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BP, CO & DOCS - 05-00264 - USDA Building
Z ~ O ~ N ' O ~ m m n W ~ c ~ rn ° - -1 ..~ ~ f z v ~ o D o n ~ ' n 3 D C ~ ~ ~ ~ ~ c c O ~ ~ ~ O . D N _ Ol ~ N N W W • ~_~:~ m m -~ ~ a~' o cc m ~ ~ ' p ~ n ~ o ~. ~ c 3 9 C7 n %~ v v ~ ~ o C 0 ~ ~ ~ a ~ °' ~' a m p ~ 3 ci n ° F O _ Z v o o ~ ~ ~' ? Vl 7 C O 3 N -o ~ o N m ~° ~ o r ~ ~ ~ s s v F o o fD ; ~ ~ o C _ V~ ~ s ~ ~ ~, ~ r v m 3 .~ ~ n ~ ~ , ~ o m a 3 W v ~ a ~ ~- Z z ~ ~ w w~ s z D = ~, o ~~° w m m of c ~ ~ S ~ ~ ~? r~ ~ ~ m ~ Z ~ ~ s ~ '~7 C 0 0 ~ a °7 n r a '"' N o ~ ~ ~ ~ ~ ~ ao m _ ~ y y ~ fD O Z ~ ~ ^ N N n O. ~ O Y I a m o '"'. ~ n ~ _ goo o ~ m fD ~ d n ~ ~ W a 7 3 y '~ 0 v ~D O Q. 0 ao V N 0 0 cn y W C :aa o ~ ~ n ~ en ,._'~ ~~ y W ep O~ ,~ c.~~ ~~x~ moa", ~~~y ~ ~D H 3 a»c :i ~ y tp ~~ya ~ O ~ C ~ yNC7`~ ~_ V ~ ~ Q '. ~ K __ ,. o3i~`~ ~ n ~ ~ 0/ O Q. W ~ ~ ~ ~ O y y.~ c ~ e~o3o~ a~ Q'o ~ N ~ y ~ ~ ~ ~ ~ ~ ~ ~ W~~pt _. ~ ~ ad~~ ~~~a 1C 01 .: a ~ o ~ W fp Cf ~D 3 fl. O ~ .~. fC K ~! n ..o 0 ~~~ ~; ~ .~ `~ a n o =. ~ ~ 3 3 C! C! 1C ~D <D C. 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Main St. / Rexburg, ID. 83440 Phone (208) 359-3020 /Fax (208) 359-3022 Building Permit No: Applicable Edition of Code: Site Address: Use and Occupancy: Type of Construction: Design Occupant Load: Sprinkler System Required: Name and Address of Owner: Contractor: Special Conditions: Occupancy: 05 00264 International Building Code 2003 302 Profit St USDA Building Type V-N, Unprotected 56 No ~(ZVU ~~~ ~u~9 , t I? ~~~~o J.R.W. Assoc. % Johnny Watson Business, professional or service, restaurants less than 50 This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that vies inspected on the date listed vies found to be in compliance oath the requirements of the code for the group and division of occupancy and the use for vihich the proposed occupancy vies classified. Date C.O. issued: December ~ 2005 (02:26PM) C.O Issued by: g Official There shall be no further change in the e~asting occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Water Department: -~'~ ~`~- u a~ Fire De : ~ °"~j-~"r`- State of Idaho Electrical Department (208-356-4830): ` **Building Permit Fees ar' a due at time of application** **Building Permits are void if you check does not clear** 1~ tl~e ~~ ;b _.:__ __.~ .~r appl~• fill In :A fir no~~ applicable NAME .~ (~ W ~ ,4 ssac. ~ A-r E s PROPERTY ADDRESS 3U?. p~F,-r Permit# SUBDIVISION ~~,cg,,c.~-. 'gus~~En PA~~ Dwelling Units: 1~ ~J~ Parcel Acres: , `~ `, SETBACKS FRONT (~}'~~, SIDE (j QtLt~.. SIDE d`eea. BACK b` 2~Q. ~~~ PeoviDeD Rcl` PRov~~fc~ `~~~_~-(•` t~Qovip2D IU`-~{` t~RoviA¢l1 Remodeling Your Building/Home (need Estimate) $ SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area 5, 57 5 Unfinished Basement area N,~/~ Second floor/loft area }~ /~ Finished basement area ~ fps Third floor/loft area_ N~~ Garage area Shed or Barn ~(/~ Carport/Deck (30" above grade)Area N. .,~ Water Meter Count: Water Meter Size: ~ ~~~ ~~ ~, ~ ~ ,~ ~:~ PLUMBING Plumbing Contractor's Name: Address Contact Phone: ( ) Email Business Name: FIXTURE COUNT (including roughed fixtures) Clothes Washing Machine Dishwasher Floor Drain Garbage Disposal Hot Tub/Spa ~_ Sinks (Lavatories, kitchens, bar, mop) Plumbing Estimate $ \\ 5~ (Commercial Only) .r---- ~f1.s ,:i 2.. ~~.c: .. Ef'2:;L ~i:9:i', £}I`LT~,~il' ~;£'. ~. i .,...__}" Ic, z: i'iSs~ ?ltilli~?t:ii" The City of Rexburg's permit fee schedule is the same as State City Business Phone: ( ) Fax Sprinklers State Zip Tub/Showers _~ Toilet/LJrinal 1, Water Heater Water Softener 4 n NAME „~ ~W ~ A550c1ATfc. s PROPERTY ADDRESS 3p2 P~f,T ~-r SUBDIVISION 2ExgUeG gu5~~tass P,teK. Permit# .~~~ Mechanical Contractor's Name: Address Contact Phone: ( ) Email Business Phone: Fax Business Name: City State Zip Mechanical Estimate $ 'L2~ ~~ (CommerciaUMulti Family Only) FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only) Furnace Exhaust or Vent Ducts Furnace/Air Conditioner Combo Dryer Vents Heat Pump Range Hood Vents Air Conditioner Cook Stove Vents Evaporative Cooler Bath Fan Vents Unit Heater other similar vents & ducts: Space Heater Decorative gas-fired appliance Incinerator System Boiler Pool Heater Similar fixtures or Appliances 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 Mechanical Sizing Calculations must be submitted with Plans & Application Point of Delivery must be shown on plans. ~:. Date The City of Rexburg's permit fee schedule is the same as required by the State of Idaho MECHANICAL 5 r ~ CITY OF REXBURG PERMIT # BUILDING PERMIT APPLICATION .~ .. _;; . ~, ,:_ ~ , 1' ,' D 19 E MAIN, REXBURG, ID. 83440 w ~ t I `_,~ ~ s lest a.ppl}° IIII In '~~ f~~la lion applieabl~s 208-359-3020 X322 PARCEL NUMBER: (We will provide this for you) SUBDIVISION: ~~xgu12L-, P~u~lrl ASS PAt2.1L UNIT# p~+AS,c 2 BLOCK# 3 LOT# 5 (Addressing is based on the information - must be accurate) O CONTACT PHONE # 359 - 2 3D `~' PROPERTY ADDRESS: 3~2 (~R..ar,-r -~; ~~~ PHONE #: Home (~) 35(- X73 ~ ~ Work (~~) 359 _ 23~q Cell (2bS) 3°Ib - ~ 27_ OWNERMAIILINGADDRESS:1~52 ~,~~ ,1~~, CITY:}~ir~13cX~G-, STATE;~.ZIP:~~ EMAIL ~c~t',M, ~~~ „~+FAX 3sq - 2271 APPLICANT: (If other than owner) (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS CITY: STATE; ZIP EMAIL FAX PHONE #: Home CONTRACTOR: JKt,J G6r}5-1-R.uc-t'io,~ /'~~41~A~.~~-~- MAILING ADDRESS: ~~~2 1~rDD ~~>L• CITY~~.,~ieL~ STATE~,~ZIP ~ jj PHONE: Home# ~5~ -93~ 7 Work#_ 359- 23~ Cell# 3q6 - D622 EMAIL~e,~-~,,,.t~.~~ c~l~eane n~"FAX 359 - 227( How many buildings are located on this property? Did you recently purchase this property? No es If yes give owner's name). Jl~ ~ ~~[~ Is this a lot split? NO YES (Please bring copy of new legal description of property) PROPOSED USE: ~DM~lr~lz-~-tAGL--- (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 herear'ter be given by me in hearings before tine Planning and Zoning Commission or the City Council for the Ciry 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 2000 International Code in cases of any false statement or misrepresentation of fact in the application or on the plans on wh' the permit or approval was based. Permit void if not started within 180 days. Permit void if work stops for 180 days. / ,~ C1_ _ _ ~i 2 ~ /~ Signature of Owner/Applicant ~ C DATE Do you. prefer to be contacted by fax emai or phone'? Circle One WARNING - BUIL PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non-refundable and are paid in full at the time of application beginning January 1. 2005. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval Work ( ) Cell ~ ~ _~yy+y~;;gg ~-- - --__ _ -- -- ------ _....-... __._-- -.-- - - --- 6 ~~~U - __ ms?~ ,~' ,1~VtERlC:~'~ i=r1:A~~I1,Y ~':C~~t,~7Ui~i'1"Y 19 E. Main St. Phone: ~u8-355 3UZ0 xs28 gttsNt~ Rexburg, Idaho 83440 Fax: 208-359-3024 www.rexburo.org cdd@rexburg.org APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #: PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES/NO APPROVED BY: -APPLICANT INFORMATION: BUSINESS NAME: J(~~ ~ ~5__sou~T~.s OFFICE ADDRESS: 1152 '~-~D ,4y~ 2exr~va.c-, =.p a3~}~}D City State Zip OFFICE PHONE NUMBER: (~) 3s°I.23~f CONTACT PERSON:g~.~f-t-r M~r~2~~~ CELL PHONE # (208 ) 390-DG 22 -LOCATION OF WORK TO BE DONE: STREET ADDRESS WHERE WORK WILL BE DONE: ?~2 ~iz.oFt-r S-r: BUSINESS NAME WHERE WORK WILL BE DONE: .lt2t,~ L-~v<<..pi~c-, ~2 DATES FOR WORK TO BE DONE: ~v~_ `~, ~ TO _SE.p-r: (5, 'lam CONTACT PERSON: ~z~r1.-t- 1~GFAr~.~,~n PHONE NUMBER: ( ba ) 35ct - 23eg CELL # ( oe )_~ `t0 - aa2Z 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 ~1Z~~65 APPLICANTS SIGNATURE DATE ^ ! ! E i ! ! ! ! ^ ! ! ! ! ! ! ! E ! ! ! ! i ! ! ! ^ ! ! ! ^ ! ^ f ! ! ! f ^ ! ! ! ! ! ! ! ! ! f ! i t 1 ! ^ ! ^ { { i ^ 1 * 1 \ ^ ! ! ! ! ! ! ! ! ! ! ! i ! ! ! ! ! ! 1 ! ! ! ^ ^ 7 6 ~ ~ ~ x ~ x a 2 1II X77 ~ ~ ~~~ ,~ ~~ K ~ ~~ ~ ~ ~~ ~ r ~~UDOa ~~ \~ \~ \~ 11 I~ I~ 11 l~ /~ /~ /~ ~/ 0......... ~,~ RAT DATE 8-10-D5.._ PRQECP -. ~ _...... PRAJECT Ho. - M,4DISON GOUNTY r m ~ o `-" DafF F PEIiY ~u ~'~`~ •= ORAYM BY: JDB ND: USDpt SOfYIGO G011tC1' p p ll to ~ { ~ Afr~~ G H _. _. 9 CARY D. RHNaRDSd! ~ ~, auax AEIISEY o a t~ ; t~ M M I A ~ RAD X98 IDAFp A ~k 9fMIAD A DANS p ~ ~ ~~~ ASSOCIATES ~ ~ ~ DRANING -IlE: i us emm avpDr aIEa~D BY: DAIS: ~pLEGTIVE G~ILIN6 PLAN ARCHITECTURE -ENGINEERING ~~ ~ ~ ~ ~y ,yam, ~~ CONSTRUCTION MANAGEMENT ~ lam) sso-PZn o ~ ~ j ~ ~ m _ _ ~ -.1 I I' R I ~ I ~ -S I ~ I I --~ r I ~ m~ov I ~ ~D ~ ~~ ~ I ~ I, .. NN A ~U ~ I "~ u ~ ~ a" d rp I I I I s -0 I - r I z I 0 r I I a~ ~ I I ~~ ~ ~ ~ I ~g ~ I ~ ~ Cl ~n I rn O tOtH V, ~ ~ A:I-- ------- ~ ---''. I ~ 1 Q $~ - d __ __ _ ___ _..__ RIY 144.80' i i 000000 ~~a~~ 7piy~ i (~ ~' ~ • x~ ~ ~ D ,ij <_ tl~tl <A rn ~..... ~D ~_" ~= PLOT DATE: 8-10-OS PROJECT Mo. - PRQECT: A G^i' `I.}~/ M?ID ISOI~I GOUI`l I 1 ~.~ 0 N DAIS GPEf7Y ~~ ~ BpF]ITA WfARUIO CA '9 Y~ N ~`(n~ V' ~~ d ~o DRAYM BY: _ J08 NQ pa (JCJ~~I Ser'Ylce GenEer' ~J~~, Iawo p N ~ N _ cABr o. mcxAWSOw o a ~ ~ BDL9F! P ~ ASSOCIATES awumA wxs ~ _ JJJlll ~ a ~ ~ o ~~ CHECI~D BY: JRW DAIS /J1Fi ~ DRANING TITLE: 51TE PLAN 1152 BOW lYWlle ARCHITECTURE -ENGINEERING Bye meeo ego CONSTRUCTION MANAGEMENT r,I.~~ y~~ ~ ° t7 ~ ~ o f z x W z w STRUCTURAL CALCULATIOSN FOR THE USDA OFFICE BUILDING REXBURG, IDAHO PROJECT NO: 05304 CLIENT: JRW & ASSOCIATES DATE: JULY 27, 2005 R A L 0 r 0 z OS 00264 JRW & Assoc. USDA 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 Phone: (208) 552-9874 Fax: (208) 552-9302 L'ALCULATIONS FOR: USDA OFFICE BUILDING REXBURG, IDAHO DATE. 7/27/05 SEAL: ~~55~d ~I~iL ~~c Q~p ~~~isr~~F ~~~ ~%EC~,n~'`~~~' '~Qi, BA~~ ~,2~~ PROJECT NUMNER: SPIFFY MIM9ER. TB I 05304 I COVER BASIS FDR DESIGN DES113N CODE: 20031BC DESI[3N CRITERIA: wind speed 90 MPH Exp.C seismic category p allowable soil bearing pressure 1500 psf DE816N LDADS: SLOPED ROOF: roofing 8,2 5/8" plywood or OSB 3.5 wood I-joists 3,7 10" batt insulation (R-30) 3.0 1/2" gypboard 2.g mech./elec./misc. 3,g D.L.= 25.0 psf L.L.= 30 psf FLOOR: floor cover g,0 3/4" sheathing 3.5 wood I-joists 3.0 1/2" gypboard 2.2 mech./elec./misc. 2,3 D.L.= 20.0 psf L.L.= 100 psf EXTERIOR WALLS: metal siding 2.p 1/2" plywood or OSB 1.7 2x wood studs at 16" o.c. 1.2 1/2" gypboard 2.2 6" batt insulation (R-25) 1.8 mech./elec./misc. 1.1 10.0 psf MATERIALS: structural lumber Douglas Fir #2 connections Simpson reinforcing steel Grade 60 concrete 2500 psi Project Name: Project #: ~ Initials: Date: Sheet: STEEL BEAM -CONCENTRATED, AND UNIFORM LOAD Canopy Framing Length: lf~:= i•ft Concentrated load: pD := 0.1b pL := 0• lb Location: a := 0•ft c : = L - a (larger) Weight per lineal foot: ~~D := 10•plf wL := 35•plf Modulus of elasticity: E := 29000~ks Yield stress: Fy := 46•ksi Allowable bending stress Fb: Fb ;~ :6•Fy Allowable shear stress Fv: Fv :_ .4•Fy Load Calculations: Bending moment: M :_ (pL+pD)•a•c + 2 (wU+wL)•L M = 680.6ft•Ib L 8 Shear: pD)•a + V :_ (pL + I (wD -r wL)• ~ I V = 247.51b L Section modulus calculations: Required: Sreqd := b Sregd = 0.3 in3 F Member size: Square tube: 2x2x3116 Section modulus: ,S•,:= .67•in3 Moment of inertia: I :_ .7•in4 Web of beam depth: d := 2•in Web thickness: tw :_ .1875•in Check bending stress: Actual bending stress: tb := S fb = 12.19ksi Fb = 27.6 ksi Allocable bending stress: fb Unity: Unity := Fb Liniry - Q4~12 < 1.0 Project Name: Project #: Initials: Date: Sheet: i Check shear stress: Actual shear stress: V Allowable shear stress: Fv = 18.4ksi .Unity: fv ,~ it = F Unity = 0.036 < 1.0 v Deflection calculations: Actual total load deflection: __ (pL+pD)•a2•c2 ~ • + 5•(wL+wD)•L4 Yt = 0.73 in 3•E•I•L 384•E•I Actual live load deflection: (pL+pD)•a2•o yl :_ + 5•(wL)•L4 yl = 0.568 in 3•E•I•L 384•E•I Allowable total load deflection: yD := 24 yD = 0.55 in 0 Allowable live load deflection: YL ~= yL = 0.37 in 360 Total load unity: 1~• :_ ~ ~~nity- 7.328 < 1.0 Y Live load unit Y 1 ~:= Y Unit}' = 1.~~9 < 1.0 L Project Name: Project #: Initials: Date: Sheet: STEEL BEAM -CONCENTRATED AND UNIFORM LOAD Canopy Framing Length: :_ },5.ft Concentrated load: pD ~= 0•ab pL := 0•Ib Location: a := 0• ft c := L- a (larger) Weight per lineal foot: wD := 10•plf wL := 35•plf Modulus of elasticity: E := 29400•ksi Yield stress: Fy = 46•ksi Allowable bending stress Fb: Fb :_ .6•Fy Allowable shear stress Fv: Fv := .4•Fy Load Calculations: Bending moment: L+ D 2 M :_ (p p ) a c + (wD + wL)• 8 M = 1265 6 ft• Ib L . Shear: V :_ (pL ~ pD)• a + (wD + wL)• ~ l "~" V = 337 5 Ib L J L . Section modulus calculations: R wired: ~1 M Sregd:= Sregd = 0 55in3 Fb . Member size: Square tube: 2x2x3/16 Section modulus: 67•n3 ,~,~° Moment of inertia: I :_ .7•in4 Web of beam depth: d := 2•in Web thickness: tw :_ .1875•in Check bending stress: Actual bending stress: fb := M fb = 22.67ksi S Allocable bending stress: Fb = 27.6 ksi U ni fl' ~ Unity := Fb ~L`nity = 0.821 < 1.0 Project Name: Project #: Initials: Date: Sheet: Check shear stress: Actual shear stress: Allowable shear stress: Unity: Deflection calculations: Actual total load deflection Actual live load deflection: V . ~' ~= d-~ _ fv Un•t Fv yt •_ (PL+PD)•a2•c2 + 5•(wL+wD).L4 3•E•I•L 384•E•I Yl ;_ (PL+PD)•a2•c2 + 5•(wL).L4 3•E•I•L 384•E•I Allowable total load deflection: yD := L 240 Allowable live load deflection: yL := L 360 fv = 0.9 ksi Fv = 18.4 ksi Unity - 0.049 yt = 2.525 in yl = 1.964 in yD = 0.75 in yL = 0.5 in < 1.0 Total load unity: ~ it ~:= y Unity:- 3.367 < 1.0 Live load unit ; 1 Y Project Name: Project #: Initials: Date: Sheet: STEEL BEAM -CONCENTRATED, AND UNIFORM LOAD Canopy Framing Length: 5•ft Via;, Concentrated load: pD := 0•:Ib pL := 0•Ib Location: a :_ o• ft c := L- a (larger) Weight per lineal foot: wD := 100•plf wL := 300•plf Modulus of elasticity: E := 29000•ksi Yield stress: Fy :~ 46•ksi Allowable bending stress Fb: Fb :_ .6•Fy Allowable shear stress Fv: Fv ;_ .4•Fy Load Calculations: Bending moment: M :_ (pL+LD)•a•c + 2 (wD+wL)• 8 M = 1250ft•lb Shear: V :_ (pL + pD)• a + C(wD + wL)• ~ V = 10001b L~ J .J Section modulus calculations: Required: Sregd := b Sregd = 0.54in3 Member size: Square tuber Zx2x3/16 Section modulus: ~;- ,67.;n3 Moment of inertia: I :_ .7•in4 Web of beam depth: d := 2•in Web thickness: tw :_ .1875•in Check bending stress: Actual bending stress: fb := M fb = 2239ksi S Allocable bending stress: Fb = 27.6ksi fb Unity: Unity := Fb Unity = 0.31 I < 1.0 Project Name: Project #: Initials: Date: Sheet: Check shear stress: Actual shear stress: V ,~, = - fv = 2.667ksi ~ d Allowable shear stress: Fv = 18.4ksi Uni ry fi' ~•= Unity.--'0:145 < 1.0 Fv Deflection calculations: Actual total load deflection: (pL+pD)•a2•c2 Yt :_ + 5•(wL+wD)•L4 yt = 0.277 in 3•E•I•L 384•E•I (pL+pD)•a2•o 5•(wL)•L4 Actual live load deflection: yl :_ + yl = 0.208 in 3•E•I•L 384•E•I Allowable total load deflection: yD := 24 yD = 0.25 in 0 Allowable live load deflection: YL ~= yL = 0.17in 360 Total load unity: ~ ~~- Unity - t.1o8 < 1.0 YD Live load unity: 1~' := Yl Unity = l?47 < 1.0 yL Project Name: Project #: Initials: Date: Sheet: TJI JOIST JOIST MARK: ROOF JOIStS Span (ft): 12.0 TL def. < U 360 LL def. < U 480 Spacing (in): 16 Bearing Type(h/w): h Web Stiffner(y/n): n Selection No: 2 CD: 1.00 DL (Psf) LL (psf) wTL (VIf) WLL (plf) roof 25 35 80.0 47 floor 0 0 0.0 0 wall 0 0 0.0 -- misc 0 0 0.0 0 W UNIFORM LOAD (plf): $D.O 47 DL LL P ar. LoAD (Ibs): 0 0 from left end: 0.0 200 200 DL 280 280 LL 480 480 TL M (Ib-ft): 1440 va„q,.(Ib): 885 eLL(in): 0.1o eT~(in): o.1s Ma„a,, (Ib-ft): 3015 span/e~L: 1503 span/eT~: 877 Rno JOISTa USE: 1 1-7/8' TJI 1 lO @16 IN OC Reactions (tbs) Left Right Project Name: Project #: Initials: Date: Sheet: edited 6/3/02 Trus Joist ~ Open-Web Truss Commercial Design Guide 1043 m May 2005 ~ For economical truss design, see page 5. -De pth 16" 18" 20" 22" 24" 26" 28" 30" 32" 34" 36" 38" 40" 42" Span zaox n zzsx n aoox n vsx n - zoox n vs~ ri zoox n usx n zoox n usx rt zoo G n usx n zoox n usx n zoox n usx n zoox n usxn zoom usx n ioox n usx n zoom izsx n zoox n usx n zoox n zzsx n zoox u zzsx n zoox a zzsxn zoox a zzsx n zaox a zzsx n zooxu zzsx n zoox u -zzsx n zoox u zzsx n zoox u zzsx n zoox ~l zzsx n ~oox u zzsx n zoox u zzsx n zoox a zzsx n zoox a zzsx n zoox u zzsx n 16' .412 474 471 543 496 550 490 540 459 520 430 497 415 477 409 470 378 428 354 407 350 403 316 364 314 362 310 356 276 515 346 557 435 563 563 561 540 519 508 473 442 438 395 393 387 18' '3~F" 378- 3g1T 43~_ 415 481 451 479 460 493 427 491 417 468 398 437 371 426 374 430 344 395 319 367 319 367 318 366 196 409 247 465 311 499 373 504 444 504 517 511 475 46 `~-"` ~67 430 "`~-"3398 399 "' :398 20, 263 328 301 346: 367 412 394 433 427 437 422 459 393 453 379 430 363 418 349 401 338 389 322 390 315 350 290. 334 146 .329 186 .376 235 423 284 452 330 456 388 459 466 460 457 436 422 423 380 363 22' 238 274 272 - 310 307 322 311" 392 371 394 371 417 392 418 366 406 353 402 347 394 337 389 318 365 294 362 291 336 110 '296' 142._ 337 177 383 215 389 255 414 300 415 344 421 424 422 426 421 397. 394 365 24' 200 230 229 262 258 293 288 300 288 331 341_ ! 371 360 382 353 384 348 384 345 387 322 370 319 366 299 344 292 335 85 250 110 285 138 `322' 167 327: 200 372 234 380 269 382 304 391 341 389 392 391 396 374 365 26' 166 197 190 218 219 245 245 273 .268 308 293 337 311: 346 333 355 323 354 333 355 318 356 306 352 300 342 288 322 67 209 88 237 109 267 134 '296- 160 335 186 351 216 354 247 359 281 360 303 359 364 359 365 350 28, 134 168 168 193 189 .217 210:: 242 231 266 _'252 290 274' 315 295 325 304 329 301 329 313 33Z 305 331 294 334 283 312 54 168 70: 210. 88 23fr 108 263 129 289 152 315 175 327 200 329 228 334 253 337 276 339 339 344 339 30' 108 137 141 ` 168 165 `_189 183' 210 201 .232 220 ~ 253` ` 238 274 257:: 295 275 306 273.: 309 294 308 296 313 287 313 283 312 43 137 56 179 72 206 88 229 106 :252 125 275. 145 298 165 307 187 308 210 313 233 315 253 317 279 315 321 32' 88 113 117 148 145 166 161 185 177 203 192 222 209` __..,. 241 226 259 _ 240-!, 276 ,255._: 281 272 290 283 287 273 293 284 292 35 113 47 148 59 181 73 ..201 88 221 104 241 121 262 138 282 156 289 175 290 194 293 214 296 236 297 253 296 3 4' 74 95 97 123 122 147 . 142 164 157 180 170 197 185 213 200 230 214:. _. 244 226! _ 258 238 265 251 274 262 273 267 276 30 95 39 123 49 156 60 178 73 196 87 214 101 232 116 >250 132 26b 148 272 165 274 182 277 199 279 216 279 36' 62 80 81 104 104 131 127 146 140 161 153 175. 165: 190 178 '205 191 219 204 233° 216 249 229 255 241 257 244 258 25 80 32 104 41 132 51 159 62 175 73 191 85 207 99 223: 112 239 126 251 140 258 155 260 169 262 186 263 38, 68 69 89 88 112 108 :131 123 _ 144 137 ; 157 148. 171 160 184 171 197 182 208 .193 223 206„ 235 216' 245 226 __ 244 68 28 89 35 112 43 138 53 157 62 171; 73 185 84 200 96 214 109 228 121 243 133 245 146 248 160 247 ~~,- 58 76 75 96 93 118 112 130 -- 124 142 134 - -- 154 144 166 155' 178 165 188 174 202 186_ 212 195_ :223 :204 233 58 76 30 96 37 119 45 141 53 ~15~+ 62 "167 72 .180.. 83 193 93 206 105. 219 116 231 127 236 139 234 42' 51 66 65 83 80 103 96 ,118:; 112 129 121 140 131 150 140 ` 1fi1 150 172 1.59 183. 168 193 177 202 185" 212 51 66 26 83 32 103 39 124 46 .140: 54 152 62 164 71 175 81 187 91 199. 101 210: 111 220 122 223 44' 44 57 73 69 89 85 108 100 1117; 112_- T27 __119 .137 128 147 136 156 _144 167 153 "276 161_ y184 169 :.193,: - 44 57 73 28 89 34 108 40 128 47 138 54 149 62 160 71 170 79 181' 88 192 97 202 106 210 46' 50 64 60 78 74 95 88,107. 101 116 109 125 117 134 125 143 132 152, 140 161 148 170 156 179 39 50 64 24 78 29 95 35 112 41 127 48 136 54 146 62 156 69 166 77 17.5 85 185 94 194 48, 44 56 69 64 83 77 99 90 _107 100_ .115 107 123 _114. 131 121 140. 129, 148 136; 156 143. 165 44 56 69 26 83 31 99 36 116 42 125 48 134 54 143 61 152 68 :161 75 170 83 179 50' S0 61 74 68 88 80 : '98 92 ,_106 99; _.: 114 105 121 112 129 119 137 125 144 132, 152 39 50 61 74 27 88 32 103 37 115 42 124 48 132 54 140 61 1~r8 67 157 74 165 44 54 66 60 78 71 91 82 :'98 91 105 98 111 104 119 110 126 116 133 122_ 140 52' , -, 44 54 66 24 78 28 92 33 106 38 114 43 122 48 130 54 137 60 145 66 153 54' 49 59 70 63 82 73 9T 85 97 90 104 96 111. 102 117 107 124 113 '130 40 49 59 70 25 82 29 95 34 106 38 113 43 120 48 127 53 56' 44 53 63. 74 66 85 76 91 84 97 ~ 03 95 109 100 115 105 121 44 53 63 74 26 85 30 98 34 105 58, 48 57 66 77 68 84 78 ~ 90~ -: 83 , ~~ ..96 88 101 93 107 98 39 48 57 66 77 27 88 31 98 35 104: 39 .110 43 .116 48 123 43 51 60 69 62 79 70 84 78 90 $2 95 87 :100 92 105 60' . ` 43 51 60 70 25 80 28 90 32 ~7 35 .103 39 109 43 115 46 54 63 72 63 79 71 84 77 89 82 94 86 99 62, , - 39 46 55 63 72 25 82 29 91 32 96 36 102 39 107 42 50 57 66 74 65 .79 72 83 76 88 81 93 64' 42 50 57 66 75 26 84 29 91 32 96 36 101 45 52 60 68 74` 66 ` 78 72 ' 83' 7b 87 66' 39 45 52 60 68 77 27 85 30 90 33 95 See page 4 for available depths and profiles. For depths and profiles not shown, use TJ-Beam® software or contact your Trus Joist representative for assistance. Genera( Notes continued from page 8 • Bold italic values are controlled by minimum concentrated load analy- sis of 2,000 lbs. Nigher Loads are possible where minimum concentrated toad analysis is not required by code. Use TJ-Beam® software or con- tact your Trus Joist representative for assistance. To size floor trusses: Check both total load (100°!° TL) and live load (100% LL). When live toad is not shown, total load will control. Total load values limit deflection to L/240. Live load values are based on the Commercial Floor Deflection Limit shown on page 34, and assume a nailed floor system. Live load (100% LL) values may be increased with aglue-nailed floor system; use TJ-Beam® software or contact your Trus Joist representative for assistance. To size roof trusses: Check the appropriate snow load area (115% TL) or non-snow load area (125% TL) value to determine the maximum allowable total load. Total load (115% TL and 125% TL) values limit truss deflection to L/180. Consult local codes to verify deflection limits .required for specific applications. t/~~to ~t ff ~ ~CP ~~ .~ (" ~il..~, ~ ,--'- _ .A e GI'~r ~ l~r f'P d~ J'J71'- fl~~-~~i'~~ WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: A Loads Reactions (Ibs) Span (ft): 4.0 DL (psf) LL (psf) Red.LL (PSf) trib (ft) wTL (P~ wLL (plf) Left Right Lu (ft): 2.0 roof 25 35 35 29 1740 1015 1450 1450 DL TL def. < U 240 roof/flr 0 0 0 0 0 0 LL def. < U 360 floor 0 0 0 0 2030 2030 LL Co: 1.00 wall/misc. 0 0 - 0 0 0 0 3480 3480 TL 0 K: 1.0 LL Red. (Y/N)?: N W UNIFORM LOAD (plf): 1740 1015 M (Ib-ft): 3480 DL LL Comments P rr. LoAn (Ibs): 0 0 from left end: 0.0 No. of MICROLA:ns: 3 A B F (2) 2 x 10 (3) 2x 8 (3) 1-3/4x 5.500 f~ (Psi) ~ d: 116 112 139 fb (psi): 976 1059 1578 ~TL (in): 0.03 0.04 0.07 dD (in): 0.01 0.02 0.03 spaN4: 1516 1095 662 Beam Selection (A- F ): B A UBE: (3) 2X e BM MARK: C Loads Reactions (Ibs) Span (ft): 9.5 DL (psf) LL (psf) Red.LL tdb ft (Pstl () w TL (Plfl wLL (PIS Left Right Lu (ft): 2.0 roof 25 35 35 29 1740 1015 3444 3444 DL TL def. < U 240 roof/flr 0 0 0 0 0 0 4821 4821 LL LL def. < U 360 floor 0 0 0 0 0 0 8265 8265 TL Co: 1.00 waWmisc. 0 0 - 0 0 0 K: 1.O W UNIFORM LOAD (pif): 1740 1015 M (Ib-ft): 19629 LL Red. (Y/N)?: N P Fr. Lono (Ibs): DL 0 LL 0 from left end: 0.0 C D 3-1/8 x 16 1/2 5-1/8 x 12 Comments E 6-3l4 x 10 1!2 No. of MICRO~nMS: 3 F (3) 1-3/4x 11.250 fi' (Psl) ~ d: 171 159 143 168 ~ (Psi): 1661 1915 1899 2127 ~TL (in): 0.15 0.24 0.27 0 27 eD (in): 0.06 0.10 0.11 . 0 11 spaN~: 753 475 419 . 423 BeamSelection (A-F): d C V9E: 5-7/B X 72 ~LULAM BM MARK: B Loads Reactions (Ibs) S an (ft): 4 0 DL (psf) LL (psf) Red.LL trib (ft) wTL (plf) w (ptf) Left Ri ht p . (Psf) LL 9 Lu (ft): 2.0 roof 25 35 35 4 240 140 200 200 DL TL def. < U 240 roof/flr 0 0 0 0 0 0 280 280 LL LL def.< U 360 floor 0 0 0 0 0 0 480 480 TL CD: 1.00 wall/misc. 0 0 - 0 0 0 K: 1.O W UNIFORM LOAD (plf): 24O 140 M (Ib-ft): 480 LL Red. (Y/N)?: N DL LL Comments P Fr. ~oAO (Ibs): 0 0 from left end: 0.0 No. of MlcROUMS: 3 A B F (2) 2 x 6 (3) 2x 6 (3) 1-3/4x 5.500 fv (Psi) ~ d: 34 22 19 fb (psi): 381 254 216 ~TL (in): 0.02 0.01 0.01 DD (in): 0.01 0.01 0.00 span/4: 2311 3466 4802 Beam Selection (A- F ): 8 B uBE: (3) 2X s Project Name: PI`oject #: Initials: Date: Sheet: WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: D Loads Reactions (lbs) Span ft : 9.0 O DL (psf) LL (psf) Red.LL trib ft (psf) O w T~ (PIt1 wLL (Pff) Left Right Lu (ft): 2.0 roof 25 38 38 7 441 266 788 TL def. < U 240 roof/flr 0 0 0 0 788 DL LL def. < U 360 floor 0 0 0 0 0 1197 1197 LL CD: 1.00 walVmisc. 0 p 0 - 0 0 0 1985 1985 TL K: 1.0 0 0 LL Red. (Y/N)?: N W DNIFDRM LOAD (plf); 4q1 266 M (Ib-ft): 4465 DL LL Comments P ar. LDAD (Ibs): 0 0 from left end: 0.0 A g No. of mncROLAnns: 3 (2) 2 x 12 (3) 2x 10 F fv (psi) ~ d: 70 59 (3) 1-3/4x 7.250 fb (psi): 847 835 68 ~TL (in): 0.11 0.14 1165 OD (in): 0.05 0.05 0.21 spaNp: 945 7gg 0.08 526 Beam Selection (A - F ): F D LI BE: (3) 1 -3/4X 7 ~ /4 LVL Project Name: Project #: Initials: Date: Sheet: ~. Trus Joist TJI~ Joist Commercial Design Guide 1062 .~ November 2004 TJI® L65 • Allowable Uniform Load (PLF) Depth 11~/a" 14" 16" 18" 20" 22" 24" 26" 28" 30" Span 100% TL 115% TL 100% TL 115 % TL 100% TL 115 % TL 100% TL 115 % TL 100 % TL 115 % TL 100 % TL 115 % TL 100% TL 115% TL 100 % TL 115 % TL 100 % TL 115 % TL 100 % TL 115% TL 100 % LL 125% TL 100 % LL 125% TL 100% LL 125% TL 100% LL 125% TL 100 % LL 125 % TL 100% LL 125 % TL 100 % LL 125 % TL 100% LL 125% TL 100 % LL 125 % R 100% LL 125% TL 12' 320 368 354 407 3~8 446 412 474 416 479 416 479 416 479 416 479 416 479 416 479 252 401 350 442 485 515 ~ 520 520 * 520 * 520 * 520 520 14' 275 316 303 349 332 382 353 406 357 410 357 410 357 410 -357 410 357 410 357 410 169 343 238 379 311 416 * 441 * 446 * 446 * 446 * 446 * 446 446 16' 210 242 250 288 287 330 309 355 312 359 312 359 312 359 312 359 312 359 312 359 118 263 168 313 221 359 281 386 390 * 390 390 * 390 * 390 390 18' 153 191 198 228 227 261 256 294 277 319 277 319 277 319 277 319 277 319 277 319 76 204 109 247 144 284 184 320 229 347 * 347 * 347 * 347 347 347 20' 114 152 160 184 184 211 207 238 230 265 250 287 250 287 250 287 250 287 250 287 51 152 73 200 98 230 125 259 157 288 191 312 228 312 312 312 312 22' 86 115 126 152 152 175 171 197 190 219 209 241 227 261 227 261 227 261 227 261 39 115 56 165 75 190 97 214 121 238 148 262 178 284 210 284 * 284 * 284 24' 67 90 98 128 127 147 144 165 160 184 176 202 192 220 207 238 208 239 208 239 30 90 44 131 59 159 76 180 96 200 117 220 141 240 167 259 195 260 * 260 26' 71 78 ' "•104" -106 125 122 141 136 157 150 172 163 188 177 203 190 218 192 221 71 35 104 47 136 61 153 77 170 94 187 114 204 135 221 158 237 183' 240 28' 57 84 86 108 105 121 117 135 129 148 141 162 152 175 164 188 175 201 57 84 38 114 49 '132 62 147 77 161 93 176 110 190 130 205 150 219 30' 47 69 , 70 94 92 106 102 117 112 129 122 141 132 152 142 164 152 175 47 69 31 94 40 115 51 128 63 141 77 153 91 166 107 178 125 191 32' 39 57 78 76 93 90 103 99 114 108 124 116 134 125 144 134 154 39 57 78 34 101 43 112 53 123 64 135 76 146 90 157 104 168 34' 32 48 65 82 79 91 87 100 95 110 103 119 111 128 119 136 32 48 65 85 36 99 44 109 54 119 64 129 76 139 88 148 36' 40 55 72 69 81 78 90 85 98 92 106 99 114 106 122 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' 40 53 66 72 69 79 74 86 80 92 86 98 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 load 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-Beam® 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-Beam® software or contact your Trus Joist representative. - positive drainage in roof applications (1/a" 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) uepu Use this and the 100% LL to select Span floor member. This is the maximum allowable total load in pounds per linear foot of joist. Values are limited by 12' deflection equal to L/240 at total toad. 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. /s" 14" 115% TL (Total Load) 115% TL 100%TL 115 ^~ Use this to select roof member in snow 125% TL SO ^ 1zs % ~ 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% TL (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. ~Trt ~ G~ ~ ~ (~ ` 0 ~-~ ~~~ WORD STUD WALL DESIGN ALL EQUATIONS BASED ON N S, ALLOWABLE STRESS DESIGN DESCRIPTION: Exterior Bearing Wall Loads to Wall: Height, le (ft) :14.6 DL LL trib w deflection < U: 180 roof 25 35 29 1740 wind/seismic (W/S): w floor 0 0 0 0 lateral load (psf): 22 (Due to Wind) wall 0 0 0 0 snow load? (Y/N): y misc 0 0 0 0 Lumber grade (1 thru 5): 7 LSL Stud w (uniform load.) = 1740 plf CASE 1: DL + snow + floor LL Le/d = 29.2 < 50 OK CD= 1.15 Fc' (psi) = 499 fc (psi) = 331 < Fc' OK CASE 2: DL + floor LL + snow + wind fc (psi) = 331 < FEE (psi) = 528 OK Cp = 1.60 Fc' (psi) = 508 M (Ib-ft) = 1172 Fb' (psi) = 4140 fb (psi) = 766 CSR = 0.92 < 1.0 OK D (in.) = 0.733 = L / 239 OK TRIMMER: Trimmer supports only vertical load ... Pcap (Ibs) = 5241 KING STUD: King stud supports only bending ... Mcap (Ib-ft) = 3623 trib width capacity (ft) = 6.18 for M < Mcap trib width capacity (ft) = 2.66 for D < 180 (governs) Exterior Bearing Wall USE: 2 X 6 @ 24 " O.C. LSL Stud Framing at openings (unless noted otherwise on olanl: OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS 5 1 2 8 2 2 10 2 3 12 2 3 13 3 3 16 3 4 Project Name: Project #: Initials: Date: Sheet: WOOD STUD WALL DESIGN ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DESIGN DESCRIPTION: Pony walls Loads to Wall: Height, le (ft) : 4 DL LL trib w deflection < U: 180 roof 0 0 0 0 wind/seismic (W/S): w floor 35 100 14 1890 lateral load (psf): 16.7 (Due to Wind) wall 0 0 0 0 snow load? (Y/N): n misc 0 0 0 0 Lumber grade (1 thru 5): 1 (DF Stud Grade) w (uniform load.) = 1890 plf CASE 1: DL + roof LL + floor LL CASE 2: DL + floor LL + wind Le/d = 13.7 < 50 OK fc (psi) = 480 < FEE (psi) = 2233 OK Co = 1.00 Co = 1.60 Fc' (psi) = 802 Fc' (psi) = 1170 fc (psi) = 480 < Fc' OK M (Ib-ft) = 45 Fb' (psi) = 1417 fb (psi) = 174 CSR = 0.33 < 1.0 OK D (in.) = 0.013 = L / 3647 OK TRIMMER: KING STUD: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (Ibs) = 3281 Mcap (Ib-ft) = 362 trib width capacity (ft) = 10.83 for M < Mcap (governs) trib width capacity (ft) = 27.01 for D < 180 Pony walls USE: 2 X 4 @ 16 " O.C. (DF Stud Grade ) Framins~ at oaeninas (unless noted otherwise on nlanl~ OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS 5 2 1 8 3 1 10 3 1 12 4 1 13 4 1 16 5 1 Project Name: Project #: Initials: Date: Sheet: STEEL COLUMN DESIGN Canopy Columns Calculations by: TMB Column Section: 4"x4"x1/18 columns Cross Sectional Area: - 1.5•in2 ,~~- Section Modulus Sx: Sx := 2.5•in3 Section Modulus Sy: S 2. •in3 y == 5 Radius of Gyration rx: rx := 1.2•in Radius of Gyration ry: ry := i.2•n Axial Load: P := 2•k Effective Length Y Direction: ~:= 8.25•ft Effective Length Y Direction: ly := 8.25•ft Bracing Coefficient: 1.0 ,~,:_ Design Moment, X Direction: Mx :_ .005•Ix•P Design Moment, Y Direction: My := 0•k•ft Coefficient cmx: cmx' .85 Coefficient cmy: cmy _ ,85 Allowable Bending Stress Fb: E6-;= 27.6•ksi Yield Stress: Fy := 46•ltsi Modulus of Elasticity: E := 29000-ksi determine kl/r: K•lx ratiox :_ - rx ratio kl/r < 200: ratio := if (ratiox > ratioy ,ratiox, ratioy) ratio = 82.5 E 2 determine coefficient Cc: Cc := 2•~ • Fy Cc = 111.554 Allowable Stess Formulas: .2 ratty 1 - .y F 2•Cc2 Fal :_ 5 3•ratio ratio Fal = 17.651 ksi + ( `3~ ` 8•C0 ~ 8•Cc3 12•~2•E Fat = 2 Fat = 21.94 ksi 23•ratio K• ly ratioy :_ - ry Project Name: Project #~ Initials: Date: Sheet: Fa := if(ratio < Cc,Fa1,Fa2) Axial Stress: fa := P fa = 1.333 ksi A 12•~2•E Fex := Fex = 21.94 ksi 23 • ratiox2 12•~2•E Fey := Fey = 21.94 ksi 23 • ratioy2 Bending In X and Y Directions: fbx := Mx Sx fbx = 0.396 ksi M fby := S y Y tby = 0 ksi Axial Compression and Bendina• H11:= fa + cmx•fbx cmyfby Fa) fa + [1 - (Fex)] Fb Ci - (Fey)]•Fb H12 :_ ( fa / + fbx + fby 0.6•Fy Fb Fb fa fbx fby H13 :_ -+-+- Fa Fb Fb Check Unitv: Hll = 0.089 H12 = 0.063 Fa = 17.651 ksi H13 = 0.09 < or = 1.00 Project Name: Project #: Initials: Date: Sheet: WOpD Pp ST DEStC~N FIR LARCH ALLOWABLE STRESS DESIGN ALLOWABLE LOADS (KIPS) LDAD DU RATIONS C = ~ ~§ 0 UNBRACED HEIGHT OF POST, LE (t'T) ALLOWABLE POST $ g 10 12 14 16 18 20 BEAM BEARING 2 x 4 Stud * 2.5 2.1 1 7 1 2 0.9 ___ __ ___ 3 3 2x4 no.2' 3.1 25 2.0 14 11 - - 33 2 x 6 stud ' ,-_0 ~ _ 5 6 -. 3.3 2.6 2.1 1 7 .2x6 no.<^^' 9.5 8.2 ZO 5.2 4.0 31 2.5 2.0 5.2 4 x 4 no. 2 7.1 5., 4.7 ,`', 3 ~ 5 -- ___ ___ .4x6 no.2 11.1 9.D 7.4 5 3 3 9 . . -- 120 4r.6 no 2 14.6 118 °.8 6.~ 51 --- 159 6x6 no.2 20.0 18.6 17D 13.7 109 87 7.1' 5,8 13.9 6xE no 1 27.4 ''S0 22.4 17.6 138 10.9 88 ~~ 18.9 6 x 0 no. 2 27.3 25.4 23.1 18.7 14.8 11.9 9.6 7.9 25.8 6 x 8 no 1 37.3 34 0 30.6 24.0 18.8 14.9 120 5 9 ~~ B x 8 no. ~ 58.3 56,2 53.6 47.4 40.4 33.8 28.2 23.6 35.2 ALLOWA®LE LOADS (KIPH) LOAD DURATION. C_ = ~ AA UNBRACED HEIGHT OF POST, LE (FT) ALLOWABLE POST $ 9 10 12 14 16 18 20 BEAM BEARING 2 x 4 stud * 2 5 2 0 1 7 1 2 0 g . ___ _-- _-- 3.3 2X4 nag' 3.0 24 2 D 1 4 1 1 . . . -- __ ___ 33 2>5 stud' 64 _~ 53 42 = 2.6 2.1 1./ _~ 2x6 no.2" B.9 7.8 68 51 ',9 3.1 2.5, 2:0 52 4 x 4 no 2 7.0 5 , 4 7 3.3 25 --- --- --- ~ -- 4 x 6 no 2 10.9 8 9 Z4 5.2 3 9 - --- 12 ~0 4x8 no 2 14.3 11, ~ 6g 51 - - - 159 6 x 6 no. 2 18.0 17.0 157 13.0 10.5 8.5 7.0 5.8 18.8 6x6 no 1 24,8 230 210 1~9 13.4 10.7 8. 72 18.9 6 x 8 no. 2 24.6 23.1 21.4 17.8 14.4 11.0 9.5 7.9 25.8 6 x 8 no 1 33.9 31 4 28 6 23.0 18.3 ~ 4' 1 1 9 9 8 25.8 8 x 8 no. 1 61,6. 50.0- 48.2 43.5 38,0 32.4 27.4 23.1 35.2 van snea(nmg Drat.es stud In weak axis bending Project Name: Project #: Initials: Date: Sheet: urea r~oz ENGINEERED AND GLULAM POST DE51GN DESIGN BASED ON NDS _ -_.---.-- _o _ UNBRACED HEIGHT OF POST, LE (FT) ALLD WABLE PD BT $ 9 10 12 14 16 18 20 BEAM BEARING 31/2x31/2 PSL 72 6.1 5.2 39 3 0 -- 3 112 x 5 1/2 PSL 10.9 9 1 7 8 5.8 . a 5 --- --- - 66 3 1!2 x 7 1/2 PSL 14.5 122 10.4 7.8 6 0 --- --- - 12,0 3 V2 x 9 1/2 PSL 2t3 18.0 15.3 11 5 8 9 --- --- 16.4 3 1;2 x 11 7/8 PSL 26.6 22.4 19.1 . 14 3 . 11 0 -- --- 20.8 5 1/4 x 5 V4 PSL 26.6 23.5 20.6 15,2 . 12.9 10.5 - 8.6 --- 7.3 26.0 17 2 5 1/4 x 9 1!2 PSL 41.0 41.0 41.0 321 25 6 20 2 1; 3 14 5 . 31 2 5 114 x 11 7/8 PSL 41.D 41,0 41.D 40 D 32.0 26.0 21.5 18.1 . 39 D 5 1%4 x 14 PSL 45.9 45 9 45 9 42.0 37.6 30.6 ~~ 21.3 _ ,15 9 7> 9 112 PSL 428 42.8 42B 42.8: 42.'8' 42.8 Jb'.1 30.9 . 41 6 31~Sx6GL 124 100 82 5 8 --- --- . 3 1 l3 x 7 1 /2 G L 14.5 12.0 9.3 . 6 9 --- -- --- 11' 3118x9GL 14.9 144 118 . ~^ -- ~... 14.1 3118 x 10 1;2 GL 21,8 17.5 14 4 101 - _- --- 16G 31Bx12GL 24.9 20.0 . 164 11 5 -- -- --- -- 20.5 5 V8 x6 GL d1 1 36.7 32.D 23 9 18,1 --- 14.9 -- 11-3 --- ~J2 23.4 1~ 2 5 1io x 7 12 GL 51 4 45 9 40.0 __ 22.7 17.6 14.1 1' S 2q 0 5 1/8 x 9 GL 61.7 55.1 48.0 35.9 272 21.2 - 16.9 13:8 - 28 8 51k~; 101'2 GL ~., ~J n ~~ _ 33.6 31.7 24.7 197 16.1 . 33 6 5 118 x 12 GL E22 734 G4.1 4'r.8 36,3 28 2 22.5 18.4 38.4 6 3;4 x 6 GL _~ , 55.7 51.1 40 7 3t- 25.0 20 0 16 4 25 3 6 314 x 7 112 GL 77.0 74,1 70.2 59.6 43.1 38.5 31.2 25.8 . 31.6 6 314 x 9 GL 924 38.9 84.2 71 5 S . 4! 3 ~' 4 300 38.0 6 3l4 x10 1/2 GL 107.5 103J 98.3 83.4 67.4 54 D 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 Loao ouoar~r.u_ r = e ~c UNBRACED HEIGHT OF PD ST, LE (FT) ALLD WABLE PDST 8 9 10 12 14 16 16 2Q BEAM BEARING 3 1/2 x 3 1/2 PSL 7 2 6.1 5.2 3 9 3 0 - -- --- 6.6 31/2 x 5 1/2 PSL 10.9 9.1 7.8 5 P, 4 5 --- 3titx7l!^PSL 145 122 104 _- . (n __ __ 12.0 5 1l4 x 5 114 PSL 26.6 23.5 20.6 16,2, 12,9 --- 10.5 -_ 8.6 _-- 7;3 164 172 3 1 i 8 x 6 G L 12.6 10.1 6 3 5 8 --- 3 1/8 x 7 1!2 GL 15.1 12.1 9 9 . 7.0` '- _-- .~_ _-- ~ _-- ...._ ? 1. 1q.9 3 1 i8 x 9 GL 16 1 14 5 1 1 9 8 3 --- --- -- --- ~ 16.9 3118x10172 GL 22.0 17.7 144 1D.1 -_, ___ __ ~ 20.5 3 1/8 z 12 GL ^52 20 2 16.5 1 1.6 --- --- --- --- 23.4 S 1!8 x 6 GL 44.4 3E.7 33.2 24.3 18.3. .14;2 ' _ 11.3 9.2 ` 19.2 5 1!6 x 7 1;2 GL 55.5 4E 4 41 4 30.4 22.9 17.7 14.1 11.5 24.0 5 1/8 x 9 GL 65.7 58.0 49. ~ 36.5 2Z5 21.3 17.D .13.8 28_B 51IEx101'_GL ,,,G _,6 ,, _ _zo ~, ~ E 1s~ a 15,.1 ~~ 6 5 1;2x'12 GL 88.9 77.4 65.3 48.6 36.6 2E 4 22.6 18.4 38.4 6 3!4 x b GL 65.9 60] 54.5 42 0 ~_ ~ 25 2 20 2 16.5 25.3 6 3lgx 7 1I2 GL 86J 82.4 76.7 627 49.4 392 31.5 25.6 31.6 6314x9GL 104.1 tio9 9"'1 ;52 ~,g= ~ 4Z0 37.8 31.0 38 0 6 3/4 x 10 112 GL 121.4. .115.4 107.4 8Z7 69.2 54_a 44.1 362 . 44 3 6 314 x 12 GL 138.8 131.9 122.7 10u.2 75.1 62.6 50.4 41.3 . 50.6 Project Name: Project #: Initials: Date: Sheet: e ~ted 2 V. Wind Loads -Components & Cladding' Low-rise Buildings (h<60') & Alternate design 60'<h<90' IC2 = I{h (case 1) = 0.85 GCpi = +/-0.18 NOTE: If tributary area is greater than Base pressure (qh) = 15.0 pst a = 5.6 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building perimeter = 0.0 ft Roof Angle = 26.6 deg Type of roof = Hip Roof Aree Negative Zone ] Negative Zone Negative Zone' Positive All Zone: Overhang Zone Overhang Zone " Walls Ares Negative Zone ~ Negative Zone `_ Positive Zone 4 & ' Parapet GC +/- GC i Surface Pressure ( sf) User in ut 10 sf 50 sf 100 sf ]0 sf 50 sf 100 sf 20 sf 70 sf -1.08 -1.01 -0.98 -16 psf -15 psf -15 ps -16 psf -15 ps -1.88 -1.53 -1.38 -28 psf -23 psf -21 ps -26 psf -22 ps -2.78 -2.36 -2.18 -42 psf -35 psf -33 ps -39 psf -34 ps 0.68 0.54 0.48 ] 0 psf 10 psf 10 ps 10 ps 10 ps -2.20 -2.20 -2.20 -33 psf -33 ps -33 ps -33 ps -33 ps -3.70 -2.86 -2.50 -55 ps -43 psf -37 ps -50 ps -40 ps GC +/- GC i Surface Pressure ( sfj User in ut 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 18 sf 200 sf -1.28 -1.10 -0.98 -19.2 psf -16.5 psf -14.7 ps -18.5 ps -15.7 ps -1.58 -1.23 -0.98 -23.6 psf -18.4 psf -14.7 ps -22.3 psf -16.8 ps 1.18 1.00 0.88 17.7 psf 15.0 psf 13.2 ps 17.0 psf 14.2 ps qp = 15.0 psf CASE A =pressure towards building CASE B =pressure away from building Solid Pazapet Pressure 10 sf 100 sf 500 sf ASE A : Interior zone : 0.0 psf 0.0 ps 0.0 ps Corner zone : 0.0 psf 0.0 s 0.0 s 'ASE B : Interior zone : 0.0 ps 0.0 psf 0.0 ps Comer zone : 0.0 s 0.0 sf 0.0 s 2a i ;-t -..-. I I I ~ I~ I I I I .-1-~- Monoslope roofs 10° < A <_ 30° I ~ I ~ ~~. ~ ~- I --- I-T ..~ I a ~ I ~ ~~ I -~ I I I Monoslope roofs 3°<0_<]0° a a a a ~= ~°~ =1-v -~ - I I I I I I I I I I I I ~~fli~i~ I I I I I I I ~ I I I I I I I I 0 > 7 degrees a \ ~- ,-~ r _ •~~~..., \ ,~ / 'I `~. \ ~ i/ I u' ~~' ~3i CQ ~? J ~. I ~ ~ ~~ I ,~ ~ \ ~ / ,h. ~1 -~- ~ ~~•. 0 > 7 degrees a Project Name: Project #: Initials: Date: Sheet: 0 < 7 degrees and Monoslope < 3 degrees 2a a V. Wind Loads -MWFRS h560' (Low-rise Buildings) Enclosed/partially enclosed only !. 1 Y o.sB~as~ ,a 'y'a"~ ~ ss~ Torsional loads are 25% of zones 1 - 4. See code for loading diagram warn n~ iromr FE&FEH1l1CULgg, IOB.IDGF Transverse Direction Kz = Kh = 0.85 (case 1) Base pressure (qh) = 15.0 psf GCpi = +/-0.18 FaxorTxL IO E ~ti[~aiD Tl>xEC SD7mr B_IDCiE ~'°V Longitudinal Direction Edge Strip (a) 5.6 ft End Zone (2a) 11.2 ft Zone 2 length = ~Q n ~ Transverse Direction Lon itudinal Direction V V V Perpendicular 8 = 26.6 deg Parallel 0 = Odeg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.55 0.73 0.37 0.40 0.58 0.22 2 -0.10 0.08 -0.28 -0.69 -0.51 -0.87 3 -0.45 -0.27 -0.63 -0.37 -0.19 -0.55 4 -0.39 -0.21 -0.57 -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 0.73 0.91 0.55 0.61 0.79 0.43 2E -0.19 -0.01 -0.37 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.53 -0.35 -0.71 -0.43 -0.25 -0.61 Wind Su ace nreaanrPC !nc „te a I n .,.. 1 10 9 5 5 . . 8.7 3.3 2 1.2 -4.2 -7.6 -13.0 3 -4.0 -9.4 -2.8 -8.2 4 -3.2 -8.5 -1.6 -7.0 5 -4.0 -9.4 -4.0 -9.4 6 -4.0 -9.4 -4.0 -9 4 lE 13.6 8.2 . 11.8 6.4 2E -0.2 -5.5 -13.3 -18.7 3E -6.1 -11.4 -5.2 -10.6 4E _5.3 -10.7 -3.7 -9.1 MWFRS Simnle Diaahraem Pressures (psfl °~~° WINDWARD ROOF Transverse direction (normal to L) i i i i i i 1 1 1 1 LEEWARD ROOF Interior Zone: Wall 14.1 psf VERTICAL Roof 5.2 psf. ~ ~ End Zone: Wall 18.9 psf Roof 5.9 psf ~ ~ ~ Longitudinal direction (parallel to L) - Interior Zone: Wall 10.3 psf TRANSVERSE ELEVATION End Zone: Wall 15.6 psf WIND WARD ROOF LEEWARD ROOF - - " -- - Windward roof overhangs: 10.2 psf (upward) add to windward 1 1 ! 1 1! 1! 1 1 ~f 1 F f } -T~ VERTICAL roof pressure ~ Parapet a o N Windward parapet: 26.9 psf (GCpn =+1.8) ~ Leeward parapet: -16.5 psf (GCpn = -1.1) ' ' LONGTTUDINAL ELEVATION Project Name: Project #: Initials: Date: Sheet: WIND DISTRIBUTION LOCATION: USDA BLDG Wind Speed: 90 Parapet Press (psf): 18.0 Parapet Ht: 16 Exposure: C Wall Press (psf): 23.0 Roof Ht.: 13 Roof type (flat/sloped): FLAT LATERAL LOADS: Story heights: Ht. of Force Story force Cumlative force (plf) Roof 13 ft @ 13.0 ft 204 plf 204 plf Lo cATi O N: astern Canyon -Dome Roof Wind Spe 90 Roof Press (psf): 10.0 Ridge Ht: 11.7 Exposure: Wall Press (psf): 12.8 Eave Ht.: 6 Roof type (flaUsloped): slop ~` LATERAL LOADH: Story heights: Ht. of F e Story force Cumlative force (plf) Roof 6 ft @ 6.0 ft 95 plf 95 plf 1~ Loco.TioN: Walton Residence (Di I) Wind Speed: 90 Roof Press (psf): 10.0 Ridge Ht: 26 Exposure: Wall Press (psf): 14.8 Eave Ht.: 22 Roof type (flaUsloped)~ loped LATERAL LOAD H: ' S ry heights: Ht. of Force Story force Cumlative force (plf) R f 10 ft @ 22.0 ft 114 plf 114 plf 2nd 12 ft @ 12.0 ft 163 plf 277 plf ~ N Z .,..._ - 1 n w ~L - c w ~t -~ Z I`_1 w `~~ `~ _ w -~ ~i 0 z ~ ~.__- W N Project Name: Project #: Initials: Date: Sheet: ~'~mc~V~l~~f C~,lc.s `~~~-F ; 500 ~~ ~~ = ~~-~ LL ~ ~ C , 2~ ~ ~~~~- Project Name: Project #: Initials: Date: Sheet: ~` w_ .. '' ~ m N c~ C O c~ -~^` W 1 ~ "~ ^G~-1-1.-.- i ~ ~ ' Q ~ ~ r ? i ~'`~ ~~ # ' i' ~°<<~ ~~ ~ I ~ P~ ~ ~ (_ ~~ F ( ~~ ~, ~ c ~ `~ 4 i0 ~ ~ i ~ ~~~ (~ M~~,. ~ t __ ~~~ ~ ~, j ,~~ -~ . _: ~~~ - o , (~ ! ~ --~-- ~ ~ i~ i fi ~I ~~~~ ~ ~ $ t ~ t ~~ ,~ r~r i ~ ~\a t ~~ M ~~ , ~ ,, ~~ + ~ ~ E ~ ~i _ _~ ~ _s~--- --=M ~ 's ~ ! ~ ~ ~ ~~~ ~ q I ii ~ I i l ,i ;r ii ~~ ~ f ~ j ~ ' ~ i` ~ ~~1 ~~ . 1 ~ ~~ ~ ~. ~~ ~~ \~\\ ~ 3 VA 2 I ~~ _ _; ,~---_i~ ~_,_ f j \\\ t \~ ; I sill _ t' ,t~'~, ~ r I ~~~ ~ , } ~ - --- F l m H t a ma ~m ~ .o 8g o~ gm ~~ c E ao m z L ~ Ol m® ~d~ mZ~ m„ ~ N O m y 0 L y C ~a m Q W .n C W O h 7. Ol r C `. m O C 'Q~ r t~5 ~~•- Up~ N L m p m m ~ ~a a $f~7U oar c~arnarn rni2n'Xi ®~L ~.~.m ~` Project Name: Project #: Initials: Date: Sheet: ~®® MCE Ground Motion -Conterminous 48 States Latitude = 43.8530, Longitude = -111.7700 Period MCE Sa /ecrl /o/ nl 0.2 050.9 MCE Value of Ss, Site Class B 1.0 016.7 MCE Value of S1, Site Class B Project Name: Project #: Initials: Date: Sheet: SEISMIC LATERAL ANALYSIS 2003 Intemafional Building Code Equivalent Cetera/Force Procedure PROJECT NAME: USDA Bldg V:CsW Governs => C,: Sost(Rtl) 0.073 C8: Sp,/(R/I)T: 0.263 (Max) C,: 0.5S,/(R/I): (Min, Siequal or greater than .6 and in Seismic Category E or F) C,: 0.044Sps I: 0.021 (Min) IE (1604.5): 1.00 ap: 1 Fa: 1 39 Seis. Use Group (1604.5 & 1616.2): I . Seis. Category (1616.3): D R: 6.5 F~: 2.13 Ct: 0.02 Sos 0.4726 Site Class (1615.1.1): D acc (ult. strength): 0.073 Soi~ 0.2374 Ss~ 0.509 aCC (service load): 0.051 T: 0.129 sec. S~: 0.167 Vbase: 18.9 k Level Ht. (ft) Wt. (k) wf x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 12.00 260.0 3120.0 18.9 18.9 13.2 Totals: 260 3120 18.9 (Calculation perASCE7-02 Section 9.5.5.4) Diaohraam Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 12.00 260.0 260.0 18.9 24.6 17,P (Calculation per IBC 1620) Elemental Pressure Fp =0.401ESpswW or 0.1 wW wall designed for the greater of =_> Fp: (Ultimate) 0,1 g yyp (ASD) 0.14 Wp Fp =400Sos1E or 280 plf min. anchorage and diaphragm force =_> Fp: 2gp plf 200 plf Fp =0.8SosleK'w min. anchorage and Sex. diaph. force (Cat C-F) __> Fp: p,38 yyp 0.27 Wp or 280 plf =_> Fpmin: 280 plf 200 plf Project Name: Project #: Initials: Date: Sheet: ~o~~parc.. ~,wtifc, ~`~. ~1-vtc~. ~J- e (~ i1/l~'ri ~G~l2e- ~'7~'I,PSt~' ~ t ~ ~Gi~ -"lGt?L ~1 Vv ~^~ ~it~- Zo~(~s(~~ = ((~ ~-f 2 ~-{ ~ l`-E ~~ ~c~iwlt`~ c~~,r~,-~~s Project Name: Project #: Initials: Date: Sheet: 7- STORY WOOD 3HEARWALL LINE: /~ Lateral Force: 10000 plf LINE: B Trib. Length: 1 ft Lateral Force: 10000 plf Less due to geometry: 0 tb Trib. Length: 1 ft Less due to geometry: 0 Ib p: 1.00 Total Wall Length: 42 ft p: 1.00 Short Wall Length: 60 ft (Strap Header) Total Wall Length: 42 ft Wall Height: 13 ft Short Wall Length: 60 ft (Strap Header) Wall Height: 13 ft Roof DL: 5 psf Roof DL: 5 psf Trib. Width: 4 ft Trib. Width: 4 ft Wall Weight: 8 psf Wall Weight: 6 psf DL factor. 0.6 DL factor: 0.6 Force: 10000 Ib Wall Force: 10000 Ib Wall Shear, V : 238 plf A Shear, V : 238 plf q TotalO.T.M: 130000 ft'Ib TotalO.T.M: 130000 ft'Ib Short Wall O.T.M: 130000 ft'Ib Short Wall O.T.M: 130000 ft"Ib Short Wall MR : 223200 ft'Ib Strap Short Wall MR : 223200 ft'Ib Strap Uplift: 0 Ib NA Uplift: 0 Ib NA LINE: 1 LINE: 2 Lateral Force: 8500 plf Lateral Force: 8500 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: 70 ft Total Wall Length: 45 ft Short Wall Length: 9 ft Short Wall Length: 50 ft (SVap Header) Wall Height: 12 ft Wall Height: 12 ft Roof DL: 8 psf Roof DL: 8 psf Tdb. Width: 28 ft Trib. Width: 28 ft Wall Weight: 8 psf Wall Weight: 8 psf DL factor: 0.9 DL factor: 0.9 Force: 8500 Ib Wall Force: 8500 Ib Wall Shear, V : 121 plf A Shear, V : 189 plf q TotalO.T.M: 102000 ft"Ib TotalO.T.M: 102000 ft`Ib Short Wall O.T.M: 13114.286 ft"Ib Short Wall O.T.M: 102000 ft'Ib Short Wall MR : 12960 ft'Ib Strap Short Wall MR : 400000 ft'Ib SVap Uplift: 161 Ib NIA Uplift: 0 Ib PIA Project Name: Project #: Initials: Date: Sheet: SHEARWALL SCHEDULE 1. WALL STUDS SHALL BE SPACED AT 18" O.C. MAXIMUM. 2. ANCHOR BOLTS TO FOUNDATION SHALL BE EMBEDDED 7 INCHES INTO CONCRETE. EXPANSION BOLTS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEPDOWN PER GEN ) ERAL STRUCTURAL NOTES. 3. A MINIMUM OF 2 ANCHOR BOLTS SHALL BE USED ON EACH SOLE PLATE PIECE PROVID . E 1 ANCHOR BOLT MINIMUM WITHIN 9 INCHES OF EACH END OF EACH PIECE. 4. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEAR WALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. 5. BLOCK ALL PANEL EDGES WHERE INDICATED ON SCHEDULE. EDGE NAIL SHEATHING AT BLOCKED EDGES. SEE TYPICAL SHEARWALL CONSTRUCTION DETAIL. 6. ELEVATED SHEAR WALLS TO BE FRAMED OVER DOUBLE JOIST OR SOLID BLOCKING UNLESS NOTED OTHERWISE. 7. FOR 5/8" TO 3/4" THICK FLOOR SHEATHING 3 1/4" (MIN) LONG NAILS SHALL BE USED. FOR 7/8" TO 9 1/8" THICK FLOOR SHEATHING 3 1/2" (MIN) LONG NAILS SHALL BE USED. 8. 6" LONG SCREWS SHALL ENGAGE BOTH PLATES, AND FRAMING BELOW 9. PRESSURE TREATED DOUGLAS FIR SHALL BE USED WHERE IN CONTACT WITH CONCRETE. 10. NUTS SHALL BE SECURELY FASTENED AGAINST SOLE PLATE. HOWEVER, NUT AND WASHER SHALL NOT BE RECESSED INTO SILL PLATE. 11. ALL NUTS SHALL HAVE 3/18 x 2 x 2 PLATE WASHERS. BOTTOM MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING PLATE ATTACHMENT A 7116" O.S.B. BLOCKED ONE S gd AT 8° O.C. Bd AT 12" O C `'/6" DIA. A.B. AT 48" O.C. IDE OF WALL . . 18d STAGGERED AT 5 1/2" O.C. [,,"t $ '';; ltlo'OSB BLOGKEDG _ -. <S Q WA ' 8d AT4"LAC 8tlfiL1T Q G: 5; 3'014 P.. B..AT ~12"O.C_ '. J. E CF_ L1 . . ' -1bd STAGr' ED hT 4"fi.C 7/18" O.S.B. BLOCKED ONE 5/8" DIA. A. B. AT 17" O.C. SIDE OF WALL FRAMING AT C ADJOINING PANEL EDGES -_ SHALL BE'(2)2X OR 3X 8d AT 3" O.C. Btl AT 12" O.C. 16d STAGGERED AT 3" O.C. f 5; 8'DL4.P B,AT 14'O.C, 7/16'0 B 5 B C ~` '~ . D. r . LO - KED CtNE 8d AT2 OQ. 'Bd .~T 1Y O. C'. " SIDE OF Vr'ALL FRAMRJG :.T. ' .4 DJflINl1~ PANEi.SC~G ES ifid STAGGERED riT 2' QC ShJ~ "Ql2XOR'Y, 7/18" O.S.B. BLOCKED ONE 5/8" DIA. A. B. AT 34" O.C. w/ (2) 2x SILL PLATES SIDE OF WALL FRAMING AT E gd AT 2" O.C. Bd AT 12" O.C. ADJOINING PANEL EDGES SD51/4"x6" SIMPSON SCREWS ~ SHALL BE "(2)2X OR 3X 8"OC, (2)2x SILL PLATES v r; ~ ~ ;~~ ~; " .7/16`.0:58 BLOCKED BATH ~ F r SIDES OF V'{ALL OFFSET'. ~ ~ ,~ _ ~ : ~ ~ , VERT}GAL PAiJEC JpINt'$'TQ ~ .. tq DIA A.f~ kT ?e" O C. w7 (2l 2n SILL PLATES .. s $B ' . EALL QN DIFF"cRE NTSTUD$ ' ' , , ATADJp7NIr~GBF NELEDGES Bd AT r UC B:1 AT 72"OC P - , SNALt"., - eE.. ~~/ ' S^4v4'xo" 41MPSCty SCPE`Jv5 ~l ,. `-. 2X OR 9 ,i 5"~G (~12zD ~L PLhTEg 7/18° O.S.B. BLOCKED BOTH 5/8" DIA. A.B. AT 22" O.C. w/ (2) 2x SILL PLATES SIDES OF WALL, OFFSET VER CC TICAL PANEL JOINTS TO FALL ON DIFFERENT STUDS, Btl AT 3" O.C. 8d AT 12" O.C. AT ADJOINING PANEL EDGES SDS1/4"x6" SIMPSON SCREWS ~ SHALL BE 3X OR 4X 4"OC, (2)2x SILL PLATES 7l18" D-S-G. ~LGGh:EO BOTIi SIDES C'F 1^.'i,CL ~ - - _ GPPSET VERTICAL RSTIEL --" 'IA. A. B- AT ~ 7" O.C w- (2) 2x SILL PLATES ~ ~.IOiNTS TC Fk'_L DN DIFFERENT STUDS Btl ;,T2-C3 C. Ba c,T 12"Oi: ~FF,AMIN.9ATAD~101hJIN6. ~ C-1!:"a9°SINPSON SCP.EV.S ~ PANEL EDGES SHALL BE- 3"~i..: j~x aILL PLATES 3X GR 9X ' 'WHEN DBL 2X STUDS ARE USED, STUDS SHALL BE FACE NAILED TOGETHER WITH 16d NAILS AT 3" O.C. STAGGERED "WHEN DBL 2X STUDS ARE USED, STUDS SHALL BE FACE NAILED TOGETHER WITH t6d NAILS AT 2" O.C. STAGGERED Capacity >elsmiT c 260 plf 364 plf 350 plf 490 plf 490 plt 686 plf i00 plf 840 plf i40 plt 886 plf X60 plf 1064 plf i80 plf 1372 plf 280 plf 1792 plf Project Name: Project #~ Initials: Date: Sheet: wa.e a~nz _I ~ ~ _ ,j ',,,~ 13 ~~ I. ~l I I . _ _ el _ ;~ 8 ~' ~ i ,~ ,,\ ; I ~,I ~ -~ ~ ~e _~ _- "----. ------ a -------_ ~~ I ~~ 3.8~ ~ ~: ~ ~_ --~~--- ---- - ---r7 ------~r------- - - -------~~--- ! ~ --- ---~~ ---~ _ - - ----~-r------- ---- ------- -------J~---- ~ ---~J - ~ ~ ---- I ----~-L---- --------~-~---- ---~~ - --- ------~L------- -------~--~--- ---I--I - -------~~------- --------I-I---- --H - -----i-~------- ------1-}--- ---r1 - -------rt------- ------- --- _ --- 7 - -----T-r------- _ _ -------i~-- ! _ --C~ - --- ~r------- --- ------ ------J~--- -~ ~ ---~J - I ~ ~ ---- ----I-L------ -------~--~--- ---~-I - ------~I------- --------I +---- ---H - -----+-F------- -------1~--- ---r1 --~-}-------- - ------ -~------ ---r~ - ------~r------- I ! 1 I - -- I ~ I ------- - --- LL - - - - ~ I - ---- 3y~ I __-____ __- I I __ _ _ ~ I` _ __ _ _-__-__ ~ __-__-_ _ __- ___ - _ _ . _.~_I_-____ - - - - - - _ ~ +_ _. - - - _.~ _ ~. _ _I _ - _ _ -' _ _ -------1-~--- ---r~l = ILA ~--r------- -------7-~ ---r7 -- -----rr------- --- --- - - - --- -- - - - -----! I ---- -- i i - - -- ---I-!------ I •o-----~---- ---1~ - ----1-1------ -----~---- ----I-~ -~ ----1-1------ -----I--I---- ----I-~-~ ---1-I----- ` -------I-f---- ----I -I--' -- ----I-I---- ------I-{---- ----r -I- - --- - ------- ---I-t---- -- - -- ~} I -- - ------- t I ~ I ----- -------~~--- ~ -- r~-- ---Tr------ __-__ __ ~ _ ------- -------J~---- _~ -1--- --~J--- I ~ ~ __ ---1-L------ ------- ~-I---- ---~-~--- --~~---- --- -I~ ---~~--- ---i-L------- --------I+---- ---F-I--- ---+•-------- -------1-{---- ---F1-- --~ } ------- 7~--- --r~--- ---r-r------- ----_ ------ ~~-- J I --- ---r~--- ---~ --~~------- ----- - ------- -- - -------J-~---- -- - -I--- --L J-- I I I __ -- -- - -- --~L----- I -------a-I---- ---4--I-- ----~~--- -------~+---- ---F i--- ---I-~------- -----1-~-- --r 1--- -- fi fi------ ------- ~-1----- ---r-~--- ---rr------ ------- ----- I! ----- I I ------- --- -------Jam---- --- -- --- ~J--- --! ! ------- I ---LL------- -------a-~---- --~--I-- --~-~ ------ --------i~------ ~-I--- ---I-~---- --------i -{---- ---I--i--- ---+L------- -----1-t--- ---F1- ----~r------- -------7~----- ---r~--- ---rr------- ~ JFP~ ~ i - L f J (S ~ }{~ o i Z 0 ~o Q- o. o~ -~ 8 yi 6 J SPREAD FOOTING DESIGN: Allowable bearing pressure: P := 1500•psf Continuous wall load for WF1: Wl := 2800•plf Continuous wall load for WF2: W2 := 1700•plf Concrete foundation: Use: ~": #4 dowels at 16" o.c. & #4 at 12" o.c horiz 10": #5 Da~vels at 16" o.c. and #4 at 10" o.c. horiz Continuous wall footing design• WF1 = Pl WF1 = 22.4 in WF2 ~= P2 WF2 = 13.6 in use 24" wide x 12° thick cont: w/(2} #4 cunt use 16" wide x 12"'thick cont. w/(2) #4 cont Project Name: Project #: Initials: Date: Sheet: