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HomeMy WebLinkAboutAPPLICATIONS, CO, MULT DOCS - 06-00127 - Farm Credit ServicesZ ~ ~ ~ ~~_ z ~ O ~' ~"~ N '~ 3 ~ ~' m '~ ~ m m Q, ,~ ~ -+ ~ m n~ ~~ ~ °° ~ ~ cc o' a .~ n ~ rn ~ ~ ti° ~~°~y ° Z v o ~ ~n, • y ~ cn --i ~_•o~~~~ D C ~~~ y n ~ °`° ~o,~c ~ ~_ c c•M~ ~ ~ Z J~ o ~ 'Ay~,p`~ 0 _cw, n °- 0 ~ y C)~ p ~ -n o;•~ ~ mo 3 s~ ~ 70 ~ c. 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Cp OD V ~ Ul A W N ~ ~ ~ ~' v ?i ~ °' (~ Q: m ~_ ~ ~ `~ v 5 N ~ v p > ~ ~ ~ 3 ~ ~ o ~ v ~ o ° cQ r m o W c r v z 7 ~ v D i 3 D i Z m n O Z n ~~~ ~,cxatx~.~c t`.~ ~ 75 0 CI"CY O F REXBURG ~ - Americu's Family Conununit}~ Certificate of occupancy City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 08 359-3 Building Permit No: 06 00127 Applicable Edition of Code: International Building Code 2003 Site Address: 103E Erikson Dr Use and Occupancy: Farm Credit Services; Business Type of Construction: Type V-N, Unprotected Design Occupant Load: 38 Sprinkler System Required: No Name and Address of Owner: Jrw & Associates Pllc 1152 Bond Ave Rexburg, ID 83440 Contractor: Bitter Root Builders, Llc Special Conditions: Occupancy: Business, professional or service, restaurants less than 50 This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that wes inspected on the date listed wes found to be in compliance vuth the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy vies classified. Date C.O. Issued: April 27, 2007 C.O Issued by: Building Official 52 P M) There shall be no further change in the e~osting 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. ~^, t Water De artment ~ ~ ~~~,.~<-x.~ ~ ~""B p ire Departmerit~ State of Idaho Electrical Department (208-356-4830): r OE pEXBb,~~.,0 (, i .r Y o ~ Certificate of Occupancy `y ~o ___ _ _-----.---._._. ~~ ~~~G City of Rexburg "~" ~ De artment of Communi Develo ment Amerita's Fnmily (:nmmunity p ty p 19 E. Main St. / Rexburg, ID. 83440 Building Permit No: 06 00127 Applicable Edition of Code: International Building Code 2003 Site Address: 1036 Erikson Dr Use and Occupancy: Farm Credit Services; Business Type of Construction: Type V-N, Unprotected Design Occupant Load: 38 Sprinkler System Required: No Name and Address of Owner: Jrw & Associates Pllc 1152 Bond Ave Re~urg, ID 83440 Contractor: Bitter Root Builders, Llc Special Conditions: ~m~o r~ r~ - vvt~~- -fin cI b n l J Occupancy: Business, professional or service, restaurants less than 50 This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that Ines inspected on the date listed rtes found to be in compliance with the requirements of the code for the group and division of occupancy and the use for r~hich the proposed occupancy vies classified. Date C.O. Issued: July 13, 2006 (11:08AM) C.O Issued by: Building Official There shall be no further change in the e~as6ng 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 Fire of Idaho Electrical CITY OF REXBURG , PE. i BUILDING PERMIT APPLICATION ~'I~;aSe Ctlix O6 OO l 2 19 E MAIN, REXBURG, ID. 83440 If tltt~ tltt~stit-tt Farm Credit Services 208-359-3020 X322 PARCEL NUMBER: ~~~y ~~( ~~~( We will provide this for you) SUBDIVISION: ~IA~t-~-~ ~~~~ UNIT# BLOCK# 2 LOT#~_ (Addressing is based on the information - must be accurate) ,.........~. -~ CONTACT PHONE # 213 - 35 ~- 3a R OWNER• L)D,l~ L~.G ~ PROPERTY ADDRESS:J~~___~5~_~'!~01d~~~~v~-~~ _• 83Y'~~ PHONE #: Home ( ) Work ('1ob)~~~3o~f Cell (1aE3)~gD~ doZZ. OWNER MAILING ADDRESS: ((~Q 30111? 1QyE- CITY: ~..aE~ca~l2Cy STATE:~ZIP;. ~4'{d EMAIL~'~~~ C~Ico+la~'FAX ~ilya~ ~59~.~.271 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 STATE; ZIP EMAIL, PHONE #: Home ( ) Work CITY: FAX Cell CONTRACTOR: ~5L-(L~¢-i2aaT ~ytt~t7t+z~, , ~-~-G MAILING ADDRESS:~~K~ 3„~p ~.1t: SJITE G- CITY ~x~Q~ STATE zl ZIP~3'~'f~ PHONE: Home# Work# 359- 0 d 20 Cell# 3 °/ (~ - 3 2q3 EMAIL~Oi~uteo~~Dtti~a2C!~o1~ ~ l~~ 3S 9 -227) Hnw manv buildines are located on this property? /., iZ•L.E a1• Did you recently purchase this property'? No Yes (If yes give owner's name)-~ Is this a lot split NO ES (Please bring copy of new legal description of property) PROPOSED USE: _~ tix ~^. ~tZ G1 >4 t__- (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Comtnerctal, Addttton, Etc.) APPLICANT'S SIGNATURE, CERTLFICATION AND AUTHORIZATION: under penalty of perjury, I hereby certify that I have read this application and state ghat 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 rcpresenlatives oCthe City to cuter upon the above-mentioned property fur inspections purposes. NOTE: The building official may revoke a permit on approval issued under the pcovisions of the 2000 international Code in oases of any false statement or misrepresentation of fact in the application or on the plans on w •h the permit or approval was based. Permit void if not started within I80 days. Permit void if work stops for l80 days. ~~ ~i~_l Otio ---~ -- -r ...-°-~ .._,:,,,.... DATE Do yotl prefer to be contacted by fa. .small phone'? Circle One WARNING-BULL CRMIT MUST' BE POSTED ON CONSTRUCTION SITE! Pfau fees are non-refundable and are paid in full at the time of application beginning Janaary 1. 2005. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval ,.,. , ' **Building Permit Fees are ~at time of application** **Building Permits are v~ you check does not clear** ~'l~a~~ cc~lr~p~~t~e ~~le ~~~t~lr~ ~~~lic~tior':! lf'the clt-estion does not. appC~• 1711 in ~f~ for nt)-~ apl~licabic~ NAME PROPERTY ADDRESS 1031e EiZ..itcSor( I?tt-. Permit# SUBDIVISION Dwelling Units: ~ ~A Parcel Acres: . y S _ SETBACKS t tt t ~t t~ tt t ti FRONT S S -d SIDE /~ '~ SIDE ~ 7 BACK ~I -D Remodeling Your Building/Home (need Estimate) $-/ -____ SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area , ~ ~~ Unfinished Basement area ~ /A Second floor/loft area 'f-1/A Finished basement area ,,t /~- Third floor/loft area ~,/A Garage area to /~!- Shed or Barn _ ~/A- Carport/Deek (30" above grade)Area 1.1 /k Water Meter Count: ~-- Water Meter Size: PLUMBING Plumbing Contractor's Name: Address Contact Phone: Business Name: City State Zip Business Phone: ( ) Email Fax FIXTURE COUNT (ineludin~ rouPhed fixtures) ~% Clothes Washing Machine _0~ Dishwasher Floor Drain ,,~ Garbage Disposal _~! Hot Tub/Spa 3 Sinks (Lavatories, kitchens, bar, mop) Plumbing Estimate $~~ (Commercial Only) n Si~.;~~uaa;:e ~r I~ic~:z ' (.'r~!?t-awt;;•:~ It::c:u.ircc.. The City of Rexburg's Sprinklers _r~' Tub/Showers _ ~' _ Toilet/Urinal 1. Water Heater _~~ Water Softener schedule is the same as Date the State of Idaho 4 ~f .. • SUBCONTRACTOR LIST Excavation & Earthwork: l~t~~ ~,.~~-r~.uc-r~o~ Concrete: ~-.~4 ~ ~' ~til ~ ~ ETi~ Masonry: ~ bo ~2L ~~ ~r~-'.~`r Roofing: ,~ai3t~t S~NI l~nF~ ~-t~t Insulation:~~VAt~G~~ ~1~45ul.QTio Drywall: t ~ S-ra~M ~ ~`~ ~A~A t~l_ Painting: S t! A~P~ ~ ~?-or" ~SS~o r~1~t, PAS ~~ rl ~ Floor Coverings: Plumbing: Heating: Electrical: Special (Manufact Roof Trusses: ~~y SS - ~ a. ST F~~~ ~i2~ To ~~ U Pay{ Cowi P~~-r-~ o F ~iDS Floor/Ceiling Joists: ~~55~ Jo~S~" Siding/Exterior Trim:, Other: ~~ ! ~- Excavation & Earthwork: SUBCONTRACTOR LIST i Concrete: ~ ,~ ~. ~~..t-~- Masonry: --~ W ~~ ~~},~.~ ~:~ Roofing: 1'~C. i i ri.5c>t~1 ~CC~I~~~r Insulation:_ ~ ~ ~} ric ~',~ ~,+.15t~ ~,,~--t-i a-~ Drywall: ~ , . Tvu~ I ~..~~ ~4 J Painting:_ ,`j r•~A~.a'S += ~ 5S ur-.i ~~ P/4~,.~.r, ~I C~ Floor Coverings:_ (~,, ~ A ~. TC --C~,' ~ 1.-1.._ Plumbing: ~i=,~~~rT~'-~ p :,~~,,~~i~ ~' Llr~.,-.. t>, Heating: Electrical:_ ~ ~1Z°f ih4 E~~,- Et~-~' -r-~Z1.~ Special Construction (Manufacturer or Supplier) Roof Trusses: Tz. s~ S _ ~~ ~ ~~-- Floor/Ceiling Joists: ~,.r~ 5 -- a ~ ~ ~ ~ ~-- Siding/Exterior Trim: Other: ti ~ • ~Zr'''1 (., i~~i~ ,JGI~~t~IGG -~ I l' SUBCONTRACTOR LIST Excavation & Earthwork: IAA c' ~;Z Concrete: i ~ (}' ~~~ c ~~ -~-,~ Masonry: I ~! 1 Cam. ~-~ ~~ ABC r12-'7' Roofing: I~ei~,,,.j 5vt,i ~CCt'i~C~t Insulation: /~ t~of q ~ E1 ~ S t. ~,~ ~-~ Drywall : _ C L ~'~ ~ ~ 2Y ~, ~} ~„L Painting: -~,•~,q~.a'S ~/..~--= ~- Ss u~ ~ ~ P~!-,~•r, rEC f Floor Coverings: d,, ~ q ~.~. TG ~R a t_i_ Plumbing: ~~=~ C~ p~ ~+e~ i3rr~G-~ ~ ~E~~"~,r..~Cf Heating: I~ ~ X,~- a ~.L~ ~~ ~~ Electrical: ~~~~~~~t,g ; E~ TiZt~ Special Construction (Manufacturer or Supplier) Roof Trusses: "(-~~s5S _ ~ S~T Floor/Ceiling Joists: ~„~, ` -- „ ~ ~ ~ 5 ~-~- Siding/Exterior Trim: Other: Please complete the ent~ Application! If the question ao~t apply fill in NA for non applicable ~~pp ` . ' {~ I N4AME ~ Y~ w r T~ /V~ C ~' ~! :' PROPERTY ADDRESS Permit# SUBDIVISION Required!!! MECHANICAL I~ ~r~ ~~ ~,,~--~4 ; ~~ Mechanical Contractor's Name: ~ ~ ~w~n.l~ ~ Business Name: Address City State Zip Contact Phone: Email Business Phone: ( ) Fax Mechanical Estimate $ ~~`~ ~~(CommerciaUMulti Family Only) FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only) Air Conditioner Z-- Bath Fan Vents Range Hood Vents Boiler Cook Stove Vents Decorative Gas Fireplaces Dryer Vents Evaporative Cooler Exhaust or vent ducts ~ Fuel (gas) piping fixtures or appliance outlets 2- Furnace Furnace/Air Conditioner Combo Heat Pump Incinerator Pool Heater Heat (Circle all that apply) Gas Oil Coal Fireplace Electric Space Heater Unit Heater Mechanical Sizing Calculations must be submitted with Plans & Application Point of Delivery must be shown on plans. rr.~...._._ . Signature of Licensed Contractor License number Date Required! The City of Rexburg's permit fee schedule is the same as required by the State of Idaho 5 c o o ©ooo ~ ~ ~ ^~~.~ ~.f v tea, x x -~C t~'~ ~ N` r c~ ~; ~ ~ ~ r ~~ ~° D z r D Z I~ ~~ 1' z N TRUSSES O 2a" O.C. \ •~ , '_ ~ ~, ~ o --- ;_~, I ~~ , Qi ~, ' ~ a ~ o ~ ~ n ~ _ ~ .~ ~ ~ ~ c ..~ G 3 ~ -~ `n o ~ ~ ^~ ~ H o "i1 `1- £ }a ~-- - - - - -~-- _ o N _ - n - JS - TRUSSES O 24" O.C. ~ ~ _ ~ ~ t . 1 - ( .~ '- i t - ! ~ t i -- ~--- ~ ~ - -- -- o ____ ~ V _ ~ n \ ~ t I ' J t i I ~ ~ , , , 1 , , t ssE ze o. I t C-~ N - _ ~~ - O A _ - ( -- _ ~I , (~ I I I N .,. i l l T..'.~ I I ~ -N ~ I I TI - - . - ~ . L~ s ' ~ ' ^I -~ I .~ - - -~- JT1 i i i I til -~ - - --} ::: I I I I 1 t t t ~ !~ r ~ •I I I 1 I ~~-,H I , I I I I f , i I I 1 N ~ ..e I _ O 24" .C. I i 1 ! / _ I ~ , i ~ ' ~ I I I I t, __ ~__ -, ~ I i I I ~~ w I ~ II I I I ! I I I I I -' I ~-- ~ r ! I ! I ~ ~ Z X 1( 1 ~ I I I ~! I li ~~~„ ~ m +I I,! 1! I I I, I 1 i,!! I I I ~. ~ I l l i III , ,~ i I , TpussES 4 za' aic. t 1 t ! 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DESCRIPTION BUILDING CALCULATIONS FOR FARM CREDIT SERVICE THESE ARE TRANSMITTED as checked below: ~ For approval ~ Approved as submitted Q Approved as noted ~ As requested ~ Returned for corrections ~ For review and comment ^ For your use ~ ~ Resubmit copies for approval ~ PRINTS RETURNED AFTER LOAN TO US Q Return corrected prints ~ FOR BIDS DUE 19_ ~ Submit copies for distribution REMARKS: AY - $ zoos SIGNE~~,,~ 1~..~.°~ CITY OF REXBURG the following items: ~ Samples 06 00127 Farm Credit Services 4943 NORTH 29TH EAST, 5TE A IDAHO FALLS, IDAHO 63401 E-MAIL: ES2@ES2ENG.COM PHONE: (206) 552-9674 FAX: t206) 552-9302 Apri128, 2006 Attn: JRW & Associates Re: Farm Credit Services Per your request we have designed the beams, columns, footings and lateral bracing system for the Farm Credit Services as shown in the attached calculations. Attached axe key plans for the gravity and lateral analysis with the sizes and locations of each. Our design only considers the items listed above (See previously submitted key plans and calculations). We have provided some general details with these calculations, however, JRW & Associates created the drawings. It is assumed that the owner will have a competent contractor with a good working knowledge of the construction trades needed. Should any questions arise during construction regarding detailing or load transfer issues, the contractor shall contact our office for additidnal help as needed. We were directed to only provide engineering calculations for the items noted above and not construction documents. Therefore, Engineering Structural Solutions assumes no liability for structural detailing regarding this project. If you have any questions or comments regarding these matters, please contact our office. Sincerely, Terrol Bateman, P.E. ' . '' ~ ! i . l.d~ ..k ~ is 4~6 ~.li! ~ ' r ' ' iii . 1 1"!!i c ~ ki ~ lui• ,, i •;y~~ ., d ' h~~l u d `!4 ~~~ z ~ ~ a,~~•, , , ii.a • i ~~~~ °+ u• 1 t V ~ k{ 1 ~: ~`t~' ~J4.. ~k0 i it N W ~i fy i e i a ~4..k1 ~k; I .I?I.:i•."?~':akiy~i;. islai3n, i { t I ~'~ i 4 ~1•~; ' 1 1 '1 ,;;;t 'iw:,,! ! ~jta d ~ ', '(~~ _ _ ,,: .~ : , ' Arr Har-dler ~9 -Farm Credit -Sum f_.. ma Load a ;>z ~~ ; ,,,.." : 1 Vestibule 78 7,623 7,690 0 Direct Direct 3pm August 0 436 421 0 18 tg 702 5.59 5.39 0 87 64 2 Reception 449 10,030 10,460 950 Direct Direct 5pm August 5 573 572 0 137 i 37 5,388 1.28 9.27 4 88 87 3 Work 173 2,257 2,517 190 Direct Direct ~ 4pm August 1 129 138 0 40 40 1,557 D.75 0.80 0 20 21 4 D~Ce 169 6,598 $,594 380 Direct Direct 3pm August 2 377 47p 0 3~ 3S 1,521 2.23 2.78 0 58 72 5 Archive 156 4,182 5,635 380 Direct ^ireCt fpm August 2 239 308 0 36 36 1,404 1.53 1,98 0 37 47 , B Deta 96 1,687 2,839 19o Direct Direct 5pm August 1 96 955 0 22 22 864 t .00 1.62 0 15 24 j 7 Conference 166 6,fi75 7,676 760 Direct Direct 5pm August 4 382 420 0 38 38 1,494 2.30 2.53 0 59 64 8 Break 129 2,988 2,140 380 Direct Direct 3pm August 2 fi 71 117 0 29 29 j 1,161 1.32 0.91 0 26 18 ~ Wamerr's 64 1,878 219 0 Direct Direct ` Spm August 0 107 12 0 15 15 576 1.88 0.19 0 17 2 10 Men`s 43 561 85 0 C-irect Direct 4pm August 0 32 5 0 10 10 387 0.75 0.11 0 5 1 11 Mech Room 77 1,005 152 0 Direct Direct • 4pm August 0 57 8 0 18 18 693 0.75 0.19 D g 1 Zone Peak Totals: 1,600 45,485 48,008 3 230 Total Zones. 11 17 2,600 2,626 , 0 400 400 Unique Zones: 11 15,747 1.63 1.64 0 400 400 Q:12006 pRD,IECTSIM06133 Farm Credit.ServicelL0ADS12006-4-21.CHV viz .d ~z~o~~N ~~_J ~d~~~~ 'n900Z ' lZ'add`M ,t ~° ,~ ~ ~ }~~~ it ~ ~~ , "~}jp }~ ~ ~" ; ~R~i! ~' K" i;~ri}!'~~'' r'9 ~~ ' i : : t ~.~ ~! }~°s' ..,.~.---.._..~,, I ----- rr Handler #7 -Farm Credit -Total Load Summary ' Air Handler Description: Farm Credit Constant Volume -Sum of Peaks Supply Air Fan: Draw-Thru with program estimated horsepower of 0.25 HP Fan Input: 0% motor and fan efficiency with 0 in, water across the fan Sensible Heat Ratio: 0.94 --- This system occurs 1 time(s) in the building. --- Air System Desk Time: 4pm in August. Outdoor Conditions: 91° CB, 60° WB, 42.66 grains Summer: Ventilation controls outside air, -----Winter: Ventilation controls outside air. Zone Space sensible lass: 45,485 Btuh Infiltration sensible loss: 0 Btuh Outside Air sensible loss: 30,488 Btuh Supply Duct sensible lass: 0 $tuh Return Duck sensible loss: 4 Btuh Rekum Plenum sensible loss: 0 Btuh Total System sensible loss: Heating Supply Air: 45,4851(,840 X 1.08 X 19) = Winter Vent Dutside Air (15.4% of supply) = ~ Zone space sensible gain: 45,7$6 Btuh Infiltration sensible gain: 0 Btuh Draw-thru fan sensible gain: 52$ Btuh Supply duct sensible gain; 0 Btuh Reserve sensible gain: 2,214 Btuh Total sensible gain on supply side of coil: ~ Gaoling Supply Air: 48,628 / (,840 X 1.1 X 20} = ' Summer Vent Qutslde Air (15.2% of supply} _ Return duet sensible gain: 0 Btuh Return plenum sensible gain: 0 Btuh Qu#side air sensible gain: 5,915 Btuh Bfow-thru fan sensible gain: 0 Btuh Total sensible gain an return side of cal{: Total sensible gain an air handling system: Zone space latent gain: 3,230 Btuh Infiltration latent gain: 0 Btuh Outside air latent gain: -7,889 Btuh Total latent gain on air handling system: Total system sensible and latent gain; i Dial Her nanaier Supply Air (based on a 2Q° TD}: Total Air Handler Vent. Air (15.24% of Supply}~ 0 CFM 400 CFM 2,600 CFM 400 CFM 2,625 CFM 400 CFM 400 CFM 400 CFM Total Conditioned Air Space: Supply Air Per Unit Area: Area Per Cooling Capacity: Gaoling Capacity Per Area: Total Heating Required With Ou#side Air: Tota{ Cooling Required With Outside Air: 1,600 Sq.ft 1.6409 CFM/Sq.ft 352.6619 5q.ft/Ton 0.0028 Tons/Sq.ft 75,973 Btuh ~- 4.54 Tans 75,973 Btuh 48,528 Btuh 5,915 Btuh 54,443 Btuh -4,659 Btuh 49,784 Btuh Note: Due to the system's negative latent gain, tonnage is based solely on sensible gain, Q:12006 PROJECTS1M06133 Farm credit ServicelL0ADS12006-4-21,CHV 9/E 'd lZEO'~N Fridav April 94 7nnR 4• i7 PM Wdl9~£ soot '~z'add ~, • ,., ~:.., -~ ~.~5 :,,:.,t ~1~ ' ? t :u;' ! I `it: ail ~_ ?t .. 6 ' 12 Future Tenant 9,444 33,636 31,385 3,420 €Jrect Direct fpm August 18 1,324 1,717 0 333 333 12,996 0.92 1.19 0 310 297 ; 13 Vestibule 72 4,358 5,561 0 Direct Direct ~ 2pm August 0 171 304 0 17 17 ~ 64B 2.38 4.22 0 40 53 zone Peak Totals: 1,515 37,992 36,946 3,420 Totai Zones: 2 18 1,495 2,021 0 350 350 Unique Zones: 2 13,644 0.99 1.$3 0 350 350 i I ... ...... ...I Q:12008 PROJECTS1M08133 Farm Credit ServicelL0ADS12006-4~21,CHV F~,~a„ nprii ~, Anna ~•~~ PM 9/ti 'd lZ£0'~N WdZ9~£ 9002 'lZ'add . ry~~Future Tenant ~ummar~r Loads.__~.--~~k.~,...~.-.,:::_~,~M....„ ,,_t,.:,;..,~~~~~~,:~.,~~ r and er 2 - _ .. .. i ,~ ,.. ---- :: i Zone Space sensible loss: 37,992 Btuh Infiltration sensible loss: 0 Btuh Outside Air sensible loss: 26,677 Btuh Supply Duct sensible loss: 0 Btuh Return Duct sensible loss: 0 Btuh Return ~'lenum sensible lass: 0 Btuh Tate! System sensible loss: ..... ..._.__rt~F 1 Air System Peak Time: 2pm in August. Outdoor Conditions: 99 ° DB, 60° WB, 42.f;6 grains Because of the diversity in =one, plenum and ventilation loads, the zone sensible peak time in August at fpm is different from the total system peak time, hence the air system CFM was computed using a zone sensible load of 36,935_ Summer: Ventilation controls outside air, -----Winter: Ventilation controls outside air. Heating Supply Air: 37,9921(.840 X 1.0$ X 28} _ Winter Vent Outside Air (23.4% of supply} _ ~ Zone space sensible gain: 35,978 Btuh Infiltration sensible gain: 0 Btuh i Dr;~w-thru fan sensible gain: 407 Btuh Supply duct sensible gain: 0 Btuh Reserve sensible gain: 0 Btuh Total sensible gain on supply side of coil: Cooling Supply Air: 37,342 / (.840 X 1.1 X 20) = Summer Vent Outside Air (17.3% of supply) = Return duct sensible gain: 0 Btuh t Return plenum sensible gain: 0 Btuh dutside air sensible gain: 5,175 Btuh Blow~thru fan sensible gain: 0 Btuh Total sensible gain an return side of coil: Total sensible gain on air handling system: Zone space latent gain; 3,420 Btuh Infiltration la#ent gain: 0 Btuh Outside air latent gain: -6,903 Btuh Tote! latent gain on air handling system: Total system sensible and latent gain: ~ ...a~ ,ten nai iu~ei ouppiy t11r (DaseO 4n a GU" f Total Air Handler Vent. Air (17,32% of Supply): 2,020 CFM 350 CFM Total Conditioned Air Space: 1,x16 Sq.ft Supply Air per Unit Area: 1,3326 CFM/Sq.ft Area Per Cooling Capacity: 437,7280 Sq.ftlTan Cooling Capacity Per Area: 0.0023 Tans/Sq.ft Total Heating Required With Outside Air: 64,669 Btuh Total Cooling Required With Outside Air: 3.45 ~~ Tons Note: Due to the system's negative latent gain, tonnage is based solely on sen sible gain. Q:12006 PRQJECTSIM06133 Farm Credit Servieelt_QADS12006-4-21.CHV 9/9 'd 1Z00'~N 5,175 Btuh 41,560 Btuh -3,483 Btuh 38,077 Btuh Frirla~, CpPt ~~ Anna ~-~~ PM WdZ9~0 9002 'lZ'add 0 CFM 350 CFM 1,495 CFM 350 CFM 64,669 Btuh 36,385 Btuh 2,020 CFM 350 CFM 350 CFM Ir Handiter #2 -Future Tenant - coital Load Summar„~ it andler Description: Future Tenant Constant Volume -Sum of Peaks Supply Air Fan: Draw-Thru wiith program estimated horsepower of 0.19 MiR Fan Input: 0% motor and fan efficiency with 0 in. water across the fan Sensible Heat Ratio: 0.92 ---This system occurs 1 time(s) in the building. --- FROM :BOB-WHLLOCK------------- FAX ND. :2085420897 Apr. 14 2006 01:57PM P1 ' FRANKLIN TRUSS 515 WEST MAIN ST To: a~~IV~ ~/ ~ ISt JEROME , ID 83338 FRANKLIN PQCATE~.LQ , ,. r._..___._. ~._. Job Number: Phone: (208)$24-$161 Fax: (208)324.697'8 ~~ page: 1 Project: Block No: Date: 04.14.2008 - 2:36:16 PM Model: Lot No: Project ID: POC7597 Contact She: Ctffice: Deliver To; A4caun# No: 303490627 Name: JRW ~ ASSOCIATES Designer: BOB tfl1111LLOCK Phone: FARM CREQR BLDG, Salesperson: JCHN REXBUR Quote Number: Tentative Detive Date: G Profile: Qfy: Truss td: Span: Truss Type : pi#ch LOM ROM Load By: -4-2 c3-0-D c3-o-a _ _ _ _ ~'-"" (r-- ' ~. r~ --'~ 2 A7 i7 - 4 - 4 ROOF TRUSS 2,00 0.0 - 0 0 - 0 - D • 78 Ib~. each D.OD i _ •5•S C3.0.0 C3-0-0 _ __ --~ -~--~ =~__ __ = =7F 6 A2 17 - 4 - 4 ROOF TRUSS 2.00 0 - 0 - 0 0 - 0 - 0 ~ ~ . 75 tbs. each 0 00 _... ...._ .__ . _. ~_.._ _... •4-z ca•o-4 ca-4-o _. ~~.~~~.~,~, ~„v :~~ ~ G7 ~-1-$ ROOF TRUSS 200 0-0-0 0-0-0 .. .-V _..,,- _.. ......_...... _...... 1T1 lbs. each _. _ ___... ___.__._ 0.00 ,.. -8-2 c3-0-0 c9-D-D t~~-^ ~.~` ~~-~-Sr.~ ~ B2 ~-1-~ ROOF TRUSS 2.00 D-0-0 0-0-0 110 Ibs, eACn D.00 3.0-2 c3.0.0 cS•0•D ~~ -~=_~ ~~~ _ ~. ~' ~'"~" 2 RS 2S - 7 - S ROOF TRUSS 200 0 - 0 - 0 0 - 0 - 0 1181b8. 0.00 •T-4 c3-0-0 c3-0-0 _ ~ 1C~ ~~~.~' • i Bet 25 -1 -13 RDOF TRUSS 2.06 0 - 0.0 4.0 - 0 _ _,~ 9 Ta 0M. 6ech.,_. 0.00 •4.2 C3•D-0 03.0.0 e` ~:~•.=~':~-`' 2 C1 118 Ib h Zti-7-O ROOF TRUSS 2.00 0-0-0 0-D-0 s. eac 0.04 2.8.-2 c3.0.0 c9-0-0 ~~~-.. ~~-....~ ~ ~~~ 2 G2 ZS - 7 - 0 ROOF TRUSS 2.40 0 - 0.0 0.4.4 ~ . _. - .:~---- ~ T T2 lbs. Bch o.oD s•4•z cs•o•D cs-o•o ~~~w~n 2 C3 26 -7 - 0 ROOF TRUSS 2.Q0 0 - 0 - 0 0 - 0 - 0 ~ 118 lbs. ea O Q4 ............ . : . _ "~~~=~~'~ ~'~~ 9 C4 2b - 7.0 ROOF TRUSS 2.00 0.0.0 0 - o - o 11514x. ead- 0.0D ~ Y9 0 ~_ ¶`='=a. ~~~~_'~~ 11 Di 69 Ib 75 - 2 - 12 ROOF TRUSS 2.44 0 ?O Q0 0 - 0 - 0 s. each 2 Rows Lat Bra 4.00 -- -7-13 G2-0-0 ~__ ^-- -~ $ D2 16 -1 Q - ~ ROOF TRUSS 2.00 0.0.0 0.0.0 ...~_..-..- _.......... _. ~ . _ . _.. ..._ _ 72 Ibs. each ..___ 8 Rows Lat Bra 0.00 : . , .. . - -_---- - -A-2 c8-0-0 '-= -=~-__~ 26 EJ1 8 - o - 0 MONO TRUSS 2.00 0 - o - o o - o - o 3614x. each 0,00 _---____-- a • 7.4 c z • 4 - 4 ---...... ................ _ _ --- ~ __ ~~ ~~- 70 i=1 ib - 8 -12 Rbol= TRUSS 244 0 - 4 - D o - o • 4 70 tbs. each 2 Rows Lat Br 0.00 _____~___'- -7-15 c2-0-0 __ ~___ __ -=~~ 6 F2 15 -11 -0 RODF TRiJSS 2.44 0 - o - p o - o - o 72 Ibs. each 3 Revs I.at Brd 4.04 _- _____ _ "-=~- =_ 10 d7 14 - 10 -1 ROOF TRUSS 2.04 0.0.0 0 - 0 - 0 _ _ 80 Ibs• each 2 Rows Lat era 0,00 _~.__ ~_~ ~ .--- -.---'~Y M •7-19 c2-4-4 _-fix= __ ,,.~""~ 6 GZ 15 - 10 - 0 ROOF TRUSS 200 0.0.0 4.0.0 _.__ 76 ~s. each p.00 -,~_ ~ -, -B-74 ~ Z HFBi 9- 0- 4 KINGP05T 12.97 2- D- 0 2- 0- 0 41,Ibs. A2iCr1 0.00 •~` 4.9-T1 .... - - ,.._ - f 2 HFt:1 9-8-92 KINCaPOST 12.77 2-0-D 2-0-0 48 Ibs, each 0.00 _ __ ~ •a.1 ca-2.9 _ F~ ~ _-_ 12 HR7 77 -3-0 ROOF TRUSS T.4T 0-0-D 0-0-0 f _ -"" 48 Ibs. each 0.40 ~ FROM :BOB-WHLLOCK------------ FAX NO. :2085420897 Apr. 14 2006 01:57PM P2 FRANKLIN T~tUSS ` 515 WE^T MAIN ST JEROME gD Ta: I~E?I~V~ L~S~ ~ ~ , 83338 FRANKLIN POCATELLp - .. ___ •• Pharte:(208)324.6761 Fax:(2p8)324.6973 Job Number: - • • - Project: $IOCk No: Page: 2 AAOdeI: Lot No: Date: 04-9a-2006 - 2:36:16 PAR •• -.. .. Project IL?: POC1597 Conta Sits: Qffice: Name: DaI[VEf' To: _..... _ Aooqunt No: _ 303490627 Phone: JRW & ASSC)CIATE$ Designer: BQB WHILLOCK FARM CREDIT D~pO, Salespergon: JOHN Tents iv live Date: RI~CBUF2Cs Quote Number, Profile: ~5'; Truss Id: Span: Truss Type: pitch LOH ROH Load ey: ~-~--` ~ 24 J1 ~~^-~ .. ~ 1 •4 - t 1 -11 -11 ROOF TRUSS 2.00 0 • o - 0 0 - 0 - 0 -• _ ! 7 lbs. ~~ •-. .... 4.00 a4 J2 _• .g-1 $ -11 -11 RddF TRUSS Z,00 C3-0-0 0.0 - 0 0 - 0 - 0 - _. -_ ~..~_ 16 Ibs. each -.. - 0.00, _ -- 24 J3 Z'0.1 5 ~ 11 - 11 ROOF TRUSS 2.00 C3-0-0 0 - 0 - 0 . _ 0 - 0 - 0 ... ._ 221ba;each ... 0,00 MISC. I~"EMs Quantity: Descrlptlon: 76 LUP24 31 HlJS26 12 THJA26 Abavg listed items have been designed to plans ahtl or jabsite conditions. (exceptions listed to right). Received by: Date: Thank Yqu fpr your Business. FROM :BOB-WHLLOCK------------- FAX N0. :2085420897 Apr. 14 2006 01:58PM P3 ~4~ ~~~ FROM :BOB-WHLLOGK------------- FRX N0. :2085420897 Apr. 14 2006 01:58PM P4 ~..... Tiuss'- Truss''E'ype -... _...._.._.- QtY Ply (-_...... _..~ ....... PQC'[597 ~ Al RQQF "!'RUSE 2 ~ FRkNKLlti1 Bl)ILOiNG SUPPLY, JEROME, Ib, x3338 • ~ _.. 1... Joo Reference footional) 6.10U >S 8ep 17 21104 MTek Indugtryes, Ina Fri Apr 1414:24;gti 2 3.2.12 _ 8-D-0 ~2 __.._; 4.9.4 _I ......._~ 17-x.4 1~-4 41-"8 . _.._.----~-.... __ _ ~ 3-2-92 Scale = 1 2.00 r12 4x8 = '' 1 _____ ______ __ __ __ __ _ ~__ -- =1N9 -- ------ _-_- ~I_V2 - -- iS 2x4 I I . 4xtd =: )i(4 ... ---- --- -------- --_ ~-___$ 3x5 =- ,,, •y - -~- __-- ________ f5 9 $..J ' 9"L 71 10 3x6 = 6x10 _ t3x161NT18H= 3xS - 3x6 - 2x4 II ~_ 3.0.0 3.2.12 8.0.0 __........~ 8-4-4 ~ 14.1.8 -_1~'~-q i7~1~ 3.0.0 0.2.12 49-4 1-4.4 4.9.4 0-2-12 3d}0 Plate Offsets (X, 111: I4:D-3-0.0-9-01, [11:0-0-8.0-3-01 - . ~- .. ... _.~ _ .... LCADlNCx (psi) SPACING 2-0.0 CS! DEFL in (loc) I/def! . _...ud. _ . PLATES GRIP TCLI, 35.0 Plates increase 1,15 TC 0.41 , Vgrt(LL) -0.07 10-11 >98t3 360 ~MT26 2201195 TCDL $.0 BOLL Lumberlnrrease 1.15 BC 0,44 ~ Vert(TL) -0.1190-11 >999 180. MT1$H 220/195 0.0 Rep 5trcrss Intr ND WB 0.84 Horz{TL) pA0 $ n1a Na BCDL $,0 Code IBC20031TPI2002 {Matrix) Weight: 78 !b LUAABER TOP CHORD 2 X 4 DF No.1&[3tr BOT CHORb 2 X 4 DF No.1&f3tr WEBS 2 X 4 bF StudlStd *Except* W2 2 X 4 DF Stud, Wti 2 X 4 DF Stud REACTtON3 (Ib/size) 12=!649/0.5-$, 8e164910-5-8 Max Harz 12=24(load lase 5) Max Upfift72=~56poad Case 3), 8=~15d(load Case 4) BRACING TOP CHORD Structural wand sheaxhir~ directly applied Ora-2-4 ~ pains. BOT CHORD Rigid ceiling directly applied Or ti-0-p oc braang. FARCES (Ib) - Ma>amum CompreasioMNaximum Tension TOP CHORD 1.2=-iD9/i92, 2-3 =-2333/5D4, 34=-2255!592, 4-5=-233'51504, 6-6=-109/793 BOT CHOf2b 12-13=010, 11-12=157/9D, 1D-1i=-478J2253.9-10=•1591112, &9=•159/112, 7.6=0/0 WEBS 2-12=-148x1417, 2-17-~5$8/2503, 3-11=X7/241, 3-1tp-139148, 4-10=561358, 5-1(7--5$7!2508, 5-8=-14941417 1.13=-16126, 1.12x-1621116, 6-7=-16/26, 6$=.1631116 NOTSS i) Unbalanced roof live loads have been considered for this design: 2) Wmd: ASGE 798; 90mph; h=25ft; TCDt=4.Opst: BCDL=4.8psf: t;ategary It; Exp C; encxosea; MWPf~kS gatrle end zone; cantilever lek and right exposetl ; end vertEcal left and right exposed; Lumber DOL=1.33 play grip DQL=1.33. 3) This tn,ss is not designed to support a ceiling and is not intended for use when: aeskhetiOS are a consideration. 4) Provide adegltate drainage to pr~vertt water Dortding. 5) This truss has been designed for a 10.0 psf bottom chord five Iced nonoancument with any other live loads. 6) Ail pates are MTZO plates unless otl1BnN15e indicated. 7) This truss requires plate inspection par tlta'Caoth Count Methotl when this truss is chasm for quality assurance inspection. B) Provide mechanical pprlneCdCn (by others) of truss to b9aring plate Capabt9 of wdhstanding 455 to uplik at Joint 12 and 456 Ib uplift at pint S. 9) This truss is designed in arxxrdanCe with the 2003 international Building Code section 2306.1 and referenced standard ANS1/TPi 1. 10) Special hanger(s) ar other catnection device(s) shelhba provided sufficient to support cancentratsa load{s) 7241b down and 17114 up at 8-0-0, and 7241b down and 171rb up of 9+i~ on bottom chord. TI9e tlssigNSeiection of such special CpnneCtion device(s) is the responsibility of others. 11) in the LOAI] CASE(S) section, loads applied to the face of the truss gre noted as fron# (F) or bade (B). 4x6 _ 5x8 -= 3 4 LOA4 CASE(S) Standard 1) Regular. Lumber IrKxease=1.15, Plate 1nCrease=l,ib Uniform loads (pit) Vert 1-3--^-~, 3,4=-88, 4-6=•$6, 11-1316, 10-11=82(F=88), 7-10=-16 FROM :BOB-WHLLOCK------------- FAX N0. :2085420897 Apr. 14 2006 01:59PM P5 Job .._. FruBS _...... ... ._ TfuSSType - ~_ PI _.... ......._ _.... _......_~ Y y POC1597 ~ Al ROOF TRUSS 2 1 FfiAi+FKLIN BUILDING SUPPLY, JEROME, ID. 63936 ~ ~? Refere~Ce (ODtionap , 5.ibo s $ep t7 2044 NCiTek (ndustrles, Inc, Fri Apr id 14:2a:pg 2406 Pane 2 LOAD CASE(S) Stantlara Conasntreted Loads (ib) VSrE: ~ ~_ -724010=-7240 FROM :BOB-WHLLOGK------------ FAX h10. :2085420897 Apr. 14 2006 02:00PM P7 Job -~° Truss - ....._ Tnrsa T Qty Ply Pf`7Gi5Q7 . 8i ROOF TRUSS 2 i Fi3ANl{L,IN BUILD1Nf3 $~PPLY. JEROME. IQ. a3~38 , _ - .- Job Reference {oprbnat) ~B.iOD s Sep 47 2004 MITek Iridu#ries, Inc. Frl Apr i4 74;24:01 'r 3.2.12 ._...I .... 8'fl•0 _ ... I i2-6-12 , ... ._ 17.1.8 .... I.... 21.10-12 25-1 S 3-2-12 4-8-4 4-8-12 4$12 4.g.4 ~ ~-'....--~ 3 2-12 SGaIE 2,00 (12 6xfi 2x4 I I 8x6 5x8. 3 3x5 = 2 _~----- .. .-•-~'2 .._. _.. _.._ 5 -_____ 5X8 •=: 1 ____ 1~_-= - _-__ --_ .._ _.__~r 6 3x5 -~ -~-~.- - .. .._~-..~_~2. _ 15 14 13 12 if 10 g 5 2x4 I I 3x6 _ 6x10 = 4x8 = 4X12 MT18H- 3x6 = 2x4 ?I 6x10 -. 1~ , 3.0-0 3-~-~12 8.0.0 12-6-12 _~- 77-1-$ .._ 27 _10.12 22r~-8 2b-i-8 , .., ---I ......... 3.0-D D 2-12 4.9.4 4-8-12 4-6-12 4-9.4 0-2-12 3.0.0 Prate Offsets tx,Y): [30:0.3.8.0.3-D1~[1,3~o-3-B.0-3-07 . _~ _ _ ......._.__ .... __. .,_. ~ LOAGiNG (psf) SPACIN[,, 2.0.0 CSI DEFL~ in (loo} I/deft ~ Ud - - ~ - PLATES -GRIP TOLL 35.0 Plates Increase 1.15 TC 0.50 Vert{LL} -D,2412.13 X915 360 MT20 220M85 TCDL 8.0 Lumberingrease 1,15 BC 0,83 Vert{TL) -D.4210-12 >537 18D NITiBH z20/1gg BCLL 0,0 RI3p Strew Incr NO WB 0.58 Horz(TLy 0.05 9 n/a n/a BCDL 8,0 Code IBC2003/TPI2002 {Matrix) Weight: 117 Ib • .. ._.. ER BRACING TON CHORD 2 X 4 DF No.f BBtr 70P CWORD structural wood Sheathing directly applied or 2-8-5 oc purling. BOT CHORD 2 X a DF No,i&Btr BOT CHORD Rigid ceiring direoty applied qr 5.0.0 oc bradng. WEBS 2 X 4 pF Sfud/Std "Except" W2 2 X 4 ~F No.i &Btt, W8 2 X 4 DF No,1&Btr REACTIONS (Iblsize} 14=230i/D-5-8, l~iD11a5-6 Max Horz 14=22(Icar case 5) Max Upilitf4=~11poad ca8e 3}, 9=~G11(load case 4) FORCES (Ib) -Maximum ComprassicNMaximum Tension TOP CHORD 1.2--111/197, 2-3=-40031888, 3-4,-5042/1762, 4-5=-504211162, 5-6=-40031888, 6-7=-110/197 8OT CHORD 1415=010,13-14=18?1g3, 12 73=,87613937, 11-12=•88413937, 10-11=-85~t/3937, 9-10=-162/114, 8.9=Q/0 WEBS 2-14=27811574, 2-13=;885/4232, 3.13=•194/113, 3-12=29211302, 4-12=-543/187, 5.12=•292/1302, 5.10=-194/113, 6-1t>=-98514232, 6-9=-21611574, 1.15=-17128, 1-14=-1671118, 7-8--17/28, 7.9=•1671117 NOTES ij Unbalanped roof live loads have bean considerer for this resign, 2) Wind: ASCE 7.98; 90mph• ItF25lt; TCDL=4.Opsf; BCDL=A.$psf; Category II;13cp C; enclosed; MWFRS gable end zone; cantilever sett and right exposed ; sort vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss is not designed to support a celting and is not intended for use where aesthetics are a consiaerarion. 4) Provide atlequsls drainage tO prevent water ponding, 5) This truss has been dasipnad for a 10A psf bottom chord live load nonconcurrent with any other live loads, 8) All plebes are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Cglmt Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical wnnedion {by others) of truss to bearing plate capablQ pt wittl5tandin9 611 lb uplift of joint 14 and 611 Ib upliff at joint 9. 9) This 5'uss is designed in accordance with the 20D31ntemational Building Code section 230$.1 and referenced st2ndard ANSUTPf 1 10) Speaal hanger(s) or other connection device(s) sha11 be providetl sufCcient fO support concentrated load(s) 7241b,dOwn and 1711b up at 8.0-D, and 72414 dawn and 1711b up at 17.1.8 on bottom chord. The tlasignlsel9ction of such special connection tlevioe(s) is the reaponaibilibr of Others. 11) In t116 LOAD CASE(S) section, loads applied t0 the face of the tru8e are noted as front (F) Or beok (6), LOAD CASE(S) Standard 1} Regular Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ply Vert: 1-9=86, 8-5=88, 5-7=-86, 13-15=-16, 10-13=-82(F~-66), 8.1D=•18 ROM BO : B-WHLLOCK------------- FAX N0. :2085420897 Apr. 14 2006 02:00PM P8 Truss Type' -- _.._ .._ ., .. _._ I~Dri~.~j Trusa~' ... .._ ~ ~fPly ...._._..... 97 .:. ...... ..~ B1 ROClF TRUSS 2 ~ • FR?NKLIN BUILDING SUPPLY, JERCN~tE, l0. $3338 -- _ Joh Reterence,(opGonsl _ 6.100 S Sep 77 200d AATek lildustn~ 'ems, lnc. pri Apr 14 94:24:06 2006 Page 2 LOAd t:ASE(S) Standard Concentrated Loads (Ib) Vern 73=7,^4(~ SQ=724(F) FRDM :BDB-WHLLOCK------------- FAX ND. :2085420897 Apr. 14 2006 02:02PM P1 Jo Truss 'Yt.,:~~ri..:e .. _..-..-.--...._.... ._ POC9587. B2 FFZ4NIfI.IN 6111LDINr`a SUPPLY, ~~~ RODF TRUSS _...,I~? s Sep 17 I 3.2-12 10-0-Q 15-1-8 21-10-12 -_._I- .+_._._....... 3-2-12 6-9-4 5-1-8 8-9-4 3x5 == 1 z.ao 92 ~ __ 2 6x6 = 3 4xs = 4 ... L.._ ....25.-1:8........ _.i 3-2-72 ScaIQ = 1 -_-_--- __ 4X6 -. - -- - __`='--~'3___~ 5 3x5 =. ---.- ..82___ ---- ___ .-I _--Q 8 7 3x6 - 2x4 II i° I' l .... 3-0:0 8-?1~72 .... _._ 3.0-o a2-12 Plate offsets 11:0-3-8,0-1-8 .. _ ........ _~ . 10x010 s-9.4 . ... .. ` -_ ._. ...._.._ .. F---.-- . . 15-9-8 - ~1$ ~ 21-1Q-12 '22x7.8 25.1.8 -------,.-r-__...... j g-a~ 0.2.12 3-a0 LOADING (psfl SPADING TCLL 35.0 ~ Plates lrnrease 2-0-0 1 95 CSi TC 0 53 t?EFL in (ioc) Udefl Ud PLATES GRIP _.. Top-. 8,0 LUmber tricrease BCLL O Q . 1,15 . 6C 0.26 Vert(LL) •0,19 Vert(TL) -0.18 9.19 >999 360 MT20 2201195 9-11 X999 980 MT18H . Rep S#reQe Incr YES 9COL 8.0 CotlB IBC2003/TPI2002 Wt; 0,77 (Matrix) Horz(TL) 0.01 2201195 8 n!a rva ~ Welght~ 111 Ib LUl11l3ER TCR CHORD 2 X4 DF No,7&Btr BRACING .... .. . s07 CHORD 2 X 4 DF No.i&Btr TOP CHORp Structural wood sheathin di g redly applied or, a-7-5 0o pur{ins WEBS 2 X 4 DF $i;rq/$bq BOT CHORD , Rigid ceiling directly appri9q or 6-Q-0 oc bracing. ~ REA.CTIpNS (IWsIZe) 12=1287/x5-8, 8=12871D-5-8 Max Hors 12=28(load case 5} Max Uplitfl2=-356(load case 3), 8=-356(laad case 4) FORGES (Ib) - Maximrun CompnessionMlazimum Tension TOP GHORD 7-2---811716, 2-3=-17201337, 3-4--•1667136Q, 4.5=-17191337, 5-6=91H 18 130T CHORD 12-13=010, 11-12=-77167, 10.11=-32011667, 9-f0~-320l15g7, 8-9=-77!92, 7-8=0l0 WEBS 2-12=1934/344, 2-11~-38511746, 3-11=-240/136, 3-9=-258/257, 4-9=-3141156, 5-9=38417745, 5-8=-1134/343, 1-13=-24!13, 6.7=•24/13, 6.8=-79!95, 1.12=-80/98 NOTES 2} W~ d! AS EC r7 98; 90mph~ h=25f~TCOL-4.Opsf'aBCDL= a.8pagfnC,stegory II; Exp C; enclosed; M4VPRS gable end none; cantilever left and right exposed ;end vertical left and right exposed; Lumbar DOL=1.33 plate grip DOL-1.33• 3) This tru55 is not designed to support a ceiling and is not intended far use where aesthetics are a cxxt61d9rSti0n. a) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a '! OA psf bottom choM five load nonconcurrent with any other live loads. 6) A11 plates are MT20 pl8tes unless othelvvi5e indicated. 7) This truss requires plate inspection per the Tooth Courn Methoq when this trues is chosen for quality assurance inspection, 8) Provide nlechanipl connection (by others) of truss to bsareng plate capsble of withstanding 366 !b uplift at ioint 12 and 386 Ib uplift at Joint e. 9) Thls three is designed in accordance with the 2003 international Building Code saCtipn 23Q5.1 ant! referenced stand8rd ANSrlI'PI 1. I.oAO t:AS~(s) standard 13 72 11 10 9 2x4 II 3x6 = 3x12 = 3x5 6x16 MT18H= FROM :BOB-WHLLOCK------------- FASO N0. :2085420897 Job _ Truss .,-, .. .. Truss Type -- PaC1597 • B3 RDOF TRUS; FRANKLIN~BUlLbINC, SUPPLY, JEROME, ID, 83838 "' 3-2-12 ~ .. 7.7.6 12-0-0,. X13.9-8_ 77-6_2 ._ _ 3-2-12 4ji-iD 4-x•10 t-1-a 4-4-1q . _ 3x6 == ~ 2 -- 1 ___ -- ' ~ -'- ..~.~- 17 16 2x4 I I 3xs = 3 15 4x8 - 14 13 3x5 = 4x8 = Apr. 14 2006 02:02PM P2 3x5 -=- 21-1'0.72 25.1-8 .....I 44-70 3.2.12 Scale =1:45,9 __ 6 _. _--~ 3x6 =_ --_ W19 _ ___ ~~- -• ~~-- 12 11 10 3x5 = 4x8 = 3x6 3-0-0 3- 12 7-7-6 3-o•g 0.2-1z 4.4.10 4-4-10 7-,_g c !Y Vl• !~ ~.n_a. e n n w. ..._~ ~ ~ ..... ..._._ LDADING (psf} SPACING 2-0-0 CSt TOLL TCDL 35A $ 0 plebes Increase 1,15 TC 0.29 BCLL . 0.0 Lumberlndease Rep Stress tncr 1.95 YES BC q.24 WB 0 75 BCDL 8.0 Code 18C2003/TPI2g02 , (Matrix) WMSER TOP CHORD 2 X 4 DF Na. iffi8Yr BQT CHORD 2 X 4 DF No.1&@v WEBS 2 X4 DF StudlStd 17-6-2_... .. _.....i..._..._21-10-12 221.6 257,.8 4.4.1q 4.4-10 0-2-12 3-0-D 3x5 ; 8 ; a ~g ,~ 9 2x4 I I DEFL In (foc) Ildefl Utl PLATE$ GRIP veri(u) -0.07 13 ?889 360 MT20 22g1tg5 Vert(TL} -0.12 74-15 X999 180 Horz(TLj 0.02 10 n/a n/a Weight: 1181b BliACING TQp CHORD SVucd,ital wood Sheathing directly applied or 5-2-1 of purlins eOT GHORD . Rigid moiling directly applied or 1 q-0-q pc bracing, I:,xoept; 8-0-0 oc bracing: 75-18,10.11. REACTIONS (Ibls>ze) it~1267/0-5-8, 10=1287/0-5$ Max Horz 16=34(toad case 5) Max UpUft15~342(load case 3), 10=-342{load case 4) FDRG£3 (Ib) - Maximum CompressioNMaximum Tension T4P CHORD 1.2=•12d/2Sq, 2-3~-1469/248, 3-d=-1574/276, d-5=162712$7, 5$a-1574/276, 6-7=-7A69/248, 7-8=-124R5D BOT CHORD 1B-17=010, 15-16=217196, 1415=~+235fl417, 13-14=237/1527, 72-13=-205/1417, 11.12=•205/1417, io-11=217/128, g-i0=aro WEBS 2-16=1118/300, 2.15=-34811692, 3-15=-42D/150, 3-14=-43/238, 4-14=-55/72, 4.13=•231f232, 5.13--146/154, ' 6-13=X2/23$, 6-71=d20H50, 7-11=-3d6H692, 7-10=71181300, T-17=17/32, 1-18=-2241132, 8.9=•17/32, s•1a=-2z4r13a NDTt:B 1) Unbalanced rgpf live (pads havg bean considered for this clasi9n. 2) Wind: ASCE 7-gg; ligmph; hR25ft; TCDL=a.Opst; BODL=a.Bpsf, Catapcry U; Exp C; enclosed; MWFRS gabt® end zone; cantilever deft and right exposed ;end vertical loft antl fight exposetl; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss is net tlasignatl as support a calling and is rwt intended for use where aestheilcs are a canside-a(ion. 4) F~nwide adequate drainage to prevent water ponding. 5) Thls truss has been designed fora 10.0 pet` bo#tom chord live load rconconcurrent with any ether live loatls. 6) 7Yfis truss requires plate Inspection per the Toofh Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical oonneC6on (by Othans) of truss to bearing plate capable of whhstanding 342 Ib upl'dt at joint 16 and 342 Ib uplift at iaru 10. P~~. ti - 8) This truss is designed in acCCrdBnpp with the 2003 International Building Code section 2306,1 and referenpad stantlard ANSIIYPI i. LOAD CASE(S) 3tantlard 2.0012- 4xB = 6x6 = 3x5. 4 5 FROM :BOB-WHLL@CK------------- FAX ND. :2085420897 Apr. 14 2006 02:03PM P3 Doti Truss. TRiss Type .... Qty Ply . •. .. . . POC1597• - - . B4 RpCYF TRUSS I ~ ~ • _. FRANKLIN BUILDING Sl! PLY, JEROME, It). 88335 ~ - °• ~.. . _ I Job Reference a 'one~• B•100 s Sep 17 2pp4'I-giTek Industries, Inc. Pei Apr 74 14:24:10 2006 Page t ~---3-2-12 7-1a17 3-2--i2 } _ 4-8.0 _--~-- 1~0 _.., .I 17-2-12 .. .I 21.-10-12 _•+_., 25-1-8 I 4-8-D 4-8-p ... •- 8.2-12 Seale = 1:43.1 2.ao 1z 3~ _. 4xS =- 3 ~ 2 _-- T4__.~ ----- _- fNT'I- ~ -~ ___ 15 14 73 2x4 I f 3x6. 4xg = 3x5 =_ -- 5 12 11 10 4x8 - 3x5 - 4x6 = 4x6 == -T"~ _ --__-- 6 ~ 3x5 ~~- ~_ - -_ ___ 7 ~~. 9 8 3x6. 2x4 . i 3-0-0 3.2,1.,2 _ 7-1a1z 12.6.12... 30.0 0-2-12 q.8.0 1..... - 17.2-12.-,._._- I 21-1b-12 2218 _z5-1-Q ~ 4•B-0 4-8-D 4-&-q x2.12 3-0-0 rseLg (X_ Y}; 110_0.9_B;D-2-Q1, t13:0-3-8.0-2.01_. _, _ . LOADING (pgfl SPACING 2.0-0 CSI TOLL TCDL 35.0 Plates rncreasa 1.75 TC 0.31 BCLL 8.o 0 0 Lumber{ncrease 1.15 BC 0.24 BCDL . 8.0 Rep Stress Intx YES Code IBC20031TPi2002 W8 0, 76 (Matrix) LUN[BER TOP CHARD 2 X 4 DF Mo.i &Btr BAT CHORD 2 X 4 Dl: No.1g,Btr wEes z x 4 DF srudJStd DEFL In (loc) I/tlefl Ud PLATES dRtP uBrtRL} 0.1312-13 ,999 1$Q MT20 220/795 Horz(TL) 0,02 9 n!a n!a Wei9hk 113 Ib BRACING - ~ ~~ TOP CHORD Structural wood sheathing directly rspplied or 5-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6.0-0 oc txacing. REACTIONS pb/size) 14=1267/a5wa, 9=126710-5-8 Max Horz 14=37(load case 5) Max Upliftl4=-337'(load case 3), 8=337(load case 4) FORCES (Ib) -Maximum ComgessiorrRdaxirnum Tension TOP CHORD 1-2=-122!242, 2.3=•15111248, 3~=-15311251, a-5=-1531/251, 5-6=-i51112as, 6-7=-1z1/242 B07 CHpRP 14-15=0/0, 13-14~-208/C2, 72-13=23817456, 11.12=•204/1456, 10-11=-2p4/1456, 9.10=•208/125, 8.9=0/0 1NEBS 2.14--1119!299, 2-i3=347/1709, 3-13=-3961144, 3.12=-180213, 4-12~.p/166, 5.12=•180/213, 5.10=•396/144, 6.10=-341/1709, 8-9=1 1 1 91299, 1-15=.1$/30, 1.14=-21 411 3D, 7-8=1813p, 7$-Q74/129 NOTES 1) Unbalanced roof live loads leave berme considered for this design. 2) Wind: ASCE 7-88; 8prnph; h=25ft; TCDL=4.Opsf; 8CDL=4.Spsf, Caeegory li; F.xP G; enGosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DpL=1.33 plate grip DOL=1.33. 3j This truss is not designed to support a ceiling and i8 not intended for use where aesthstirs are a ccnsid4ratiprS, 4} Thls mass nas been designed for a 1 D.0 psf txettom chord liv® load nonrorpurrentw1th any other live loads. 5) This mass requires platE irlspeGtlon per th4 Tppth lrpten(Method when this truss Is chasan for quality assurance insl>ecticn, S1 Prnvida mecFtanic~l txmnection (by others) of truss to bearing plate e:apable of withstanding 337 Ib uplift at joint 14 and 337 Ib upllk atjoint 9, 4x6 4 7) This truss Ls designed in accordance with tlNS 2003 Infe~rntrtiorta) Building Code section 2306.1 and referenced standard ANSIfTPI 1, LOAD CASE(S) Standard FROM :BOB-WHLLOCK------------- FAX N0. :2085420897 Apr. 14 2006 02:03PM P4 .lob .. Truss... .... Truss Type ..... _.... t~ty "Ply. ._ ... ._ .: ... .... POC1597 C1 ROOF TRUES 2 1 ~Jpb Refercnee na tN BU1L1)1PIG SUPPLY, JERl3)ulE, l 36 ~ '-' ~ 6.~qe a Sep 172004 MiTek Induslriae, Inc. Fri Apr 94 14:24:11 2006 3.2-12 8-0-D ~ 12.9.8 17-7-0 22-4-4 25.7-0 .... ~ ~ ..:. -I - T-. -- . _ I .. _....._----4---........ .. i 3-2-12 4~~ 4.9.8 4-8-8 4-9.4 3.2-12 SCate = 1:46,; 2.00 12 6x6 2x4 6x6 5x8 ~. 3 4 5 5x8 8x5 =- 2 __ ~- __.. ....___-^' ._ .. ... - -- - 6 3X5 =. 15 14 73 12 11 10 9 t3 2x4 I! 3x6 .- 6x10 - 4x8 - 4x12 MTi81i= 3x8- 2x4 I1 Bx10- L ._........ . i 3-0-0 3-212 $-0-0 ._..... _. 72~~_s_._--~ 17-7-0 -~. _• .22~4?i .-_ 22x7-0 25-7-b 3-0-0 0 2-12 4.9.4 4-9-8 4-8-8 4.9.4 4.2-'12 3-p.0 its X ib~0-3-803.01. N3:0.3-8.P3-0] -.~~_.---..-_-----._ ............ ......_._ -__,_Y,~_~_ ___.._.._.-... LonalNa (pat) SPACMG 2-0-0 TCLL 95.D Piateslrtcraase 1,75 C$1 TC 0.55 ~ CEFL in (loc) I/.deft I,1Q FiJATES GRIP Vart(LL) -D 2710-12 X864 360 TC17L 8.0 Lumber Increase 1.15 13CLL 0.0 Rep Ssress Incr NO 13C 0,86 W8 0 6 . Vert(TL) -p.45 MT20 220/195 10-12 >5D6 180 MT18H 220H95 BCDL 8.0 Code 18G20031TP12002 . 2 (Matrix) Horz(Ty 0,06 to n/a n/a . '_ . weight 114 Ib LUMBER TOP CtiORfi 2 X 4 DK P1o 1 &BV BRACING -~.~- . BOT CHORD 2 X 4 DF No i&f3tr TOP CHQR(3 StrlrCtural wood 6he9thing dir6Ctly applied or 2-7-1 qc purlins. . * WEBS 2 X 4 DF StudlStd ExvepC" BOT CHORI} Rigid Ceiling CfireOtly applied 0r 6-0-0 Q4 bracing, w2 2 X 4 f]F Na.18Btr, WS 2 X 4 DF Na.1&8Ir REAC710NS (Ib/size) 14W2340l0.5.8, 9--2340/0v-8 Max Horz 14= 22(bad case 6) Max Uptift94=-620(load case 3), 9=620(1094 oese 4) FORCES (Ib) • Maximum Compression/Maximum Tension TOP GHORD 1.2=-111/999, 2.3=-41041921, 3.4c•5246/1210, 4.5=-524811210, 5-t3=-41041921, 8-7=-T 1 T/198 BOT CHORD 14-15=0/0, 13-14=~it35/94, 12-i3=-900!4038, i1-72=-887/4038, 10-11=X8714038, 8-10=-'185/114, 8-9=0/p WEBS 2-14=-22o2/fi63, 2 13=102014338, 3-13=20g/118, 3-12=-316/i404, 4.12=•5631196, 5.12=-316/1404, 5.40=-209/118 ti-10=-1020!4338, 6.9=-22021583, 1-15=•17/29, 1.14=-169/118, 7-8=17/29, 7-9=-189/118 NOTES 9) Unbalanced roof live loads have been considered for this design. 2} Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opst BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS gable end zone; canillever left and right exposed ;end vertical left and right exposed; Lumber OOL=1.33 plate grip bOL=i .33. 3) This truss is not designed to support a ceiling and ie not in{ended for use where aesthetics are a consideration. 4) Provide adegwate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 pat bottom chord live load nonC,onCUrrent with any Other live toads. 6) All plates are MT7A plates unless otherwise indiCated- 7j This was requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanigal oonn6Ction (by gthers} of truss to hearing plate gpable of with6tdnding 620 lb up11ft at joint 14 and 620 Ib uplift at joint 9. 9) This truss is designed in acxbrdance with the 20031ntemational Building Code section 2306,1 and referenced standard ANSI/TPI 1. 10) Special hangers} or other connection device(s) shall be provided sufficient to support Concentrat6d lead(s) 724fb down and 1711b up at 8.0.0, and 7241b down and 1791b up at 17-7-0 on b0ttam chord. The design/aelatti0n of such Spedal connection devise(e) is the retponsibf8{y of others. t i) In the LOAD CASE(S) section, Ibads applied to the face of the truss are noted as front (F) or back (B), LpAD CASE(Sj Sf~andard 1) Regular: Lumberlncrease=1,15, Plate Incnease=l,lb Unifom- Lnetls (pif) Vert 1-3~-88, 3-6=88, 5-i=-86, i3-15=18, i0-13=-82(F=-b6j, 8-10=•ifi FROM :BOB-WHLL00K------------- FAX N0. :2085420897 Apr. 14 2006 02:04PM P5 Job „ . -._.rTruea .... Truss Typ¢ ~.. _____... Q~ ~y •-~-.- - -- ... .. ..... .., _ .... PQC1597 C1 ROOF TRUSS ~ 1 ,,~ , , _ •,.~Jqb RefdPCriee (options, 11,___ ,. FRAM IN t3U1L151NG SUPPLY, JEROME, ID. 83335 ~ ~" ~ ~' ~ ~ 6.904 s Sep 97 2404 MTek Industries, Inc. Fri Apr 94 1d:2d:99 2446 Page 2 LOAD CASE(S) Standard Corrcentratad Loads (Ib) Vert: 13=-724(F) 9tk-72d(F) FROM :BOB-WHLLOCK------------- FAX N0. :2085420897 Apr. 14 2006 02:06PM P1 Job _.........,_. -_..-__ ............_ _.... ,.... truss ........_.-__.._ ROOF T . _ ................_._____...._....._.._........ ~y ... ... ply .._...-___.... Type ' ...... _. POC1597' C2 RUSS 2 1 ) .,. FRRN1fLIN BUtLDIN - ..._ __._..,._..._...... _._. ,Job Reference, (optlonel G SUPPLY. JEROt,AE, lfl. 83358 ~--6,i0d•s Sep i7 2004 M1TeK InLlu3trieB., Ina FfI Apt'f4 14124;12'2006 Page 1 ~-~-~z io-o-o 1~ ~-o 3-2-12 ~ 22.4-4 ___... _....... . I. ...25-7-0...... _.~ B~ 5.7.0 6-911 3-2-12 Scale = 9:48,7 2.00 ~ 92 i~~~ ...o _- 6x6 = 3 ~__ 3-0-0 3-~~i2 ,o-o-o 3-0-0 02-12 g_g.q f~. 4x6 = n ax8 -- -;~_- S 3x5 _y- _ 6 '__ ~ -__QG23~c- _ 1 c;r ........__ ., .... ~-r ~~ ~~. 8 7 3x6 _ 2x4 II 15-7-0 22.4.4 5-7-0 t;-9-4 nratc Wnse[s T :, 9'p-i-8 0.2-D 11'0-3-8,0-2-0) ...... _-.- ,........ .... . LoADtNG (Psi SPACING 2.0-0 CSI PEFL in (loc) UdeN Ud TCLL 35A Plates Increase 1.15 TC D,53 Vert(LL) -0.91 9-11 >99g 380 TCDL 8.0 Lumbar tnorexs 1.15 SC 0,28 Vert(TL) -0.20 9-11• ns$s 180 BCLL 0.0 flap Stress Ir1Gi' YES WB 0,81 Horz(TL) O.Di a nia n/a BCDL 8,0 Code IBC2003RP12t102 (Matrix) LUMBER BRACING ~.' - TQP CHORD 2 X 4 DF Na.1&t3tr TOP CHORD BOT CHORD 2 X 4 DF No.18Btr 1307 CHORD WEBS 2 5C 4 DF StudlStd REACTIONS {I6/siz6) 12=1280/0-5-8, 8=129010.5-B Max Hord 12= -28(load case 6) Max Uplift12=362(Ipad rase 3), 8=-362(tead case 4) 22- -0 25-7-0 .q...__. a2-i2 a-D-o PLAF@$ GRIP MT20 224M95 weight: 11216 Structural wood sheathing directly applied or ~1-g-5 0o purlins. Rigid ceiling direly applied or 6-0-Q oC bracing, FORCEg (Ib) . Max{mum CampressionANaxirnum Tension TOP CHORD 1-2=921118, 2-3=178t3135g, 3..4=-1743/379, 4.5=1795/355, 5-6=-99!919 WEBSHORD 2 72--11571348?2-81~Oa/01.827,~9~7~7~~, 3.g~~~ ~ 094-520/161 5-9=•40371826, 5.8=-1157!348, i-13-24N.t, 1-42=-83/{38, 6-7=-24/14, 6.8=-83195 NDTES 9) Unbalanced roo# five loads have beep ccnsidensd for this design. 2) wino: A$CE 7-g8; BOmph; Fw-25ft; TCDL=4.Opsf; BCDL=a.epsf; ~gmy II; C; errclosad; MWt=RS•genla end zone; cantilever loft and right exposed ;end verticel left and right exposed; Lumber DOL=1.33~ate grip DOL=1.33. 3) This truss is not designed b4 support s ceiiing and is not intendctl for use where aeathefica ere a cansideratlon, 4) Provide adequate drainage to prevent water pending, 5) Thls truss ttas be9q deafened fora 10.0 psf bottom chord live load noncx~ncurrEnt with any other live loads, 6) This tru59 requires inspection per the Tooth Count Meshed when this tnass is chosen for quality assuranoa inspection. 7) atr joint 8m~~~ce~~ ~ ems) of a 64 bearing plate capable of with6fanding 382 ib uplift at joint 12 and 362 ib uplift 8) This truss is designed in atxrordance with the 2003 Intematieryal Building Code section 2906.1 and referentgd 6tdnd8rd ANSI/TPl 1, t-4AD CASE(S) Standard 13 12 11 10 9 2x4 II 3xS = ax12 . 3x5 = 4x12 - FRDM :BOB-WHLLOCK------------- FA}{ ND. :208542089? Apr. 14 2006 02:06PM P2 dvo - Truss ' ~ ~TruggType -. . Q1Y PIy ,. ..- PQC1597 . CS 1~C10F TRUSS ~ 1 - -...... Pr2gNKLIN BUILDING SUPPLY, JEROME,10. 53988 -- -• Job ReferCnc~ (optional) 6.100 a Sep 172004 MfYek rnduatries, inc. Fry Apr 1414:24:18 2046 Pege 7 t . 3.2-12 _ I ~ 7.7-8 „ 120-0 73-7-D 17-7 7.18 3-2-12 4-4-10 ... I' 44.10 -.. I. i•7.-~-_ 4-4.ip ¢... .... 22.4-4 .... ...._..I 25-7-~.:.----I 4.4-10 3-2-12 Scala = 1;46.; Z.00 ~ 12 6x6 4x6 3x5. 4 5 4x6 =• -- _ _ _ _ 3x5 _- 3x5 _. _ ---__:___-.- ' - 8 2 --_-_T_a"---~ a-•------ - ~~- =~..~--."_-_--_.._ 4x6 ' ~ ____ -~ _~ .'~.~°~lll4 ~ \11"V6 W - -.._.~_F=.::.r:=' ~:_ -- ___ 7 3x5 • . `• - ~4 ._ ,. .. 17 16 15 14 13 i2 11 -• ~- . 10 g 2x4 II 3x6 = 4x8 - 3x5 - 4x8 - 3xS - 4x8 = 3x6 '- 2x4 ! I LtSADfN13 39 0 - TCLL PPates lncreasg 9 7 5 TCDL 8.0 LumlterlnCrr~ase 1,15 BCLL 0.0 Rep Stress Incr YES BCDL 8.0 Code iBC2003lfP12002 LUMBER TOP CHORD 2 X 4 DF No.18,f3tr BOT CHORt7 2 x A pF No,18Btr wires z x 4 DF stuarstd I~ i~ of CSI ptsFL in - {loc) udett L,Jd PLATES • . t3Rlp .- ~~.~ TC 0.28 BC 0.25 Vert(LL} -0.08 Vert(TL) -0.13 14 >889 36A MT20 220H85 14-15 >9S9 180 ~ 1NB 0,77 Horn{TL) O,OZ iD Na Na - (Matrix) - . ~ .. -._ _.-.- .. ~ Weight: 120 Ib . ... ~ BRACING ___ ~ ~ ~-~--- -- TCPCHORD Structural woad sheathing direectly applied or 5-0-9 pc pUrlins BOT CHORD ~ Rigid ceiling directly appiied or 10.0.0 oc bracng, Except; 6-D-0 ac bracing: 15.18,70-11. REAC710NS ([b/si~) 16=1290!0.5.8, 10=1290/0-8 Max Hor215=-34QCad Case 6} Max Uprift96=,348(load case 3), 10=-348(laad case 4) FORCES (Ib) -Maximum CompressioNMaximum TenBion TOP CHORb 7 2=1241~t9, 2-3=•1522/262, 9-4=9648f.~g6, 45=•1800/306, 5-8=-1848/295, 6•'i=-152212,82, 7-8=924/249 BOT CHORD 16-77~I0, 95.16=•Z16/96, 14.1 5=25 017 469, 93.14-.257/1800, 92-13=-296H469, 11-12=-219/1489, 10-11=296/12$, Q-1D=D1D WEBS 2-16=-11411306, 2 95=360/974$, 3-16=-434/154, 314=-4$/Z6D, 4.14=82R5, 4-13= 297/217, 5-13=•127/120, 6-13=-471'261, &11=434/154, 7-91=-360/1745, 7-10=-91A1/306, 1.17=-17/32, 1-16=222!132, 8-917132, $-10= 222!192 NpTES t) Unbalanced roofi five loads have been cant;'idared for this design. 2) Wind; ASCE 7.98; 9l'lmph; h=251t; TCDC=4,Opst BCDL=4.6psi; category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; !.umber DOLr1.93 plate grip DqL=1.33, 3) This truss iS riot designed to support a ceBing and i5 npt intended For use where aesthetics are a consideration. 4) Provide adequate drainage to prevent water ponding. 5) This vuss fray peen designed fora 70.0 psf bottom Chord live load nonconcurrent with eny other live Toads, 6} This truss reQuinis plate inspection per the Tooth Count Method when this truss is chosen for guelity assurance inspection, 7) Provide mt3Ch6nic~l connection (by others) of truss to bearing plate capable of wlthstantling 345 Ib uplif# at joint 16 and 3481b uplift at,joirtt 90• 8) This'truss is designed in accordance Hkth the 2003 Intentational Building Code Section 2306,1 and referenced sCandard ANSU7'151 1. LOA!) CASES) Stsndard 3-0-0 3-2,72 7.7-6 72-0.0 1737-0_~ 17.11.10 _..I.. 22-4.4 22 -0 25-7.0 I-_..._._ ... ~~----, 8-0-0 0-2-72 4-4.10 4~-90 7-7-D 4,4.10 -- 44-70 0.2.12 30-Q s {X,Y): [77:0-3-8.0.2.0) [15.0.3.8 D-7-01 - .. _...... ....._.._ FROM :BOB-WHLL00K------------- FAX N0. :2085420897 Apr. 14 2006 02:06PM P3 Jolt '~rniee Truax CYpe ---__... - Qty Ply _.. ._._ _._._,. POC1597 {C4 ROOF TRUSS 1 1 i ___., , ,,,,- Jab Rererence.(optional), • FRANKLIN BUlt.D1N6•St)PPLY, JERpME, lD. 89398 e.70o s Sep 17 2004 7ek (ritlastt~es, Inc, Frl Apr 1 a 14:24:14 2006 Pagc 9 ~ I .5:2-12 i 8-02 12-9-8 .,,,. 17.5.14 22~-es 25.7_D 3.2.12 4-8-8 49-8 4.9.6 .. 4-9-5 .. :. 3-2-12 ~~ Scale = 1;44, 2A0 12 I 4x5 ~: 3x5 -= 4 _ 3x5 =- I ' i 4x6 _. -- _-___- 3 ~ _--- - ---_-_ ----_ 6 ' 3x5 ~ 2 _ _ _ _ _ ~1-- __--- .-_ -----_ -' __ __________ _ ____~ ' - 4x6 =_ 1 ---- __ -~- --- ---. ~ _W4 ~ - _ _ _- ~`_ __ __--` ti - 3x5 =. ~i1'f'~ ---- -- ------ - W~.. ---~ :- - -- ~ ~ -.... 15 13 12 11 10 g 6 2x4 ! I 3x6 = 3x12 = 4x8 = 3x5 - 3x12 _ 3x6 ~ 2x4 ~ 3.0.0 3•zia 6•az ....12•s-s......___. 17$-14 zz-4-4 -.. ?2F.~•D z~.r~o ----I 3-0-0 0.2.33 4-9.6 49-8 ~I-- 4-g-6 4.9.6 D-2-22 3-0-D (sets fX,Y): [10:0.3.6.0.1•$1. (13:0.3.8.0-i-8].....__. '-- _... . ....._ --r- .._.__-_..._ ...._ .... . .. .. ..........._ LOACtNG (psQ SPACING 2-0-p TCLL 35.0 Plates [ncrease 1,75 TCDt_ 8.o Lumber Increase 1,75 BCLL 0.0 Rep 5tn3ss Incr YES BCDL 8.D Cage IBC2009/TP12002 4UMBER TOP CHORD 2 K 4 DF N0.1>#8tr BOT CHORp 2 X 4 DF No,1&l3tr WEBS 2 X 4 DF Stud/Std CSI TC 0.32 DEFL in (IpG) l/defl Lid vert(tL) -O,OS 12 >98g 360 PLATES GRIP -.---~~ --- MT2D BC 0.28 Verk{TL) -0,1413.13 ~g99 180 22p/165 tNB 0.76 HOrz(TL) 0.02 8 Na Ma (Matrix), _ Weight' 11510 BRACING --- ...-._.._ _-.,. TOP CHORD Structural wood sheathing dlracgy applied or 5.1.12 oc puriins . BOT CHORD Rigid selling dir®exty applied or 6-0.0 oc bracing. IiEAGTIQNS (Itusize) 74=128W0-5-$, 8=1~p/D.$.$ Max Mort 14~8Qoatl case ~ Max Uplift74=-341(load cue 8), 9=347(load case 4) FORCES (!b) • Maximum Compressfon/Maxlmum Tension TOP CHORD 1-2=-121/238, 2-3-15831267, 3~{--75g3I261, 4.5=-1593/261, 5-6=-15830262, 6-7=•1201236 BOTGHORD 14-15=p1p, t3-74202/90, 12.13=•2S1H527, 11-12=21711527, 10.1 1=-21 711 52 7, 9-iD=-202/124, 8-9=D/0 WEBS 2-14=-71421304, 2.13=-353/1773, 9-13=-ap00146, 3-12=-1971218, 412=0/175, 5-12=-1871216, 5-t~-800/148, 5.10=•35211773, 6.9=1142/804, t-15=1$13D, 1.14=-208/128, 7-8=-18130, 7-9~-2D8/t?g NOTES 1) unbalanced roof live loads have been corlsitler8d for this design. 2) VVntl: ASCE 7.98; 90mph: tt=25f~ TCDL=4.Dpsf; BCDLT4.gps~ Category II: Exp C; enclosed; MwFRS gable end zone; cantilever lek and right exposed ;end vertical left and rlgnt exposed; Lumber DOL=1.33 plate grip DOL=7.33. 3) 7nis trues is not designed to support a ceiling and is nok intended for use where aesthetics are a consideration, 4) This tress has been designed far a 1p.p psf bottom chord live load nonooncurr$nt with any other live loads. 5) This tnlss requires plate insp9caort per the Tooth Count Method when this (rues is chosen for quality assuranoa inspection. 6} Provide ma0hanical connection (by ethers) of miss to bearing plate capable of withstanding 341 Ib uplift at joint 14 and 341 Ib uplift atjoint 9. 7) This truss is tlesi8ned in accordance with the 2803 Intemationai Building Code section 23D8.1 and referenced atanderd ANS10fPl i. LOAD CASE($) Standard FROM :BOB-WHLLOCK FAX N0. :2085420$97 Apr. 14 2006 02:07PM P4 _... _w__ __. Job _.. Truss .. _ Truss Type .., _ - _ .._~.P' I . POC1597 D1 ROOF 1-F2EJSS 11 I 1 ~ r%RftNKLIN BUILDING SUPar.Y, .1Ej20ME, ID. 833ss ~ ~ ' ~ "" "'~ 8.100 a Sep 17b2UC4 ~ ek lndustaOS, Inc. Frl Apr 1a 14;24;4 $0(18 I, 2.2-12 i. a-z-~~ ... ... 8.7.0 6~-4 2.00 r92 9 2x4 I I - 15-2-12 , 6-7-12 Scale = 3 __ --------- - --- -------- - _T1= -_ ~= ~_-_ ------_ --- ..~$ y~ .. .... ... 3xti z-o-o 2-z-7~z 2.0.0 0.2.12 7 4x$ _ 3x5 I I 4 5 3xs = S•7.0 15 2.12..,..., I _..... 6-A-4 ....... ... .. 6.7.72 LOAD1Nt3 (per SPACING 2-D•0 TOLL 35,0 Plates Irtcraase 1.15 TGDL 8,0 Lumber Increase 1.15 BCLL 0.0 Rep Suess Inca YES BCDL 8.0 Code IBC2003JTP12002 LUMBER TOP CHORD 2 x 4 bF No.1&gtr eOT CHQRI7 2 X d DF No.i&.Btr WEBS 2 X 4 DF Stud/titd `Exoapt• EV2 2 X Q DF Stutl REACTIONS (Ib/size) 8=843J01i-8, B=B86/0-5-8 BRACING TOP GHbftD Structura!• wood sheathing directly applies or 5-10-15 bG puriins, except end verticals. BQT CHORD Rigid dbiling tliraCtly applied ar B-D-O oC bracing. WEBS 2 Rows at 113 pts 4-B Max l~orz 8=7 35()oatl Casa 4) Max Upliftt3=-762(load case 5), 8=-255(ICatl case 3) FORCES (Ib) .Maximum Compr~ession/Mal6mum Tension TOP CHORD 1-8~-3010, 1-2=-8gH3, 2-3=-'11371248, 3.4e-143140, 4.5=110, 4$--253!104 BOT CHORD 8-9=-87122, 7-8125/81, 6-7= 239/1079 WEBS 1.8=-8M88, 2.8=-824/271, 2.7=•229HOD3, 3-~=-B61152, 3-8=-1038!265 14bTES 1) Wind; ASCE 7-98; 90mph; h=25ft; TCDL=4.Ops~ BCDL=4.Spsf, Category II; Exp C; enclosed; MWFRS gable end zone; cantilever Left and fight exposed ; end vertical left>snd right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) 7tfis #russ is not designed to Qtrppprt a Ceiling and ig not intended for use wnara aesthetics are a consideration. 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 4) Thls tntss requires plats ingpe;~iCn per the Tooth Court Method when this truss is chosen for qualify assurence inspeclton. 5) Provide mechan;cat connector, (by others) Cf truss to bearfrrg plate capable of witnstantling 162 tb uplift at joint 6 antl 253 ib uplift at Joint B. 5) This truss is tlesigned in aCCdrdarrCe with tha 2003 International Buitdinp Code section 2306,1 and referenced standard ANSI/TPI 1. 6.bAD t:ASE(S) Standard CSI DEFL in {roc) I/deft Ud PLATES GRtP TC 0.84 Vert(LL) -O.D4 7 , >999 360 MT20 220/195 BC 0.25 Vert{TL) -O.DB 6-7 >999 160 WB 0,86 Horz(TL) 0.01 6 Na n/a ~~x) Weight 701b FROM :BOB-WHLLOCK------------ FAX N0. :2085420897 Apr. 14 2006 02:07PM P5 .. __. ... Job _.... ... Trusii• _, ,. ... Thus Type ...... ... _.... ' QlY ~ Pry - _-~--___.. pdC1597 D2 RdOF TRUSS 6 1 -- _ . _ __ ~ ~JObReferenca(o na{ FRAN{tL1N BUILDING SUPPLY, JERdME, ID. 8333@ - 5.10 s Sep 17 2004 MTek lndu-lie~S, Inc. ~ Fri A,pt 1414;24:1d 2 2.2.12 ... ,..- s.9a1o -;.. -- 15-1aD_ .. ..._ I 2 2-12 8-7-14 .... 6-9 7-6 . Scale = 7:27. 2.00 ~ 12 3x5 l I 5 3x5 =- _-~--------- - --- -- ---_ 3x5 = - 4____._-~1•--- _- _ ___ __---------- - - ------------_-_-_--__ - ~-_= ~ __ IV 3x5. 3x5 = 3 ------'-- ~ ------`- - -_ ---- _ 1 ----- ~-'----- ----~-"----------- -- -- _ --_r_~- •-. .. ~ _ ~ ---_ - ~_~_ ___-_-____11y3 -- _ - - _ - ~_~~ - _ _ - -.-_ - ... i 1 ~... y -.. ---_.__~.....-, yL j 2%4 I ! 3x5- 4x$ - 3x5 ~- F____,2_0--0 23.12 8-10-90 ~ 15-10-D , _..._.. ;..._....... _._ --•--................ _..___ _-I 2-0-0 0.2.12 8-7-14 6-11-6 Plata OtFsels° X, _ . . S.. ~' R;0-3.8.0 2•Dl _.__._..........- LOADING CSI pEFL in (14C). ~ VtlBtl Lld PLATES QRtP TCLL 854 Plates ncrease.. 2-0-D TC 0,92 Vert(LL) -0.05 7 3999 SSO MT20 22D/795 TCDL 8.0 Lumber Irse 1.15 BC D.27 VErt(TL) -0,09 6.7 >8t39 180 BCLL 0.0 Rep Stress tncr YES WB 0.47 Hora{TL) 0.01 6 n/a nla BCDL 8,0 Code tBC2003lTPI2002 ) __ Weight; 72 Ib .,.....__... ......_. {Matrix LUMBER gRAGING -- -V.-.._-.. . TflP CHORD 2 X 4 DF No.1&Btr ~ TOP CHORD Structure! wood sheathing directly appried Or 5-9-7 aC puriins, BOT CHORD 2 X 4 DF No.i&Btr ext~pt end verticals, WEBS 2 X4 DF Stud/Sttl *Exaept* BOT CHARD Rigid ceiling directly appiled at 6-D-D oc bracing. EV2 2 X 4 DF Stud WEBS 7 'Row at midpt 4.8 2.Raws at 113 pts 5-6 REACTIONS pb/size) 6-67010.5-8, 8--91610-5-8 Max Horz 8=138{load case 4) Max Upllft6=-162{load rase 5), t3=-260(load case 8) FORCES Alb) .Maximum CompressiortlMaximumTsnsion 70P CHORD 1.9=-3410, 1-2=•109114, 2-3=-1224/2bi, 3~=-i17s/2es, a-5=-761/x4, 5-g~-280/101 BQT CHORD 8.9=•98/25, 7•ti=-131/118, &7=•25911152 WEBS 1-8=-11/229, 2.8+862/28b, 2.7~-242/1058, 4.7=-t351163, 4-6=77981285 NOTES 1) Wind: ASCE 7-98; 90rnph; h=25ft; TCDL=4.OpsF, BCDL=4.8pst Category u; Facp C; enc;llosed; MWFRS gable end zone; cat lever • left and right exposed ;end vertical left and right exposed; Lumber POL=1,33 plate grip DOL=1.33, 2) This truss is nqt designed t4 Support 8 tyailalg and iS n~ intended for use where aesthetics are a consideration. 3) TIttS truss has been designed far a 10.0 psf bottom chord live load nonconcurrenG with any other live Ipads: 4) This truss requires plate inspealon per the Tooth Cdwit Methoq when this truss is chosen for quality assurance inspection, 5) ~ aoin 8m8CneniCel GpnrreC6pn (py odterS) pf truss to tiring plate capable of withstanding 162 Ib uplift at joint 6 and 260 ib uplift B) This truss is designed in accordanve with the 2003 International Building Cade seatian 231)8.1 and referenced standard ANSIIFPI 1, LOAD CASE{S) Standerd FRDM :BOB-WHLLOCK------------- FAX N0. :2085420897 Apr. 14 2006 02:08PM P6 __. Job Truss .. _. Truss Type _. _.. Qty PIy . . PQC1587 ~J1 MONO TRUSS 28 1 _ JOb Reference (dplionalL__ . ,,, FRANI{LIN BUILDING SUPPLY, JEROME, !D. SSS38 "' ~ " ,704 s Sep 17 20x4 MiTek Industries, Inc. Fri Apr i4 14:24:15 8CD9 Pags 1 }--_.., _. 3-2.12 -,. .~.-... .- B-b-Q.._._... _ .... -.I 3-2-12 4-9-4 S~tJS x,1;13. 2.OG 12 3 2 __ _______71---- - _________________ - I ------- -----------~-_ -------------_ ---- EV2 4x6 _. -__ _---_ 1 ---- -- ---- ----- - --- -~_-- --~- ----- 3 _~' -W4-~--.-- --_____- _ _ -_ __-- i - ~...... 61 -. 2x4 I I ~~" .•~;~'. 4x8 = 4xs •- I----- •- 3-aa _.. a-2-,z....... ... .__ .. a-ao _ .. ,.........._ _-~ _.....,. Lt7ADfNPs (psf) SPACING 2.0-0 CSI DEFL in (lac) I/deft Lld PtJ-TES Gt;;IP TCLL 36,0 Plates Inct~ease 1,15 TC a.34 j Vert(LL) -4.01 4-5 >999 360 MT20 220/195 TCDL 8,0 Lumbar Increase 1,15 BG o.73 Vert(f-L) •0,02 4-5 X999 180 BCLL 0,0 Rep S#ress IrfCr YES WB t7.7p Horz(TL) -0.00 d n/S n!a SCDL 8,0 Cotle IBC2003/TP12002 (Matrix) , Wetgnt 3t3 Ib LUAABIER BRAGlNG _.... . TOP CHORD 2 X 4 DF No.1&Btr TOR CHORD Structural wood sneatning tlirecGy applied or 6-0-a oc purlins, Bt:1T CHORD 2 X 4 DF Na.18Btr except end verticals WEBS 2 X 4 DF StutllStd 8CT CHARD Rigitl ~lHng directly applied or 6.0-0 oc bracang. REAQTtONS pb/sizej 4W731/0.5.8, 5=~6551d-5-8 Max Ho25=87(load r,~ase 4) Max Uplitt4=-27(load case 4), 5=-241 {load case 3) ~ORCa=S {Ib) • Maximum tompreesionlMaximum i"ension t'OP CHORD 1-2=120238, 2-3=39120.3.4=-158/60 30T CHORD 5-6--a/0, 4-5"_20q/115 NEB$ 2-6=-522f21t3, 2~4=-9fiJ211, 1.6=-2?130, 1-5~-2a8/727 DOTES I) Wind: ASCE 7-98; gOmph; h=25f~ TCDL~4.Opsf; BCDL~.Spst Category II; E~ O; ~IpSQd; MWFRS gable end zone; cantilever IeR and right expa5ed ;end vertical IaR and right exposed; Lumber DOL=1.33 plate grip DOL=1,33. !) This truss is trot designed to supp4rk a ceiling and is not intended for use where aesthetics are a consideration. q This truss has t~ designed fora 7a.0 psf bottom chord live load nonconcurrent with any other live loads. I) This truss requires plate inspection per the Teeth Count Method when this truss is chosen for quality assurance inspection, i) PrCwitle rnechanital eanneetlon (by ethers) of trues t4 bearing plate capable of withstentling 27 Ib upHR at joint 4 and 241 Ib uplift at joint 5. i} This treass is designed in accordance with the 20031ntemational Building Code section 2306.1 and retaraneetl standard ANSIlfPt 1. .OAP GASE(S) Standard FROM :$OB-WHLLOCK------------- FAX N0. :2085420897 Apr. 14 2006 02:09PM P1 Job •. Truss "~~ Tirise Type • - Oiy .ply ... .._ _ .. .. _.. __~ POC1597 ' F1 ~ ROOF Tl~USS 10 1 FRANKLIN BUILDINty 3llpPLY, JEROME, ID. 6s33g -- •••• ,... Job Reference {oprtcnBD i 8.100 a Sep 77 2QP4 NITCk Industries, Inc. Fr1 Apr 1414:24;152006 Page {~ F-- .. 2 2-12 _ _... 8;7-8 2.2.12 6~-i2 _... _ , _ ......... ......__ 16-3-12 ,. 3x5 - '' 1 2x4 I I s-B-a Scaie d 1:26.5 - 3x5 I I 2.00;'12 4 5 ---- - -i 3x5 _ __----------- _-- - - ~ 3 ______- -------__~-_~____------ - -- - f~ 3x6 - ------------ --- --- 2 - - -~- _ - --------- ......_ ---- -_~ .,. r-~ $.` 3x5 = i 2-0-0 2-2-42 _..... , . 8.7-8 2-0.0 0-212 6.4-12. . _..... ffsets {X.Y): i7:o-3-s_a2.rn .. ~ -... LOADING (pSf) SPACINQ 2.0.0 TOLL 35.0 PEates Increase 1.15 TCDL $A Lumtfer lncrea9e 1.15 g p Rep Stress Incr YES BCDL , ,. --- ~ Code 18C2003/TPI2002 t_umsER TOP CHORD .2 X 4 DF No.1 &8tr BOT CHORD 2 X 4 DF No.1&Btr WE9S 2 X 4 DF Stud/Std "Except* EV2 2 X 4 DF Stud _.._.....1312 ._ 8-8-A `B'" 3x9 CSI TC 0.85 DEFL in Vert(LL) -17.04 (ICC) Vdetl L/d 7 >999 360 PLATES GRIP BC 0.25 Vert(TL) -0.08 s-7 }999 1$0 MT20 2201195 WB 0.88 Harz(TL) 0.01 8 qJ$ n/a {Matrix) Weight 701b BRACING ... _ .. ...,_ TOP CHORD Structural wcod sheathing dlrectiy applied or 5.10.8 oc purlins , except end verticals• 80T CHORD Rigid ceiling direoryy applied or 6-0-0 oc txecing WEBS , 2 Rgws at 113 Pte 4.6 REACTIONS (Ib/size) fi--647J0.5•t3, 8=8$9/0.5.8 MaxHorz8=1SB(loadcasea) Max UpIiR6=7B3(load case 6), 8=-253(load case 3) FORCES (Ib) -Maximum CompresslonlMaxlmum Tension TOP CHQRP 1.9e-31/0, 1.2-•86118, 2-3=1148250, 3-4 =744140, 4-5=•110, 4-6=2551105 BOT CHORD 8-9=$8/23, 7.8126/94.6.7=-241H090 WEBS 1-8=8/1$4, 2.8=.8281273, 2.7~29tH010.3-7=-661154, 3-g=-1049/268 MOTES 1} Wind: ASCE 7-98; 60mph; h=25ft; TGDi: 4,Opsf; BCDL4t.8psf; Category Ii; F~cp C; endosed; MWr=RS gabl® ens zone; rertitever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss is not designed tq support d Geififlg BnCE Is not intended for use when9 aetrthefics are a consideration. 3) This truss has be6n d~g~ {~ a 10,0 psf bottom chord IivQ lead nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is Chosen for quality assurance inspection. 5) Provide mechani~i connection (by others} of truss to bearing plate capable of withstanding 163 ib upliR at joint 6 and 253 lb upii$ atiant 8. 6) This truss is designed in accordance with the 2008 InternatiDnat Building Code section 2306.1 and referenced stantlard ANSUTPI 1. 4x8 LOAD CA&E{S) S#andard FROM :BOB-WHLLOCK------------- FAX M0. :2085420897 Apr. 14 2006 02:10PM P2 Job -- Truss . PQC 159 /~ tress Type F2 RObF TRUSg •t=RANICLtN BUILDING SUPPLY; ,~R©ME, Ip, 833sa I.,_- _ 2-2-T2, '---1-• 8.17_2 2.2-12 s`~ i ~i~ -° •-~ ~. JobRefere :~... !~4 0 ons 6,700 s Sep t7 2004 MITe" k~etries, Inc. FrtAAr t4 ~a:2d;16 2bde Pegs t ° ..-F--- , .. 75.11-0 6.11-14 .• _ .._...~ ..-I Scale = 1:27.6' 2.00 j 1 Z 3x5 ! 5 ~ 3x5 = _ __----~----•---_--------' 3x5 -_ 4 -----•~~------ _-- - ------ ----~--- 3x5 ~ 23x5 _ 3 ____._-- '_ __ _----- --- - '- •r ~.'- _------ - - _~ - _ _ V =-~ ~L1 - --------'-- _~~3 --_ ___ - - -_ .. . 2x4 I! 3x5 ~ 7 `~.~,' 4x3 3x5 - ~_....2`D-D- 2-7.12 __ 8-11-2 .. 2-0-0 0-2.12 6-6.6 . _ __---i-_• - ... _ 75.71.0... _ ! Plate c7ftsets .. - -- L0,4d1N6 (paf} SAAgNti 2-p-p CSI .... :, .. TCLL 35.0 Plates itxxease 1.75 TC O,gg AEFL in pot} Vtlefl L/d P~,gTl:$ ... • GRIP -. 7GDL 8.0 Lumberlnorease 7.1b BC 0.27 Vert(LL) -O,Ob 7 >9g8 360 MT20 220/195 BGLI, 0.0 Rep SMess Iner YE3 Vert(TL) -0.10 8.7 n9a9 180 BCDL 8.0 Code IBC2003ITPl2tK12 ~ 0.47 HOre(TL) 0.01 ' 6 n/a n/a _..... a-. (Matrix) ~~g~ •••• •• Weight:731b TOP CHORD 2 X d OF No.1&Btr t3RACING ~ ~ ~ ~ - - BOT CNCRD 2 X 4 DF No.1&Btr TOP CHORD Stn+Ctural wood sheathing directly applied qr 5-8-9 oc punins, iNEBS 2 X 4 pF StudlStd •~Oept* BOT CHORD R'g~'idpcetefln direCtls a ed or 6-0-p oc bn~cing_ EVZ 2 X 4 DF Stud WEBS 1 ~„ ~ migdpt Y PPli4-g 2 Rows at 1/3 pis ~ REACTIONB (Ib/size) 6=674/0.5.8, 8--919/0-5-8 Max Ho28=13t~toad case 4) Max Upltft~-183(loatl teas 5), i3=-261(k~d teas 3) FORCES (lb) - Ma>omum Compriession/Maxlmum Tension TOP CHORD 1-~.34/U,1.2=-113/1x, 2-3=-12aBfzg3, 3.4-.1180/271, 4-5=.-752!44, 5.6=-261/101 BOT CHORD 8•x•100/25, 7-8=-1371722, g-7a.~1M174 WEBS 1-8=711235, 2-$=.867/286, 2-7=-244/1068, 47=•84/i65.4-6=-1128/086 NbTES 1) Wind; ASCE 7-98; 90mph; h=26it; 7CDL=4,Opsf, BCDL=4.80x(; Cory l(; Exp +r~ Q,•,cl~d; MWFRS gable end zon®; pantilever left and right ~pnsed ; end vertical left acrd right wed; Lumber DOL=1.33 plate grip DOL=1,33. 2) This truss is not designed to Support a otiling and is not intended for use where aeathettca are a conslderatJon. 3) This truss has bean designied for a 10.0 psf txmarn ahon! five Ioad nonconcumsnt with any other live loads. 4) This tr7lss n:quin:s plafa inspection per fhe Tooth Count Method when this truss is c~wserf for quality assurance inspection, 5) Provide mechanical aonneaion {py others) of truss to bearing piste Capable of writhstanding 1 t33 Ib upMt aE joint 6 and 261 Ib uplift at joint 6. 6) This truss is dEaigrted in aooordantx with the 2003 tntem$ti~l Building Coos sQOtipn 2306,1 and referenced standard ANSIlfPt 1, LOAD CASES) Standard FROM :BOB-WHLLOCK------------- FAX N0. :2085420897 Apr. 14 2006 02:10PM P3 '18ti Truss •,. Trues Typo . _ t]ty ..... ~ - __ ... POC1597 ' ._ .. .. G1 ROOF TRUSS ~~ ~ FR NA~ICLI•N BUILAIN~ SuPPIY, JEROME, ID. 8$338 -• _ Job Reference o nal 6,900 a Se 17 20D4 MiT C" p ek Industries. IqC, Fri Apr 1414;24:16 2008 Pags F _ 2-2-72 ~_ ~~ 2-z-92 ~2-a _ _--~- ..._ .... .. ~a70-92 . 6-5•f2 - _. i I Scale = 1:25 2.00(12• 3x5 4 5 3x5 _~-- ____~__----~ ___---_______~_ 3 _------ - -----" -- __ --- ~1--_ _{~l.r.~.------'-- 3x5 := 3x5 --------- ----_ __-_- --- - "-- - 2 ------'-- _------- - _ V 1 _-__ _ ----_-_ _y _= ----_ --- -- _ .W5 -'~-~~~ - - -- _ __ -_----~_W3 - __ _ _ ~_ _ ~.__ - .. ._. '"'•- ___ ... -- B •- .. ' ~~~-- -"-- 2X4 I I 8X5 = I_ .,_ 2-0-0 22.12 ---r- • .. _ _. 2-0-0 0-2-12 LOAL?ING (pstl SPACING 2-O.p TCLL 7CDL 35A Plates Irtcrea88 1.15 8,0 Lurnberlncrease 1 15 BCLL 0.0 Rep Stress Incr . YES BCOL 8,0 Code 1BC20031TP12002 LUMBER TQp CHORD 2 X 4 DF Nc, 7$F@tr BOT CHORD 2 X a DF Nq.i&Btr WEBS 2 X 4 OF Stud/Std *Except* EV2 2 X 4 DF Stud R~+cnaiws tlblsize) a=s2sJO~-e, s=saaro.5-s Mau Norc 8=133(load case 4) Max UAlIft8~758(lgad C65e 5), 8=-248Qoad case 3) BQT CHARD WEBS FOiiCtiiS pb) -Maximum Cwnpn;ssionMtaximum Tension TOP CHORD 7-9=-28/0, 1.2=.71/12, 2.3=-1090!237, 3~=1$gJ3p, 4.5=-1/0, 4-6=-247M02 BOT CHORD e-8=61rz1, 7-g=.1Z2J76, 6-7=.228/103a WEBS 1-8=6/757, 2-8=$Od12fi4, 2 7=.223/972, 3-7=-80J1~46, 3-6=9951254 PLATES GRIP MT20 2201185 Weight: 68 lb Struptur&I wood sheathing dlrsctly applied or 6.6-0 OC purling, exrspt bnd ver6Cais. Rlgld CEiling tlir9ctly applieii pr 8.0-0 oc bracing. 2 Rows ai 113 pts 4-6 NOTES 1} Wind: ASCE 7.98; 90mph; h=25fE: TGDL=4.Opsf; gCDtr=4,8psf, Category y; E~ C; endosed; MWFRS gable end zgng; gr7ntilever left, and right exxsosad ;end vertical left and right exposed; Lumber DDL=1.33 plate grip DAL=7,33, 2) This truss i6 r10t designed tiD support a ceiling and is not intended for use where aesthetics ale a consideration. 3) This tnrss has been designed fora 70.0 pbf battam chord live load ngnoon~~n{ wiBt any othar liv® load8- 4) This truss requires plate inspection pet the Taoth Count Method when this tnrss is chosen for qualib assurance inspection. S) a ~vkt Bmsgnenioal connection ZbY others] of truss to l>ear7ng plate capable of withstAnding 15$ Ib uplift at ]ant 8 and 249 Ib uplift 6) 1 his truss is tleoigned in aocordanoe with the 2008 IMemBtional Building Gods 56Ction 2306.1 and referenced standard ANSUTPI 4x8 3X5 =- ~~ ~ . -. 14-10-72 8-2~ ~ '" . - ....._ 6-5-12... ._ ._ ,_- _... ... I GSr TC 0 79 DEl°L in (]oG) I/dale Ud , 8C 0 24 Vert(LL) •0.04 7 }898 360 . WI3 0.78 Vert(TL) Horz TL -0.07 6-7 x999 180 -d t i ( ) 0,01 5 Ma Na r a ( x) BRACING TOP CHORE LOAD CASE(3} Standard FROM :BOB-WHLLOCK------------- FAX N0. :2085420897 Apr. 14 2006 02:11PM P5 Job _..__. - .... ... . Truss Truce TYAC _. .. ... Qh ~ Ply .. .. 01597 HF61 KINGPOST FRANKLIN BUILDING $UFPLY, JPROME, ID. 63338 ' ^ - •- • 2~, Job Ref¢rence ti0nal 6.100 s $ep 17 200a MIi'elc Induatdee, If1C, Fri Apr 1474:24:17 2op6 "Pape ~ I -2 0-0, 4.6.2 ..... 2 0-0 -~-1_._ -• - .. I - _ 9-0-4 ..... ..) .._. 11-~-a 4-8-2 3x5 - 4.6.2 ~-O-D....--i $Cale = 1:25.4 2x4 I1 LOADING (pSf} TCLL 35,0 TCDL 8.0 BOLL p.0 BCDL 8;p SPACING 2-0-0 Pla(eglnOrease 1,16 Lumber Increase 1.15 Rep Stress Ina YES Code IBC21]03ITPI2002 CSI DEFL in {loo) Udell Utl PLATES aRtP TC 0,04 Vert(LL) Na - N8 999 MT20 2201195 BC 0.03 Vert(TL) n/a - Ma 999 WB 0-~ Hort(TL) 0.00 7 Na Na (Matrix} .. Weight:411b BRACING ..._~_- TOP CHORD Structural wocd sheathing tlir~Ctty applied or 6.0-0 oc puriins. BOT CH4Rp Rigid ceiling dir~etly applied or 10.0-0 eC bracing. WiNBER TOP CHORD 2 X 4 pF No,1&Btr BOT CHORD 2 X 4 DF No.i&Btr OTHERS 2 X 4 DK SCutllSid REACTIONS (Ib/siz~) 1=g5/y-0,4, 7=8619.0-4, 10=13719-Q~, X137/8-0.4, 8=203/9-0~, f 1=20318-0-4 Max Hor2 i=133(1oad case 4) Max Uplift1=.26{Iq~ case 3), 7=•10(load terse e}, 1~-4bpoad case 5), 9=37(bad case B), 8=7a7(IOad case 6), 11=•139(toad case 5) Max Grav 1=89(load case 5), 7=85(load case 1), 10=137(7oad case 7), 9=i37(IOad case 8), 8=204(IOad case 8}, 1 i=204(load easo 7} FORCES (!b} -Maximum Compresaign/Maximtan Tension TOP CHARD 1.2=•144/59, 2~=-87/50, 3-a~0/47, 4-5=-6(1/36, 6.6=•$7/32, 6-7-1 3214 0 9t7T CHQRp 1.11=•26/121, 10.11=•281121, 5-i0=-281721, e-8=-261121, 7.8=•261121 WEBS 3.10=-115/64, 5.9=•ii5/54, B-8=162!746, 2-11=-18?1147 NOTPS 1) Unbalanced rpgf live Toads have been considered for this design. 2) Wind; ASCE 7-98; 90mph; h=25ft; TCDL=a.Opsf, Bt;pL-4.8psf; Category II, Exp C~ anClps9d; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grip DpL-1.33. 3) Truss designed for wintl leads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End DataiM' 4) This truss has been dESig17®tl for a i o.o psf bottom drord live load nonCOncurrent with arty other live toads. 5} This truss requires plate Inspection par thB Tooth Count Method when this truss is enesen fot quality assuranga inspection. 6) Gable requires continuous bottom choni bearing. 7} Gable studs spaced at 2-0-0 oc. 8) Provide mi3dlanieal COnneCtiOn (by others) eE truce to bearing plate capable of withstanding 25 Ib uplift at joint 1, i 0 )b uplift at joint 7, a$ Ib uplift at joint 10, 37 )b uplift at joint 9, 141 Ib uplftt at joint $ end 139 Ib upliift at joint 11. 8) This truss is designed in accordance with the 2003 IillsmeGOnal Building Code secx)on 2306.1 and rafer$nc~tl standard ANSI/TP1 1. LbAD dASE(S} Standard ca4 ~ ~ 2x4 I I 2x4 I I 2x4 I I I - ...._ 9-0-4 9.0.4 .._ ...._..._.._ ,.._.I FROM :BOB-WHLLOCK------------- FAX N0. :2085420897 Apr. 14 2006 02:13PM P1 °~~ trues rum Type POC7597 HFC'! KINCCPC)ST FRANI(L(N BU1LDlNG SUPPLY, JEROFAE, ID. $3398 • F...... -2•-0.0 . ....~_ , 4-8-14 2-0.0 4-8-14 .. .... L1ry Ply ~...-- -• .... , l„_ ~ !Job RetCrsnoe { Ip!!dl B.100 s 5ep~17 2004 MI7ek Industries, inC, ~ Fri Apr't4 '14:24:17 2008 Pa j~ 1 -.. L. .. .. 8-5.12 11512 ! __..}-_-...: - .I 3x5 - 4-8.14 2-0-0 Scale = 1:26,7 LOADING (psf) SAACING 2-d-0 tg- TOLL 35,0. Plates Increase 1.75 TC 0 05 TCDL 8.o Lumber Increase 1.15 . BC 0.03 BOLL 0.0 Rep Stress incr YES WB 0 06 BCDL 8.0 Code 1BC2003/TP12002 . (Matrlxy LUMSER roP ertoRD 2 x a DF Na1&Btr BOT CHORD 2 X 4 DF No.18Btr OTHERS 2 X 4 DF Stud/Sid 2x4 ~ ~ 4 DEFF. in (loc) lldefl ud PLATES GRIP Vert(LL} n!a rile 999 MT20 220/195 Vert(TL) rile - rile 889 Fforz(TL} 0.00 7 n-a Na ~ Weight 43 Ib BRACING TOP CHORD StruCtur81 wood sheathing directly applied•or 5-0-0 OC purlins, BOT CWORP Rigid ceiling directly applied or 10.0.0 ~ bracing. REACTIONS (Ib/size) 1=7819.5-12, 7=7819-5-12, 8=2 1 718-5.12, 9-15419-5-72, 11=2t7/8-6-12, 10184/9-5-'12 Max Horz 1=-140(ioad Case 3} Max Upliit1=27poad Case 3}, 7~•11(Ioad terse 4), $=-148(load case 6), 9=-48(load case 6}, 17=1a8(load case S), 10=-57(load else 5) Max Grav1=101(bad case 6}, 7=92((oad ease 6}, $=217(load use 8), 9=155(foad case g), 11=217posd case 7), 10=155(load cafe 7} FORCES (Ib} -Maximum CompressionlMa~[mtum Tension TOP CHORD i-2=160162, 2-3=-88J53, 3-4=-56/41, 45=-58138, 5-6=-88144, 6-7=-147!46 BOT CHORD 1-11=-251130, 10-1i=2$/13D, 9-70=-26/130, 8•~-28/130, 7-8=-261130 WEBS B-8=T75/160, 5-8=-13p/8q, 2-11=-175/i58, 3-i0=130!75 NOTES i) Unbalanced roof live !sects hAve been wnsidared for this design. 2) Wind; ASCE 7-98; 90mph; h=2510 TCDL=4.Opsf; BGDL=4.$pgfi Category tl; ~qs C; endosetl; MWFRS gable end zone; cantilever left and right exposed ;end vertical IeR and right exposed; Lumber DOL-1,33 plate grlp DOL-1.33. 3} Truss designed for wind Toads in the plena Of the truss only, For studs exposed to wind (normal to t[te9 face), see MiTek "6tandard Gable ~ DetAil" 4) This truss has been designed fora 10.0 psf bottom chord live Iliad nonconcurrent with any other live loads. 5} This truss repuire6 plate inspection per the Tooth Count Method when this truss is enosen for quality assurance inspection. 6) Gable requires continuous bottom chord bearing. 7) Gabte studs spaced at 2-0-0 oc. 8} Provide mechanleat connection (by others} of miss to bearing pieta oapa4le of withstanding 27 Ib uplift at joint 1, 11 Ib uplif# at joint 7, 149 Ib uplift at jdM s, 48 Ib uplift at joint 9,148 Ib upli$ at joint 91 and 57 Ib uplift at joint 10, 9) This truss is dasignESy in acoortlanca with the 2003 International Building Code sedion 2306,1 and referenced standard AN$UFPI 1. LOA4 CASE(S) Standard 2x4 i i ax4 i i 2x4 a 2xa i I °f4 {-- . _ 9-5-12 9-6-12 _ .....-~ FROM :BOB-WHLLOCK------------- FAX N0. :20$5420897 Apr. 14 2006 02:13PM P2 Job ._.. - Truss --- .. fuss Type Qty ply POC1597 HFt1 RQOF TRUSS 12~. .` i ..- FRANKLIN @{11LOING SUPPLY, JEROME lb - ....~... Job Rer _ , .83338 ~..~ cranes tip I 6.100 s $tp 17 20l?¢ IUfiT•ek Industries, lrK;, 4-6-1 4.8-1 1,41 ~ 12 71-3-0 6-8-15 Fri Apr~14 14:24:18 2006 Page 1 -; .._.. I Scale =1:19.1f 4x8 I I 3 4 4x6. ____ _.----•-- -_ - „-~ 4x5 = ~ ----------~-- _~.._-- __. ___ - 2 _.- __ _____ - - - ..~ 1_._--_ - - - - -- - - M12 ~ ----._---____-__ V~ ______ ~__ -~ .. _._~ 2x4 II 5 4x6 -- 4x6 Y . ~..... ... .. 42.3 4-0- 11=3.0 -.. _ _ .. ¢ 3 0.3.14- _ -- _ -.. _.. , . - . S t.OADING (pa)j SPACING 2-0-0 CS[ DF•FI. .. --~ in (ioc) Udefl lJd .. PLATES N GRIP ~ --'_ TCLL 35,0 Plates Increase 1-75 TC 0,84 Vert{LL) -OA2 5.6 3989 360 MT20 2201195 TCDL 8.0 Lumber Increase 1.15 SC 0.25 Vert{Tt,} -0.09 5-6 >891 180 BGLL 0.0 Rpp Stress Incx NO tIV$ 0,15 Hon(fL) -O.OR 5 n!a n/a 13CDL 8.0 Code IBC20p3JTP120D2 (Matrix} Weight 48 Ib t.UtbBER BRACING ~ - ~ ~ ~ ~--- TOP CHORD 2 X 4 DF No.1SBtr TOP CHORD Structural wood aheathing airec.Ely applletl ors-0-0 vc purllns, 90T CWORp 2 X 4 DF Na.18Btr except antl verticel$. WEBS El/$ 2 X 4 DF SS •~~~ SOT CHORD Rigid ceiling directly applied ar 6.0-Doc bracing. REACTIONS (Iblsize) 5=7241Machanipai, f=853!0.7.12 Max Horn Q=254poad case 4) Mpx Uplifts=-193poad c2sa 4), ~-(load case 3) FORCES Ob) -Maximum CompreasionlMaximum Tension TOP CHARD 1-7=•59/23, 1-2=-13S11Q4, 2-3=.40710, 3.4=510, 3-5"-642/273 BO7 CHORD fi-7=-104!33, 5$=338/84 WEBS 1-6=125/190, 2.5=-771/'309, 2841275 NOTES 1) Wlnd: ASCE 7.98; 90mph; h=25ft; TC>3L=4.Opsf BCDL=4.Spsf; Categpry fl; Fad C; enclosed; MWFRS gable end zone; cantilever left and right expq>;ed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip b4#.~1,33. 2) This truss is not designed to support a ceiling and is rrot intended for use where aesthetics are a consideratlon. 3) This truss has bean designed fora 10.0 psf bottom chord live toad npncxxlcurrent with any other Ilve loads. 4) This truss requires prate inspection per the Tooth Count Method when this truss is chosen for quality assurance infpeCtipn. 5) Refer to girder(s) fpr tniBS tc buss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 Ib uplift at Point 5 and 295 tb uplift at join# B. 7) This truss is designed in accordance with the 2003 Intematlonal Building Code section 2306,1 and referenced standard ANSUTPI 7, 8j In fhe LOAD CASE(S) section, loads applied by the face of the truss are noted as front (F) or beck (e). LOAD CASE(3) Standard 1) Regular: Lumber Increase=1.15, Plats Increase=1.15 Trapezoidal Loads (Alf) Vert: 1=0(F=43, B=43}tp-3R-237(F=76, 8=-78), 3=•1fi7(F~•76, 8=•76)-tom=173(F=-79,13=-79}, 7=0(F=t3, 8=g}#¢5=45(F=15~ 5=-15) FROM :BOB-WHLLOCK P4C1597 FAX N0. :2085420897 Apr. 14 2006 02:14PM P3 Truss Truss Type . J1 RaOF TRUSS PLY, JEROME, Ib, 83336 -` " ' 1 4x6 ~= N GSI TG 0,06 Bc o.oz WB 0,01 (Matrix) 1---... .._ 1.i,.,,...... ~_i ~_i e LOADING {pgf} SPAG[NG g.0.0 TCL!_ 35.0 Plater, Irxxaa9e 1,15 TCDL $,0 LumUsr IncrAase i.i$ ALL 0.0 Rep Stress incr YES BCDL 8.0 Code IBC20031TPI2002 LUMBER TOP CHORD 2 X a bF No,1&Btr BOT CHORD 2 X4 DF Nc,1&Btr WEBS 2 X 4 DF Stud/5td .. B 3X5 4 \, 3 ... ~'~' •.f Scale = 1:7 DEFL in (loc) I/deft L/d pt•ATEg Gip Vert(LL) -0.00 5 a999 380 MT20 2201195 Vert(TL) -0.00 4 x999 180 Horz(TL) 0,00 2 rile rile BRACING TOP CHQRb BOT CHORD _- ~ W$ight:8lb Structural wend sheathing directly appli6d or 1.1i•11 oc purlins. Rigid ceiling directly applied or 10.0.0 oc braang. REACTIONS (IB/b¢e) r_77JMechanical, 5=91/0.5.8, 3=14JMischanical Max Horz 5=12(load r. ace ~ Max Upli(12=31 {toad ease 3), 5=15{load cage 8) Max Grav2=77([oad ceSa 1), 5=$i{Iced case 1), 3=32(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-10110 BOT GHORD 4.5=•1210, 3st=0/0 WEBS 1-5=-77122, 7a1=0174 NOTES 1) Wind; ASCE 7-99; 90mph; h=25R; TGDL~.opaf BCDL=4.t)psf; Category If: Exp C; enclosed; MWFRS gable end zor-e; cantilever left and right exposatl ; entl vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2} This truss has been designed fora 10.0 psf E~attom chord live load nonconcurrent with any other Ilva loses. 3} This buss nequtres plek9 inspection par the Tppth Count Method when this toles is chosen for quality assuranra irl5pattion. d} Refer tp girder(s) far truss to tn~ss cannedions, 5) Provide mechanical connection (by others) of tn~ss t4 bearing plate capable of withstanding 31 Ib uplift at joint 2 and 151b upli8 at )olnR 5. - ~ • Ply -.. ... .. „_ _ 24 q ,Jew RelerenGe,(optionap 13,100 s~St:p 17 2004 MITek Industries, Inc. Fri Apr 74 14:24:18 2005 _. 1.11-11 2 1-11.11 2,00 ~ 1: -_ --- T .W2 B) This truss is designed in arxordanae with the 2003 lniernatlonaf Building Code section 2306,1 and referenced standard RNSI/1'Pt 1. LOAD CASE($) $tanderd FROM :BOB-WHLL@CK------------- FAX N0. :2085420897 Apr. 14 2006 02:14PM P4 Job ... TPUSS TrusB YYRt ~ao~ rRU _~ ... 4tY ... PIy.__. .. PQC1597 J2 SS 24 1 FRANKLIN BUILDING SUPPLY, JEROME, ID. 88938 Job aeteronce (ootionel) - 6.100 a sap 172004 MiTek induatriea, Ino. Fri Apr 14 14:24:9 t3 ~.... 4x6 2X4 1 I ... ._ .....3-77-11 _.....~ 3_~. 3-17-11 ....z _....... ~ 2.00 12 __ _- ~ -----_ s -------------------- T7 ^-_--__ ____ __T _~- --rte -__-- __ _ -----_ ------ I --~ ~~ ... _--= WCL3 ~- ~P2- _. __ ~.- - ~._. 61 %•+, '5..~ r ,: .% .. ,.. ._ ..~-5-8 3-ii•1t __...........__~,._... l.. _..._--I ........- 3^6.8 _... ~-8-3 LOADING (psf) SPACING z-0.0 GSI DEFL _- ~in (toc> vdetr ud . TCLL 35.0 Plateslncrease 1.95 TC 0.45 Vert(LL) 0.00 5 ?999. 360 TGDI, 8.0 Lumb6f IncrEBSe 1.15 8C 0,37 vanirL) 4,00 45 x999 180 BOLL 0.0 Rep Stress Irxx YES tN6 0.15 Hors(TL) •0.06 3 n1a n!a BCDL 8A Code 1BC2003/TPi2002 (Matrix} LUMBER TOP CHORD 2 X 4 DF No.1&Btr BOT GFtORD 2 X 4 DF Nq.i$,ptr WEBS 2 x 4 OF 3tud/Sfd t'lJ1TES CRtP MT20 2201195 W9ight: 17 ib Scale ~ 1 BRACING TOP GHQRQ StrutxUiB) wood sheathing directly applied or 3-11-11 oc purling. BOT CHORD Rigid oeilirSg directly applied ar 70-0-0 oa bracing, REACTIONS (Ib/size} 3=-504/MechBnic~l, 4c.352/Meotlanfgl, 5=1224IQ-5-g Max Herz 5=25(ICad case 3) Max upEift3--504(Ioad case 1), 4=-952(load case 7), 5-506poad qse 3) Max Grav3=t88Qoad case 3), 4=153(load case 3), 5=122d(tpad case 1) FORCES {!b} - Maximum CompreesioniMaximum Ter>sion TOP CHORD 9-2=22136, 2-3=-90/32 BOT CHORD 5-ti=0l0, 4-5=010 wEB$ 2-5=-768/304.1-6=-45!14, 1-5=-0/26 NOTF.B 7) Wind; ASCE 7.98; 90mph; h=25it; TCDL=4.Opsfi BCDL~t.Bpsf; CBiagory p; Exp C; endosed; MWFR3 gable end zone; cantilever left and right exposed ;end vertical IeP} and right exposed; Lumber DOL=1.33 plate grtp DOL=1.33. 2) This truss is not designed to support a ceiling end is not intended for use where aesthetics are a consideration. 3) This truss has been designed t'or a 70.0 pet bottom chord live load nonconcurrent with any other live loatls. 4) This truss requires plate inspection per the Toot!„ Count Method when this mass is chosen far quel{l} assurance inspection. 5) Refer to girder(s) for truss to mass oonnedior>s. B) Pmvide meChant~i connection (by others) of miss to bearing piste capatxs of withstanding 504 Ib uplift ak joint 3, 352 lb uplift at l0int d and 506 Ib uplift at joint 5, 7) This truss is designed in accordance with the 2003 Int6mati0nal Buildng Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CAStii(S) Standard FROM :BOB-WHLLOCK------------- P4C1597 , 4xt3 7 .._ „_ 5.11-11 5.11-7 7 .Y 2,00 i2 ~ 2x4 I I _-- ~ tW3-'-,--- _____--'-- -y~~~/1 ---- ,: {~ ti 2x4 I I eF. `-~,,._ •:T . 4x8 ..... \, ~~4~ .`,~ 5-99-91 LOADING (pgP) SPACING 2-0.0 CSI ` - TCLL 35.0 TCDL B 0 Plates tnCrease 1.i5 TC D,46 DEFL Vert(LL) in -0.09 {loc) d-5 Utl9fl }999 tJd 3f3D . BCLL 6.0 Lumber tncreasa Rep Stress Incr 9.75 YES BC 0,36 Vert(TL) t5.o2 4-5 }899 780 BCDL 8.0 Code t8~20031TP12002 WB p.09 (Matrix) Horz(TL) -0.D9 3 nla n/a LulA9ER TOP CHORD 2 X 4 DF No.1&BIr BOT CHORD 2 X 4 DF No.1 &Btr WEBS 2 X 4 DF Stud/Sttl REACTtON3 (lb/size) 3=.2/Meohenical, 4-~i9/MeCY~anic~l, 5634/0-5-e Max Hors 5=39paad case 3) Max Upll{t3=-25(IOad Ca8E 2), 4=•59(load case 9)~ 5 =-243(load case $} Max Grev4~7poaa case 3}. 5=~sa(load case ~) FORCES (Ib) -Maximum CompressionmAaximum Tension 74P CHORD i-2=36137, 2-3=6/0 BPT CHORD 5-6=010, 4.5=0/0 WEBS 2-5=~47t973, 9,43112, 1.5=-0/40 PLATE$ GRIP ~2D zzarla5 Weight 22 Ib BRACI}(C, TOP CHORD Structural wood sheathing direotly apptietl or 5-11-11 oc puNins. BQT CHORD Rigid Ceiling direotly applied or iD•O.p oc braoing. NOTES 1) Wind= ASCE 7.98; 90mph; h=25R; T~DL=4.Opsf BCDL=4.8psf; Cat®gory II; f-xp G; enclosed; MWFRS gable snd zone; cer~ilever left and right exposed > end vertical left and right exposed: Lumber DOL=7,33 plate grip DOL=1.33. 2) This truss is net designed to support a ceiling and is not intended for use where 2®sthatics efe a consideration. 3) 'l'hi5 truss has been designed fora 90.0 psf bOtbym chord live load noncpncurrerd with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality aseuranoe inspection. 5) Refer ha girder(s) for truss to truss onrlnectlons. B) Pravtde mechanical connection (try others) of truss to bearing plate capable of withstanding 25 Ib uplift at joint 3, 591b upll}t at joint d and 243 Ib uplift at Jolnt 5. T) This truss is designed in aceordanee with the 2003 Inten>attonal t3uilding Code section 23pf>.9 and referenced standard ANSIlI'PI 1. LOl1D CASE{S) 5tandaro FAX N0. :2085420897 Apr. 14 2006 02:14PM P5 "~ Trues Type . . .. Qry wy ~- .. ... -- J3 RC74F TRUSS 24 1 PLY, JEROME, ID. 83538 ~ ' • - _ Job Reference (o oral _ 6.100 s Sep t7~Z00; MTBrs Indushies, Int, Fri Apr i4 pax e71 t; t°,i; . Cda~ro Fad ~: F~~yyA~~rr-f1777~~T t+t~n: WLX 1 ~~ ~I:IENY: .~' ~ ria#,~~. ~~~~: Fbrrry b, 2t SEt~ct ts~sis roc sign l7ri[t L~ads~ Lat~taI l~sig F~cutd~s ~gtZ _ ._ ..... ...:..... ...... .:. ... .... ..:........::. 1 ..... ........ ........ .................. ........ 2-3 ... f ........ ... .............. .................. x-17 ..... ..................................:............... t~-2S .........................:....,....,.,.,......,............ Vic}-3t~ X943 I~C~~T~I 2~ E~'~`, ~° ~,, pl~.?Il~~ ~~~~~ ~~~~~~~l~ ~' {~~ 5:53-'~3~ ~A~~r c~z~~sr~r sxvrc~s ~Sg~ONAL E c QUO ~STER~O C 1 SAS H APR 0 5 1006 February 7, 2006 Attn: JRW & Associates Re: Farm Credit Services, Idaho Falls, ID Per your request we have designed the beams, columns, footings and lateral bracing system for the Farm Credit Services as shown in the attached calculations. Attached are key plans for gravity analysis and lateral analysis the sizes and locations of each. Our design only considers the items listed above (See attached key plans and calculations). Our office is not responsible for detailing the structural framing, foundations etc. and load transfer details for this project. We have provided some general details with these calculations; however, they do not cover every item of construction. It is assumed that the owner will have a competent contractor with a good working knowledge of the construction trades needed. Should any questions arise during construction regarding detailing or load transfer issues, the contractor shall contact our office for additional help as needed. Engineering Structural Solutions did not consider any structural elements not specifically addressed with this letter or in the attached calculations herein. We were directed to only provide engineering calculations for the items noted above. Therefore, Engineering Structural Solutions assumes no liability for any additional code related items or structural detailing regarding this project. If you have any questions or comments regarding these matters, please contact our office. Sincerely, Bradley Bateman, Reviewed by: Jason South, P.E. ~ N w ~; r ~ C w ~ y Z ~~~_?~~ - t~ / ~ Z / Z W N BA51S FOR DESIGN DE91GN CODE: 20031BC DESIGN CRITERIA: wind speed 90 MPH Exp.C seismic category D allowable soil bearing pressure 2000 psf DE91DN LOADS: SLOPED ROOF: 10" batt insulation (R-30) 3.0 5/8" plywood or OSB 2.1 .prefab wood trusses at 24" o.c. 3.5 asphalt shingles o/felt 5.0 5/8" gypboard (wood suspension) 4.6 mech./elec./misc. 1.8 D.L: 20.0 psf L.L.= 35 psf FLOOR: floor cover 8.0 3/4" plywood or OSB 2.5 wood I-joists at 24" o.c. 3.0 mech./elec./misc. 6.5 D.L: 20.0 psf L.L: 50 psf partition live load L.L.= 20 psf FLAT ROOF: 10" batt insulation (R-30) 3.0 5/8" plywood or OSB 2.1 wood I-joists at 24" o.c. 3.0 asphalt shingles olfelt ~ 5.0 5/8" gypboard (wood suspension) 4.6 mech./elec./misc. 2.3 D.L: 20.0 psf L.L: 65 psf EXTERIOR WALLS: 2x wood studs at 16" o.c. 1.2 1/2" plywood or OSB 1.7 siding 7.1 1/2" gypboard 2.2 6" batt insulation (R-25) 1.8 mech./elec./misc. 1.0 15.0 psf MATERIALS: structural lumber Douglas Fir #2 connections Simpson reinforcing steel Grade 60 concrete 2500 psi <==drifting Project Name: Project #: Initials: Date: Sheet: edited s~oz f ~ ... -~-' if J 3 ` i ~ 1 1 ~ , r I ~_' ~ 1 ~ 1 1 35 I ~~~ ~~ I ~~ m .~-~_ ,,'~-- - - .v W ~- - - -~--~ - ~ y~ l la ~ 1 i4t~t ~ [ f 4r. r ~~ I ~~~~k r3~~ r~: ~~~ T~ Y to x i ~ ~' ~ ~ ~ ' +~ ~ `1t ~ .. R ~3 ~" ".~ ~ --~_. ~l' O ~~ 3z .'".+ X ~ ~ / ~ l~ ~ ~ ~ X ~ i w ~~ ~ w ~. ^~ ,. ~ .y ~y ~y %~ `F V -~ ...- _~_ ~~._ _,n. I ~ _~. ~,~,.~.. ~ IT ~,_.,,~~.,,,~,. ......~.._~., 1 f ~'1 I ~ a ill I ~+ ~ ~. 3 ~~ ~~11`Ilil ~~~~ ~~! ( 1 t ! i I I C. I 1 1 : 1 1 l I i 3~ 1 f I i C i A 3 1 F 1 3 ~ 1 c i ~ ~ 1 4~ r a>~ ~'". 1 1 ~.. t .,_ ~ 5~ t ~ f ~ ~ `r h ~- ( 1 4 r~~ ~ ~, ~ ~ ~ 1 1 c~ I~~ ~ C ~ i I t ,~~~ C f ~~- 1 1 -~ k \ ~ i ~ 1 I `.~ p Is_„ _ ~_~qv 'i _ ~~ ~ I 1 ~ +y~ ~ ( ~ ~ I _ _ _ 11 ~ I 1 ~ ~r C I 1 i ! I I .. ~~~ }9 ~ i3..~1 t i ~ + ~' N Z 0 ¢ ~ W ~ A w ~ C ~' Z e #i'4x ry ~ 1 ~ 1 ~ Z Z N ~~, l l . ~' ~~ rfY I y~ g~~v~.~ ~~ ~ ,' 1 .*. r,~yl N` ~ ~~~ r /~ ~ Y F~ ((( 1111 ~ ~i I K-. ~y ~ I ~J t F ~~ ~~ t 1 r ~ I' 1 1 C ~ i { r'1 ._~ ~." 1 I I d 1 C ! 1 C C I : 1 C C~ C -~~"\, ~ l I I ~ I ~ I I I I ~~I , . _ _ ohs ~ ...~ .... 1~ 9 11 1 1 f i ' i ~ ~ ~ ~ I I ~ a'~ y ~~ 4 ! I t t I N ~ I A I E 4 1 i 9 ~I P ~ p`t ~D1 C ~ \ ~ ~ f.~~ p`t~ 9- ~ -~ 1 Project Name: Project #: Initials: Date: Sheet: 2 of 30 (7 -__ UI 2 ~ ~ ~ ~ w W y Z ~ ~ ~ Z Z W N DRIFT LOADS ON LOWER ROOFS, DECKS AND ROOF PROJECTIONS (ASCE 7-98): Difference in ht between upper /lower roof: Horiz. dist. of upper roof normal to drift: Basic ground snow load: Snow exposure coefficient: Snow thermal coefficient: Importance factor: Drifting Calculations: Roof snow load: hr := 3~ft Wb := 50-ft (50 ft min, 500 ft max) Pg = 50•psf Ce := 1:0 cc:= -lo I:_ I0 Pf :_ .7• Ce• Ct• I• Pg Pf = 35 psf Snow density (35 psf max): D:= if(D <_ 35•pcf,D,35•pcf) Height of balance snow load: Check if drift load is required: Height of drift surcharge: Maximum intensity of snow w/ drift: Max intensity; Pm: Effective width of snow drift: Check width: Check width: Use width: 0.13 D := ft •Pg + 14•pcf D = 20.5 pcf D = 20.5 pcf Pf - hb :_ - hb - 1.707 i~ D ~. hr - hb - 0 757 If < 0.2 neglect drifting hb Wb := Wb P _ Pg ft g • psf hd :_ ~.43•LWb0.33 (Pg + 10)0.25 I I _ 1.5 hd := hd• 1 • ft JJhd =~?.852~ ft , Pm := D• (hd + hb) Pm = 93.461 psf (< Pm 1 := D• hr Pm 1 = 61.5 psf ) Pm := if(Pm<Pm1,Pm,Pm1) 'Pm= 61.5 psf° Wdl := 4•hd Wdl = 11.407ft Wd2 := 4•(hr - hb) Wd2 = 5.171 ft Wd := if(Wdl < Wd2, Wdl, Wd2) ~t%d= 5.171 it ~/ ~ ~ ~? ~ ' I ! ,.. ~. ~_... ~ 1 D RIFTING AT LOW RO O FS AN D DEC KS Project Name: Project #: Initials: Date: Sheet: N Y O 1 • ¢ \ ~~~ ~ C W y 2 ~. _ t7 ~ D 2 Z W N TJI JOIST JDIST MARK: FLAT ROOFI Span (ft): 13.0 TL def. < U 360 LL def. < U 480 Spacing (in): 16 Bearing Type(h/w): h Web Stiffner(y/n): N Selection No: 6 CD: 1.00 Reactions (Ibs) DL (vsfl LL (vs0 WrL (a10 wLL (Plfl roof 20 35 73.3 floor 0 0 0.0 wall 0 0 0.0 misc 0 0 0.0 W UNIFORM LOAD (plf): 73.3 DL LL P Pr. LOAD (Ibs): 0 500 47 0 47 from left end: 1.8 M (Ib-ft): 1999 Vall,w, (Ib): 980 ~LL(in): 0.10 4rt(in): 0.14 Mallow (Ib-ft): 4280 span/4LL: 1591 span/OrL: 1101 FLAT ODF 1 UBE: 14° TJI 21D @16 IN OC JDIST MARK: FLAT ROOF 2 Reactions (Ibs) DL (vs~ LL (psp wrL (alb wu (Plfl Left Right Span (ft): 18.0 roof 20 35 73.3 47 240 240 DL TL def. < U 360 floor 0 0 0.0 0 660 660 LL LL def. < U 480 wall 0 0 0.0 - 900 900 TL Spacing (in): 16 misc 0 20 26.7 26.667 Bearing Type(h/w): h W UNIFORM LOAD (pIf): 1 OO.O 73 M (Ib-ft): 4050 Web Stiffner(y/n): n Selection No: 6 DL LL CD: 1.00 P PT. LOAD (IbS): O 0 from left end: 0.0 V,IIO„, (Ib): 980 pLL(in): 0.43 ~rL(in): 0.59 Mallow (Ib-ft): 4280 span/~L: 503 span/~rL: 369 FLAT ODF 2 UBE: 14° TJI 21 O @1 6 IN CC Left Right 173 173 DL 734 373 LL 907 546 TL Project Name: Project #: Initials: Date: Sheet: added HrlN2 ~- Z --- D ~ r t ~ w z `1 ~~ y 2 Z W .... ...,.. . N WODD BEAM ALLOWABLE STRESS DESIGN BM MARK: RB1 Loads Reactions (Ibs) DL (psf) LL (psf) Red.LL trib (ft) wn (plf) wLL (plf) Left Right Span (ft): 5.5 (psf) Lu (ft): 2.0 roof 20 35 35 8 440 280 550 550 DL TL def. < U 240 rooflflr 20 35 35 0 0 0 963 963 LL LL def.< U 360 floor 20 40 40 0 0 0 1513 1513 TL Co: 1.00 wall/misc. 20 35 - 2 110 70 K: 1.0 w uNicoRM Iwo (plf): 550 350 M (Ib-ft): 2080 LL Red. (YM)?: N DL LL Comments P vr. ww (Ibs): 0 0 from left end: 0.0 No. of MlcaouMS: 3 A B F G (2) 2 x 8 (3) 2x 6 (3) 1-3/4x 5.500 (1) 1-3/4 x 9.5 fv (psi) ~ d: 81 76 65 97 tb (psi): 950 1100 943 948 eTL (in): 0.07 0.11 0.08 0.05 dD (in): 0.03 0.04 0.03 0.02 spaNe: 888 582 806 1385 Beam Selection (A - F ): A Re t u BE: rz1 z x e BM MARK: RB2 Loads Reactions (Ibs) DL (psf) LL (psf) Red.LL trib (ft) wn (plf) wLL (plf) Left Right Span (ft): 5.5 (P~ Lu(ft): 2.0 root 20 35 35 2 110 70 110 110 OL TL def. < V 240 roof/flr 0 0 0 0 0 0 385 385 LL LL def. < U 360 floor 20 40 40 0 0 0 495 495 TL Co: 1.00 wall/misc. 0 35 - 2 70 70 K: 1.0 w uNIEORMLOAO (plf): 180 140 M (Ib-ft): 681 LL Red. (YM)?: N DL LL Comments P Rr. Low (Ibs): 0 0 from left end: 0.0 No. of MlcaouMS: 1 A B F G (2) 2 x 6 (3) 2x 6 (1) 1-3/4x 5.500 (1) 1-3/4 x 11.875 fv (psi) ~ d: 38 25 64 23 fb (psi): 540 360 826 199 eTL (in): 0.06 0.04 0.08 0.01 OD (in): 0.01 0.01 0.02 0.00 span/e: 1185 1778 821 8263 Beam Selection (A-F):A Rez uBe: ra> 2x s BM MARK: RB3 Loads Reactions (Ibs) DL (psf) LL (psf) Red.LL trib (ft) wTL (plf) w~L (plf) left Right Span (ft): 3.0 (Ps1) Lu (ft): 2.0 <=Check roof 20 35 35 4 220 140 180 180 DL TL def. < U 240 roof/8r 0 0 0 0 0 0 395 315 LL LL def.< U 360 floor 20 40 40 0 0 0 495 495 TL Co: 1.00 wall/miss 20 35 - 2 110 70 K: 1.0 w ururoRM Low (plf): 330 210 M (Ib-ft): 371 LL Red. (YM)?: N DL LL Comments P Rr. Loao (Ibs): 0 0 from left end: 0.0 No. of rnlcaown+s: 2 A B F G (2) 2 x 6 (3) 2x 6 (2) 1-3/4x 5.500 8-3/4 x 19-1/2 fv (Psi) ~ d: 31 21 27 0 fb (psi): 295 196 252 8 eTL (in): 0.01 0.01 0.01 0.00 eD (in): 0.00 0.00 0.00 0.00 span/D: 3984 5975 5519 582572 BeamSelection(A-F): A Rea usE: tz1 z x s Project Name: Project #: Initials: Date: Sheet: o~ss-amauam oamzz ~ N Z 0 ~ f ¢ w ~1~`t~ o 1~_ 2 :.~ \ _ ~ "' ~.l O Z Z W m WDOD BEAM ALLOWABLE STRESS OESIGN BM MARK: RB4 Loads Reactions (Ibs) Span (ft): 3.0 DL (psf) LL (psf) Red.LL (psf) trib (ft) wn (Pm '^'u (P~ Left Ri ht 9 Lu (ft): 2.0 <:Check roof 20 35 35 8.5 467.5 297.5 315 315 DL TL def. < U 240 roof/flr 20 35 35 0 0 0 551 551 LL LL def. < U 360 floor 20 40 40 0 0 0 866 866 TL Co: 1.00 wall/misc. 20 35 - 2 110 70 K: 1.0 w uNIFORMLOno (plf): 578 366 M (Ib-ft): 650 DL LL Comments P Ri. Lonn (Ibs): 0 0 from left end: 0.0 No. of MlcROUMS: 3 A B F G (2) 2 x 6 (3) 2x 6 (3) 1-3/4x 5.500 (1) 1-3/4 x 9.5 fv (psi) ~ d: 55 36 31 37 fb (psi): 515 344 295 296 eTL (in): 0.02 0.01 0.01 0.00 eD (in): 0.01 0.00 0.00 0.00 span/e: 2276 3414 4730 8126 Beam Salection(A-F):A Rea U9E: (2) zx e eM MARK: RBS Span (ft): 5.5 Lu (ft): 2.0 TL def. < U 240 LL def. < U 360 Co: 1.00 K: 1.0 LL Red. (Y/N)?: N Loads DL (psf) LL (psf) Red.LL trib (ft) wn (P~ (psf) roof 20 35 35 8.5 467.5 roof/flr 0 0 0 0 0 floor 20 40 40 0 0 wall/misc. 0 35 - 2 70 W UNIFORM LOr1D (plf): 537.5 DL LL 367.5 Comments Loads DL (psf) LL (psf) R( . d LL trib (ft) wTL (PIS `A'u (P~ S- p A roof 20 35 35 4 220 140 roof/Ar 0 0 0 0 0 0 floor 20 40 40 0 0 0 wall/misc. 20 35 - 2 110 70 W UNIFORM LOAD (plf): 330 210 P m. Loon (Ibs): 0 0 from left end: 0.0 No. of MlcaouMS: 1 A 8 F G (2) 2 x 8 (3) 2x 6 - (1) 1-3/4x 7.250 (1) 1-3/4 x 11.875 fv (psi) ~ d: 80 75 136 68 fb (psi): 928 1075 1591 593 eTL (in): 0.07 0.11 0.10 0.02 e0 (in): 0.02 0.04 0.03 0.01 span/e: 909 595 630 2767 Beam Selection (A-F):A Ree lJ9E: (Z) zx e BM MARK: RB$ Span (ft): 11.0 Lu (ft): 2.0 TL def. < U 240 LL def.< U 360 Co: 1.00 K: 1.0 LL Red. (YM)?: N fv (Psi) ~ d: fb (psi): eTL (in): eD (in): span/e: Reactions (Ibs) Left Right 468 468 OL 1011 9011 LL 1478 1478 TL M (Ib-ft): 2032 Reactions (Ibs) Left Right 660 660 DL 1155 1155 LL 1815 1815 TL M (Ib-ft): 4991 DL LL Comments P m. LoAO (Ibs): 0 0 from left end: 0.0 No. of MlcaouMS: 2 B F G (3) 2x 10 (2) 1-3/4x 7.250 (2) 1-3/4 x 9 5 56 96 70 933 1953 1138 0.23 0.51 0.23 0.08 0.19 0.08 577 256 577 Beam Selection (A - F ): G Rae u s E: (z> i -3/a x 9.3 wu (P~ 297.5 0 0 70 Project Name: Project #: Initials: Date: Sheet: 03SS-bmbuittup_05 07 21 _--.. 2 t w ~~ c w i D Z __ ~ Z w '~ m WDOD BEAM ALLOWABLE STRESS DESIGN BM MARK: RBI Loads Span (k): 5.5 DL (psf) LL (psf) Red.LL (psi trib (ft) wn (plf) Lu (k): 2.0 roof ZO 35 35 2 110 TL def. < U 240 roof/flr 20 35 35 0 0 LL def. < U 360 floor 20 40 40 0 0 Co: 1.00 wall/misc. 20 35 - 0 0 K: 1 •~ W UNIFORM LOAD (ptf): 11 t) LL Red. (Y!N)?: N DL LL Reactions (Ibs) wLL (Pill Left Right 70 110 110 DL 0 193 193 LL 0 303 303 TL 0 7o M pb-n>: a1s Comments P Fr. LOno (Ibs): 0 A B (2) 2 x 6 (3) 2x 6 fv (psl) @ d: 23 15 13 19 fb (psi): 330 220 189 190 eTL (in): 0.03 0.02 0.02 0.01 e0 (in): 0.01 0.01 0.01 0.00 span/o: 1939 2909 4030 6923 Beam Selection(A-F):A Re7 Y9E: (z) 2x fi BM MARK: RB8 Span (k): 12.0 Lu (ft): 2.0 TL def. < U 240 LL def. < U 360 Co: 1.00 K 1.0 LL Red. (YM)?: N Loads DL (psf) LL (pst) Red.LL trib (ft) wTL (plf) (psf) roof 20 35 35 6 330 roof/8r 0 0 0 0 0 floor 20 40 40 0 0 wall/misc. 0 35 - 2 70 W UNIFORM LOAD (plf): 400 DL 280 Comments Reactions (Ibs) Left Right 720 720 DL 1680 1680 LL 2400 2400 TL M (Ib-k): 7200 P m. LoAO (Ibsl: 0 0 from Iek end: 0.0 No. of MlcROtaMS: 1 C D F G 3-1/8 x 9 5-1/8 x 7 1/2 (1) 1-3/4x 11.250 (2) 1-3/4 x 9.5 f`~ (Psi) ~ d: 112 84 154 94 ~ (Psi): 2048 1798 2341 1641 eTl (in): 0.55 0.58 0.47 0.39 eD (in): 0.16 0.17 0.14 0.12 spaNe: 264 250 304 367 Beam Selection (A-F):G Ree U9E: (2) 1-3/4X9.5 BM MARK: RB9 Loads Reactions (Ibs) Span (ft): 6.0 _ DL (psf) LL (psf) Red.LL (ps() trib (k) wTl (pif) wLL (plf) Left Right Lu (k): 2.0 roof 20 35 35 9 495 315 660 660 DL TL det. < U 240 roof/flr 0 0 0 0 0 0 1155 1155 LL LL def.< U 360 floor 20 40 40 0 0 0 1815 1815 TL Co: 1.00 wall/misc. 20 35 - 2 110 70 K: 1.0 W UNIFORMLOAD (plf): 605 365 M (Ib-k>: 2723 LL Red. (YM)?: N ro II ,._____._ P cr. LDAD (Ibs): 0 0 from left end: 0.0 NO. Of MICROLAMS: Z A B F G (2) 2 x 10 (3) 2x 8 (2) 1-3/4x 5.500 (2) 1-3/4 x 9.5 tv (psi) ~ d: 73 67 120 60 Po (psi): 764 829 1851 621 eTL (in): 0.06 0.08 0.19 0.04 DD (in): 0.02 0.03 0.07 0.01 spaNe: 1292 933 376 1939 Beam Selection(A-F):G Res usE: tzt i-3/4x9.5 0 from left end: 0.0 No. of MICRDLAMS: 3 F G (3) 1-3/4x 5.500 (1) 1-3/4x9.5 210 0 0 70 Project Name: Project #: Initials: Date: Sheet: 03SS-bmbudfu 050722 - --- w `~'~- w ~, ^ Z Z W ~--- N WOOD BEAM ALLOWABLE STRESS DESIGN BM MARK: RB1O Loads Reactions (Ibs) DL (psf) LL (psf) Red.LL tnb (ft) wn (PIS wLL (P~ Left Right Span (ft): 18.0 (psf) Lu (ft): 2.0 roof 20 35 35 13 715 455 3510 3510 DL TL def. < U 240 roof/8r 20 35 35 0 0 0 10215 10215 LL LL def. < U 360 floor 20 40 40 0 0 0 13725 13725 TL Co: 1.00 wall/misc. 130 680 - 1 810 680 K: 1.0 w LrnFORM LoAO (plf): 1525 1135 M (Ib-ft): 61763 LL Red. (YM)?: N DL LL Comments P Pr. wno (Ibs): 0 0 from left end: 0.0 No. of Mlcaoums: 3 C D E G 3-1/8 x Z7 5-1/8 x 19 12 6-3/4 x 18 8-3/4 x 19-1/2 iv (psi) ~ d: 183 169 141 99 Po (psi): 1952 2282 2033 1337 eTL (in): 0.39 0.63 0.61 0.37 4D (in): 0.10 0.16 0.16 0.09 span/D: 553 342 354 584 Beam Selection (A - F ): G Ra) o U aE: a-3/4 x 1 9.1 /2 BM MARK: RB11 Loads DL(Psf) LL(Psf) Red.LL trib(ft) wTL(Plf) Span (ft): 3.5 (Ps0 Lu (ft): 2.0 <.Check roof 20 35 35 4 220 TL def. < U 240 roof/Ar 0 0 0 0 0 LL def.< U 360 floor 20 40 40 0 0 Co: 1.00 walllmisc. 0 35 - 2 70 K: 1.0 w u~nFO~ Lono (plt): 290 LL Red. (YM)?: N DL LL POINT LOAD -> P PT. Lone (Ibs): 3510 10215 from left end: 2.0 C D 3-1/8 x 21 5-1/8 x 13 1/2 No. of MlcROl~s: 3 E F G 6-314 x 10 12 (3) 1-3/4x 9.250 (3) 1-3/4 x 9.5 fv (psi) ~ d: 179 174 171 251 244 fb (psi): 637 940 1180 1955 1854 eTL (in): 0.00 0.01 0.02 0.03 0.03 DD (in): 0.00 0.00 0.00 0.01 0.01 spaN~: 8462 3687 2285 1282 1389 Beam Selection (A - F ): G Re t) U 9 fi: I3) i -3/4 x 9.5 BM MARK: RB12 Loads Reactions (Ibs) DL (psf) LL (psf) Red.LL irib (ft) wR (Plf) wLL (plf) Left Right Span (ft): 3.5 (psf) Lu (ft): 2.0 <=Check roof 20 35 35 14 770 490 560 560 DL TL def. < U 240 roof/flr 0 0 0 0 0 0 980 980 LL LL def.< U 360 floor 20 40 40 0 0 0 1540 1540 TL CD: 1.00 wall/misc. 20 35 - 2 110 70 K: 1.0 w uwFORM IoM (plf): 880 560 M (Ib-ft): 1348 LL Red. (Y/N)?: N ro :I c„mm>„)~ P Pr. Lwo (Ibs): 0 0 from left end: 0.0 A B (2) 2 x 6 (3) 2x 6 No. of )nlcaouMS: 2 F (2) 1-3/4x 5.500 G (2) 1-3/4 x 9.5 fv (psi) ~ d: 103 69 89 38 fb (psi): 1069 713 916 307 4TL (in): 0.04 0.03 0.03 0.01 eD (in): 0.02 0.01 0.01 0.00 span/~: 941 1411 1303 6716 Beam Selection (A - F ): A Ra) z u afi: Iz) z x s 210 Comments Reactions (Ibs) Left Right 1644 2146 DL 4745 6205 LL 6390 8350 TL M (Ib-ft): 12199 N'LL (P~ 140 0 0 70 Project Name: Project #: Initials: Date: ~ Sheet: ~' N 2 ~ ? Y tt ~ r W ~ Z ` -, W ~~~ ~ \./ ^ Z ~ Z W ~ WDODBEAM ALLOWABLE STRESS DESIGN BM MARK: RB13 Loads Reactions (Ibs) Span (ft): 19.0 DL (psf) LL (psf) Red.LL (psf) trib (ft) wrL (plf) wLL (plf) Left Ri ht 9 Lu (ft): 2.0 roof 20 35 35 7 385 245 1710 1710 DL TL def. < U 240 roof/flr 20 35 35 0 0 0 3563 3563 LL LL def. < U 360 floor 20 40 40 0 0 0 5273 5273 TL Co: 1.00 walVmisc. 20 65 - 2 170 130 K: 1.0 w uNlwnM iono (plf): 555 375 M (Ib-ft): 25044 LL Red. (Y/N)?: N DL LL Comments P ar. Lono (Ibs): 0 0 from left end: 0.0 No. of ralcaoufas: 3 C D E F G 3-1/8 x 16 1/2 5-1/8 x 13 9/2 6-3/4 x 12 (3) 1-3/4x 14.000 8-3/4 x 15 tv (psi) @ d: 131 101 87 94 52 fb (psi): 2119 1931 1855 1752 916 oTL (in): 0.77 0.86 0.93 0.71 0.37 dD (in): 0.25 0.28 0.30 0.23 0.12 spaNO: 295 265 245 320 621 Beam Selection (A - F ): G RB 1 3 U 9 E: B-3/4 X 1 3 Project Name: Project #: Initials: Date: Sheet: 03SS-bmbuilfup 050722 ~ N Z _ ^ ¢ r w Z y ~ D Z 2 W .,. -' N STEEL BEAM SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN. BEAM MARK: R814 reduced Reactions (k) Span (ft): 38.00 load DL (psf) LL (psf) LL (psf) trib (ft) wTL (pif) wLL (Pif) Left Right TL deflection < U 240 roof 20 35 35 16 880 560 8.31 8.13 DL LL deflection < U 360 floor 0 0 0 0 0 0 23.08 22.70 LL Lc (ft): 2.0 misc. 0 550 - 1 550 550 31.39 30.83 TL L~ (ft): 7.37 self wt. 68 -- - - 68 0 Lr Red (Y/N): n w (uniform load): 1498 1110 I,eq > 1462 in° DL LL Comments len„a~: 1830.0 in° POINT LOAD -> P CONCENTRATED LOAD (k): 1.70 3.60 from left end: 17.00 DTL: U300 OK M: 317.2 kip-ft fb: 24.72 ksi OK DLL U410 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DpL: 0.4 in Web and shear plate Bolt Capacity I~ : 1.5 in Default beam depth "D": 24 in In : 1.5 in Supported beam depth (in): 0 ("0" if the same) F,,: 65 ksi Quantity: 7 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: 129.8 k CSR=0.24 OK Bolt Shear Capacity: 56.4 k CSR=0.56 OK Shear Plate Capacity: 99.9 k CSR=0.31 OK Bearing Capacity: 137.0 k CSR=0.23 OK R614 USE W24X68 Fy = 50 ksi Project Name: Project #: Initials: Date: Sheet: edited fi~/02 Z _ w ~, W TJI JOIST JaIST MARK; MAIN FLOOR Span (ft): 18.0 TL def. < U 360 LL def. < U 480 Spacing (in): 16 Bearing Type(h/w): h Web Stiffner(y/n): n Selection No: 9 Co: 1.00 DL cVsf) LL cast) wn caio W~~ (Pi0 roof 0 0 0.0 0 floor 20 70 120.0 93.333 wall 0 0 0.0 - misc 0 0 0.0 0 W UNIFORM LOAD (plf): 120.0 93 DL LL P Pr. Sono (Ibs): 0 0 from left end: 0.0 Ve„~„ (Ib): 1080 0~~(in): 0.38 4r~(in): 0.48 Mario,,, (Ib-ft): 7335 span/~~~: 575 span/Ors: 448 MAIN FLODR USE: 14" TJI 3BC Q16 ~M OC Reactions (Ibs) Left Right 240 240 DL 840 840 LL 1080 1080 TL M (Ib-ft): 4860 Project Name: Project #: Initials: Date: Sheet: edged H~3iD2 ~_ W 1 : ¢ ~ ~ r w ~~ ~ W y Z (7 Z Z W m HOLLOW STEEL COLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: Urld@~ RB ~4 LDAD9: LOAD PTL (k) PDL(k) ex (in) ey (in) PexrL 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 31.40 8.31 3.00 - 94.20 --- elev. (ft): 10.00 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 FOUNDATION 0.00 31.40 elev. (ft): 0.00 COLUMN INTERACTION: LEVEL 3 ... Trial Section Number: 45 HSS5x5x5/16 A: 5.26 in. Z Sx: 7.61 in ' Sy: 7.61 in. a Ix: 19 in. ly: 19 in. rx: 1.90 ry: 1.90 <-- Kx: 1.00 Ky: 1.00 Fy: 46 ksi Cc: 111.6 Cm: 1.0 KI/rx: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... fbx/Fbx fby/Fby H1-1 Ht-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 00 0 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 ... KI/rx: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... fbx/Fbx fby/Fby 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 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 f: FULL OL+LL LEVEL 1 ... CASE 2: OL +unbal LL ablX-AXIS KIlrx: 63.14 Fbx: 30.36 ksi F'ex: 37.5 ksi Fa: 20.81 ksi CASE 3: DL +unbalLLabt y-AXIS KI/ry: 63.14 Fby: 30.36 ksi F'ey: 37.5 ksi CASE 4: OL +unba/ LL abl X 8 V-AXES Case P SPex SPey fa/Fa CmFbx.. . CmFby... fbx/Fbx fby/Fby H1-1 Ht-2 1 31.40 94.20 0.00 0.29 0.00 0.49 0.00 0.41 0.77 0.62 oK 2 31.40 94.20 0.00 0.29 0.00 0.49 0.00 0.41 0.77 0.62 oK 3 31.40 94.20 0.00 0.29 0.00 0.49 0.00 0.41 0.77 0.62 oK 4 31.40 94.20 0.00 0.29 0.00 0.49 0.00 0.41 0.77 0.62 oK Project Name: Project #: Initials: Date: Sheet: edged d3ro2 ,,.,. . Z W W y Z ~ () Z Z W N BASE PLATE DESIGN FOR USE WITH HOLLOW COLUMN DESIGN (All equations based on AISC "Man ual of Steel Construction" , 91h Etl., p 3-706) DESCRIPTION: UndefRB14 HSS5x5x5/16 LOADS: P: 31.40 kips (axial) V: 0.00 kips (shear) MATERIAL PROPERTIES: Fc: 2500 psi Fy: 36 ksi Fb = _ x Fy: 0.75 CONCRETE BEARING SURFACE: Length: 0.83 ft fp: 0.31 ksi OK A1: 100 inz Width: 0.83 ft Fp: 0.75 ksi A2: 99.202 inZ PLATE DIMENSIONS: fb: 26.0 kSl OK m: 2.63 thickness: 0.500 in Fb: 27.0 ksi n: 2.63 Length: 10.00 in d: 5.0 in I: 0.736 Width: 10.00 in b: 5.00 in q: 0.420 In': 0.92 BD LTS: 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: 0.50 in Length: 10.00 in Width: 10.00 in Number of Bolts: 4 Bolt Diameter: 0.75 in Bolt Grade: A307 0 ~ Q width PLAN -TYPICAL BASE PLATE r m c d Project Name: Project #: Initials: Date: Sheet: C Li p~ Z ~ e tt w ~ C W r ~ Z I_. N `1 Z Z W N WOOD POST DESIGN DOU ~LA9 FIR LARCH ALLOWABLE STRESS DESIGN ALLOWABLE LOADS [KIPS) LOAD DLIRATION~ C o = 1.15 UNBRACED HEIGHT OF POET. LE (FT) ALLOWABLE BEAM PORT $ 9 10 12 14 16 18 20 BEARING 2 x 4 stud ' 2.5 2.1 1.7 1 2 0 9 - - - 3.3 2 x 4 no_ 2' 3.1 25 2.0 t4 1.1 --- -- __ 3 3 2x6 no. 2`" 9.5 82 7.0 52 40 ~ _2:0 52 4x4 no.2 ~ 57 4- ,~ _. -- --- -- -, 4 x 6 no 2 11.1 9 0 7.4 5.3 39 - -- - 12.0 4 x 3 no. ~ 14.0 1 1 8 9.3 ~ 9 ~.1 --- -- -- 15.5 6x6 no_2 20.0 18.6 17.0 137 10° 87 7.1 58 18.9 6 r b no. 1 _, 4 25.0 ~? 4 1l 6 13.'d 10 ~~ 8.;; _ 1'. 5 5 x S no. 2 27.3 25.4 23.1 18-7 ..74.2 11.9 °_6 7.9 25.6 s,a n~ i ~~ ~ s4o X05 ~~~ 1s.s ~~~~ i~~~ __ _~ 8 x 8 no. ? 58.3 56.2 53.6 47.4 4D 4 33.8 2c 2 23.6 352 ALLOWABLE LOADS (KIPS) LOAD DURATIONS C o - 1.00 UNBRACED HEIGHT OF POST, LE (FT) ALLOWABLE BEAM POST $ 9 10 12 14 1$ 1$ 20 BEARING 2 x 4 stud " 2 5 2.0 1.7 1.2 0.9 - - - 3 3 2x4 no <' 30 24 20 14 11 - - -- 3.3 2x•. stud' 64 50 __ 4~ _ _: ~1 t.' 2x6 no 2` 8.9 7.8 h'_8 5.1 3.9 31 25 20 5.2 4z4 no _ 0 ~, 4, _~ __ --- - - 4 x 6 r.o_ 2 10.9 8-9 r.4 ...~ 39 -- - -- 12.0 4 Y~ f10. Z 1 4. v 7 1 ~ __ S 1 -_ -_ - 1 S.q 6x6 no 2 18C 1?D 15.7 13.0 10.5 55 70 5.8 189 6x0 no 1 ~..~ ,.30 _10 .:,_ 1~4 _., ,,., 7.2 78~~ 5 x 8 no. 2 24.6 23.1 21.4 17.8 14.4 11.5 9 5 7 9 25_B E a . no. 1 ~~.9 31 A _., _ _~.0 1 °.~ 14c 1 L9 _~ 25 B 8 x 8 na. 1 51.6 50.0 40.2 43.5 38.0 32.4 2i 4 23.1 352 'Wall sheathing braces stud in weak axis bending Project Name: Project #: Initials: Date: Sheet: edited 6~3.N2 , W CI 9 w ~ i ~~, _ ) Z .-! _ W _ - N WOOD STUD WALL DESIGN ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DESIGN DESCRIPTION: Exterlor Loads to Wall: w Load case Height, le (ft) : 10 DL LL trib 1 2 3 4 deflection < L/: 240 roof 20 35 10 550 550 550 550 C& C Interior Zone (psf): 15 floor 0 0 0 0 0 0 0 C& C End Zone (psf): 18 wall 0 0 0 0 0 0 0 earthquake pressure (psf): 12 mist 0 0 0 0 0 0 0 LL on roof snow? (Y/N): y w (pif)= 550 550 550 550 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) = 1008 1008 1008 1008 F'c (psi) = 812 899 899 899 fc (psi) = 89 OK 89 OK 89 OK 89 OK M (Ib-ft) = 0 250 300 200 Fb' (psi) = 1346 2153 2153 2153 fb (psi) = 0 OK 397 OK 476 OK 317 OK CSR = 0.01 OK 0.21 OK 0.25 OK 0.17 OK ~m~ (in.) = 0.500 0.500 0.500 0.500 0 (in.) = 0.000 OK 0.095 OK 0.114 OK 0.108 OK TRIMMER: Trimmer supports only vertical load ... Pcap (Ibs) = 5156 KING STUD WINO END ZONE: King stud supports only bending ... Mcap (Ib-ft) = 1357 trib width capacity (ft) = 6.03 for M < Mcap trib width capacity (ft) = 5.87 for 0 < L / 240 (govems) KING STUD WIND INTERIOR ZONE: King stud supports only bending ... Mcap (Ib-ft) = 1357 trib width capacity (ft) = 7.24 for M < Mcap trib width capacity (ft) = 7.04 for ~ < L / 240 (governs) KING STUD EARTH QUAKE: King stud supports only bending ... Mcap (Ib-ft) = 1357 trib width capacity (ft) = 9.04 for M < Mcap trib width capacity (ft) = 6.16 for ~ < L / 240 (governs) interior Zone Exterior USE: 2 X 6 @ 16 " O.C. End Zone Exterior USE: 2 X 6 @ 16 " O.C. (DFNo.2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS ~ NO.OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. 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 2 2 12 1 1 2 2 13 1 2 2 2 14 1 2 2 2 15 1 2 2 2 16 1 2 2 2 Project Name: Project #: Initials: Date: Sheet: edded fx~29/2005 ~' N Z l1 ~ ~ ~ ~ ~ w L Y Z ~ _ ~ ~ Z Z W WOOD STUD WALL DESIGN ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DESIGN DESCRIPTION: EXterlor Loads to Wall: w Load case Height, le (ft) : 15 DL LL trib 1 2 3 4 deflection < L/: 240 roof 20 35 10 550 550 550 550 C& C Interior Zone (psf): 15 floor 0 0 0 0 0 0 0 C& C End Zone (psf): 18 wall 0 0 0 0 0 0 0 earthquake pressure (psf): 12 misc 0 0 0 0 0 0 0 LL on roof snow? (Y/N): y w (plf)= 550 550 550 550 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) = 448 448 448 448 F'c (psi) = 416 429 429 429 fc (psi) = 89 OK 89 OK 89 OK 89 OK M (Ib-ft) = 0 563 675 450 Fb' (psi) = 1346 2153 2153 2153 fb (psi) = 0 OK 893 OK 1071 OK 714 OK CSR = 0.05 OK 0.56 OK 0.66 OK 0.46 OK Om~ (in.) = 0.750 0.750 0.750 0.750 ~ (in.) = 0.000 OK 0.479 OK 0.575 OK 0.548 OK TRIMMER: Trimmer supports only vertical load ... Pcap (Ibs) = 3430 KING STUD WIND ENO ZONE: King stud supports only bending ... Mcap (Ib-ft) = 1357 trib width capacity (ft) = 2.68 for M < Mcap trib width capacity (ft) = 1.74 for ~ < L / 240 (govems) KING STUD WIND INTERIOR ZONE: King stud supports only bending ... Mcap (Ib-ft) = 1357 trib width capacity (ft) = 3.22 for M < Mcap trib width capacity (ft) = 2.09 for ~ < L / 240 (governs) KING STUD EnRTI-I QUAKE: King stud supports only bending ... Mcap (Ib-ft) = 1357 trib width capacity (ft) = 4.02 for M < Mcap trib width capacity (ft) = 1.83 for 0 < L / 240 (governs) Interior Zone Exterior USE: 2 X 6 @ 16 " O.C. End Zone Exterior USE: 2 X 6 @ 16 " O.C. (DFNo.2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUDS EARTHQUAKE 3 1 2 2 2 4 1 2 2 2 5 1 2 2 2 6 1 2 3 3 7 1 2 3 3 8 1 3 3 3 9 1 3 3 3 10 1 3 4 4 11 1 3 4 4 12 1 4 4 4 13 2 4 5 4 14 2 4 5 5 15 2 4 5 5 16 2 5 5 5 Project Name: Project #: Initials: Date: ~ Sheet: edited 629/2005 N Z .., .: 0 W w L Li ~ a z z W _. N WOOD STUD WALL DESIGN ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DESIGN DESCRIPTION: Interior Loads to Wall: w Load case Height, le (ft) : 15 DL LL trib 1 2 3 4 deflection < L/: 240 roof 20 35 12 660 660 660 660 C& C Interior Zone (psf): 5 floor 0 0 0 0 0 0 0 C& C End Zone (psf): 1 wall 0 0 0 0 0 0 0 earthquake pressure (psf): 1 misc 0 0 0 0 0 0 0 LL on roof snow? (Y/N): y w (plf)= 660 660 660 660 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) = 448 448 448 448 F'c (psi) = 416 429 429 429 fc (psi) = 107 OK 107 OK 107 OK 107 OK M (Ib-ft) = 0 188 38 38 Fb' (psi) = 1346 2153 2153 2153 fb (psi) = 0 OK 298 OK 60 OK 60 OK CSR = 0.07 OK 0.24 OK 0.10 OK 0.10 OK ~,~z (in.) = 0.750 0.750 0.750 0.750 0 (in.) = 0.000 OK 0.160 OK 0.032 OK 0.046 OK TRIMMER: Trimmer supports only vertical load ... Pcap (Ibs) = 3430 KING STUD WIND ENO ZONE: King stud supports only bending ... Mcap (Ib-ft) = 1357 trib width capacity (ft) = 48.24 for M < Mcap trib width capacity (ft) = 31.30 for ~ < L / 240 (govems) KING STUD WIND INTERIOR ZONE: King stud supports only bending ... Mcap (Ib-ft) = 1357 trib width capacity (ft) = 9.65 for M < Mcap trib width capacity (ft) = 6.26 for 4 < L / 240 (governs) KING STUD EARTH QUAKE: King stud supports only bending ... Mcap (Ib-ft) = 1357 trib width capacity (ft) = 48.24 for M < Mcap trib width capacity (ft) = 21.91 for ~ < L / 240 (governs) Interior Zone Interior USE: 2 X 6 @ 16 " O.C. End Zone Interior USE: 2 X 6 @ 16 " O.C. (DFNo.2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. 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 2 1 1 1 12 2 2 1 1 13 2 2 1 1 14 2 2 1 1 15 2 2 1 1 16 2 2 1 1 Project Name: Project #: Initials: Date: Sheet: edited 6P29/2005 N N Z _ ^ ~ • tt w ~ W ~ y Z ~~I- - N * O Z ~r Z W N V. Wind Loads -MWFRS h<60' ILow-rise Buildings) Enclosed/partially enclosed only rn r..~a Transverse Direction ~ rum Kz = Kh = 0.85 (case 1) Base pressure (qh) = 15.0 psf GCpi = +/-0.18 Torsional loads are 25% of zones 1 - 4. See code forloadinl diagram ~+r.r~~. scr ~~~ ~'ivsge:mot Longitudinal Direction Edge Strip (a; 4.0 ft End Zone (2a) 8.0 ft Zone 2 length = 20.0 ft Transverse Direction Lon itudinal Direction Perpendicular9 = 0.0 deg Para11e10 = Odeg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.40 0.58 0.22 0.40 0.58 0.22 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -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 0.61 0.79 0.43 0.61 0.79 0.43 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.43 -0.25 -0.61 Wind Surface pressures (psf) -use 10 psf minimum for zones 1 plus 4 and 5 plus 6 1 8.7 3.3 8.7 3.3 2 -7.6 -13.0 -7.6 -13.0 3 -2.8 -8.2 -2.8 -8.2 4 -1.6 -7.0 -1.6 -7.0 5 -4.0 -9.4 -4.0 -9.4 6 -4.0 -9.4 -4.0 -9.4 lE 11.8 6.4 11.8 6.4 2E -13.3 -18.7 -13.3 -18.7 3E -5.2 -10.6 -5.2 -10.6 4E -3.7 -9.1 -3.7 -9.1 MWFRS Simule Diaphragm Pressures (os Transverse direction (normal to L' Interior Zone: Wall 10.3 psf Roof -4.8 psf End Zone: Wall 15.6 psf Roof -8.1 psf Longitudinal direction (parallel to L) wlrrnwARU OVERHAND ~1 WIND WARD ROOF 1~ LEEWARD F.OOF I l t 1 1 l i!!! VERTICAL w _ ~ 4 ~ f ~ F d a `' ,.~ ~ ..$..x e3_ZA._NE 2 __ _ 3 '1 R.ANSVERSE ELE V A'TION Interior Zone. Wall 10.3 psf _ .... ...... Wi {N{DWAfRDff_ROOF jj End Zone: Wall 15.6 psf ~ 1 ~ ` 1 ~ ~ f--t~fi fAf f~t""3 Windward roof overhangs: 10.2 psf (upward) add to windward VERTICAL roof pressure ~ Ire orz~N.I: _.___._. Parapet a .._..... ~ Windward pazapet: 26.9 psf (GCpn =+1.8) - ~-' Leeward pazapet: -16.5 psf (GCpn = -1.1) LOr7GTTUDIbIAL ELEVATIOD7 Project Name: Project #: Initials: Date: Sheet: T -w...... Z a r ~ ~~~ z ;! ..\ ~ `~.~ ° z z w V. Wind Loads -Components & Cladding• Buildings F>c60' & Alternate design 60'<h<90' Kz = Kh (case I) = 0.85 GCpi = +/-0.18 NOTE: If tributary area is greater than Base pressure (qh) = 15.0 psf a = 4.0 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building perimeter = 2.3 ft Roof Angle = 9.5 deg Type of roof = Monoslope Roof Are; Negative Zone Negative Zone Negative Zone Positive All Zone Negative Zone Negative Zone ? Walls Are. Negative Zone 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 -1.28 -1.28 -1.28 -19 psf -19 psf -19 ps -19 psf -19 ps -1.48 -1.41 -1.38 -22 psf -21 psf -21 ps -22 psf -21 ps -1.98 -].56 -1.38 -30 psf -23 psf -21 ps -27 psf -22 ps 0.48 0.41 0.38 ]0 ps 10 psf 10 ps 10 psf 10 ps -].78 -1.71 -1.68 -27 ps -26 ps -25 ps -26 ps -25 ps -2.78 -2.08 -1.78 -42 ps -31 ps -27 ps -37 ps -29 ps GC +/- GC i Surface Pressure sf) User in ut 10 sf ] 00 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf -1.17 -1.01 -0.90 -17.5 psf -15.1 psf -13.5 ps -15.8 psf -14.4 ps -1.44 -1.12 -0.90 -21.5 psf -16.8 psf -13.5 ps -18.2 psf -15.4 ps 1.08 0.92 0.81 16.2 sf ]3.8 sf 12.1 s 14.5 psf 13.1 ps Parapet qp = 15.0 psf CASE A =pressure towards building CASE B =pressure away from building Solid Para et Pressure 10 sf 100 sf 500 sf ASE A :Interior zone : 32.9 psf 29.0 psf 27.4 psf Comer zone : 40.4 sf 29.0 sf 27.4 s ASE B : Interior zone : -28.3 ps -23.5 ps -20.2 psf Comer zone : -32.3 sf -25.2 sf -20.2 sf ~ f ~- ~-- - ..._ - I_ ~ . -- -~ t ~, ~'~' ~ ~~ ~ ~ 1 ~ ~ - --- - Monoslope roofs 3°<OSIO° ~_ _ ~,.~` t { I ~'.~ ~, ~( C~ ~`:~t C~ I I ~~ ~ i E I { ! ~ ' [ t i I •~ ~ 1 ~ I C~` ~ E I ti Monoslope roofs 10° < 0 5 30° 0 > 7 degrees 0 > 7 degrees Project Name: Project #: Initials: Date: Sheet: 8 S 7 degrees and Monoslope 5 3 degrees N Z ~ ~ a : i w ~ ~ w Z ~ I ^ // Z WIND DISTRIBUTION LOCATION: Farm Credit Wind Speed: 90 Roof Press (psf): 8.1 Ridge Ht: 14 Exposure: C Wall Press (psf): 11.4 Eave Ht.: 11 Roof type (flaUsloped): sloped LATERAL LDAD9: Story heights: Ht. of Force Story force Cumlative force (plf) Roof 11 ft @ 11.0 ft 87 plf 87 plf Project Name: Project #: Initials: Date: Sheet: edited 2/13N3 ~ N z o ~ r w ~ ~ z _ y u z z W ...... N --- SEISMIC WEIGHT CALCULATIONS Project: Farm Credit Services Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 15 psf Snow Loadlncrease: 20.OOP/, Snow Load Included if > 30 psf Structural Components Roof Weights Exterior Wall Tributary Height: Roof Area: Exterior Wall Length Interior Wall Projected Area Misc Weight Calculations 10 ft Exterior Wall Weight: 18.00 kips 3400 ft^2 Roof Weight: 102.00 kips 240 ft Interior Wall Weight: 8.50 kips 3400 ft^2 Misc: 0.00 kips 0 kips Roof Weight: 128.50 kips Project Name: Project #: Initials: Date: Sheet: Z -- W ~~ i W MCE Ground Motion -Conterminous 48 States Zip Code - 83401 Central Latitude = 43.515383 Central Longitude = -111.892828 Period MCE Sa (sec) (%g) 0.2 061.0 MCE Value of Ss, Site Class B 1.0 018.8 MCE Value of S1, Site Class B Project Name: Project #: Initials: Date: Sheet: N w w ~~~ c i Z Z W SEISMIC LATERAL ANALYSIS 2003 Intematianal Building Code Equivalent Lateral Force Procedure PROJECT NAME: Farm C.redlt $eNICE3 V:CsW Governs => C,: Sos/(R!I): 0.082 Cs: So~(R/I)T: 0.327 (Max) C,: O.5S~/(R/I): (Min, Siequal or greater than .6 and in Seismic Category E or F) Cs: 0.044Sos I: 0.023 (Min) IE (1604.5): 1.00 ap: 1 Fa: 1.31 Seis. Use Group (1604.5 & 1616.2): I R: 6.5 F,,: 2.05 Seis. Category (1616.3): D Ct: 0.02 Scs: 0.5335 Site Class (1615.1.1): D acc (ult. strength): 0.082 Soi: 0.2567 Ss 0.610 acc (service load): 0.057 T: 0.121 sec. S~: 0.188 Vbase: 10.7 k Level Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 11.00 130.0 1430.0 10.7 10.7 7.5 Totals: 130 1430 10.7 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 11.00 130.0 130.0 10.7 13.9 9.7 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401ESpsww or 0.1 ww wall designed for the greater of =_> Fp: 0.21 Wp 0.15 Wp Fp =400SpsIE or 280 plf min. anchorage and diaphragm force =_> Fp: 280 plf 200 pif Fp =0.8SoslEww min. anchorage and flex. diaph. force (Cat C-F) __> Fp: 0.43 Wp 0.30 Wp or 280 plf =_> Fpmin: 280 plf 200 plf Project Name: Project #: ~ Initials: Date: Sheet: L7 N Z f/ ~\ w ~ ~ r w ~ C 2 SEISMIC VS WIND BASE SHEAR CALCULATIONS ~ ~ 2 Z W ........,. N Project: Farm Credit Wind (plf): 211 Base Shear L1 (ft): 77 L2 (ft): 150 Vbase 1 (k): Vbase 2 (k): Seismic Base Shear (k): 39 Controlling Base Shear Vbase 1: Seismic Contro/s 39 kips Vbase 2: Seismic Controls 39 kips 31.65 16.25 Vbase 1 ~ ~ Proposed Structure i Lz N N V/ l0 Project: Covered Driveway Wind (plf): 87 Base Shear L1 (ft): 80 L2 (ft): 40 Vbase 1 (k): 3.48 Vbase 2 (k): 6.96 Seismic Base Shear (k): 7.5 Controlling Base Shear Vbase 1: Seismic Controls 7.5 kips Vbase 2: Seismic Controls 7.5 kips Project Name: Project #:~ Initials: Date: Sheet: ~': tc N v rv .~ ~~ r ~~ 6: ~.~~ C. ~•'~~* rss ,. ~_ 0 w Z Z ,~~~ Z W .._ ~'•~~ ~ N w - I Z z W N SHEARWALLSCHEDULE 1. WALL STUDS SHALL BE SPACED AT 24" 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 GENERAL STRUCTURAL NOTES. 3. A MINIMUM OF 2 ANCHOR BOLTS SHALL BE USED ON EACH SOLE PLATE PIECE. PROVIDE 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 5/6" TO 3l4" THICK FLOOR SHEATHING 3 1/4" (MIN) LONG NAILS SHALL BE USED. FOR 7/6" TO 1 1/6" 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 IMO SILL PLATE. 11. ALL NUTS SHALL HAVE 3116 x 2 x 2 PLATE WASHERS. BOTTOM MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING PLATE ATTACHMENT A 7/16" O.S.B. BLOCKED ONE SIDE 8d AT 6" O C Btl AT 12" O C 1/2" DIA A.B. AT 46" O.C. OF WALL . . . . 16d STAGGERED AT 5 1/2" O.C. ~ n1s" o s e aLCC~~ cle sioE R~ r s o c as nr 1z 9 12° Dia ~ e nr ~u o ~_ OF `fJr.LL .., 16d STAGGERED AT 4" C.C. 7/16" O.S.B. BLOCKED ONE SIDE 1/2" DIA A.B. AT 12" O.C. OF WALL FRAMING AT C ADJOINING PANEL EDGES SHALL BE •(2)2X OR 3X 6d AT 3" O.C. 8d AT 12" O.C. i6d STAGGERED AT 3" O.C. ' 12" JIA n.B. hT 10" O.C. 7~1G' O S S DLOC~cD ONE SIDE D - . . B9 P T 2" O C 8d AT 12" O C 6F'IdFLLfRA611tiG AT . . . . ..D°l'4-X4 1.2" EI3IPSON F~,REWS ~N~ F D.;DiNIClG PPo~IEL ED:~ES g•b0 3~iALL cE °~2i2X. GR'-X 1/2" DIA. A.B. AT 20" O.C. w/ (2) 2x SILL 7/16" O.S.B. BLOCKED ONE SIDE OF WALL FRAMING AT PLATES E gd AT 2" O C 8d AT 12" O C ADJOINING PANEL EDGES . . . . SDSi/4"X6" SIMPSON SCREWS (8 6"OC, SHALL BE °(2)2X OR 3X (2)2x SILL PLATES 7/16"45.B, 3LGChED GO°-N SICES OF 4:'ALL. OFFSET ?i2" C14. A2. AT 1?' O C ~H; t2i 2s ~~'Ll. VERTICAL P-'dJEL JCINTS 70 PLATES L'6 Er,LL OM DIFPE8Ep7; ST! i05 PS ALJOi RING PtiNEI EC: ES dtl AT 1" C.~ E2 ?.l 12 OL. . ~ SHIL! HE "lei ~ .)`1: i":4L" ~IM11PS~N SC`c c'~~S ~ 4C C. i2~ 2%t GR 3A ~. ~.~ PLATES 1/2" DIA A.B. AT 13" O.C. w/ (2) 2x SILL 7/18" O.S.B. BLOCKED BOTH PLATES SIDES OF WALL, OFFSET CC VERTICAL PANEL JOINTS TO FALL ON DIFFERENT STUDS, AT 8d AT 3" O.C. 8d AT 12" O.C. ADJOINING PANEL EDGES SDS1/4"X6" SIMPSON SCREWS @ 4"OC, (2) SHALL BE 3X OR 4X 2x SILL PLATES 7'.0" D S.B. BLOCV_ED 66TH SDES DF l'rtiLL V2" GIA FP, a,T 7 D' 0.^. w~;Zi ~ 9iLL OFFSET VERTICAL FPId EL PLATES CG JOTtTS TO Fd.LL CN OPFRERENTSTUCS &1 AT s" 0,0. &7 %,T 12"'~.i'. FR?1d ING AT A~JDINING ~ SCSti4"X5 SI/d?SCN ~,R~J~.J ~ 3 OC, IZ; PMJEL EDGES SHAL1 BE 2x S:LL P~i=S 3X CR G;t •NO1EN DBL 2X STUDS ARE USED. STUDS SHALL BE FACE NAILED TOGETHER WITH tea NAILS AT a° u.G. 3TAUGEREu ''WHEN DBL 2X STUDS ARE USED, STUDS SHALL BE FACE NAILED TOGETHER WITH 16tl NAILS AT 2" O.C. STAGGERED Project Name: Project #: Initials: Date: Sheet: ~~ _-~ ~~~ w Z W N 1- STORY WOOD SHEARWALL LINE: A LINE: A STRAP Lateral Force: 1300 plf Lateral Force: 1300 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: 8 ft Total Wall Length: 8 ft Short Wall Length: 12 ft (Strap Header) Short Wall Length: 3 ft Wall Height: 10 ft Wall Height: 12 ft Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 2 ft Trib. Width: 2 ft WaII Weight: 15 psf Wall Weight: 15 psf DL factor: 0.83 DL factor: 0.83 Force: 1300 Ib Wall Force: 1300 Ib Wall Shear, V : 163 plf B Shear, V : 163 plf B TotalO.T.M: 13000 ft'Ib TotalO.T.M: 15600 ft'Ib Short Wall O.T.M: 13000 ft'Ib Short Wall O.T.M: 5850 ft'Ib Short Wall MR: 13680 ft'Ib Strap Short Wall MR: 990 ft'Ib Strap Uplift: 137 Ib NIA Uplift: 1676 Ib NIA LINE: B LINE: (; Lateral Force: 3800 plf Lateral Force: 1900 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: 38 ft Total Walt Length: 32 ft Short Wall Length: 38 ft Short Wall Length: 32 ft Wall Height: 10 ft Wall Height: 10 ft Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 12 ft Trib. Width: 8 ft Wall Weight: 10 psi Wall Weight: 15 psf DL factor: 0.83 DL factor: 0.83 Farce: 3800 Ib Wall Force: 1900 Ib Wall Shear, V : 100 plf A Shear, V : 59 plf A TotalO.T.M: 38000 ft'Ib TotalO.T.M: 19000 ft'Ib Short Wall O.T.M: 38000 ft'Ib Short Wall O.T.M: 19000 ft'Ib Short Wall MR: 245480 ft'Ib Strap Short Wall MR: 158720 ft'Ib Strap Uplift: 0 Ib NIA Uplift: 0 Ib NIA LINE: D LINE: E Lateral Force: 700 plf Lateral Force: 2400 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: 8 ft Total Wall Length: 15 ft Short Wall Length: 12 ft (Strap Header) Short Wall Length: 19 ft (Strap Header) Wall Height: 10 ft WaII 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: 0.83 DL factor: 0.60 Force: 700 Ib Wall Force: 2400 Ib Wall Shear, V : 88 plf B Shear, V : 160 plf A TotalO.T.M: 7000 ft"Ib TotalO.T.M: 24000 ft'Ib Short Wall O.T.M: 7000 ft'Ib Short Wall O.T.M: 24000 ft'Ib Short Wall MR: 13680 ft'Ib Strap Short Wall MR: 34295 ft'Ib Strap Uplift: 0 Ib NIA Uplift: 180 Ib NIA Project Name: Project #: Initials: Date: Sheet: Z -- w 1 w c Z Z W 1- STORY WOOD SHEARWALL LINE: F LINE: (~ Lateral Force: 1760 plf Lateral Force: 1400 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: 14 ft Total Wall Length: 8 ft Short Wall Length: 14 ft Short Wall Length: 12 ft (Strap Header) Wall Height: 10 ft Wall Height: 12 ft Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 6 ft Trib. Width: 2 ft Wall Weight: 15 psf Wall Weight: 15 psf DL factor: 0.83 DL factor: 0.83 Force: 1760 Ib Wall Force: 1400 Ib Wall Shear, V : 126 plf A Shear, V : 175 plf B TotalO.T.M: 17600 ft'Ib TotalO.T.M: 16800 ft'Ib Short Wall O.T.M: 17600 ft'Ib Short Wall O.T.M: 16800 ft'Ib Short Wall MR: 26460 ft'Ib Strap Short Wall MR: 15840 ft'Ib Strap Uplift: 0 Ib NIA Uplift: 304 Ib NIA LINE: H LINE: I Lateral Force: 1400 plf Lateral Force: 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: 20 ft Total Wall Length: 8 ft Short Wall Length: 20 ft Short Wall Length: 12 ft (Strap Header) 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: 0.83 DL factor. 0.83 Force: 1400 Ib Wall Force: 600 Ib Wall Shear, V : 70 plf A Shear, V : 75 plf A TotalO.T.M: 14000 ft'Ib TotalO.T.M: 6000 ft'Ib Short Wall O.T.M: 14000 ft'Ib Short Wall O.T.M: 6000 ft'Ib Short Wall MR: 38000 ft'Ib Strap Short Wall MR: 13680 ft'Ib Strap Uplift: 0 Ib N/A Uplift: 0 Ib NIA Project Name: Project #: Initials: Date: Sheet: w N Z 0 + . a r w ~ w i Z ~~ - u ~ 2 Z W ,: .. ,.... N FOOTING & FOUNDATION Allowable Soil Bearing Pressure: 2000 psf EXTERIOR FOUNDATION Load Tributary Roof: 35 psf 10 ft Wall: 15 psf 15 ft Floor: 90 psf 10 ft Misc: psf ft Total Load (plf): Foundation Width (ft) 1475 0.74 Exterior Foundation Requirements: USE lft bin WIDE loin THICK WITH (2) #4 BARS BOTTOM INTERIOR FOOTINGS Load Tributary Roof: 65 psf 20 ft Wall: 10 psf 9 ft Floor: 90 psf 18 ft Misc: 0 psf 0 ft Total Load (plf): Foundation Width (ft) 3010 1.51 Interior Footing Requirements: USE lft bin WIDE loin THICK WITH (2) #4 BARS BOTTOM SPOT FOOTING UnderRB6 Load 4 kip Footing Area (ft^2) Footing Length /Width (ft) 2.00 l.ai Spot Footing Requirements: USE lft• bin x lft• bin WIDE 12in THICK WITH (2) #4 BARS BOTTOM BOTH WAYS Project Name: Project #: Initials: Date: Sheet: SPREAD FOOTING ~ ~-~ N Z _ ^ w ~ C W -i Z ~, 0 Z Z W _-'- FOOTING MARK: Under RB '14 Vertical Loads: Moments: PDL (k): 8.31 MDL (k-ft): 0 PLL (k): 23.8 MLL (k-ft): 0 Pu (k): 52.1 MU (k-ft): 0 FOOTING DIMEN910N6: Short (ft): 4.5 Punching Vc (psi): 170.0 Long (ft): 4.5 Wide Bm Vc (psi): 85.0 Vol. (yd3): 0.75 Footing Depth: 12 in Depth of Steel : d (in): 8.50 in Properties: COL.W (in): 5 qa (psf): 2000 fc (psi): 2500 /3~: 1.00 fy (psi): 60000 e (ft): 0.00 Ult. Ratio: 1.62 qu (psf): 3245 gmax (psf): 2573 Ok gmin (psf): 2573 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 722.5 > 285.8 OK Punching Shear Resistance (k) > Applied Force (k) 78.0 > 48.0 OK STEEL iN LONG DIRECTION: Check p L' long (ft): 2.04 of (psf): 2573 p: 0.0014 Mu (k-ft): 5.36 bar size: 4 Min p: 0.0033 As req(inZlft): 0.14 area of bar: 0.2 Max p: 0.0134 b dia: 0.5 Use p: 0.0019 No. of bars: 4 Less than pmax, Ok STEEL IN SHORT DIRECTION: L' short (ft): 2.04 bar size: 4 Check p Mu (k-ft): 5.36 area of bar: 0.2 p: 0.0014 As req(inZ/ft): 0.14 b dia: 0.5 Min p: 0.0033 No. of bars: 4 Max p: 0.0134 Use p: 0.0019 Less than pmax, Ok DEVELOPMENT LENGTH OF LONG AND SHORT STEEL: Ld (in): 24.0 Greatest Ld: 24.0 Ld (in): 12 Available Ld: 27 Ld (in): 12 Ok b dia: 0.5 Project Name: Project #: Initials: Date: Sheet: edited 6r3/p2 KEYNOTES: 1. SIMPSON CS16 STRAP W~ gd NAILS AT 4" O.C. 2. WOOD STUD WALL, SEE PLAN 3. 2x BLOCK PER SHEARWALL SCHED 4. WALL SHEATHING AS OCCURS 4943 NORTH 29TH EAST, STEA IDAHO FALLS, lDAH063401 CS16 STRAP AT WOOD STUD WALL, ~ -DETAIL NUMBER: Phone: (208) 552-9R74 1 1 ~ O Fax: (206)552-9302 I i l I I I I ~ L~- I L___-- II II NOTE: A. AT CONTRACTORS OPTION STRAP MAY BE CONTINUOUS OVER OPENING ~i II II II II II it II II II I,I II If II 1 I f I IJ I L I I " i {J fI II II' II II 1I II II II II II lI II II II I{ LI II II 'II I1 {I II fl ~I II L{ I{ II IL iI II II II II II II II II II II II II fl II II - II II II II I I I lJ II II JJ ~- 4 ~~~ _...., _. R~c~ject Name: I f~rQj~e> ~: Ir~~ti~7fs: : pate: S~eeF_ ~~~ ~~ i3 ~~U~tl y~,,~~a~;''~~~ "~ ~;a~1 ~~ ~~~~ ~~-~~ ;~ z ,~ r" ~r . e ~ r fV ~ w_~ '! T 1, (.. ~~~.~ F i ..n K? F'ACY'i ~':'tr.t,. i5 Fr ~~~ ~? 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