DLIRATIDN~ Co = 1,00 UNBRACED HEIGHT OF POST, LE (FT) ALLOWABLE BEAM POST 8 9 10 12 14 16 1$ 20 BEARING 2 x 4 stud ' 2.5 2.0 1.7 1.2 0.9 --- - --- 3.3 2x:4 no: 2 ' 3.0 2,4 2.0 1.4 1.1 3.3 2 x 6 stud ' 6.4 5.9 5.3 4.2 3.3 2.6 2.1 1.7 5.2 -.2 x 6 no. 2 ' 8.9 7.8 6.8 5.1 3.9 3.1 2.5 2.0 52 4 x 4 no. 2 7.0 5.7 4.7 3.3 2.5 --- --- - 7.7 4 X6 ho. 2 10.9 8.9 7.4 5.2 3.9 --- - - 12.0 4 x 6 no. 2 14.3 11.7 9.7 6.9 5.1 -- --- -- 15.9 6:x6 no.2 '1.6.0 17.0 15.7 :13.0 10.5 8.5 7:0 5.8 18.9 6 x 6 no. 1 24.8 23.0 21.0 16.9 13.4 10.7 8.7 7.2 18.9 6 x 8 no: 2' "24.6 23.1 21.4 17.8 14.4- -11.6 9.5 7.9 25.8 6 x 8 no. 1 33.9 31.4 28.6 23.0 18.3 14.6 11.9 9.8 25.8 8 x 8 no: 1 51.6 50.0 -48.2 43.5 38.0 32.4 27.4 23.1 35.2 'Wall sheathing braces stud in weak axis bending Project Name: Project #: Initials: Date: Sheet: edited 6/3/02 ENG9NEERED AND GLULAM POST DESIGN DESIGN BASED ON NOS LOAD DURATION. Co. = 1.O UNBRACED HEIGHT OF POST, LE (FT) ALLOWABLE EARING POST 8 9 10 12 14 16 18 20 BEAM B 3 1/2 x 3 1/2 PSL 7.2 6.1 5.2 3.9 3.0 - -- -- 6.6 -3:1/2 x 5 1/2'PSL 10.9. 9.1 7.8 5.8 4:5 - - - 12.0 3 1/2 X 7 1/2 PSL 14.5 12.2 10.4 7.8 6.0 - - --- 16.4 31/2 X 9112 PSL 21.3 18.0 15.3 11.5 8.9 - - - 20.8 3 1/2 x 11 7I8 PSL 26.6 22.4 19.1 14.3 11.0 -- -- -- 26.0 51/4 x 5 1/4 PSL 26.6 23.5 20;6 16.2 12:9 i0.5 8.6 7.3 17:2 5 114 x 9 1/2 PSL 41.0 41.0 41.0 32.1 25.6 20.8 17.3 14.5 31.2 5 1/4 x 11 718 PSL .41.0 41.0 41.0 40.0 32:0 26.0 21.5 18.T 39:0 5 114 x 14 PSL 45.9 45.9 45.9 42.0 37.6 30.6 25.3 21.3 45.9 7 x 9 7(2-PSL 42.8 42.8 42.8 42.8 42:8 42.8 36.t 30.8 41.6. 31/8x6 GL 12.4 10.0 8.2 5.8 -- - - - 11.7 3 1/8 x 7 1/2 GL 14.9 12.0 9.8 6.9 _... -- -- _ 14.1 , 3 1 /8 x 9 G L 17.9 14.4 11.8 8.3 -- - -- --- 16.9 3 1B x 10 112 GL 21.8 .17.5 14.4 _ 10.'1 - - - 20.5: 3 1/8 x 12 GL 24.9 20.0 16.4 11.5 -- -- --- -- 23.4 5 1 /S x 6 GC 41.1 36.7 32.0 - 23.9 18.1 _ 14.1 11.3 9.2 19.2 5 1/8 x 7 1/2GL 51.4 45.9 40.0 29.9 22.7 17.6 14.1 11.5 24.0 -5.118 x 9 GL .61.7 55.1 48.0 35.9 2Z:2 21.2 16.J 13.8 28.8 5 1I8 x 10 1/2 GL 33.6 33.6 33.6 33.6 31.7 24.7 19.7 16.1 33.6 5 1/8 x 12 GL 82.2 73.4 64.1 47.8 36:3 28.2' 22.5 '' 18.4 38.4 . 6 3/4 x 6 GL 59.3 55.7 51.1 40.7 31.7 25.0 20.0 16.4 25.3 ..63(4..x71/2 GL 77.0 74.1 - 70.2 59.6' 48.1 38.5 31.2 25.6' 3L6 6 3/4 x 9 G L 92.4 88.9 84.2 71.5 57.7 46.3 37.4 30.8 38.0 6 3/4 x 10'4/2:GL 107.8. 103.7 98.3 83.4 67.4 54.0 - 43.7. 35.9- 44'3 6 3/4 x 12 GL 123.2 118.5 112.3 95.3 77.0 61.7 49.9 41.0 50.6 DAD DURATION. D., = 1.15 UNBRACED HEIGHT OF POST, LE (FT) ALLOWABLE BEARING POST 8 9 10 12 14 16 18 20 BEAM 3 1/2 x 3 1/2 PSL 7.2 6.1 5.2 3.9 3.0 - - -- 6.6 3V2x51/2PSL '' 10:9 9.1 - 7:8 5i8 4.5 --` --- -`' 12:0 3 1/2 x 7 1/2 PSL 14.5 12.2 10.4 7.8 6.0 --- -_ __ 16.4 5 1/4 x 5 4!4 PSL 26x6 .23.5 20.6 18.2 72.9, 10:5 8.6 7.3 17.2 3 1/8 x 6 GL 12.6 10.1 8.3 5.8 --- - -- --- 11.7 3118'x7 1/2 GL 15.i 12.1 9.9 7:0 --- - _- - 14.1 3 1/8 x 9 GL 18.1 14.5 11.9 8.3 --- - -- -- 16.9 31/S x 10 112 GL 22.0 17.7 14.4 .10.7 - '. - - - 20:5- 3 1l8 x 12 GL 25.2 20.2 16.5 11.6 -- -- -- -- 23.4 51/8 x 6 GL 44.4 38.7 33.2 24.3 18.3 14.2 + 1'1.3 92 19.2 5 1/8 x 7 1/2 GL 55.5 48.4 41.4 30.4 22.9 17.7 14.1 11.5 24.0 5118 X'9 GL. 6fi.7 58.0 49.7 36.5 27e5 , 29:8 17.Q,= 13:8 28.8 5 1/8 x 10 1/2GL 33.6 33.6 33.6 33.6 32.0 24.8 19.8 16.1 33.6 5 1/8 x 12. GL 88.9 77.4 66.3 48.6' 36.6 28.4 22.6. 18.4 38.4 6 3/4 x 6 GL 65.9 60.7 54.5 42.0 32.2 25.2 20.2 16.5 25.3 6 314 x 71/2GL 86.7 ` 82.4 76.7 62.7 49.4 39.2 31:5 25.8 31.6 6 314 x 9 GL 104.1 98.9 92.1 75.2 59.3 47.0 37.8 31.0 38.0 6 3/4x.10 1/2GL 121.4-` 115.4 107.4 87.7 69.2 54.8 44:'i 36:2 44.3 6 314 x 12 GL 138.8 131.9 122.7 100.2 79.1 62.6 50.4 41.3 50.6 Project Name: Project #: Initials: Date: Sheet: HOLLOW STEEL COLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: C~ LOADS: LOAD PTL (k) PoL(k) ex (in) ey (in) PexTL PeyTL Notes LEVEL 3 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - C 0.00 0.00 - 0.00 -- 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 2 A 0.00 0:00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 1 A 4.50 0.85 2.00 - 9.00 - elev. (ft): 14.00 B 0.00 0.00 -2.00 - 0.00 - C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 Trial Section Number: 40 HSS4x4x5H6 A: 4.1 in.Z Sx: 4.57 in.3 Sy: 4.57 in.3 Ix: 9.14 in.° ly: 9.14 in.° rx: 1.49 ry: 1.49 <__ Kx: 1.00 Ky: 1.00 Fy: 46 ksi Cc: 111.6 FOUNDATION 0.00 4.50 Cm: 1.0 elev. (ft): 0.00 COLUMN INTERACTION: LEVEL 3 ... KVrx:0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KI/ry:0.00 Fby: 30.36 ksi F'ey: 0.0 ksi Case P SPex SPey fa/Fa CmFbx... CmFby... fbxlFbx fbylFby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK LEVEL 2 ... KVrx: 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KVry:0.00 Fby: 30.36 ksi F'ey: 0.0 ksi Case P SPex SPey falFa CmFbx.. . CmFby... fbxlFbx fbylFby H1-1 Hi-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D.00 oK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK PLAN -TYPICAL COLUMN 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK CASE /: FULL DL + LL LEVEL 1 ... casE 2: DL + unbal LL abr x-Axis Kllrt: 112.52 Fbx: 30.36 ksi F'ex: 11.8 ksi Fa: 11.79 ksi CASE 3: DL + unbel LL abt Y-AXIS KV ry: 112.52 Fby: 30.36 ksi ey: . Case P SPex SPey fa/Fa CmFbx.. . CmFby... fbxlFbx fby/Fby H1-1 H1-2 1 4.50 9.00 0.00 0.09 0.00 0.07 0.00 0.06 0.16 0.10 oK 2 4.50 9.00 0.00 0.09 0.00 0.07 0.00 0.06 0.16 0.10 oK 3 4.50 9.00 0.00 0.09 0.00 0.07 0.00 0.06 0.16 0.10 oK 4 4.50 9.00 0.00 0.09 0.00 0.07 0.00 0.06 0.16 8 ksi CASE 4: DL + unbal LL abt X 6 Y-AXES 11 F' 0.10 oK Project Name: Project #: Initials: Date: Sheet: edited 63/02 BASE PLATE DESIGN FOR USE WITH HOLLOW COLUMN DESIGN (All equations based on AISC "M anual of Steel C onstruction", 9th Ed., p 3-106) D ESCRIPTIDN: C1 HSS4x4x5i16 LOADS: P: 4.50 kips (axial) V: 0.00 kips (shear) MATERIAL PROPERTIE5: fc: 2500 psi Fy: 36 ksi Fb=_xFy: 0.75 CONCRETE BEARING SURFACE: Length: 2.00 ft fp: 0.05 ksi OK Ai: 100 in2 Width: 2.00 ft Fp: 1.50 ksi A2: 576 in2 PLATE DIMENSIONS: fb: 2.3 k51 OK m: 3.10 thickness: 0.750 in Fb: 27.0 ksi n: 3.10 Length: 10.00 in d: 4.0 in I: 0.175 Width: 10.00 in b: 4.00 in q: 0.030 In': 0.17 BOLTS: Number of Bolts: 4 Bolt Diameter: 0.75 in Bolt Grade: A307 (A307, A325, A490) Bolt Shear Capacity: 17.67 kips OK Concrete Shear Capacity: 36.04 kips OK BASE PLATE SUMMARY: / Thickness: 0.75 in Length: 10.00 in Width: 10.00 in Number of Bolts: 4 Bolt Diameter. 0.75 in Bolt Grade: A307 0 width PLAN -TYPICAL BASE PLATE s m N (Project Name: Project #: Initials: Date: Sheet: edited 6/3/02 Cd4R. ~~T COMBINED AXIAL AND_BENDING LOADING FOR FLAGPOLE TYPE COLUMN: Column section: HSS 10 X 10 X 5/16'COL. AT Drivethrough Cross sectional area: A~:= 11.1.•in2 Section mod in dir of lateral load: 5~:= 34.5•in3 Mom of inertia in dir of lat load: I := 172•in4 Radius of gyration rx: rx :_ 3:94•n Radius of gyration ry; ryc= 394•n Axial load: P `= 30•k P =dead load plus seismic snow Lateral force at top of column: F~:= 3•k Effective length x direction: 1~= 14•ft Effective length y direction: ly := 14-ft Length in direction of lat load: ~,- 14•ft Bracing coefficient: ~,:= 1•? Coefficient cmx: cmx;= `.85 Coefficient cmy: cmy:=: ;85 Allowable bending stress Fb: Ft-:= 2Z.6•ksi Yield stress: Fy := 46•ksi Modulus of elasticity: E := 29000'•ksi Bending moment at base: M := F•L M = 42k•ft ratio kUr < 200: ratiox := KK_lx ratioy := KK_ly rx rY ratio := if(ratiox> ratioy,ratiox,ratioy) ratio = 51.168 Determine coefficient Cc: Cc := 2•~2• E Cc = 111.554 Fy Allowable stress formulas .2 1 _ ratio FY 2•Co Fal = 22.534 ksi Fal :_ 3 5 + 3•ratio ratio C3J \ 8'Cc g.Co 2 12•~ •E Fat = 57.038 ksi Fat :_ 2 23•ratio Fa := if (ratio < Cc, Fal ,Fat) Fa = 22.534 ksi P Axial stress: fa := A fa = 2.7 ksi 2 2 Fex := 12 ~ E Fex = 57.038 ksi Fey := 12 ~ E Fey = 57.038 ksi 23 • ratiox2 23 • ratioy2 Bending stress: M tb :_ - S fb = 14.6 ksi Axial compression and bending interaction equations: fa cmx•fb fa fb fa fb H11 :_ - + H12 :_ + - H13 :_ - + - Fa (fa ll 0.6•Fy Fb Fa Fb C l _ I I Fb L \FexJ J H11 = 0.592 H12 = 0.627 H13 = 0.649 < or = 1.33 Lateral actual deflection: 3 delta := F•L 3•E•I Lateral allowable deflection: dallowl :_ .0065•L delta Unity :_ dallowl L dallowl :_ - 120 delta Uni :_ dallowl delta = 1 in dallowl = 1.092 in (Seismic) Unity = 0.871 < 1.0 dallowl = 1.4 in (Wind) Unity = 0.679 < 1.0 Code Search 1. Code: International Building Code 2003 II. Occupancy: Occupancy Group = B Business III. Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr IV. Live Loads: Roof angle (8) 5.00 / 12 22.6 deg Roof 0 to 200 sf: 19 psf 200 to 600 sf: 22.8 - 0.019Area, but not less than 12 psf over 600 s£ 12 psf Floor 50 psf Stairs & Ezitways 100 psf Balcony N/A Mechanical NIA Partitions 20 psf V. Wind Loads : ASCE 7 - 02 Importance Factor 1.00 Basic Wind speed 90 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 20.0 ft Parapet ht above grd 15.0 ft Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Building length (L) 110.0 ft Least width (B) 76.0 ft Kh case 1 0.902 Kh case 2 0.902 Topoeraphic Factor ( Kztl Topography Flat Hill Height (H) 0.0 ft Half Hill Length (Lh) 0.0 ft Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x= 50.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K, _ x/Lh = 0.00 K~ _ z/Lh = 0.00 K3 = At Mean Roof Ht: Kzt = (1+KtKzK3)^2 = H< ISft;exp C .~. Kzt=1.0 0.000 0.000 1.000 1.00 r Speedup x(d a~nwirtidJ Hl2 H Z ~ ~~ Speed-up V~z~ x(upwind} ~ x(downwind) H 2D RIOGE or 3D AXISYMMETRICAL HILL Project Name: Project #: Initials: Date: Sheet: www. tru are.com ESCARPMENT V(z) V. Wind Loads -Components 8. Cladding: Buildings h<_60' & Alternate design 60'<h<90' Kz = ICh (case 1) = 0.90 GCpi = +/-0.18 NOTE: If tributary area is greater than Base pressure (qh) = 13.7 psf a = 7.6 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building perimeter = 0.0 ft Roof Angle = 22.6 deg Type of roof =Gable Roof Are• Negative Zone ] Negative Zone Negative Zone Positive All Zone: Overhang Zone Overhang Zone Walls Ares Negative Zone 4 Negative Zone ` Positive Zone 4 & `. GC +/- GC i Surface Pressure ( sf) User in ut 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 70 sf -1.08 -1.01 -0.98 -IS psf -14 psf -13 ps -14 psf -14 ps -1.88 -1.53 -1.38 -26 psf -21 ps -19 ps -24 ps -20 ps -2.78 -2.36 -2.18 -38 psf -32 psf -3_0 ps -36 psf -31 ps 0.68 0.54 0.48 10 ps 10 psf 10 ps 10 psf 10 ps -2.20 -2.20 -2.20 -30 psf -30 psf -30 ps -30 psf -30 ps -3.70 -2.86 -2.50 -51 ps -39 psf -34 ps -46 psf -37 ps GC +/- GC i Surface Pressure ( sf) User in ut 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf -1.28 -1.10 -0.98 -17.5 ps -15.1 psf -13.4 ps -15.8 psf -14.4 ps -1.58 -1.23 -0.98 -21.6 psf -16.8 ns -13.4 ps -18.3 psf -15.3 ps 1.18 1.00 0.88 16.2 psf 13.7 ps 12.1 ps 14.5 psf 13.0 ps Parapet qp = 12.9 psf CASE A =pressure towards building CASE B =pressure away from building I I I i I I 7i ~ ~ i~? ~ I I I I I I I 0 <_ 7 degrees and Monoslope < 3 degrees i ~ es Solid Parapet Pressure 10 sf 100 sf 500 sf ASE A : Interior zone : 0.0 psf 0.0 psf 0.0 ps Corner zone : 0.0 s 0.0 sf 0.0 s '.ASE B : Interior zone : 0.0 psf 0.0 psf 0.0 psf Corner zone : 0.0 s 0.0 sf 0.0 sf I ~~ I Q ~ a i - ---Lr _~ I ~ j (l 7 I~~ I -~ I I I t-- ---r-~-- i ~ I (~> Monoslope roofs 3°<6<_ 10° a a a to a f' . '~, ~'~ /' '1 I `l r`~ I I ~ r•~ ~~~I ti~> ~~ I 1 ~ I f ~~iri1 ~~. ~7~\ ~] Project Name: onos ope roo s - Project #: Initials: Date: Sheet: V. Wind Loads -MWFRS h<_60' (Low-rise Buildinas) Enclosed/partially enclosed onl ~ ~~,r ~ Z~bTE~:lc^•ntrei 4 ~.''f '.""~ r'~ 3~ t "`s `t~ `~ ~i. su fir"-' ~ ~_ -~`'ti a ,f `lE ~~~ nre m"• I1L1Fr vnTCx~marrtr:m.krc IO &IIlGE Transverse Direction I{z = K11= 0.90 (case 1) Base pressure (qh) = 13.7 psf GCpi = +/-0.18 •.~ w. raRar.T.r-r. rn ~ .,„~.. ,.,r E~C,E ~ Longitudinal Direction Edge Strip (a) End Zone (2a) Zone 2 length = Torsional loads are 25% of zones 1 - 4. See code for loading diagram 7.6 ft 15.2 ft 38.0 ft Transverse Direction Lon itudinal Direction Perpendiculaz 8 = 22.6 deg Parallel 0 = Odeg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.54 0.72 0.36 0.40 0.58 0.22 2 -0.45 -0.27 -0.63 -0.69 -0.51 -0.87 3 -0.47 -0.29 -0.65 -0.37 -0.19 -0.55 4 -0.41 -0.23 -0.59 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 lE 0.77 0.95 0.59 0.61 0.79 0.43 2E -0.72 -0.54 -0.90 -1.07 -0.89 -1.25 3E -0.65 -0.47 -0.83 -0.53 -0.35 -0.71 4E -0.60 -0.42 -0.78 -0.43 -0.25 -0.61 w~nA Knrtare nressurec Insn - use nI nsr mmlmum Iur wucs r ulus ~r alu ., ulua u 1 9.8 4.9 7.9 3.0 2 -3.8 -8.7 -7.0 -11.9 3 -3.9 -8.9 -2.6 -7.5 4 -3.2 -8.1 -1.5 -6.4 5 -3.7 -8.6 -3.7 -8.6 6 -3.7 -8.6 -3.7 -8.6 lE 13.0 8.1 10.8 5.9 2E -7.4 -12.3 -12.2 -]7.1 3E -6.4 -11.3 -4.8 -9.7 4E -5.7 -10.7 -3.4 -8.4 MWFRS Simale Diaahragm Pressures (nsfl Transverse direction (normal to L) Interior Zone: Wall 13.0 psf. m,N Jo ~5-(- Roof End Zone: Wall 18:8 psf ~;~ to ~g,~- Roof Longitudinal direction (parallel to L) Interior Zone: Wall 10~sf End Zone: Wall 114.2 psf: Windward roof overhangs: 9.3 psf' (upward) add to windward roof pressure Parapet Windward parapet: 23.2 psf (GCpn = +1.8) W11VL W A1VJ ovERI-L~xr iTl wIl,InwARnROr~F f FF4VAAD RGOF !! l 1 1 J 1 J J 1 VERTICAL ~-~ !~ __ ~~_ ~ B ~o I r x TFiANS'v'ERSE ELEVATION WINDPFFeFLD ROnF LEEW'P.RD RCOF !! !!! 1 1 1 1 VERTICP.L .~ z n x Project Name: P oie t #: Initials: ee WIND DISTRIBUTION Loca.TioN: Wind Normal to Ridge Wind Speed: 90 Roof Press (psf): 10.0 Ridge Ht: 22 Exposure: C Wall Press (psf}: 18.8 Eave Ht.: 8 Roof type (flat/sloped): sloped LATERAL LOADS: Story heights: Ht. of Force Story force Cumlative force (plf) Roof 8 ft @ 8.0 ft 215 plf 215 plf LocAnoN: Wind Parallel to Ridge Wind Speed: 90 Roof Press (psf): 14.2 Ridge Ht: 22 Exposure: C Wall Press (psf): 14.2 Eave Ht.: 8 Roof type (flaUsloped): sloped LATERAL LOADS: Story heights: Ht. of Force Story force Cumlative force (plf) Roof 8 ft @ 8.0 ft 256 plf 256 plf Project Name: Project #: Initials: Date: Sheet: edited 2/13N3 WDOD STUD WALL DESIGN ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DESIGN DESCRIPTION: WOrSt Case Loads to Wall: w Load case Height, le (ft) : 9 DL LL trib 1 2 3 4 deflection < Ll: 240 roof 20 35 7 385 385 385 385 C& C Interior Zone (psf): 17.5 floor 0 0 0 0 0 0 0 C & C End Zone (psf): 21.6 wall 40 10 400 400 400 400 earthquake pressure (psf): 5 mist 0 0 0 0 0 0 0 LL on roof snow? (Y/N): y w (plf)= 785 785 785 785 Lumber grade: 2 (DF No. 2) NDS 2001 Load Case 1D+1L+1S 1D+1L+1Wint+1S 1D+1L+1Wend+1S 1D+1L+1EQ+1S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 1245 1245 1245 1245 F'c (psi) = 931 1070 1070 1070 fc (psi) = 127 OK 127 OK 127 OK 127 OK M (Ib-ft) = 0 236 292 68 Fb' (psi) = 1346 2153 2153 2153 fb (psi) = 0 OK 375 OK 463 OK 107 OK CSR = 0.02 OK 0.21 OK 0.25 OK 0.07 OK Amax (in.) = 0.450 0.450 0.450 0.450 ~ (in.) = 0.000 OK 0.072 OK 0.089 OK 0.030 OK TRIMMER: KING STUD WIND INTERIGR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 5156 Mcap (Ib-ft) = 1357 trib width capacity (ft) = 7.66 for M < Mcap (governs) trib width capacity (ft) = 8.28 for .~ < L / 240 KING STUD WINO ENO ZONE: King stud supports only bending ... Mcap (Ib-ft) = 1357 trib width capacity (ft) = 6.20 for M < Mcap (governs) trib width capacity (ft) = 6.71 for ~ < L / 240 KING STUD EARTH quAKE: King stud supports only bending ... Mcap (Ib-ft) = 1357 trib width capacity (ft) = 26.80 for M < Mcap trib width capacity (ft) = 20.29 for D < L / 240 (governs) Interior Zone Worst Case USE: 2 X 6 @ 16 " O.C. End Zone Worst Case USE: 2 X fi @ 16 " O.C. (DFNo.2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) N0. OF TRIMMERS N0. OF KING STUDS INT ZONE N0. OF KING STUDS END ZONE N0. OF KING STUDS EARTHQUAKE 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 8 1 1 1 1 9 1 1 1 1 10 1 1 1 1 11 1 1 1 1 12 1 1 2 1 13 1 1 2 1 14 2 2 2 1 15 2 2 2 1 16 2 2 2 1 (Project Name: Project #: Initials: Date: Sheet: edited 6/29/2005 2002 Lat/Lon Lookup Output! LOCATION 43.49 Lat. -111.47 Long. The interpolated Probabilistic ground motion values, in %g, at the requested point are: 10%PE in 50 yr 2oPE in 50 yr PGA 15.99 32.26 0.2 sec SA 38.22 77.60 1.0 sec SA 11.75 23.90 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - SEISMIC HAZARD: Hazard by LaULon, 2002 Project Name: Project #: Initials: Date: Sheet: http://egint.cr.usgs.gov/eq-men/cgi-bin/find-11-2002-interp-06.c~i 3/28/2006 S Et5MIC LATERAL ANALY5I5 2003 /ntemat~onal Bu~ldmg Code Equivalent Late21 Fon:e Procedure PROJECT NAME: CItIZenS V:CsW Governs => C5: Sos/(R/I): 0.095 C5: Spi/(Rll)T: 0.232 (Max) CS: 0.5S~/(R/I): (Min, S,equal or greater than .6 and in Seismic Category E or F) Cg: 0.044Sos I: 0.027 (Min) IE(1604.5): 1.00 ap: 1 Fa: 1.19 Seis. Use Group (1604.5 & 1616.2): I R: 6.5 F,,: 1.92 Seis. Category (1616.3): C Ct: 0.02 Sps: 0.6154 Site Class (1615.1.1): D acc (ult. strength): 0.095 Soi~ 0.3062 Ss~ 0.776 acc (service load): 0.066 T: 0.203 sec. S~: 0.239 Vbase: 17.2 k Level Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 22.00 182.0 4004.0 17.2 17.2 12.1 Totals: 182 4004 17.2 (Calculation per ASCE7-02 Section 9.5.5.4) Diaahraom Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 22.00 182.0 182.0 17.2 22.4 15.7 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401ESosww or 0.1 ww wall designed for the greater of =_> Fp: 0.25 Wp 0.18 Wp Fp =400SosIE or 280 plf min. anchorage and diaphragm force =_> Fp: 280 plf 200 plf Fp =0.8SoslEww min. anchorage and flex. diaph. force (Cat C-F) __> Fp: 0.49 Wp 0.35 Wp or 280 plf =_> Fpmin: 280 plf 200 plf Project Name: Project #: Initials: Date: Sheet: r l~IP1AH(~~~,M LoP~Ds k 3s ~+ Sz = ~ S, ~" = I~G !~ ~ SD ~f- ~/~ = 2s~ ~~ i f W Z = 2S~ ~ (-~- S,= ~iOP~f 4.Ii . Z~ PI ~ ~/ IND ~ouE~ sNi:~~. wgc~ C Ca~~s~ /~ = 2 ~ p I f ~ z ~ = ~~ ~CSU b = 2s~ P~~ ~% ~ = ~1,~'a~ _ ~~ FAIT ~~ , = fv ~ Z~f6 on ~ I~5 l~S (5S I ~~ O sz ; 1~6 ,~I r sovERnls v - NU 1Z~~UC~'1UN O Vi= ~~ c.~,ND 4EaM~?~~' - Project Name: Project #: Initials: Date: Sheet: J 7- STORY WOOD SHEARWALL LINE: A Lateral Force: 9,600 plf LINE: B Lateral Force: 9,600 plf Trib. Length: 1 ft Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p : 1.00 p : 1.00 Total Wall Length: 56 ft Total Wall Length: 62 ft Short Wall Length: 6 ft Short Wall Length: 10 ft Wall Height: 10 ft Wall Height: 10 ft Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 2 ft Trib. Width: 2 ft Wall Weight: 15 psf Wall Weight: 15 psf Dl factor: 0.60 DL factor: 0.60 Force: 9600 Ib Wall Force: 9600 Ib Wall Shear, V : 171 plf A Shear, V : 155 plf A TotalO.T.M: 96000 ft*Ib TotalO.T.M: 96000 ft*Ib Short Wall O.T.M: 10285.71 ft*Ib Short Wall O.T.M: 15483.87 ft*Ib Short Wall MR: 3420 ft*Ib Strap Short Wall MR: 9500 ft*Ib Strap Uplift: 1372 Ib STHD8 Uplift: 978 Ib STHD8 LINE: 1 LINE? 2 Lateral Force: 10500 plf Lateral Force: 10500 plf Trib. Length: i ft Trib. Length: i ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p : 1.00 p : 1.00 Total Wall Length: 51 ft Total WaII Length: 28 ft Short Wall Length: 25 ft Short Wall Length: 6 ft Wall Height: 10 ft Wall Height: 10 ft Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 7 ft Trib. Width: 7 ft Wall Weight: 15 psf WaII Weight: 15 psf DL factor: 0.60 DL factor: 0.60 Force: 10500 Ib WaII Force: 10500 Ib Wall Shear, V : 206 plf A Shear, V : 375 plf 8 TotalO.T.M: 105000 ft*Ib TotalO.T.M: 105000 ft*Ib Short Wall O.T.M: 51470.59 ft*Ib Short Wall O.T.M: 22500 ft*Ib Short Wall MR: 90625 ft*Ib Strap Short Wall MR: 5220 ft*Ib Strap Uplift: 0 Ib N/A Uplift: 3228 Ib STHD14 Project Name: ~ Project #: Initials: Date: Sheet: edited 6/3/02 ~~ 1 aaT ~ ~x+, T~.i~, ~ ~5~ c~s~ S ~ ; 2, 3C5 ~l r t, Sov ~s~ 1 , ~ E - uS~ S r a u r u a n ~ ~ N Z ~~ a a ~~ r z I ,~ z ~~~: -' z W ~wt'Z~0 w = ~2Ups~ t ~ ~ ~s~-~ 35~ ~ ~ ~v Ps-~~ `y~ f ~ZV~s~ f ~~~sf~ ~- ~ 2, °vU~ P !-~ b = ?r~ooal~- io ~~ ~-- use ~ w~ Zd I, Soo ~s¢ Project Name: Project #: Initials: Date: Sheet: C ~fi ~e s mm ~Nr~ g~,.Nk G~ /~5 • ~ ~UU 1 I ~(~ S Ct~-121~U ~. 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