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Plan Review Plans 2005-8-22
I I I I' .. , . .' CIlY OF SPRINGFIELD Development Services Department Building Safety Division , . . . ...,~ JOB ADDRESS: $Jb"3 '5. t"Z. - OWNER: f>1l~ evp.N S Residential Plan Review PL CITYJOB#: 05-010)' PHONE: . 7Y 6 - '-l'i' 0 2> PHONE: CONTRACTOR: Items listed below (If any) and those marked in red directly on the approved permit ; docUments.are inciOIporatl;d intO ~ project in addition f9 any requirements appearing on the construction plans and the City standard document entitled "Single l1amily and Duplex Construction Most Commonly Missed Items". It. com:spond;ngn~ is II1lIIked on your Plans for any items listed below where applicable. -. .... . . . . .. . . .. .. . All references are to the 2000 Oregon S1ate One and Two Family DW~ ~peciaIty Code, (1998 IntP.fT'lationaI One and Two Family Dwelling Code as amended by the :s~"f Oregon unless no1ed otherwise.. A copy of this code may be obtained KoIJl the. Building . .. . ... Tech Bookstore, Ine., 8020 S.W. CiIrus Dr. Beaverton, Oregon 974008-5986' ... . .. . ...... . . . Your signature on the Building Permit is an agreement that all items mJ! Ae ~ pr corrected, and that all work on this . Project will comply with applicable oOOlISo' . . . . . ... . .. .. . ISSUANCE OR GRANTING OF A PERMIT OR APPROVAL OF PLANS, SPECIFlCATIONS AND OTIIER DATA SHALL NOT BE CONSlRUED TO BE A PERMIT FOR, OR APPROVAL OF, ANY VIOLATION OF ANY OF 1HE BUILDING SAFE'IY CODES OR OF ANY OTIIER ORDINANCE OF 1HE CITY OF . SPRINGFIELD. PLANS REVIEWED BY: r \ A50AJ eV S l-l PHONE: 746 - 5 Y ~y ..... . . . ..... ...... . . .. ...... . . .. ...... . .. .0, .. .... . . . .... ...... . . .... ,. August 22, 2005 Mr. Gordon Bret Evans Aristocrat Homes 84865 Ridgeway Road Pleasant Hill OR 97455 RE: GEOTECHNICAL ASSESSMENT TL 3200, NW 114; NW 114, Sec. 2, T 18S, R 3W Dear Mr. Evans: I am writing this letter to present the findings of our assessment of slope stability and foundation conditions at the residential lot known as Tax Lot 3200, in the NW 114 of the NW 114 of Section 2, T 18S, R 3W, Willamette Baseline and Meridian. The approximate site location is shown on Figures 1 and 2. The lot is proposed to be developed with a single-family residence, which is expected to be constructed with a daylight-basement garage. The site was visited on August 16,2005. The site is located southeast of the cul-de-sac off Glacier Drive and 72nd Street. The site is vegetated ~th grasses, scotch broom, ivy, some blackberries and douglas fir and big leaf maple trees. The overall slope is to the NW at approximately 25 %. A section was measured upslope from the cul-de-sac, approximately through the center of the property (Figure 2). Excavation backfill present near the NE property comer at the cul-de-sac indicate that partly decomposed rock unit RU-402 (fine-grained sandstone) is located within the depth of that excavation. A hand auger hole, installed in the north-central portion of the property (Figure 2), encountered 2.25 feet of slope wash deposits (SU-B and -C) over completely decomposed RU-402. Both SU-B and SU-C consist of clayey sand which has high to very high dry strength, high toughness and no dilatancy. From 4.5 to 4.75 feet below grade, a few portions of RU-402 were encountered which could not be remolded with finger pressure. Douglas fir trees at the site are mostly straight or have trunks with long down-slope swept lower portions (see site photos, attached). No evidence of previous, large-scale slope movement (c1osed- contour depressions, low-sloping benches, back-rotated trees, sag ponds, disrupted drainage, etc.) was observed at the site or in the immediate vicinity. Based on the dry strength and toughness properties of SU-B and the matrix of SU-C, it is probable that the fines consist of fat clay (CH) and that these soil units are expansive. The curved lower sections of the fir trunks are consistent with this assessment. As a result, it is recommended to remove these units from beneath all areas which will be used for bearing or placement of structural filL HFCFTVED AUG 2 2 2005/ BY: V P.O. Box 2238, Eugene, OR 97402 (541) 607-5700 FAX: -571f1 CCB # 127073 Mr. Bret Evans August 22, 2005 Page 2 RU-402 is suitable for placement of shallow spread footings. In the absence of further information regarding strength of the material, footings should be designed for bearing pressures of no more than 1,500 psf. It is probable that significantly higher bearing capacity is available on partly decomposed RU-402, but this would need to be verified after completion of at least a partial foundation excavation. Due to the probable expansive properties, SU-B and -C should not be utilized for structural fill. It may be possible to utilize excavated RU-402 as structural fill, but this option is limited to dry- weather construction. Permanent cut slopes in SU-B and -C, and in CDS RU-402 should be sloped at no steeper than 2H : I V, and the tops should be rounded to prevent minor sloughing. Temporary cut slopes in all these units can be sloped at IH: IV. Permanent cut slopes in partly decomposed RU-402 (where less than 50 % of the material can be remolded with finger pressure) can be sloped at 1.5 H: IV. Because shallow groundwater is expected to be perched on RU-402 during the wet season, it is recommended to install foundation drainage on the up- and side-slope sides of the foundation. Such drainage should consist of a trench excavated into the perimeter of the foundation pad, at least 6 inches below the level of the rest of the cut, sloped to drain, lined with filter fabric and backfilled with open rock. A rigid, perforated pipe with glued joints should be placed in the bottom of the trench. The trench should be backfilled with open rock to within 12 inches of the finished grade, and the filter fabric draped over the rock. The trench can then be backfilled to grade with soils suitable for landscaping. The drainage pipe can either be day-lighted down-slope or directed to the cul-de-sac and storm drainage system. If you have any questions regarding this matter, please do not hesitate to contact me at 607-5700. Sincerely, GeoScience, Inc. X=~~G at!: Location Map, Site Map, Field-Developed Section, Hand Au . ;~. .'.' " , " . .~P -\ * 17.E Name: SPRINGFIELD Date: 812212005 Scale: 1 inch equals 2000 feet Location: 044.02' 10.4' N 122.53' 37.9' W Caption: Figure 1: Location Map Copyright (C) 1997, Maptech, Inc. 2JOO . 2400" 2500 2600 2700 a i '0 .. . - - i I . 0 0 - , .- , - i . ~'" 0 - 71 72 73 74 75 Y. .1.0' M.'.... .&.D' . .-.... ,",.~-..,. . , . I GLACIER.::'- r.... DR.-1- ".~ ...-- -- .... ~....-..... . .. ..,..' I '1's" ":r" ...... . 200. . 3800 .. 0 , i " i 'tJ. l 151 . ',.04- 1...' . 2900 3800 . 0 ~ . .. Q. ~. 1 .. ~..." ~. 115 14.9 ,.....,. ". .or ".0 ..' u' 3000 ....T . 4000 3500 0 j 118 , ~ ,,'.n :a 4100 . .. . <( 0 :i 3400 i 117 144 ~ 'I"'.' .. 4200 I. ',. . 'q j 0 ;f ~. 118 0# , . "'11' ." .\6 I - +------- ::,~ --;~:::;'--' - "- --""-~--'"---'"- - - -~ NW 1/4 NW 1/4 Sec. 2, T 18S, R 3W, TL 3200 Figure 2: Site Map and Section Location Portion of Tax Lot Map. Not to Scale ~ ~ <: o ~ .!! 20 w E ~ 40 30 Curb of Cul-ile-Sac 10 o 10 20 30 40 III.~..~..~..~..~' .-.-.-.-.-. .:':"'ll':"'ll':"'::':"'ll. .-.-.-.-.-. .,";;;;;:-;;:-;;:' SU-B .-.-.-.-.-. .-.-.-.-.-. .-.-.-.-. 50 60 90 70 80 ..:..:..:.':..:. ........... :::::::::::::::::::::::::::::~::::::::::: RU-402 NW 1/4 NW 1/4 Sec. 2, T 18S, R 3W, TL 3200 Figure 3: Field - Developed Geologie Section Seale (ft.) as Shown HAH-l Elevation: NM Date: 8/16/05 Loc: NW Central Depth: 4.75 ft. 2-114" OD Auger Depth Symbol Unit Description Dark brown clayey SAND. :;"'i-i-y&j-t-~-j-i-i-j-~~: 0- 1.75' ;-:-;:r;::-::-::::::r:-:::::-::::::-::::::-:::::r:-::-:::-:. 1 ::~=~~=;:r;::~;::~;::=;::=;:r;:r~. SU-B ::'~-~_':':':_':':':_':':':_':':':_':":':_':":':_':';;"':":':_;":;_':":':_':":':_':":':_':":':....:.' ;'~-~:%j%j-j-j-j-j-j-i-j-j7: .-.-.-. . .-.-.-.-. .-. . . .-.-. 2 ,::;-gi?;;E;;Z,:Z::;E;;Z::iZ,:Z':f..':f..':f..,:E;;E;;E;;. SU" 1.75 - 2.25' Brown dayey sand w/CDS rock ':';':';":';f..~f..~f..~f..~f..~f..:';':';":';':';"~f..:';f..~f..~'"" fra ments. 2.25 _ 4.75' Fine-grained Sandstone. CDS. 3 Yellow to orange-brown. 4 Isolated non-remoldable fragments. 5 Bottom of hole at 4.75'. 6 7 8 9 10 11 12 Depth to Water: N/A Weather: Sunny - 70s UCS Cons. Moist Plast. sf Depth to Rock: 2.25 Operator: GS t.G ad. USCS G S SC 55 45 Hard DIy BPL SC 50 25 25 Hard DIy BPL NW1I4 NW1I4 Sec. 2, T 18S, R 2W, TL 3200 HAH-l Drawn b : GS Dale 6-22-05 (541) 607-5700 TL 3200, NW 114 NW1I4, Sec. 2, T 18S, R 3W Geotechnical Assessment . " . .. ... '-(-'.. ., -i ... ... --v- . -0:: 3+77 . ... . , --4; -.V. . -t.. ' :i .. 0 o o o .. 0 o o o o o z o u o ':. ~.:..-_ .j'---' ajO' ---. .. ,(fti If/. " - ;;....... .'-,: .' , Ii I', - li: :',' I,: ., i E "'1_':I,-:'-~77 :::I l. .. . .. . '--:.~.. . ~~:~::~5l imo o7~~.~~ oJ- I epU~eJ<<>. ; fa]; 00-':000,.._ - ..: '-1 , '_C.'c,"'"' .~(.:~..~:. v ' <-( " :,' " .. .. ~F~i.~~t~: ~;r::;:LJ' I o 0 I ,'1.; / / ~,' ' , .0 i: ':Ii.'ilt.! ,iII/i'}f () r~~-~Ll ~.-L ../ ,I .. o 0.. , " ;/,1 I {, 111 I. , ' "L' o ..0 .~ ...... ,-_/ .', . '.. ..... 'j.. . ..'.,:...-. ..... I , ,/ 'i '\ ji! ,,'\ I "Ii ' , 1\ /'1' I ,.\ ,I,' ',',/ 'I fi'i,'" \, ': II!"'; ,.,i/.I:"'" I' 111': :;/ I,::' I .,,' / J 4 aJ111' 'II ,1 V:..t, Ii Ij:.' I!I! ,I (I fTI , r. j "',,1 ;' t' . I, , /,J'" , 'I I ,';il:': " :" I I} I I " ,1,::.,"/,. Ii '('I' ,I, i: ;-;-1 i'i ',1 i) .4+43 C l ,i , i: ,f ,. I' i' { _. - ~ij--<-,. -::_-)." a .v-~r~~ . . ----.... / /- .-'0 <D' -' ;f)' . -'----, -(/ /~. :-, .6 - - . . ".f: ~,~."'~~P -. ,'~I.;" 1':'"='{=~= -;;.h~ /~'_ :~_ _ I '''V . I:, /, (~~ - ..- / '^ ~/;> {.' / (. -- -..- '-"~~... I I, '. 'PoST _ 333.70' '-'.!1~.99. /8E!Q:::} , 9/.c::2::)' --1 ~i------:~ ~ "I'!l 'I IR i:~~ ISo I ~ If' ~'~I I , II '.. .91.CJ:::J1 Arr ,~r I.; 18 '1' I' I /1-J ,~ Ii I'~ ~ . !l;1 ;:: I- r...., f I ,8 :l 14 '\) I" .. I Il:l I I I I I' I 8 ~ I ~ ~ I 91.C%>' ~ I. Ig t '" 1-' , ~ ="t' /O'/?V'~;5~;V"'1-ff" 9~,17..1f \ ,u'77'~. /1-8 I I. IS ~ 11 ~ I. ~ I ~ r lti I~ ~ /1 I -_-1 1_ J?5 Q:;) . - -~- - - - ~e::>":' e ~ " ~ ~ ~ /zo a ~ IZI ---- -- ----- 66 = .:;;0;,00' vn~UVI" ..+.. I 6~AC/t!=~ 96,71' .:.... . ~' 71.71' . , I--_~J, ~ \ \>, ,~. II ,'11 I 't . .. \) I .v.\~ \~ \ t1111i" of /41 ,,)1',0 Ilo, "',~ "I ~' .;,., \~ \ 'i\,~. I l'. ! I "l\ 11\ ':: ~ I /O/bS'. ~\ . t ~ t!""RS-T I to'l ~ '::. ~ · a I \ \~. . ~ (\ I 142. I~ \ ~ ~I . \. \.: .-$./o'p.v.C<:,r&op".- \. " - I ~/P.52:!'M~.N', " ' ~ l_ -'-_--"/4 __?~-.!.....v.6~ '< r:;-'A"""~,, ,"-" ,"/ T' 123 a -; 01 ..' ~ ......-j t),e/~ -- 1>" erJ';Ooo ' _ _<&oAa;>~_ /24- a ~ 125 ----- ------ ~.~' -~_._' ~~ ~ \ ~ ,; a ....." 1'. \. J , " _..... - . . 26-0 22-0 "- J\.. ~"- ~"- "- "- ~~ "- "- / / / 7 )> ~ ~ ~ , o / '" ~ m '" ~ " / 7/ / 7 . 7 17' / 7 / (1 / C2 / C:Y /C4 / C5 ,I 'T ~.J. / / U1 ~ / / / "" (3 .,,- '\ r----: 0,1> "- \ '-. " ~ l '~ I,~ t" Q t.l ~ () C6 "- C5 / "- C4 'G3 C~ C1 .'( i".~ "- K 1\ (1 ) ~J 26-0 .. . . . . . . . . . . . . . 22-0 .. . . .. ... .. ... .... . . . .. . .. .... . . . . . . . .. .. . . . . . ... . . ... .. . . . .. . . .. ... . . . . . . . . . . .. . .. . ... ....... ... . .. . .. .. .. ... ... ......... ... ......... ... . .. .. .. . '. '. 'I ~ i ~t.l ~~ , , 00 J@!lJi 1NI~,m~~ ~'i'ff/!\\:M~ OITlCAt.!IIU4lER fORCE'i." .\ ... ., ........, '. '- \. ~ MOSHOFSKY ~'V"L:o,.~! TRUSS 4445 Nortnpdrk Dr. CoJo 5prjng5, CO 80901 TRUSPLUS 6.0 VER: T6.4. TIr!JJ!$!$ filDl: 1E%'1~o/!\\~ ~ Te 2x4 OFl 11 BC 2.:4 OFt II Gal au:. 2x4 OFt STANDAAO Refer to Joint QC [)eta; 1 Sheet for Kal(lIllUIII Rou.tion~l Tolerance used IRe/ISC trun phte value~ .ne based on tntin9 and approvoIl ;IS required by IBC 1101 and AHSI{TPI and ,ire reported in available doullllenU such as leBO fl607. PlATING BASED ON Gll.EEH LUMBER VALUES. OUlgnt:d pH ANSI/TPI 1-2002 .his design don not a((ount for lon'll tt..... ti",!! dependent lo.ading (creep). BUllding TH~5~~S~GH 1ll~~tT~~(~r;:k,~HE t~~SUlT OF illULTlPlE lOAD CASES. loaded tor 10 PSF non.concurrent BCll. B~rDi~ o~stC;i: ~~~l~R~~ ~~E ~~~~. (_, gable br.acing required , SO~ intervals. i exposed to .lod load ap~lied to hce. See 8Gf!ner..l (;.able Deuils . (002065035. 1-4-<) 1-4-<) ~~~~~j~~~ ~l~~~~~~ ~~ I, 9-0-0 3 4 5 ra:oo ..o~ 11 1 13 .a.001 14151 7 189 10 2 6 3.5-4 1 II 0-4-7 :J.4 I 0-4-7 ~ 18-0-0 ~ 1-4-<) 16 17l<!8ci: ~If'j' ~'~~rt~r~~~OI""'i~"l~ ~ 1-4-0 1 N "T It) liT T ;;tr ....r.... .... ........ .... TYprCA P E 1 E C TIN US SUPPORT t~:8I;r.r,s~\rM~f11>':Ha%~ 1~~:Ssh'~~;J~(~~~i~ ~~~~. ~~o2g~Jo~lo~o:h':f~u~R li1~R~, e o ~Read all nares on this sheer and give a copy of It to the Erecting Conrractor. ,""dQlgnilrorPl""~lluildinQc:ompone"noIltUAsyslem w.....bBenbnedon~~try".CDITIp)..............Idl.Q. _dOAIl..a<:a)tdance..-l!hlheaJrmll~r:JImPld"FP"~nllPldallll, NcI~~.-.rre:llDfll-"SOOnallCCU';OCY. 0IrTIeN0nI anllD be\lllnllellbylhe CI;>mpOnOl"marUactIn<andIorlluilding lleIog.... pnDflDl-.caoon ThI buiII:linQdIrIIg__ascerta...lhaIlIIe lDadtI UliIledonlhilllniOn~ore.eeecl\tllllDadingirTlJlollldbylhebealbuitl"'llcodeancllhep.lOlil;l.Aar~Thlclnign_lhIIlhltlD9d1ord lI"ralyl)r-*bylteroolorlloor"'alI'ingnlhebcltlom(:llon:lill.JW'I"'IlrKlllClbya""id$he~""naIdQdlyaftad'1ll(l. unIKIOlte.... _, 8rx:ona_.IorIale<a1a.pp:111ofCDmJlDN!'CSrr'eI'ftbe1'!IonIrlDredl.ll;etu:l<~lengen ThllmmponenI.....nolbeplaC:ed......,. ."..".,...,..rtll\lll_eausell'lll_~oIlhe..aodtll!1a!ell'9'!I.ard/ofC3UMla>nnlt(lDfDlalllcorJllSi:JnFatlnUle.""""'....uI _bracelhillrulSinac:corllPlClldll....lDII;MIng_ardI.JoonlardCua"'llOl!taolReClOtll.......bIIlasOUlllUl"""'Truswal!lCll'lwlll!. ....NSIfTPI T'. 'WTc.-. ".Waod Truuc.o....dlof"rrent3~ Oeslgn R~...I.BULD'NG COMPONENT SA.FEn INfORMATIOf<(- 18CSI1~land-BCSI SUM......Ry SHEETS'byWT<;'-' and Tl'I TA!' Truss ~ InslltUIe fTPI).locaIedal$83D'Ono1ro[)rr.oo!.MadltOrl. 1ICOASII'I5311~ T,....~ForftlandP_...~(A~p"l..loc3Md:ll '11' \9lhS~.PNI.SlIIllOO.Wuhong1on.OC1OO3S iOllt1f: This truss is designed u~ing the AS(f7-02 Wind Spenfic.ation 91dg Enclo~ed _ Y""s, IlIlportance Factor _ 1.00 Truss loc:ation_Not EndZon"" Hurricane/Ocean line _ No . Exp (ategor~ - B ~~~~ ~~~~t!i h~O~OOlr~igB}~~ :~th.- 8~'OO ft TPI Standard 8ccupancv. OIIIoad load _ 10.2 psf 0e~;9ned as Main Wind Force Res;sting 5ystelll and (OlIlponents and Cladding Tributarv Area _ 36 sqft ... . . . . . ..... . ..... .. . . .. .. . ..... . .. ...... . ..... . .. 1 7t,p . . ...... . . . . .. .. . . ... . .. .. . ..... .....t ... .:...l .....~ . . .... ...... . . .. OREGON ~ .....,.."" '\~ 1;. ,,'" I EXPIRATION DATE: 12/31/D5 I (( #~7! #~<<Ji!JJ~ Cust: EVANS wo: Dr;ve_'-evs2_LOODDS_J00001 Osgnr: ILC - 34 WT: I TC Live DurFacs L-1.1S I TC Dead Rep Mbr Bnd II Rep Mbr Comp 'II BC L he Rep Mbr Tens il BC Oead D.C. Spacing IJ Design Spec ._~L~~~-- ~ _~DEFl RATIO: 25.00 .,' 7.00 .,' 0.00 .,' 10.00 .', 42.00 .', 1501 P_l.IS 1.15 1.10 1.10 2- 0- 0 IRC-200l I l1240 TC_=--~~ ~ IJ@!lJi lf1jffi[T'T"@; ~~f,0~q~~ 1fw~$$ ~[Q): 1E%'1~"I8~, ICRITICAl MflGn I FORCE!>: TC 2)14 OFl II Be 2x4 OFl 11 G8l BLK 2x4 OFl STANDARD Rehr to loint QC Detail Sheet for /l!.aX;IIIUIlI RaUtional Tolf'ranc!! used IIl:CIlBC truss platE! valuEos an! based on testing and aoproval .IS required by IBC 170] and AIoISI/TPI ;l,nd .re reported in availablE! doculIlenu such as ICBO 61607. PLATING BASED ON GREEN lUI'IBER VALUES. Designed per AHSI/TPI 1-2002 This design does not account for long terlll timl!dependentloading (creep). BU11ding TH~Sb~s~G,t~~t T~~[~:>>:~~~~E t~aULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCll. 8~irDI~ ~~S~~~R ~~S~l~Rr~ ~~E ~~~~. ['I gable bracing required' SOH intervals, i exposed to wlnd load apelil'd to fau!. Sl!1I" ~Genl!r"l ubh Details. (002065035. '. " .. ,...-<l '-4-<l I, 2 1 ", II 3-4 '. 0-4-7 F~F~ 19F~F~F9'1~ . . "I.. . 'f ._ N .. It) co ll:I (J) ... 5f"B 5-6-0 3 f'8.(j() 15 B .1 4 "'.001 5-5 ~ "-<l-<l ~ 10 11 cb2a d:So &7 18 ,...-<l !a,1~1~1~1619l~ I ...... 'f .- 1~-O (\oj"';' U) a:l U> ... TYPICAL P E : 1.5-4 OV CON UQUS SUPPORT I 0.....7 I THIP iJ~~S sh,~~;~tli:~~~~i~ ~ ~~~. las 1l9~d)O~~~t.~'1h~~it~p. ~~~' Ie Read all notes on this sheet and gIve II copy of U to the Erecting Contractor. ~ ThlIdnlQn ~ fo<...lndMd..-buildingCOlT1llQl1lJf'lrdlruasyslem "tLaI been Nsed on ~pnMded byllllmmponerlltNI'll.tXfln. ~~~~ :::==~=~wrre..:u-===~:'==~'~:::n~~-::;:.~.::==::"'" l.Cilinl<lon~dnign"-lorIl!1lCllledIl1eIDadlng~by1helocalbuild'O"lQcode3ndlhe~~,ThIIIle's'lln__ll1elOpc:tord MOSHOFSKY I5lft...llybfK8dbyll'eJOOl'orllDorsheMt*lglll'dlhlltlllllOml:tlc:wd...ralybt3(:edby."ilidshe....'"*ri.lllcIncl!y~. UI'leaOll'eIWlllll lnolftl,6r~lhooon..for1a8ra1&u1JllOf1olaJn'Op:lnenlSmllITII:leflIOIllyIO~UCI!tu.:_linglenglh,1llirIcornporenl~l'ClItJooeQcedin",.,. ~ TRUSS ,.__....__..........._...._..._ '"_Q_m~'_'''''"''''' ."""'.."'........ 4445 Norrhpark. Dr. I 'ndtnee\l'nln.ls5"'agnrd~wilhhlolowlnoctand~s-.Joinl.rdC"""'ClDe!;t1Iq~pnltll...aiIabIlIl.Ot/tI)UIItomTfU$'<O<alsoftw_, Co 10 Spr1ng5. CO 80907 'AI'IISvrPI 1', WTCA l' . Wood Trus.COln;iIoIAmetiaI Stardard OHIgn RupoflS'boICoes, "RUIlDING COMPONEN1 SAFETY IN~oqMATlON'. 11 (BCSl 1-03) and "SCSI SUMMARY SHEETS' byWTCA an:! TPI. T"" Tn,.a Pl31~ ir'>5l.~,,*(TPII'" baled 1115&3 0'0n0In0 Df....e. ~""ison. TRU$PLUS 6.0 ~~~~~~~:I_ ~5]11~ T""A:'riaI"F~"';tndP_.A~{An>~_I$_~~~;~~~~"~~.HW.SllItlOO.~~~;:~~~ 1QJ\hf: - --=---\ _._-,~ This truss isdesi9ned usin9 the ",SC[7.02 Wind speCltication 8ldg Enclosed.. Yes, Importance Factor _ 1.00 Truu Location. Not End lone flurric.ane/Ckean Line. No i hp (ate9or~ . B ~~~~ ~~~~t~ei h~O~OOl~~628f~~ :~~th_. 8~.OO ft TPI Standard gccupancy, Dud load. 10.2 pst Designed as Main Wind Force Resisting System and Components and Cladding Trtbuury Areil. 22 sQft .... . , .... .... . . .. . . . . . . .... . .. , . . ...... . . .... . . . . . ...... . . . . ".T . . . . ... . . .. . . . . .. . .. . ...... .. . . . . .. . . .. . I .... . . . ... CUSt:: EVANS WO: Drive_'-evs2_LOOOOs_JOOOOl Dsgnr: TC Live 25.00 TC Dead 7.00 I! BC Live 0.00 ,i BC Dead 10.00 _~6~~__.4~~_ p,f p,f p,f p,f p,f #LC _ 34 WT: DurFacs L-1.15 Rep Mbr Bnd Rep Mbr Comp Rep Mbr Tens D.C.Spacing Design Spec _~.~':.!~TID: 79' P_l. 15 1.15 1.10 1.10 2- 0- 0 IRC-20G3 ~ l/240~!.~_:_ V?~.t Job lNIiBlIl1J'IS: iE%'1/!\\~';)~ BRG X.UX: REACT SIZE REQ'O 1 0- 2-12 1673 S.50. L 78- Z 25- 7-12 1511 5.50- 1.61- aRG REQUIREMENTS shown are D;ued ONL \" on the truss III.Itl!rial at Udl bearing MAX DEFLECTION (span) : l/999 IN MEM 11-12 (LIVE) l_ -O.19~ 0- -0.1]" T= -o.Jr ~~I~1Th!~~lr~~~lr~l g~H 3-4 -l6S! 1.15 I 1161.60 0.41 4-5 -lliH l.IS I 1161.60 0.41 5-6 -J1611.15/ US 1.60 0.41 6-' -lUO 1.15 I 911.60 0.11 Be CCJOIP.DUII.I a_9 _451.fiO! 9_lO _....1.601 10-11 -671.601 ll-U -671.601 u-n -701.601 13-14 -S71.601 I4-iS -Ull.601 -. .. ,.. l-W ,." '.u ..u ,.u 5-U ,.u 6-H aw.(CU.J/ ."lual! -668 loll I -201.601 -3921.151 -U 1.60/ -6641.lS/ _261.601 I T~~ ~s~ o~~~ 11911.1510.40 UH 1.15 D.53 llB 1.15 0.64 3HZ 1.15 0.64 1I0S 1.15 0.42 l8041.15 0.67 TEHS.tul. CSt 980.90 0.06 13111.13 0.69 101.60 0.09 SOl1.U 0.12 53 1.60 0.06 4921.15 0.22 691.60 0.09 1571 1.15 0.69 900.90 O.OS T 2-11-15 II ()-4.' 12 re:iiil48i ~~:.,J~," 1.5-4 3-6 3-8 3-8 1.5-4 1 S:::MXl5-12 'il'IfUGG D~: rE:V~'(c1 T( h4 OFl #l 3( 1.:4 Oft II WEB 1x4 Oft STAHOAAO Pl T BLI{ 1x4 OFl STAHOAAD THIS OESIGH IS THE (OolPOSITE RESULT OF ~Ul TIPlE LOAD CASES. Dr.;nal}e must be provided to avoid pondinl}. PermanlE!ntbracin9 is required (by others) to prevent rotation/toppling. See BeSI 1-0] and ANSI/TPI 1. Oesil}ned per ANSI/TPI 1-1001 This dnil}n does not account for long terlll time deoendent loadinl} (creep). BUllding Designer must account for this. Ref!!r to loint QC Detail Sheet for "'a.illlUlII Rotational Toler.nce uud IRC/IS( truss 01.lte values .re bued on ~~~t~~IfigI a~~do~:~ ::p~~~~~rT~ ~~.f~~bt~O] documents such as leBO 11607. PlATItK; BASED 00 GREEN LUMBER VAlUES. -8.001 ~ -~ ~ -- ------- -- --- (QJ 2 1, 3-11-3 3-11-3 3-11.3 3 5 16 601. UPlIfT REACTlOO(S) Support eM: Wind Non.wind 1 -lOllb 2 .69lb This truss is desi9ned usinl} the ASCE7.02 Wind Speoficuion Bldg Enclosed. Yes, Importance Factor . 1.00 Truss Location. Not End Zone Hurricane/Ocean Line. No i E.:p Category. B Bldg lenjth. SO.OO ft, B dl} Width. 20.00 ft Mean roo height _ 9.50 ft, IIlph . 85 TPI Sundard Occupancy, Dead Load _ 10.2 psf Desi1nl'd as Main Wind Force Resisting System and olllponents and Cladding Tributary Area _ 71 sqft un _ n n -LOAD CASE '1 OESIGIrl air l.Plt l.Lo!. TC Vert 84.00. 1- 6- 0 TC Vert 64.00 0- 0- 0 TC Vert 90.25 3-11- 3 TC Vert 64.00 22- 0-13 BC Vert 28.20 0- 0- 0 ...Type... lbs X.loc TC Vert 60.0 - 1- 6- 0 TC Vert 31.3 3-11- 3 TC Vert 10.5 3-11- 3 Te Vert 69.2 22- 0-13 Te Vert 19.4 22- 0-13 LOADS R.Plf 84.00 64.00 90.25 64.00 28.20 ll/Tl 1.00 1.00 a.OO 1.00 0.00 R.Loc 0- 0- 0 3-11- 3 22- 0-1] 25-10- 8 25-10- 8 LL/Tl 0.19 0.78 0.78 0.78 0.00 4-6-7 8-5-10 4-6.7 17-6.7 4-6-7 22-0-13 3-9-11 25-1D-8 3-9-11 .... . .... .. . .. .. .... . ,I ..... . . ...... . .... . .. .. . . . .. . .... . .. ...... . . .. .. .... .. .. .... . . .. .. ~B 7s..10.8 10-1.B 9 10 11 12 13 14 15 STUB 3-11-3 I 4.6.7 I 4-6.7 I 4-6-7 I 4-6-7 I 3-9.11 I 3-11-3 8.5-10 13-0-C 17-6-7 22'{)-13 25-1D-8 ~':s=~;;~~~~ tes~O~gJ-~onW1~~~ 'i~~'e. !. Read all notes on this sheet and give a copy of It to the Erecting Contractor. _ ~ ThlldnlQn lSfl)I an nlMdllal buIldi'lQ (OII'IpOI"eIIlnollrua.,.m. 'hnbM1lb...:lonl(lKl'allonall"Mledllyllwl~~ an:ldonll,"~wrd'llhea.w...->enilInIdTPl_/lFP"clotS;gn~ No~lS-....cllotclimenlional_X'/'.~ _labe....nlllJdllyIt'eCO/ftlll)f'l8flmanul___.-bl-.gdHig...ll'IorlCll_ n.bulding~__lhIIlheloadl I ~onlhlsdlliOn_ote.tftldlhe_ing~llylheloclilbullcl'"llcodla""IN~~ Thedlslgnau.-.lI\8Ilhelapctoonl MOSHOFSKY itI'-'a"'bf~llylheIOOlOtllootshealNng_hb<>llam<;l1ofd.lNtallybtxedlly.rigil:lshe..-wno"""d~-.ched. _nOlhe_ ~ 1'\OIed. 8taanoltVw<'l..btl3tet.llUPPOfIof~me_"'ol'\lylOtedl.lDrbuctllngletlQll'l. TI'lisCDtnpO..f11lha11l'\01be~"'"" I r~TRUSS _nl.~""'.CM4I!lI'emorsluteoorMnldlhe.oodlCle'~'9'IIoanlSlottaulllll_pe.,0DttUSi0n_F~."""'Ie.irlIlalI 4445 Northpark Dr lan:lbfxe_!tu$t"'Kl;I)I'danc:e_lhelOlloooingltarldan1s..bnl_CI.Ibt1gOetPRep)IU....ail;lbll!as~lI'\)mr~.IIOIIw_. C010 Spdngs, CO 80901 ~.I.ANSVT>'ll..WTCA1'-wOOClTrussCoundl"'..menca&.-dan:l0esl0"R~.'8lJ1LDINGCOMPON:ENTSAFETY'NFORMATI(lN'. (BCSI 1-llJ1 al'ld 'BCSl SUMIoIIARY SHEETS'lly MCA _ TPI. The TIUSS F'bIo! Inslill.Ie (TPI) IS lOC.alI!(l" 5&3 O'Qnolro on.e. Madllotl. TRUSPLUS 6.0 VER: T6.4. ~iscQnsin.5J1l' T~.._tlca...F~_P_~(..FP~llS=.~'1',1QD,S~~:Sle~W_~.OC2003~ Cust: EVANS WO, Orive_'-evs2_LOOOOS_JOOOOl Dsgnr: Il( = l3 wr, 1631 TC Li ve 25.00 psf OurFacs L_l.lS P_1.1S TC Dead 7.00 psf Rep Mbr B,d l.00 BC Live 0.00 psf Rep Mbr Comp l.00 Rep Mbr Tens l.00 BC Dead 10.00 psf Q.C.Spacing 2. O. 0 Design Spec IRC-2003 TOTAL 42.00 psf DEFL RATIO: l 240 TC: L 2' J@1lJi 1NIi!lJ1Ti1iI~; iE%'1/!\\ii8~ Tm$$ ~!]): 1E\f~-(c;2 '< BRG X-lOC REACT SIZE ll.EQ'O 1 0- 2-12 1275 5.50" 1.50" 225- 7-12 10845.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX OEFLECTION (span) : L/999 IN MEM 9-10 (LIVE) La ~O .09~ (). -0.06" T - -O.IS" ~!~l~~~!~~I~a~~N~s!~~! o~~l 2-1 -Ul631.lSl US 1.60 0.6] 1-4 -18611.15/ 1251.60 0.61 4-5 -15751.15/ 1011.60 0.17 6~~ ~7!~601! 1_' -321.601 8-' .1.l1.tiOl 9-10 -.(61.60/ 10-11 -521.60/ CCMP.(OOl.)~ ."~""ll -4961.1S} -521.60/ I Dl's;g~l'd Der ANSI/TPI 1-2002 Thi5 des'ign does nDtaccount for lonCJte..rn ti,"edellendent loading (creep). BUllding THi'SS~~S!G/~~t T~~((~~~iTE t~gUl T OF MUlHPlE lOAD CASES. Loaded for 10 PSFnon-concurrent BClL. ~[~~~~e B~5E6 ~ t~~E~dL~M~ER a~t~E~~nding. Te 2>0:4 OFl 11 Bt h4 OFl 11 WEB 2~4 OFl STANDARD Refer to Joint IX Detail Sheet for M.uimum Rotational Tolerance used IRC/lac truss plate values are based on testing and approval as required by lac 1703 and ANSI/TPI and are reported in available documents such as leao 11607. ~ ,., ,-, 3-' .-, 4-.10 ""'!"""l m Ins l.H 0.1I U411.lS 0.1I 1.2411.n 0.41 U351.H 0.41 U2S l.H O.H ""'!OO"l m 2281.2$ 0.09 69I1.H O.ll lU 1.60 0.10 106I.lS O.ll 2221.2S 0.09 (Ql~l ~ UPLIFT REAGION(S} Support C&( Wifld Non-Wind 1 .1001!> 2 -S91b Hip-Drop: 0-1-14 This truss is designed using the ASCE7-02 Wind 5peclfication Bldg Etlclosed - Yes, Importance Factor .. 1.00 Truss location ",Not End lone Hurricane/Ocean line"' No , Exp Categor~ "' B ~~~~ ~~g~t~ei h~O~OOl~~i6B~~~ :~~th.." 8~'OO ft TPI Standard 8ccupancy, Dead load.. 10.2 psf Designed as Mai... Wind Force Resisting System and Compotlents and Cladding Tributary Area", 52 sqft 5-11-3 7-0-13 7-0-13 5-9.11 .... 5-11-3 13-0-0 20413 25-10-8 . . ... . .... I, 5-11.3 12 14.1.10 I, 5-Q.11 51 . . .. . 3 , . . . . .... . .. . . . ra:c;o- ",001 ...... . . .... . I I . . . . ...... . . . . .... . . . . . ... . . .. . . . . .. . 4-3-15 .. . II 5-3.11 ...... .. . f'P . . . 3-7 .. . . .. . 0-4.7 3-. .... . . . ... -.'. ~6 ?5-10.B 10-1-8 7 . 9 10 11 STUB 5-11-3 I 7-0.13 I 7-0.13 I 5-9.11 I 5-11.3 13-<l-<l 20.{)-13 25-10-8 Read all notes on this sheet and give Oil copy of It to the Erecting Contractor. _'~ TNsdeslg"isfor..~builCIing~fll:IIlruSS$ySIet!I.nhabeenbaseclon~pI'OYidedbyhlXlOl'4'Of*'llmanuladunl' arddoneinxmn:lan;:e_INWIl'el'IIve_olTPI""AfPAdeslgn~_ NolMPOnsobll!y15ASU1l'edfo;lrllllnl!tlSioNlac:ancy, o.menslOR5 _lObeoe<il\l!dbylN~nlrnanutac:lln'r_tIuoIISIngOMigne'rprlorlOtatwIcalion Thetluolcr"'lldnlg....'........DC8I'taln_Ih!lD.acls l utiIil""'onthisdesign_OIe.oeecllheloilllingimpDsedbylheb;:albuillling(Dde_Ihe~IClNr~_TheclesiCJn_Il\;llIheIoJlChonl MOSHOFSKY 15..,....,brXl!(lbyIheIOolOlftoorshe~...,lhlIOOtIomd'Ofdislllll!r3llVbr~by..figi:lshea!lwlg....n~"~..aad'llIcl. l.O"Ilnaolhll_ notede~ShOown..IorIaWlralSlJllPO"'lofcornponenlSmemt>erl"""lOfI!duI;Ilbucl<lingleroJlh_Thlsa>n'IIXIl'lllnlsn.tlfll:llbeplOlced......., W~! TRUSS i ernnronmenlthat_~""'rnoi!ll..ec:onlenlollhll_lOe.ceecll",.noo.~conne_t3OfplOllec:o<llWOll. f;lbrDle.hIn:Sle.inS1Ol1 4445 Northpark Dr _brxemostruss"'iKl:OI'd;JflQlwilhltoelOlo*ing_"rllS '.lOonl_c.umnoCle1.MRe1JO"b ",,,'lable asOUlpull!l'Om Tov-al.,.,...... CoJo Sprlngs. CO 80907 11(~~~~;:~;;~O:'~~H=:~~~la:~_~~R=(T~I~D:::':~:~:~~:~::TIO~-. TRUSPlUS 6.0 VE~T6.~~~~'"~~9 TheA.~f<>=l:anclP_,A~(AfPAI<SIocaIeclIl~~1\.~~__~~~.s~~WahonQton.oc~=='---..,"'~= Cust: EVANS wo: Drive_C-evs2_l0000S_J00001 Dsgnr: #lC.. 34 WT: 1491 TC llve 25.00 psf OurFacs l..1.15 PR1.15 TC Dead 7.00 psf Rep Mbr Bnd 1.1S BC live 0.00 psf Rep Mbr Comp 1.10 Rep Mbr Tens 1.10 BC Dead 10.00 psf 0 C Spacing 2- 0- 0 Design Spec IRC-2003 TOT~_-,,-==. 42.00_~_~I:FL RATIO:._ L/240 TC: L!~t. Jolb> 1M1aI1m@7.'1'f'l#~!M~ 2 IQl 1'~1ll55 DIOi: [f!'\,I'~~~ UPLIFT REACTION(S) Support C&C Wind Non-wind 1 -lOOlb 2 -S51b Hip-Qrop : O-I-lot This truss isdes;gned USin!l the "5([7-02 Wind Spec1f;ution Bldg Er!Closed . Yes, Importance Factor . 1.00 Truss Location. Not End Zone Hurr;canejOCl!.an Line. No I Exp Category. B 81dg Lenlth. SO.DO ft, B dg Width. 20.00 ft Mean roo height. 10.n ft, IIIph. 8S TPI Standard ccupancy, Dead load. 10.2 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Aru . 52 sqft Designed per ANSI{TPI 1-2002 Htis duig" does not account for 10n9 term time dependent lo.uling (creep). BUlld;"g TH~S6ls!GN m~~t T=~(~;f.o~~h t:aUlT OF MULTIPLE lOAD CASES. Loaded for 10 PSF non-concurrent BCLL. g[~~~~e B:S~~ ~ ~E~~d~~MiER a~~~~E~:ndin9. BRG X-LOC REACT SIZE R(Q'D 1 0- 2-12 127<; 5.50- 1. 50' 2 25- 7-12 1084 5.50 1. 50 BRG REQUIREMENTS shown .lore b.losed ONLY on the truss mater;a1 at e;lch bfl.lorino MAX DEFLECTION (span) : L/999 IN MEM 8.9 (LIVE) l. -0.19- 0- -0.13" T. -0.31" (UnCAL !olDeU F(Il(('>: l~~ ~\';~6!~i.!~ W'l~2!~601 o~~} l.] -11110 1.15/ 1111.60 O.H ]_. -1172 1.15/ 115 1.60 O.H .-5 -15091.15/ 971.60 0.51 5~~ ~6!~601! 1-8 _251.60/ 8-9 '151.60/ 9-10 -H 1.60/ COCP.(DJl.)/ I :mH:m~ I TC 2K4 DFl 11 BC 2K4 DFL II WEB 2K4 DFl STANDARD Refer to Joint QC Detail Sheet for Max;mum Rotational Tolervu:e used IAC/IRC truss plate valuu are based on tuting and approval as required by IBC 1703 and ANSI(TPI and are reported in aV.loilable docullHl!nts such as ICBO 11607. . "~'!~'! '" llS21.lS 0.59 un 1.15 0.60 13221.15 0.59 1I..1.lS 0.S8 " "~'!~'l '" 39) 1.15 0.15 1021.60 0.12 M 1.60 O.H )931.25 0.15 .. ,-, ,-, ,-. .-. 7.11.3 5-0-'3 >0-13 7-9-11 7-11-3 '34<l 184-13 25-11).8 .... 7_11.3 10_1_10 7.g_11 . . I, 12 14 51 .... .... 3 . . .. . . . . . . .... . rs:oo- -8,001 .. . . . ...... . 4. 2,... 4. . .... . I I . . . . ...... . . . . .. .. . . . . . ... . . .. . . . . .. . .. . 5-7.15 ...... .. . 1 6-7.11 . . . f'P .. . . 3-8 .. . I .... . 0-4-7 2.5.... 2,... . . ... S=3,s.-t ,.- ~ 25-10-8 10.1.a 7 8 . 10 STUB 7.11-3 I 10.'.10 7-9-11 I 7-11.3 16.0-13 25-10.a "!'~~#a~ t~~:S~~~~~~I~ leslo~&)~~~~ t~R~ e. 'Read all notes on this sheet and give a copy of It to the Erecting Contractor. ~ TI'I$*SlQfl;,b'~~tuilCIi'lgCl:lll'Cll)l'elll:llnasysllrm_ .""tleenlla*OIl~pIV'Ildedllyllle~"""xUer an:lllonlin~-.lhe.ea.nenl~oITl'1_AFP.dnlQn""anls No~is~bfcknenliOnallCClnl:y.~ . _1Dt.oerf;edlly...~~.-dob'~<lniQnHpt'OtlD~ n.~CIiJSlQlWr__htll'lt~ 1dited000_l5ni;ro_ct..oeedll'ltb3ding~llyll'ltbc:alIluilclroOCIClllean:lll'lep.ll1l(ul.-a(IClIaIictI. The"'"9'1aaurnesht..lDpd'lolll MOSHOFSKY 1S.....,lnoIdlly...rvdctlbctshe-"*'a..:l..llOltWIldllll'd.l3Ie<alIylll_lly.I1Qi;t....~....-.~--""d...-llItefwiIe ..-d ~1fVM1.bf~lUPllQIlol~rnernbers~lDreducebuc"''''C1lengl1l nw.~~lI:Ilbllt~'"'" 1Y'~j TRUSS ___lNlwil~ll'Ie~~dlhe--'~e.~'QIlI,atldIDIca.-_lIUleconosmn, Fmr.:.-."-Ile.instIII 4445 North .ark Or. ~andlllaa!rr.._..~.chll'le~~,.JoonI_Cul\Incr~~...aQbIe..OO'-"'IromTrusw..____. Cola 5prin~s CO 80907 tl'ANSVTPII'.WTCA"'WoolITIUS$CounciIr:AAmera~Dnill"~,".1lUIl0lNGCOMPONENT$AFETYINFOAMAT10N". . IIlBCS1 1.(l3).nd "BCSlSUIoIIWARY SHEETS'llyWTCA and TPI. The Truss P~ 1nsI."fTPII"~ III Sll3 D"OnoIfoDrwe._isOn. TRUSPLUS 6.0 VER: T6.4 .li3.vISCOn$in!>]110 n......,;c;,nFc_sU...IP.....Aaoaah>nIAFPAjillOcnldll I1I11I1trlSlreel.NW.SMllOO.WzPWIgIOn,QClOlOli ~_.~______-----------'h- _, _.-- Cust: EVANS WO: Drive_'-evs2_LOOOOS_J00001 Dsgnr: ILC _ 34 wr: TC L;ve 25.00 psf DurFacs L_l.15 TC Dead 7.00 psf Rep Mbr Bnd BC Live 0.00 psf ::~ ~~~ ~~~~ BC Dead 10.00 psf O.C.Spacing Design Spec DEFL RATIO: 14S1 P_l.1S LIS 1.10 1.10 2- 0- 0 IRe-2003 l 240 TC: l 24 TOTAL 42.00 psf --==---~----..===_. . ----= J@~ lNI~mii~ ~'\fft~~'!I~ BRG X.LC)( REACT SIZE RlQ'O 1 O. 2.tz 1275 S. SO" 1. 50" Z 25- 7.12 1084 5.50" 1. SO" BRG REQUIREMENTS shown are based ONLY on the truHIII,1terial at uchbearing MAX DEFLECTION (span) : L/999 IN "'EM 1-8 (LIVE) L= -0.17- D- -D.a" Too .0.28* ~~tCAl~!~~I~CE~t~.j!~601 o~~~ 2-3 -U91 1.15 I IH 1.60 0.21 3-. -10161.11 I Ul1.60 0.41 .-5 -1215<'1.111 1181.60 0.28 5-6 -lS411,lS / Bl1.60 0.11 ,~ ~~if~60~~ lm]!M.~l o~J '-9 I 1017I.U 0.41 9-10 I 10171.15 0..7 10-11 -103(1.60)1 U20 loti 0." 2~ C:-:;if~5~~ TEfu!~60l o~I ]_1 / 1461.25 0.14 )-10 -117(1.60)/ all 1.150 0.07 .-10 I 3421.250,14 ,.,..10 -261(1.15){ 1301.60 0.11 TC 2ll. OFl 11 3( 2X4 OFL U WEB 2)(4 on STANDARD Refer to Joint OC [)@tail Sheet for MaXl1ll1/1II Rotational Tolerance IIsed IRC/lBC truss plate values are based on testing and approval as required by IBC 1103 .and AHSI/TPI otnd .ire reported in available doculIlf!nts such as ICBO '1607. Oeslo;ned per ANSI/TPI 1-2002 This desio;n does not account tor long term time dependent loading (creep). BU1ldinq THVSSb~sjt.Nj~tT~~cC~~~Yht~aiJlT OF MULTIPLE LOAD CASES. loaded for 10 PSF non-concurrent Bell. g[:;~~e~n ~ ~~~~dr~~ffia~~eE~~nding. 1fm$$ HOl: iE~~~!;; .; @'lV: 2 1 i " UPLIFT REACTION(S) Support C&C Wind Non-wind 1 -991b 1 -57lb Hip.Orop.0-1-1. This truss is designed using the ASCE1-02 wind SpeC1ficiltion Bldg Enclosed.. Yes, IlIIportance Fattor .. 1.00 Truss lotation .. Not End lone l!urric;ane/Ocean line.. No I Exp C;ategory .. B Bldg lenlth.. SO.OO ft, B dg Width.. 20.00 ft Mean roo height.. 11.S0 ft, lIIph .. BS TPI Standard Occupancy, Dead load.. 10.2 pst Designed as Main Wind Force Resisting Systelll and Components and Cladding Tributary Area.. 52 sqft 5--2-1 4-9-3 6-1-10 ....9-3 5-0.9 5-2~1 9.11-3 16413 20-10-0 25-10.a I, 9_11-3 13 6-1-10 I, g..9.11 61 .... 2 5 . . ra:oo-- -8,001 .... .... . . .. . . . . . . .... . .. . . . 6-8 , ...... . I 1 . .... . . . . . ...... . . . . .... . . . . . ... . . .. . . . . .. . 6-11-15 .. . 1 7-11-11 ...... .. . riP . . . .. . . 3-7 4-5 .. . I I .... . 0-4-7 2,5-4 3-8 0-5-7 . . ... 5=3,5-4 ." ~ 25-10-8 10-1-8 17 8 9 '0 11 STUB 9-11-3 6-1-10 9-9-11 I 9-11-3 16-0.13 25-10-8 &=' :r~~~1~~~0 1~~::s=~~~~~I~ e~':d. tes~o~~I~~~~ i1~~.le 11 Read all notes on 'his shee~ and give a copy of U ~o the Erecting Ccntr.acto,. ~ r....clesiOll.b'...IIICIM2uallu1cling---""n:IIlruIS~. ftllnbnnbaedOll~~lIj<""c:omponent~ ;JI'Iddoneill~.cnlhe~__fflTPI""'o\FPA~n~. No~.-.medbdlrllllnSlllNlilaUXy. ~ _..IJe.......,lIj<....~.....u__..-doIOf~dHogne<_..I~, 1l'It1luldingdft;gtle<__N.._ UIlIzedonlNslMSlQn_Ofe,~""Iu:2lrogimp:l-'lIj<lhIrbQIOUOllklQ~nlhe~~ rnetleSogn_lhItlhel:lpctlonJ MOSHOFSKY is~tnclIdtl'l'IN!I'OOfOfIbOf.,...,qnlNballDmd'lOfllos~btXl!dtl'l'anocl~"..naIOored!Jmad..:I.~- l'IClIedB<........,...,illotlalefallUppOl'ttll~~oni'l'l;I~ucebuC;lding.......rhosr;omponenlSl'lallnclllJe~....any I~~ TRUSS e...........,.,,_...ca<seIhlr_oor-.nlfflhwoocl....~'!l'l'.ando'or""""'CI>fII"<<I;II'pl3eettlf'OSO)ll.F~.I\andIe.ir<<aI 4445 Nor~h Ie. D a""lItaol!lIIrslrVn...~ancewlfl\lllllOlclwin;l~s..JoonlanclCvnmgOetailRepattl'....aull6InO\llJlYl'''''"rrusw*.:lftw_. Co 10 sprjn~~r COr 80901 I' '"",SVTPII'. wrCA 1'. Wood rfUACclu'c:IffI""",""," Stanclanl Desogn qesQOnsiOiI/Iles. 'OUILOIN(OCOt.lPONENl SAFETY lHFORMArlOK'. , . CBC$ll.ooI_1ICSISUMMARYStlEErS'lIj<WTCAnTPI T""r"""Plalelnst_(lPlllllocn<l_583(,.O..,I"oOl1~.MadilOn. TRUSPLUS 6.?_ VER: T6.~~ ~m r~~~~nPlIPf'~~f:~~~~~llI'~Slreet..~._s~~:w~~~ Cust.: EVANS WO: Dr;ve_C-evs2_l0000S_JOOOOl Osgnr: IlC.. 34 WT: 16]1 TC live 25.00 pst DurFacs L_l.15 P_l.15 TC Dead 7.00 pst Rep Mbr Bnd 1.15 BC L;ve 0.00 psf ::~ ~~~ ~~~~ i'ig BC Dead 10.00 pst D.C. Spacing 2- 0- 0 I Design Spec IRC~2003 TOTA~ 42.00 pst DEFl RATIO: L/240 T~_1!24 'Job i>ilOllme: !e'\!~~------- '. BRG X-LOC REACT SIZE I{[Q'O 1 0- 2-12 1275 5.50" 1. SO. Z 25- 7-12 1084 5.50" LSD" SRG REQUIREI'IENTS rohOWfl are based OHL y on the truss material at !!a.eh bearing flW( DEFLEarON (span) : Il/888 IN "'EM 7.8 (LIVE) L_ -0.35" D= -D.ll" T. -O.SS" 1~~I~~~!~~1{[lt~il~601 o:~~ l-l -l1l11.ISI 1051.60 0.45 S.. -194l.lS/ 1111.60 0.13 4-5 -llJ61.lS/ 1011.60 0.43 S.' -15151.15/ UIS 1.60 0,4) oc ,., ,., ,.10 >D-ll Te 211:4 Oft II BC 2114 OFl n WEB h4 DR STANDARD R.efer to Joint QC Oeuil Sheet for . M.tK;mum Rotational Tolerance used IRC/lBC trun plate valves are bued on tl!stinljJ olInd approval as required by IBC 1703 and ANSI/TPI and are reported in ,1vollih.ble documents such u leBO 11607. """1""'l' -101.60 I _101..60 I , -94(1.60)/ "''''!''"'!' -JlIOl.lSl _71.60/ -1091.601 , -)Tan.U)! ""'1""'1 m UOO 1.1} 0.60 UOO 1.15 0.11 8941.l5 0.16 11901.lS 0.1. ""'!""'l en H61.60 0.23 J5Jl.lS 0.16 lU 1.60 O.O! )461.15 O.IS 1521.60 0.22 .. ,-, ,-, '-10 '-10 S;lO 6-2-1 6-2-1 " 11_11.3 2 fil.ii() Truss 0I0l: IEVS-Clil Designed per ANSI/TPI 1-1001 T~is desigl'l dol'S not acrOUl'lt for 10"9 term ti,"tdtpendent loading (crl!l!p). BUlldil'lg 0e~d91'!l!r ,"ust accoul'lt for this. THIS DESIGN IS THE C()oiIPOSITE RESULT OF MULrIPLE LOAD CA.SES. lOaDp.a for 10 PSF non-concurrent BCll. ~[:f~~.B:S:~ ~ ~~t,D~~M~~Ra~~~E~~naing. 5-9-3 11-11-3 ~~ 64. 25-1().8 ~_1.1<\ 3 4 5-9-3 19-10-0 11.9.11 5 "",001 4.5 6,. I ~rx 0..-4-7 . ,.- ~ '7 4-6 . 11-11-3 11-11-3 2s..10..a ... . ~- E:O I tf ,0-1-8 11.9.11,1 STUB , 25-10-8 6' 3-6 X 0-5-7 teser,rs~~ ~~~;~~~g,gl~ lesto~~~IMeg,~t I~R~'e I fr:: Read all notes on this sheet and give a copy of it to the Erecting Contractor. ~ T""desIgn.ltlr-"rcIwIlIuaIbuIclInCI~notllWllySMII'I.'ha-"_on~~lJyh~~ and_..~wIIlhl;Unl"'_dTPl""AFPAOnlgft~_No~._ltlr"mensionaI_~_~ f!.....beW""-:llJyhCl)OllClOrWllmantt_f-.utul<l'"ll~prIoI..l~ The~il'lIclftiOtlefffIUII~\Nlh~ liutiljl""Of>I...(lnjgn_Of..c:MIdlhllload.....~byl!lelclc3lllulld.....rodeandhPl"llCular~.no.llesign__h""d'lanl MOSHOFSKY iis_fallyb<aaKlby".rfJdOflDof_aI!ling_""'boIIomd'Ofll.....-.lIybtac8llby."CIr1_aIhinO_"~_._~ noIell BrKona.,..,......ltlr~lUCIllOI'Icfm~_onIyb.eclua!budclilllil.rqd'I Thllc;ofTIIlOf'eflIshallnotbeplaoMl..;tny ~~I TRUSS enwQl"tl'll!'...__eauMn.~~oI!he-.oodb..ClI8lIl......-dIott&R~llIaII!COI'!OKHl Fatlt-aIe.hardll!.instaI 4445 Northpark Dr. andl:fxell'll$lfuSIonllCElln:lanee_lhIIlolIr1wI"'\IlUIrlll..:s"..kWIl..."CulMg[)eQIl:lellDfll'..wtIll!nOt.Cl>l.llIfomTf\>SWaI!OItwate. Colo Springs, CO 80907 ~''''NSIfTPI''.WTCA1''Woo<lTfU!I/ICourdcf.....-.:.aStan$ftDnlgn~."8UllOlHGCOfotPONEH1SAFETYlNFOAMATlO~' -.liJCSll..(l3Jarcl '8CSISl.JMMARY SHEETS' by WTCA...." 1'91. no. Tn.a~ ~rrPl,.lx.aI8d aI!.a3 D"Ordro;Io.-. ~....... TRUS!LUS 6.0 VER: T~.:.~~~~~~:!7lO TI'.AmericanFOrestat'd~AuooaloIIAFP"".bc.-~1'1191hSlree1.NW~.W--.on.DC2tXDll -----.---..----- - ------- -~--~_..._---_. '-'--- .--=--.--..=-- Q ~ UPLIFT REACTION(S) Support C&( Wind Non.Wind 1 -911b 2 -$Dlb Hip-Drop: 0-1-14 This truss is desi9ned using the ASCE7.01 Wind SpeClfication Blag Enclosed _ Yes. ImporUnce Factor.. 1.00 Truuloution_Not End Zone Hurricane/O<;ean Litle - No i Exp C.tegory - B Blag length - 50.00 ft, B dg Width. 10.00 ft !Wan roof height.. 11.16 ft, mph .. 85 TPI St.1nd.tra Occupancy. Dud LO.1d.. 10.1 psf Ol!signea .s Main Wind Force Rl!sisting System .1nd Compotlents .1na Clo1dding Tribuury Area _ 52 5qft .... , . . . .... . . .... .. . . .. .. . .... . . . .. ...... I 9-r\,rp . ...... . . .. . . ...... . . . . .. .. . . ... . .. .. . .... . . . .. .. ...... . . .. .. . . . . .... ...... . . .. . Cust: EVANS loll, Or;ve_C-evs2_l00005_JOOOOl Osgnr: ILC - 34 ""', 1721 TC Live 25.00 p,f DurFacs L..1.lS P.1.l5 TC Dead i'.00 p,f Rep Mbr B,d 1.15 BC Live 0.00 p,f Rep Mbr Comp 1.10 Rep Mbr Tens 1.10 BC Dead 10.00 p,f O.C.Spacing 2- 0- 0 Design Spec IRC-20a] TOTAL 42.00 p,f DEFl RATIO: l/240 TC: l 24 -- ------ - - ---.-- - - - -- --- - ----------- - - --'-- J@[t>> 1NI<a111i1i1~: ~~~~~ lhll(i$ ~1Ol: 1E~~..zc:~ aRG X-LOC REACT SIZE R[Q'Q 1 0- 2-12 1089 5.50" 1.50" 2 25- 7-12 lOB4 5.50" 1.50" BRG REQUIREMENTS shown arE' based ONLY on the truss material at each bearing MAX DHLECTIOH (span) : t~9~6.6~..ME~ ~O:06SLI~~) -0.16" ~~I~~~!~~!~cr~tNi1!~601 o~~~ 2.) -B70 1.15/ 1351.60 0.48 )-4 -1l62 1.15 I US 1.60 0.41 4-5 -15341.151 871.60 0,46 DuiqnE'd per ANSlfTPI 1-2002 This dE'slg" does not account for 1009 term ti..edependent loading (erE'ep). BUllding TH~r ~lSiGN mI~ t T~~c~~~~Ih t~~SUl T OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLl, PlAn~ BASED ON GREEN LUMBER VALUES. T( Ix4 OFl 11 ae 2x" OFl II WEB 2x4 OFl STANDARD RefE!r to Joint QC Deuil Sheet for Ma)dmum Rotational Tolerance used IRe/laC trun plate valuu arE' basE'd on testing and approval as required by IBC 1703 and ANSI(TPI and are reported in .available documents such as ICBO 11601. " ~si~~:O~~ ""rl'" ,., 1200 1.B 0.S2 ,., j 7911.B 0.49 . ,., j 7911.B 0.4" . ,.,,, -70(1.60)/ 1190 LIS O.H .. -rr ""rim ,., -3651.15/ lS91.60 0.11 ,., -541.60/ 5641.15 0.25 ,., -551.60/ 5501.150.24 ,., -3581.15/ 1601.60 0.11 1Ql~ iB\ UPLIFT REACTION(S) Support eM: lrIind Non-lrIind 1 -41lb 2 -411b This truss is desilJned using the ASCE7-02 Wind SpeCIfication Bldg [n~losed .. Yes, Importance Factor - 1.00 Truss lo~ation .. Not End lone Hurricaf\e/O~eaf\ line.. No . Exp Caagory .. B Bldg lelljth.. 50.00 ft. Bldg Width.. 20.00 ft Mean roo height... 12.52 ft, mph .. 85 TPI Standard Occupancy, Dead load - 10.2 psf Designed .as Main 'IIind Force Resisting System and Components. and Cladding Tributary Area _ S2 sqft 6-8-7 6.3-9 6-3.9 ~.15 6-8-7 ,3-{).{) 19-3-9 25-10-8 I, 13-0-0 13 12-10-8 51 2 4 18]0" ~ .... . . .... .... . . .. . 5-7 . . . . . .... . 1 1. .. . . . ...... . . .... . . . . . ...... . . . . .... . . . . . ... . . .. . . . . .. . j riP .. . .1..... .. . . . . .. . . J.{l J.{l .. . I I .... . 04-7 0-5-7 . . 2,5-4 2,5-4 ... 5=3.5-4 ,.- 16 25--10-8 10-1-8 7 6 9 10 STUB 8-9-10 I 8-4-12 I "".2 I 8-9-10 17-2-6 25-10-8 Ies~O~~)~on~~~Pciim~Ro~~ Ie Read all notes on this sheet and give a copy of it to the Erecting ContYBclar. ~ Thisdesignlslol'''indMdtAl~componentl'(ll:truMl)'SlItm..l\a$beenba!ledon~lIftIVidedllylhe{Dtl1lOf'elll~ an:l_in~-.lhIIWtIeftl""~ofm8llllAFPAdnign$l.ncJan;lI.No~Is-""""Iuo-~.:a..el'.~ ~ ilft!lObe>e<lrlllllbylhllCllfTlllD"l!ntmantbc:tuoefanG/oflluilclinQdnQnerprio<lOlabIicaion Tllebulldlr1ldnQne<must~1hat1l'e1oms uCll\.l:edonltlisde5ign_o<e.ceedll1e~ingirrlClOSedbylheb:albulldlng(:ll(leandll1e~~n.The~n~lhatll1elolld10111 MOSHOFSKY 115"'allybfilO!dllylhllIllOIO<I'loot$l'leillllinganlllhebaCltllnchor'dlslalll!rallybrKedllylrigiclshelltllng",*nal"-::ll'\r~' un/e$S~ noIed. 8Qcingshownisfo.-laIII!raIsuPPOffof~mernlIefsontylOreducebudd"'4l~ Thiscomponenl5NInmlClepllCl!dinany ~~~l TRUSS ~en'IWl)MW!l"IllMtwilleasell'emQlltln~"oflhewoodlOe1ceedl9"Jl.an:2lofcaust'lXllYleCtl<lUIBmmlSIOn flbfoale.handle.inslaf h k IndbrlOl!\l'ristl'USSlnaa:ordanoe......lhlIfoIkMina!lUlf\ltafd's..JooI"IlIn1CulIirogDetailReOOl'lS.lVabblenoutP<AlromTrusw..SDftw3fe. ~~1~ ~g~;n~~~ C8rS0901 rANSIITPI 1', WlCA I'.WOOCITruss CounoIofAnw:nc. SIan<:lilnlOesign~nsiboIIlIn. '8UILDINGCOf,lPQt.lENTSMETY INfORMATION'. .It lacSI \-OJ).nd -OCSl SUMM...RY SHEETS' tIy WTCA and WI. The TIUS$ PIaIe IIISbIUIe ITPljll bc.-l;lt ~3 D'Qnclr-o OrNe. Mad_. TRUSPLUS 6.0 VE~:..:r~.~._l.jr~5J7I!l The~fianf_an:lP_'~(AfPAI;S~iII'1\1\9It>SIteet.NW.s...~Was/lo<"qlDn.OC:xlOJ6 Cust: EVANS 1<<): Drive_'-evs2_LOOO05_JOOOOl Dsgnr: #LC "" 34 Wf: 154' TC Live 25.00 p.' DurFacs L",1.15 P=1.15 TC Dead 7.00 p.' Rep Mbr Bnd 1.15 Live p.' Rep Mbr Camp 1.10 BC 0.00 Rep Mbr Tens 1.10 BC Dead 10.00 p.' O.C.Spacing 2- 0- 0 ---- Design Spec IRC-2003 TOTAL 47..00 p.' DEFl RATIO: l/240 TC: L/24 JoibJ iNl(iilmru~; ~'\o7,0\~~ ~ BR.G X-LOC RE.ACT SIZE. REQ'a 1 o~ 2.12 2713 5. 50ft 2.91" 2 ])- 9-" 17]] 5. SOw 2.91~ BRG REQUIREMENTS snown are based ONLY on the truss m.teria~ at each bearing """" DEflECTION (span) : l/729 IN MEM 15-16 (LIVE) l- -D.H" O. -0.38" T., _O.93ft OUTICAl HE.~ER FOllCES: Te COl'lP.OUR./ TENS. OUR. CSt 1-2 -49ot8 1.IS I 1421.60 0.95 2-3 -6U61.lSl 1621.60 o.n )_4 -72721.H/ 1671.60 0.90 4-5 -"S6l.lSl 1651.60 0.91 5-6 -16Stil.lS! 1651.60 0." 5-' -16561.lS/ 1651.60 0.91 1_1 -71721.1S1 1611.60 0.90 1-9 -61161.15/ 1621.60 0.tl5 9-10 -49<18 I.u I 1411.60 0.95 1M to~~ionWl1.':"~~1 I~R~ Read all notes on this sheet rmd give a copy of " to 'he Erecting Contractor. ~ T"'de$lgnisJgr..inl!MduIIl~~noI_s..-m.."'__DIl~prv"*'d~1he~~ ...ej~~~ .:::=;::..,.~~:.::.,:-==~~~~~~==~ UlIkz8donlhisdesign_O<.~.-olIl'ae_'"llimp:lwdbrll'aebglbu*lWlQCOCIe_lhe~~ Tl'edes;g.,a__......d1on:I MOSHOFSKY ""_aly.......,brll'emdOflloo<..-..ulfldlhebollomd'otd.tnI<...brila!Clbra"godVe~__dQcIIy~.......~ 1_ Btaong_..b'*t"~"'CDIT1pOnef'Ibrnetnbe..onIytll1lOuoetluCl<longlengtll TrII$o;J)nIp)I'Oenl_.lllIIbI!pIKed"'...., I~~I TRUSS 1".....ronrrenl"'-_.......Ihe_c:o_oIlhewoodlO".CMdl9'll.andIorc.auseo;onroeclO<plftconuslon F~ '-'dle'-". 4445 Nor h ark Dr !....,tlrao;zllw$lruss..KI;ll)t(I:antII_rt>eIl;lllOwrq~ JoonI_CtJllIo'luOe1a~"'~"'~aOUlllUllrgmr'II'IW""""'_ Colo Sprfn~5, CO 80901 ~NSl/TPll' WTCAI-WoodTrusseo...dolAmencaSlanclMlDes.ognRll!$p')l'$lbIlIla llUIlDlNGCOMPONENT$AFETYINfQRl,lATION'" IlJCSll.mI_>lJCSlSlJVMARYSHEETlrbyWTCAanclTPl T"TNUPIaleIns:l_ITPII..~.5ll3IYOrofr'o~ IqOItOft TRUS?LUS 6.0 _~~~~~_'.~.:~. ~~S37111 Tre~F__papet~I~_~~~"1 ~~Slreel PNI~~ w~+_~~ -, " oc ll-U u.u 13-14 14-1S U-16 16~17 11-).8 Ul-19 '>-20 20-21 .. ,-" 2-14 3.14 ,-u 4-15 4.16 6-16 1~16 7~17 8-17 8-18 ,." .... aMP. WI!. 1 ~73 1.60 1 ~72 1.60 1 ~72 1.60 1 -'161.601 -991.601 -991.601 ~96 1.60 1 -721.601 -711.1101 -131.110/ aM'.(CIM.)f I ~30 1.110 1 -13031.15 / -181.601 -1311.15 1 -181.60/ -416 LIS 1 -181.601 -1321.15 1 -181.601 -13031.15 1 ~30 1.60 1 I l[NS.DUR. 4370 l.B 4)nl.1S 4H1l.U 6222 l.U 13H 1.U 1)]] 1.15 62221.15 4)77 1.15 4)771.1S 43701.15 T[Jt!,.CIM. 1050.90 22101.15 671.60 U821.15 531.60 4191.U 461.60 U91.15 511.110 13821.15 611.60 2UO 1.15 1050,90 m 0.76 0.13 0,<< 0.62 o.n o.n 0.62 0,<< o.n 0.16 m 0," 0," 0," 0.61 O,U 0," 0,06 0," 0.11 0.61 0.19 0," 0," T 3-3-12 1 :l: 0-4-3 'ii'mlli!> ~[>>: 1E~~c[>>~ ((,)Jftl1: TC 2.4 OFL 11 BC 2.6 OFL 12 2.6 Ofl SS 13-19 WEB 2.4 OFl STANDARD WEDGE 2.6 OFl 12 THIS DESIGN IS THE C()IPOSITE RESULT OF "IUL TlPLE LOAD CASES. Load@d for 10 P5F non-concurr@nt BClL. Orainaoe lIIu5t be provided to avoid pondinljl. Perlllanent bracing is required (by other5) to prevent rotation/toppling. See RCSI 1-03 and ANSIjTPI 1. Ol!si9n~d per ANSI/TPI 1-2002 This design does not account for lont~ term tilllf!dependent1oading (creep). RU11ding OesignerlllUstaccount for this. Refer to Joint QC Ol!t4li1 Sheet for ~.;_Rotational To1eranuused IRC/IBC truss plate values are based on testing and approval 415 reQuired by IRC 170] and ,&,NSIfTPI and are reported in 41vailable doculM!nts such as ICBD 11607. PLATING BASEO ON GREEN lUM8ER VALUES. UPLIFT REACTl()N~S) : Support C&C Wlnd Non-wind 1 -133 lb 2 -133 1b This truss is designed using the ASCE7-02 Wind Speclfication Bldg Enclosed _ Yes, Importance factor _ 1.00 Truss Location_Hot End lone Hurricane/Dcnn line.. No I hp Category - B Bldg Length.. 50.00 ft, B dO Width _ 20.00 ft "'earl roof height_ 9.66ft, "'ph _ R5 TPI Standard Occupancy. 0e4ld Load _ 10.2 psf Designed as Main Wind Force Resisting Systelll and COlIlponents and Cladding Tributary Arel .. 121 sqft _-----_n-LOAD CASE 11 OESICM LOADS __.~n__________ Dlr l.Plf l.loc: R.P1f TC Vert B4.00 - 1- 6- 0 84.00 TC Vert 64.00 0- 0- 0 64.00 TC Vert 122.25 5-11- 3 I22.2S TC V@rt 64.00 28- 0-13 64.00 TC Vert 84.00 34- 0- 0 84.00 BC Vert 38.20 0- 0- 0 38.20 ...Type... lbs X.Loc LLfTL TC Vert 60.0 - 1- 6- 0 1.00 TC Vert 128.3 5-11- 3 1.00 TC Vert 35.9 5-11- 3 0.00 TC Vert 128.3 28~ 0-13 1.00 TC Vert 35.9 28- 0-13 0.00 TC Vert 60.0 35- 6- 0 1.00 R.Loc: 0- 0- 0 5-11- 3 28- 0-13 34- 0- 0 35- 6- 0 34- 0- 0 ll/Tl 0.19 0.78 0.78 0.78 0.19 0,00 1 3-8-4 1 3-8-4 I 3-8-4 I 3-8-4 I 3-8-4 1 3-8-4 9-7-7 13-3-12 17.().() 20-8-4 24-4-9 28.()-13 , 22.1.10 '9 2 3 4 58 7 8 ~164#1 1.5-4 164#1 -6.001 2.5-4 2.5-4 6-12 3.5-6 5:::3,5-8 3.5-6 6-12 ~10.~~~'0 :l: ~ 2-4 ~7 3.5-6 3-8 3.5-6 5-7 2-4 ~ 0-4-3 S=6-8 S=6-8 ... . . . . . .. . . .. .. . 5-11-3 5-11-3 5.11.3 5-11-3 34-<>-<> 5-11.3 1D 1 ...... . . . ...... . . . . .. .. . T .-<>-<> 15HIP . ... . .. .. . ...... . . .. ~ , 20 ~ 211 I 34..()...{1 1. 13-84 20-84 11 12 13 13-6-4 9.7.7 .~ " ~.-4 113-3.12 15 I 3~8-4 17.().() 17 3-ll-4 124-4.9 18 19 3.8-4 I 28.().13 s..11.3 5-11.3 TYPiCAl PLATE: 5-11-3 34-<>-<> b::'J:j' Cust: EVANS WO: Orive_C-evs2_l00005_JOOOOl Dsgnr: IlC.. 34 WT: TC live 25.00 pst DurFacs l-1_15 Te Dead 7.00 pst Rep Mbr Bnd Rep Mbr Camp l BC live 0.00 pst Rep Mbr Tens 'I BC Oead 10.00 pst O.C.Spacing Design Spec I TOTAL 42.00 pst DEFl RATIO: --_-.::~-...,!-~-- 2541' P-1.lS 1.00 1.00 I LOa 2- 0- 0 I IRe-20D) ll2iQ.~C-=-.~ --"-~ --I , , , i ... . . . ... . ... .. . . . ... .. . , . ... .. . . .. . . .. . . . . .. ... .. . . .. . J<oIb ij\,I]lllme: iEv/t\U'\li= 1FrllJJ$~ ~[IJ: IE'\!SofD);]! '. BRG X-lOC REACT SIZE Il.EQ'C 1 0- 1-12 1614 S. ~O~ "i. 72~ 233- 9-" 16145,50" 1.72" BRG REQUIREMENTS shown are basE'd ONL V on the truss material at eac!'l buring MAX OEFLEGJON (span) . l/999 IN MO'l 8.9 (LIVE) L. -o.zr 0- -O.15~ T.. -0.38" ~~l~~I~;C-lrH~i!~:01 o:~~ 2-) -226l1.1S1 1401.60 0.42 )-4 -3001111.15/ 1)81.60 0.45 4-5 -22631.151 1401.60 0.41 5-6 .2SU 1.15 I Hl1.60 0.7" 1~i ~9!~6li1~ Tmj!~sl o~u 1-9 -971.1\01 2979I.n D.lil '-10 -971.601 29191.lS o.n 10-11 .911.60 I 19191.U 0.15 11-12 _591.601 217) t.n 0.56 .. ([JIF.(llJR.)/ 2-1 I ]-1 -86Hl.15)/ )-10 I 4-10 I 4-11 -I6S0.U)1 5-11 I TC Zx4 Oft 11 Be lx4 OFl II WEB 2x4 Oft STANDARD PLT BlIC Z1l4 OFt STANDARD THIS DESIGN IS THE CCJlllPOSITE RESULT OF MULTIPLE lOAD CASES. Loaded for 10 PSF Mn-concurrent BClL. ~[:{~~eB~~fi ~ ~E~~d~~M~~Ra~~~3E~~ndin9. Designed per ANSI/TPI 1-2002 This duig" does not account for long term time dependent loading (creep). BU11dinq Ol'siqner must account for this. Rl'fer to Joint QC Detail Sheet for "'uimum Rotational Tolerance used IRC/rBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as leBO 11607. ""'1""'1 GO 6101.1S 0.10 171.60 O.SO 2311.2S 0.10 2171.15 0.10 771.60 O.SO 6101.15 O.lO , , 7-11-3 7-11-3 7.11.:\ .-0-9 20-0-4 18.'.'0 6-0.9 2G..()..13 7-11-3 34-0-0 7.11_3 6"'()-9 1~11-12 '2 3 4 '5 Iii:iiiJ "",001 QR ~ UPLIFT REACTION(!>) Support C&( Wind Non-Wind 1 -133 lb 2 -133 lb Hip-Orop : 0-1-12 This truss is designed using the ASCEJ-02 Wind SpeCIfication Bldq Enclosed. Yes, Importance Fil.l:;tor . 1.00 Truss Location_Not End lone Hurricane/Ocea.n line. No j Ellp Category _ 8 81d9 lenlth _ 50.00 ft, B d; Width. 20.00 ft ,",un roo height _ 10.16 ft, mph. 85 TPI Su.ndard Occupancy, Dead load. 10.2 psf Designed as Main Wind Force Resisting System ,tnd Components and Cladding Tribuury Arl',t. 68 sqft .' T 4-112 I ().4-3 4-<l J.4 J.4 4"" j 4-8 -8 I ItHI? .:7fi J.4 S=MXl5-12 3-4 ~ 0-4.3 2,5-4 ,aq 34.0.0 I&!l , 7 . 9 10 11 121 ~ 7-11-3 9-0-13 9-0-13 7-11-3 , I I , 7-11-3 17-0-0 2G~-13 34-0-0 IMto~~Wl~~~~1 I~R~. e 'Read all notes on this sheet and give a copy of It to the Erecting Contractor. ~ TllIIlMSlQIl.tor..~lIuilllinOc:crnporenIf1ClIln.ll$sysMm. .1Ias~~on~jIl'lWdedbf'hmrnporenllNl'UilICbnt ~"-. :::=~::::.=:.::::::~~~-::..-~~=-=:ftSO'II llllIIiNdona--.dnignn.elar"ceed,,~irlIpMoecIbf'lI'elclc:lllbuA:tlnQ~""Ihr~aoppicaOon. n.daIgn-..rrn_lhelllOc!Iotd MOSHOFSKY .la!faIrlncedby....lOOIarftoot'_-'*'an....l)atb'nCflOl'll.~btx:eclbylnvcl"lIII'WQ~llIo8aIylllXhlld. ~~ f'CIIed. 8rKIno__ittor~atlUPQlJfl<1l~......a.soNvlo~bur;Ut'lQ~ 1l\os~""'noIl)lIplXedln...., l~l TRUSS ____~..~tIW!~CXlIlIett<1lIl'e'M)Od..""~ ''''a'dIlIfc.-...lXlfIf'<<IlI~CQnOsO'l. FatJncMeo."-*.~ 4445 Nort;h drk Dr. _braol!ths\fUSl,in~_lhelolboolng~:'JoroI...,c...g~R2pons.....-asOUllloArrumTIllSW..scIho-"". CoJo .SPrln~5 CO 80907 'ANSVTPll', WTCA ".WoodTfUS$Courac:il<1lArrencIlSln_DniOn~..8Ul1.DINGCOUPONE.NT SAFETYINFOAMATIO!'f. , ,CBCSll-oJI~1lCSl SUMMARY SHEETS' byWTCA..., TP1. ThI T.....~ tnsUhAeCTPlj"iOaIed. !>830'ClnofngOtMt.Madison TRUSPLUS 6.0 VER: T5.~~.53719 n.AmetiGal'lfaresl_P_"'~'AFPA'isloClled.I'lll!l1f!Sl~.~.SllllOO.W~.OC:xlO:ie _ __ __ _.__L_~__..~___._ _ - -~=~..':""-"'._._.- -=---. j i 1 ,---- ... . . . .... ... . . . .. . . . . . . ... .. .. . . . ...... . . ... .. . . . . ...... . . . . ... .. . . . . ... . . .. . . . . .. . .. . ...... . .. . . . .. . .... . . . . .. .... ... .. . .. .. . Cust: EVANS WO: Drive_C-evsZ_l00005_JOOOOl Osgnr: #lC - 34 WT: TC live 25.00 psf DurFacs l_l.lS Te Dead 7.00 psf Rep Mbr Bnd 6C live 0.00 psf ::~ =~~ ~~~~ SC Dead 10.00 psf D.C. Spacing Design Spec OEFl RATIO: i ::.?,~Al ~.OO psf 1901 P-l,15 1.15 1.10 1.10 Z- 0- 0 IRC-1003 l/240 TC; L/,J Jolbi lNIallTiliJl:'!J; L:;,~,f ffi\,1NI$ BRG X-lOC REACT SIZE REO'O 1 O. 2-12 1614 ~. SO~ 1. 72" 2 33- 9- <4 1514 LSO. 1.71" BAG REQUIREMENTS shewn are based ONLY on the trusslll.uerial at each bearing MAX DEFLECTION (span) . L/999 IN MEM 11-12 (LIVE) L- _D.30M 0. -0.20. T. -0.50" CJ:I'TICAlJICEfleUf(lllCES,: l~~ ~. ~il~ TE~~4!~6ci o~~ 2.3 _21..1.HI In 1.60 0.311 ]-4 -1813 l.a / LSD 1.60 Q.H 4-5 -lIIn 1.15 I ISO 1.60 0.3S 5-6 -2144 l.HI 11111.60 0.18 '-7 -25$41.151 1841.60 0.19 I~ ~.j!T."'60!~ '-10 -501.601 10-11 -501.601 U-11 -1141.601 ~.~~i~~ I :~~:H:m~ I -424(1.15)1 .. ,-, ,., ,., 4-11 5:'11 6-11 . "''''l...'! m 2lU t.U 0.114 20211.150.84 20211.15 0.14 22191.lS 0.84 '""'!...'l m 1191.60 0.22 5931.15 0.26 711.60 0.16 11 1.150 0.16 5931.15 0.26 1191.60 0.22 ~ MOSHOFSKY I~I TRUSS 4445 Northpark Dr. Colo Springs, CO 80907 TRUSPLUS 6,0 VER: T6,4, I .'1",,, T( 2114 OFL II Be 1x4 DFL 11 WEB 2114 OFl STANDARD Refer to Joint QC ~tai1 Sheet for Muimum Rotational Tolerance used IRCIIBC trun plan values are based on testing and approval as required by IBC 1703 and ANSlfTPI and .Ire reported in avaihble doculIlents such as ICBO '1601. lrl1'Q.!SS ~IO: 1E\f~olO~ Ot!signf!d per ANSlfTPI 1-2002 This design don not account for long term ti..df!pendentloadin9 (creep). BU1_lding TH~s~~S~GN ~stT~~cc~~~nEt~~sUlT OF MULTIPLE LOAD CASES. . loaded for 10 PSF non-concurrent BCll. gl:}~:tBM~~ ~ ~E~d~~~~Ra~::'~E~~nding. 6-2-14 5-8-8 5-0-13 5-0-13 5-8-6 6-2.14 6-2-14 11-11-3 17-o-<l 22-0-13 27-9-3 34-0-0 I 11.11.3 '3 10.'_10 'S 11-11_3 71 1 2 4 . I6:OiJ -6,001 4-6 2,5-4 . !OJ ~ 9 10 34..0.0 ~ 121 11-11-3 I 34-0-0 UPLIFT REACTION'S) Support C&C Wlnd Non.Wind 1 -1]41b 2 -1341b Hip.Drop 0-1-12 This ,truss is dt!si9ned using the ASCE1-02 Wind Speclfication Bldljl Enclosed . Yes, Importance Factor . 1.00 Truss location. Hot End lone Hurricane/Ocean Line. Ho Exp Category. B Bldg Length. 50.00 ft, Bidg Width. 20.00 ft Mean roof height. 11.16 ft, ,"ph. 85 TPI Standard ccupancy, Dead load. 10.2 psf Designed as Main wind Force Resisting Systtl!l and COlIIponents and Cladding Tributary Area. 68 sqft 0-4.3 ~ I 8 "-11-3 11-11-3 10-1-10 22.()..13 11 , to~).~IOtl,,:g,~% ~R~ Read a/l notes on this sheet and give a copy of It to the Erecting Contractor. ThlsdeslgnlSlOfan~buItllng~nolIl\asSyCl8m. 'habeenba-'on~poo'ItlIldbyltecomporenlmanuf-... anddone"~_h~____oITPlandAFPAdniQnstandaIM No~""""'''''dlmensionalag;urat')'. 0irnIInsI0nt ......beW<1tlBclby...___~and.b'buItl"'IIdnlgre'_.,I~_ Tho'-';OIniQIfIef_aczr1aon_h_ llIl&ndon.,..dnign....or..OI8ll...lcl--.g~bylNbQlbultlorocotleandhlllfllCU&lr~. Tl-ednlgn_lhallJoetJp(:llOlll ..l8lerIIIytwx.lbyhoooror"'-n~and....tdDn(tlDoll.....,.br_bylrigill~malIltiIl~lltXl'IlIlI. unlnloa.erw. -.:I. 8raongll'lowft.""...alsuPllOl'IvI~mernIlettonlybfllCl...:etlud<linD~ T....~nls/latl'lllbelllac:ecl...-.y emmlfWTltflll'lll"'c:a\lM!hrnllClftcorllefltolhwoodbnOlllld In...-.clIor~~pIall!COfTUSioI'I. F.bricale,I\anllIe.1I'l$laII an;! br.ICl! lIIIt ll'uSS ..K:CDAbncewChlh!tlIooooing 1Ilar1darlk:'Jlwland Culbng OeIaiIAepMs'I'Iab!JIe asOUlpUlflom Truswal sdlwane. 'AHSllTPII'. WTCA l'.WDllCl TIU$SCa.n:iol~ StatdMlIOe$.ognR~. "BlJll.DlHGCONPONENT s...fETY INFORMATION'. ,9CS11.OJlancl"8CSl $lJUMARY SHEETS' byWTCA and TP!. Tho Tn,.q"'- InsI~(TPlI.lx.IIlIcl 11583D'Om1nDDrM. ...".,.,. osconsin537TO T"""""'ncanFornlandP.....-....x:iaTIon("'FP"'I~IocalPCl" 11111ll1hSlteel.HW.SWllOO.WasIWlQIOn.OC:KlO38 --- --~------_.- --- ._- 1 '[HIP J: 0-4-3 .... . . . . .... . . .... .. . . . . .... . .. . . . . .... . . . . . ...... . . .. .... . . .. . . . . . .. .. .. . ... . . .... . . . ... .... ..... . .... ...... . . . . .. .. . ...... . . .. ...... . . .. .. Cust: EVANS 1Ol: Drive_C-evs2_LOOOOS_JOOOOl Osgnr: #lC .. " "', 204' Te Live 25.00 p,f DurFacs l..l.lS P_l.lS TC Dead 7.00 p,f Rep Mbr Bnd l.lS BC live 0.00 p,f Rep Mbr Comp l.10 Rep Mbr Tens 1.10 Be Oead 10.00 p,f Q.C.Spacing 2- 0- 0 Oesign Spec IRC-2003 TOTAL 42.00 p,f OVl RATIO: L 240 Te: L124 : -- -- - ~.- - _._- ------ JiCliblINl1OlMi&: [;')j't\INI~ " . ""'!"""l m 22!ioO l.H D.H 10015 l.H 0.56 2008 loB O.'ll 2009 l.iS 0.56 2260 1.B 0.57 .. c:-roO~~5~~ TENS. "",,, '" ,-, m "" 0.11 ,-, I '" 1.15 0.14 j-'U -62fl.60r '" 1. is 0.26 '-ll -SM l.U I 1111.60 0.15 '-ll -621.601 '" 1.13 0.26 ,-u I '" 1.25 0.14 ,-u -300(1.15)/ m "" 0.11 . r >rr 1rm$$ ~1Di: 1E~~"IDi~ Te h4 OFl n Be 2lc4 OFl II WEB h.t OFl HAHOARO Rehr to Joint QC Oeui1 Shut for MaximullI Rotational Tolerance used IRC/IBC truss plate values ue bued on testing and approval as required by IBC 170) and A.NSI/TPI and are reported in av.aihble docunu!nU such as leBO 11607. Ol'siqned ,per ANSI/TP] 1-2002 This dl'Slgn does not ,;I[(ount for long term tillle df'pendent loading (crlloep). BUllding TH~s~~siGN mist T~E(C;~~~~E t~~SUlT OF MUlllPlE lOAD CASES. Loadl'd for 10 PSF non-concurrent Bell. ~~:~~:le B~~~~ ~ ~~~~d(~~Ra~~~~E~~ndin9. 5-2-14 ....... 7-0-13 7-0-13 ....... 5-2-14 5-2-14 9-11-3 17-0-0 24-0-13 28-9-3 3440 I 9.11-3 '3 14.1_10 '5 9-11-3 " , 2 4 . ra:iiil -6.001 @~: ~ UPlIn REACTION{S) Support C&( Wind Non-Wind 1 -1l4lb 2 -1]41b Hip-[}rop 0-1-12 This truss is desi9nedusing the A5CE7-02 Wind SpeClfication 81dg Enclosed.. Yes. Importance Factor _LaO Truss location..NotEndZone Hurricane/Ocean line.. No i hp Category.. 8 8ldg Length _ 50.00 ft, B dg Width _ ZO.OO ft Mean roof height.. 10.66 ft, mph.. 85 TPI Standard Occupancy, Dead load.. 10.2 psf Oesigned as Main Wind Force Resisting System and Components and Cladding Tributary Area.. 68 sqft ~~~, ~ 2,5-4 3-8 2,5-4 ~ 0-4,3 5=3.5-6 0-4-3 oI&ll , 8 34.0-0 11 , 12 9 , 10 7-0-13 17-0-0 7-0-13 24-0-13 9-11-3 3440 BRC X-lOC REACT SIZE REa'D 1 0- 2-12 1614 5.50" 1.7r 2 33- 9-" 1614 5.50" 1. 72" BRC REQUIREMENTS shown are based OfilY on the truss moltedal at eolch bearing foWl; DEFLECTION (span) : L/999 IN MEM 10-11 (LIVE) L. -0.16" D- -0.11"' T. -0.28" CJlfTlCAlJolEl'llEIFOll.CES; l~i ~;iI ~5l~ TE~~j ~~l o~n 2-) -22911.151 1)61.60 0.24 )_4 -1500 1.1S 1 1161.60 0.69 4-5 -15oo1.1S1 1761.60 0.69 5-6 -219) 1.1S 1 H61.60 0.24 6-7 -159111.1S1 1731.60 0.15 .'~ "';';;!~"'li 9-10 -)1 1.601 10-11 -)1 1.601 11-12 -)1 1.601 12-13 -1221.601 9-11.3 9-11.3 e~~' testo~~tiOnWleg,~~t I~R~'e. Read all notes on this sheet and give a copy of It to the f3ectinll Contractor. ~ ThilcleI:IOni:lbr..in:lMltwltlullilng~fl:ltlr\ll;s",,*,"..~""~on~~bJ"'~""""XIlnf ""donI"'~""'''___olrPI8f'ClAFPA~~.No~.___b-~~. Dome....,.. ......tlI~bJlfw~....".,,_f_but:lingdniglwllflOJtl~ TI'IeIluilll"'lldeslg..._~~lI'Cloads ....edonll1lSdnIQn_ore.CMd"-b8C"'lI""ClOSIIdby"-lcgIllultlIngmclll..-.:lIte~'~. ""'dI!sQn_~lI'lI'!tlpCl'lOtll MOSHOFSKY .r.ralybfaaldbJ"-l'ClOforftxw...alhIrognll'CboIIDmd'lClf'll....-allytncellby."ll"'SIlealllong/TlMleftalcJileal\rMbded. t.ftessothr_ fIOIed. 1Jf-,01hoom.1or.....1II.QIOI'l1:lg;!rTlp)netUl!lI!'fIlbet1:onfybfedl,Qbud<''"VIe~ Tr.s~shdfllllbeplaceclinany 1~1 TRUSS envoronrreflI~_~h........~OIlh1!~tlU~'"'~~g;!~gUte~.FabriaIe.haro:lll!.irISlall 4445 Northpark Dr. ~b<~u.tn-.in~""'''''~SUt'ClarUs'Joinl:..-dCLalroaDet.-~P<'lrts'''I~!llenOU!pllrmrnTfUS\IO.sollw;are. COlD Springs, CO 80907 ANSIITPI'..WTCAI..Woo:lT......CounclIaJA~SIaf'Id...,o.&ign~_...<b40.~~.OUI\.DI'#GCOt.lPONENTSAFETY""FcmIAAHON'. IBCSI l..(lJ)lrcl'OCSl SUMIAARY SHEETS' tlyWTCAand TPI. ThI Tf\IA....lnsI_ (Tpl) oSloYIecl_ ~3Q-Onofrioo.r.e. "':;IIdrson. TRUSPLUS 6.0 VER: T6.4.1:e-.1Cl'Inson53719. T,........flQnF__P_f...~fAFPAlis__ll',I91"Slrm.~.SlellOO.WISllif'oglon.DC2lXl315 ..~.. __._-=s"_~=."'. . .... . .~ =.~,,~ ____..=-=--0=. oI&ll 13' , 1 648 ISH'P .... . . . . ..... . , ..... .. . " .. , .... . , . .. ...... . ...... , . .. . , ...... , . , . ., .. , .... . , , .. .. . ... . " .. , ...... . . .. ... . . , ...... , , .. .. .... , , .... .. , ..... , .... Cust: EVANS WO: Drive_C-evs2_L00005_JOOOOl Dsgnr: ILC - 34 WT: TC Live 25.00 psf DurFacs L_l.15 TC Dead 7.00 psf Rep Mbr Bnd BC Live 0.00 psf ~:~ ~~~ i~~~ BC Dead 10.00 psf Q.C.Spacing Design Spec DEFL RATIO: TOTAL 2081 P_l.15 l.15 1.10 1.10 2- 0- 0 IRC-2003 L/2~_T5_:_ L~ 42.00 psf JolbJ 1NI1a1I1i1i]l~; ~~~INI~ 8RG X-lOC REACT SIZE REQ'O 1 0- 2-12 161" L~OR l.72R 233- 9-" 1614 5.50R 1.12- BRG REQUIREMENTS shown are bAsed ONLY on the truss material at each beidn; AAX DEFLECTION (span) : lj999 IN MEM 8-9 (LIVE) l. _Q.HN O. -0.09" T~ -0.23" ~~I~~~I~~I~([n~~9!~601 o~g 2-1 -1%4 1.15 I 1611.60 o.(! )_4 -16871.151 1161.60 0.49 4-5 -19601.15/ 16)1.60 0.4B 5-6 -2566 1.15/ 1)91.60 a.n :~t ':~!r~l~ TUE!m~l ~~U 10-11 -H 1.601 161151.150.41 ll-U _u 1.601 2206 1.15 O.H ll-U -121.601 2lO91.11 0.45 118 c:.tK'.(00I..)f TEHS.tuI. CSl 2-1 I 2271.lS 0.09 2-9 -612(1.15)/ 111.60 0.41 1.9 I <lU1.lS 0.19 ::H -U(UO)~ 4~i U~ ~:~~ ~:tl -614(1.u}~ 2~; U~ ~:g ~ I 'Tx 6-8.. 7-2-14 .... 26-9-3 34-0'" . . .... .... 13.11.3 . . o. . .1 . . . . . .... . 5 o. . . . ",001 ...... . . .... . . . . . 1 ...... . . . . .... . . . . . o.. . . .. . . . . .. . .. . ...... o. . 8"'-8 . . . fP o. . .... . ...... . . o. . . . .... X o. .. .... . . . ().4.3 ... ll'rlllss O[): lE~~-i!)J(\i TC 2X4 Ofl II BC 2)(4 OFl 11 WEB 21(4 OFl STANDARO Refer to Joint QC ()@tail Sheet for Hu;mum Rotational Tolerance used IRC/IBC truss ph.te values are based on testing and approv.al as required by lac 170] and ANSI/TPI and are reported in aVolIilollble documents such as ICBO 11607. Designed per ANSI/TPI 1.2002 This design does not account for long terlll tilM! dependent loading (creep). aUl1ding DeSi1ner BlUst .an:ount for this. THIS 0 SIGN IS THE ({)iIPOsrTE RESULT OF MULTIPLE lOAD CASES. loaded for 10 PSF non-concurrent BCll. ~l:~~:.Ge 8:5~~ ~ ~E~~ d~~MiER aV:~~E~~ndi ng. , 1 7-2-14 7-2-14 13-11-3 2 r.:oo 6-1-10 2O.<J.13 6.1.10 '. 6-8-6 13-11-3 13 6-8 4-5 0-4-3 tl&G 34-0-0 I&ll I , 8 9 10 11 12 131 7-2-14 8-8.. I 6-1-10 6-8-6 I 7-2-14 , 7-2-1. 13.11-3 2O.<J.13 26-9-3 34-{).<J testo2g..wd)~~IOIlWl'1~~U% 9~R~~ e ~Read ell notes on this sheet and give B copy of It to the Erecting Contractor. I ~ ",.~..ltw...~buIIIl:ling~rGI_.,-.n .has__0I'l~(IOlMcledb'/1hI~~ ~ arlll_1n8ClXlldMal"'h:~.._atmarlllMPAdnlgIl~.No~II~lor~IllXUK'f.~ :'~~0I'l~1hI~~"'::=~~:---=:':"X:::-~~;;:::::--=,":.~~d1lWd MOSHOFSKY .'-'1IIJtlr...:lb'/lhIftl1ll'DllIDor_~arlll"'IlClClOIT\_._''''''lncmb'/'a'V'll_aII*lg...-ftaldotedly~. ~~ _. StaiclflQ.,."....,.b....alSl.ftlOt!lll~.....a.sontylllteCl'UCl!bucU''Illef'9l!llllis~shalrooIlIeplaceCl...at'ty II~TRU5S ~thal_~lhelllOlSl\n!a;WllenlatIheWOOCllIle>:CIMll'~ar4!OI'Q\ISI!!CXItWWIClDtplaWtmnDllOl'l.FatrocN.~.W!SlalI 4445 Northpark Dr. I o1Itldlnclllthll_in~_lIII!!IclIr;IwirlQDtIlIaI'Ib".lDlnIandCt.C!,.....~q~."""_~IIamT..-_PI'*:n. Colo Springs, CO 80901 'ANsvrPII'.WTCA1._WoodTIV$S~orAmetiQlStardftDftiOnR~."BUUllNGCONPONENTSAFETYlHFoq\lATION'_ I fElCSlI.(l3lancl'9CSl SIJI,OIAAY SHEETS"byWTCA_ TP'l. The Tn:a PIft Il!StlluIefrPl)IS~_~ O'On::Ilroo..... IoI;od.1S01'l. l TRUSPLUS 6_~_ VER_~__T_~"':.:_...:. .1SCZ:ItIIln5J711 TheAIT'I!fQnForntnP_~(AFPAI~~~l~l~~fM.S.fIOO.W-.glOl'l.OClOOJG @ --1 ~ upun RE.ACTIQN(S) Support C&C Wind Non-Wind 1 -1351b 2 -1351b Hip-Orop : 0-1-12 This trU55 is designed using the A~CE7-02 Wind 5peclfication Bldg Enclosed.. Yes. Importance F.actor .. 1.00 Truss location_Not End Zone Hurricane/Ocean line.. No Ellp Category.. 8 81dg length.. 50.00 ft, 81dg Width.. 20.00 ft Mean roof height.. 11.66 ft, mph _ 85 TPI Stand..rd Occupancy, Dead load.. 10.2 psf Designed as Ha;n Wind Force Resisting System and Components and Cladding Tribuury Area.. 68 sqft Cust: EVANS wo: D~ive_C-evs2_L00005_JOOOOl Osgn~: ILC - 34 WI:. 2141 TC live 25.00 psf Du~Facs l-1.15 P-l.lS TC Dead 7.00 psf Rep Mbr Bnd 1.1S Be live 0.00 psf ::~ ~~~ ~~~ ~:ig BC Dead 10.00 psf D.C. Spacing 2- 0- 0 Design Spec IRC-2003 DEFL RA.!".1D: l/240 TC:----,=!24l TOTAL 42.00 psf Job lNliillD'iJ1l<9: ~~fii:.INI$ . . BRG It-lOC REACT SIZE REQ'O 1 0- 1-12 1614 5.50' 1.7r 2 33- 9- 4 16H 5.50" l.n" 8RG REQUIREMENTS shown ilre based ONL V on the tfUSS material at each bead",; MAX DEFlEaIQN (span) ; L/999 IN HEM 8-9 (LIVE) L- -0.15" 0- -0.10" T= -0.25" ~11~~!fui~lrnR~!r~! {H J-4 .15161.15 I 1671.60 0.1$ 4-5 -17\15 l.IS I IB 1.60 0.72 5-6 -H12 1.15 / US 1.60 0.'4 ~~ ~~fr:zl~ Tiib!t1~1 g~i '.10 -62~1.15O I 21611.15 0.45 10-11 I lS141.15 O.H U:~ :~H::~~ ~l~~ t~ ~:H \18 CDIP.(llLIt.)/ tENS. P.M. CSJ 1-' I 2891.25 0.11 2-10 _760(1.1.5)/ 841.60 0.21 3-10 I 4551.15 0.10 tU -~;SUg~~ 4~~ l:~ g:~ 5-11 -161h.l.d, &4 1.60 0.28 s-u I 2811l.25 0.12 ~ I Br~ 0-4-3 Te 2114 OFl 11 Be 2114 Ofl 11 WEB 2x4 OFl STANDARD Refer to loint QC Detail Sheet for Maximum RoUtion.l Tolefilnce used THIS OESIGN IS THE (()lPOSITE RESULT OF MULTIPLE lOAD CASES. lo,tded for 10 PSF non-concurrent Bell. ~~~tI~eB:sn ~ ~EE~d~~~ERI~~~E~~nding. I, 8-2-14 8.2-14 1&11_3 2 re:oo- 8-2-14 .... 3W-<J . . .... .... a' . . .. . . . . . . .... . .. . . . ...... . . .... . . . . . I ...... . . . . .... . . . . . ... . . .. . . . . .. . .. . ...... .. . 9-<J.a . . . .. . riP .... . ...... . . .. . . . . ... 4-B .. .. .... . ~ . . D-4-3 ... 1f'mss DID: IEVS-iOl$ ~ w~~l' tI~~~~d~r~I'~~:~1~s Ih:~t~a~~i~~~ ~~"i): Oesignl'd pl'r ANSI(TPI 1-2002 Tl1is dl'Sign do,s not i1ccount for lom~ tl'rJa timedl'pendent loading (creep). BUllding IRgj~~~n~~u~~s~l:~~o~~~u:~r a~~i~ased on tl'sting and approvill IS fl'qu;red by IBC 1703 and AHSI(TPI .nd OIIre reported in OIIvailable documents such ,lIS ICBO 11607. 7.a.a 15-11-3 "E~ r~ 7.a.a 25-9-3 IQ ~ ~-1-1q 3 4 15-11_~ 5 .a,()()1 4-5 B.a upun REACTION(S) Support C&C Wind Non-Wind 1 -128lb 2 -128lb Hip-Drop: 0-1-12 This truss is dl'Signed using the ASCH.02 Wind SpeCIfication Bldg Enclo!Oed .. Yes, Importance Factor .. l.oo Truss location. Not End Zone Hurricane/OceOlln line - No J Exp Ciltegory .. B Bldg length - 50.00 ft, Bldg Width - 20.00 ft Mean roof height.. 12.16 ft, mph.. 85 IPI Standard Occupancy, Dead lOld. 10.2 psf ~signed as Mlin Wind Force Resisting Systetll illnd Components Ind Clldding Tributary Arel _ 68 sqft ~ 1&ll 1&ll 1 34-0-0 ~ 12 131 7 B 9 10 F'~ 8-2-14 1 7.a.a I 7.a.a 1 8-2-14 1 8-2-14 15-11-3 25-9-3 344<l b=. e~~. teslo~..rd)~onWl~~% llSR~.e ~ Read all notes on this sheet and give a copy of It to the Erecting Contractor. ~ f"'Onlgn.b'...~tII.*linV~nlnalln.a~..""beenb..-don~~l>l'IIWCI;ltnpOreflI...........ar;furer __in~_"'__dTPI_AFPAdnlgniRa'lClatds.No~.""""torcl........,....~.ow..r.ionIl _ _tobe-'l8lll>l'...___........r___lII'doIIIlrbuillllnQdnignelpno<lO~.fhr~clIIIsogrer__IhlIIIhe~ c.alnldon.....dnlgn....orP~lh:bal~~tlrllWbc:-'buiIISinllClldllan:lIhe~~. 1llII~__h~eholtI MOSHOFSKY ~.--....."""~-...........--.-.-...'.........---'.....- !'IOIIICI. l!I...-.gsl'lo.nillllll....SlClPO"Iol~l!I8ftlbelslll"l\l'lO__tu:Ung~ TM~~l'llIbeplK8clin...., [~I TRUSS e.-onment__Cll,lSle_IT'ClIStIn___ollloe_lOezceedlO'l1oIll'dollllr_c:orreaotplaMCOIOMion. F___.~.___ 4445 Northpark Dr. II_br_,"lrUSIln~_Ihe~-...-..bnt_CuftlnOo.UOIRe;Iot1s''''-'''OUIpUIfroonTrusw_~. Colo Springs, CO 80907 l'ANSVfPll'.WfCAI'-WoodflllACoon:iIdAInniQ~ClnIgn~.1WUll~COMPONENTSAfETYINl'OA""'flOH"' 11!lCS114]1_'9CSlSUUUARY SHEHS'l>l'WfCA_ TPl. Th8 TruaPb:le ~ (TP1).IOaIlld..SllJ 0'0n0fr0 0.-. "-. TRUSPLUS 6.0 VER: T6.4.1:3.v_SJ711 fr.Amencanl'oonlan:lP_~fAFPAI.._.ll11191llSWet.NW.SWl800.W~.OC700J6 ~ (ust: EVANS 1oKl, Orive_'-evs2_l0000S_JOOOOl Dsgnr: #l( - 34 "'L 223# TC live 25.00 psf DurFacs l-l.lS P..l.lS TC Dead 7.00 psf Rep Mbr Bnd 1.15 BC live psf Rep Mbr (amp 1.10 0.00 Rep Mbr Tens 1.10 BC Dead 10.00 psf 0.(, Spacing 2- 0- 0 Design Spec IRe-200] TOTAL 42.00 psf DEFl RATIO: l 240 T(: l/24 - -- Job 1N!;J}1J1!l]<!'I; ~'!#>WI]~ Trusli RIO: 11:"'~~1 iCJl 3 =0 I 1 ; 1 I I SRG X-lOC R~ACT SIZE REQ'O 1 0- 2-12 117S 1. SO" I. SO- 2 25- 9- 4 1091 S. SO~ 1. SO- BRC REQUIRE"'EHTS s~own ue based OHl Y on the truss rnaterial at ucllburing MAX DEFlEGION (spar'!) : L/999 IN "'91 8-9 (LIVE) L- -0.09M D- -0.D6~ r- -D.H" ~~r~~t!~r!r~f:i~!r~! g~:: J-. _LJ1S 1.15 I IH 1.60 0.41 .-5 -15.61.15 I 111.60 0.411 Te b4 DR II BC b4 DFL II wt:B h:4 Dfl STANDAR:D RefH to Joint QC Detail Shut for fllaxillll,Ull Rot.uionlol Tolerlonce used IRe/IBC truss plate values lore based on tuting andapprovIol15 required by 18C 1103 and ANSI/TPI and are reported in available documents such .lIS ICBO 11607. Designed per ANSI/TPI 1-2002 This design does not account for long term tillle dependent loading (crup). BU11ding Duilnl!r must account for this. THIS 0 SIGH IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. loaded for 10 PSF non-concurrent BCLL. PLATING BASED OH GREEN LUMBER VAlUES. UPLIFT REACTION{S) : Support C&C Wlnd Non-Wind 1 -831b 2 -41lb This truss is duigned using the ASCE7-01 Wind Speclfication 81dg Enclosed,. Yes, Imporu.nce Factor ,. 1.00 Truss Location. Not End lone Hurricane/Ocean line,. No I Exp Category - B 81dg Lenlth,. SO.OO ft, 8 dg Width _ 20.00 ft "'ean roo height,. 12.S2 ft, mph ,. 8S TPI Standard Occupancy, Dead load _ 10.2 psf Designed as Main Wind Force Resisting System and Components and Cladding Tributary Area _ 52 sqft " ~a~~60~~ ""flm ..., UOJ 1.15 O.H ,-. I 1'J51.U 0..9 . .-, I 1'U 1.1S 0..9 '-10 -59(1.60)1 120J I.U 0.51 ... -rr '"'f!''' ,-, -J6S 1.131 1441.110 0.11 ,-, -401.601 56' I.U 0.1' ,-, _Jl1.601 5611.15 0.2' .-, -1ti51.151 Ull.60 0.11 6-8.7 6.3-9 6.3-9 6.8-7 6-8-7 13.0.0 19.3-9 26-0-0 " 13-0-0 '3 13-0-0 5' ... . 2 4 . . .... ... , re:oo- ----:a:ooJ . . .. . . . . . . ... .. .. . . . 5-7 ...... . I ! . ... .. . . . . ...... . . . . ... .. . . . . ... . . .. . . . . .. . 9-<>-7 .. . 1 10..0-3 ,..... . .. r'p . . . .. . . . .. 2,5-8 J: J: ... .. . . ().4.7 0-4-7 .. . ~~R~e /&ll 26..0.0 '. 7 B 9 10 8-9-10 8-4-12 , 8-9-10 8-9-10 17-2-6 26-0-<l ~ MOSHOFSKY I~~ TRUSS 4445 NorCh".,rk Dr. Colo Springs, CO 80907 TRUSPLUS 6,0 VER, T6.4. Read all notes on this sheet and give a copy of it to the F.rectlng Contractor. T1'IilIdnQnislof"nl~llt*Ilng~ I'ClltrulS...... I '-been b-'on~ pnM:IBd bylhlmmp:ll'el"ll rNtU'Kttnf "'dDrolinaa:z:lll1anclp_1fwa.on.nl~dlTl"l"'AFPAdesig~lUnCIiIfda No~"--"'dJgr~~.~ _lDbIl...edtedby1fw~~..o'ofb.lildinalie$(lnefpnao'lDlabrlc:alI:Ifl_T..tluII:ling~IIIUII~~IhII""" ldIredonlhilclesiQnlT'el!lar.......IhtIoalSlr'Q~by""bcalbuitlinlloode....,""pMIaJIar~.ThI~_~lhIIlDCld'Ion:l ..~_byll'll"""'grltlor...~8IIdll'llboClclm_...taIy_try."llol...~_~~. ""'""~ N>II!d, ~shoom.br-...llClClO'IoI~lI'Iefnt>e11;ontylD~buckflng~, n.~""l'Cllblllllaced""", enWonmeI"II\IglwillcaJRlhlt~~oIl1'1l-.oodlDe.oeed 1!1%8III:lo'orCMlSlllc:onneclDf(IIaMQlO'IOSiDtl. Fatrieate.l'Ianllle.-" ..:ltlrx:elhisffulSinfClDllbncewllllhtloll:JomgllrclMls 'JorCandeua.na~RellDflS'rnIabIlI"~IroIIIT~.saftwarl!. 'ANSVTPll'. WTCA l' . Wood lIW1Col.nc1d1~ SbnIlanlOKign~.....lIUILDlNGCOW'OHENT SAFETY 1Nf00MATION'_ (BCSI l.03''''1lCS1 SUMMARY SHEETS' by WTCA ... Tl"l, The TruaPble tnsmuIeITPllil~..!WlJ [YOno/rollJriloe. MadllOfl. isconsin~719 n..A..........r__...p~...I8OI:I3IionIArPAI..-.,,.ll'l 1llthSlrwl.rtW.S.llOO.Was/WlglDn.DC200J6 Cust: EVANS WO: Drive_'-evs2_LOOO05_JOOOOl Dsgnr: ILC.. 34 wr, 1571 ~ TC Live 25.00 .,f DurFacs L_1.15 P_1.15 TC Dead 7.00 .,f Rep Mbr Bnd 1.15 BC live 0.00 .,f Rep Mbr Camp 1.10 jl Rep Mbr Tens 1.10 II BC Dead 10.00 .,f O. C. Spaci ng 2- 0- 0 I I! TOTAL Design Spec IRe-2003 42.00 .,f OEFL RATIO: L 240 TC: Lf24' . Job i\il!llll'in1s: JE~~li>iJ~ BRG X-lOC REACT SIZE ltEQ'O 1 0.2-12 161. 5.50" 1.7r 2 ]]- 9- 4 1614 LSO" 1.72" BRG REQUIREMENTS shown UP. based ONLY on the truss material at each bearing MAX DEFlEOION (span) : L/999 IN MEM 11-12 (LIVE) l. -O.16~ D- -0.11" T. -0.27" CRrTICAlI'U'IIERRlllCH: TC CCM'.C1IA./ TENS.OUIII. cst 1-2 -ZS911.lS/ 11S 1.60 o.n 1-1 -n~ 1.15/ 1061.60 0,10 1-. .22141.15/ 1181.60 0,17 4-S -1f>f:ill.UI 1441.60 0,16 5-6 -16611.15/ 1<<1.60 0,16 6-7 -22741.151 1111.60 O.ll ,., -U"41.lS/ 1061.60 0.10 '-9 _H911.lSI US 1.60 O.H lO~il ~il~66l~ Tm6!~~1 o~~ 11-11 -221.601 lU41.lS 0.4' 11-1) -221.601 11<<l.lS 0.60 1).14 -221.60 I 1&44 1.15 0.60 I"-U -61 1.601 22461.15 O.S2 2~1 o:'fa~~i~~ TE~~i ~60 o~} '-u I 4)1 1.15 0.19 4-13 -62S!1.15jl 921.60 0.45 SoU -13 1.601 1015 I.n 0..' 6-1) -6251.15 I 921.60 0.45 6-14 I 4)11.15 0.19 '-14 -118(1.15)/ US 1.60 0.07 ~, I Brx 0-4-3 lrml\\$ ~[): 1E,\!~o!Dl7' TC Zll4 OFl 11 BC 2114 OFl 11 WEB 2114 OFL STANDARD Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/lBC trun plate values an bued on tening and approval as required by IBC 1703 and ANSI/TPI and are reported in available documents such as ICBO '1607. ce5ilfned per ANSI/TPI 1.2002 This design does not account for 10n9 term time dependent loading (creep). BUllding Desilfner must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MUlTIPLE LOAO CASES. Loaded for 10 PSF non-concurrent BeLL. PLATING 8ASED ON GAEEN LUMBE.R VALUES. OJ 3 UPL In REACTIOH(S) Support C&( wind Non-Wind 1 -1201b 2 -120lb This truss h desi9ned using the ASCE7-02 Wind Speclfiution 81d9 Enclosed.. Yes. Importance Factor .. 1.00 Truss location.. Not End Zone Hurricane/O<:ean tine.. No 1 El(p Category .. 8 Bldg Length.. 50.00 ft, Bldg Width.. 20.00 ft Mean roof height.. 12.42 ft, mph .. 85 TPI Standard Occup'ancy, Dead Load.. 10.2 psf Desi1ned as Main Wind Force Resisting Systl!lll and OlIIponenu and Cladding Tributary Area .. 68 sqft 6-0-5 5-5-13 5-5-13 5-5-13 5-5-13 6"()-5 6-0-5 11-6-3 17~ 22-5-13 27.11-11 34~ ..... . . 17-0-0 17..0..0 .... .... , '5 .' . . .. . 1 2 3 4 6 7 B . . . . . .. .. . f6.iiO'" -:0:001 .. . . . ...... .. . ...... 5-6 . . . . I ...... .. . . . .... . . . . . ... . .. . . . . .. .. .. . ...... ... . . . 9-6-15 .. . rp .... . ...... . . ... . . . ... .. .. ..... . X .... D-4.3 3-8 ~ 34..Q..O ~ , 10 11 12 13 14 15 I 8-9-4 8-2-12 8-2-12 8-9-4 8.9-4 17-0-0 25-2-12 34-<l-<l t=1 ~~~~ t~~~sh.~ai~Jo:[~I~ BSIo~;~onMeg,~~ 1~~ f 'Read all no tes on this sheet and give B copy of it to 'he Erecting Contractor. ~ Tl'iSdesgn........~~a>mpo<>etlIllOt_aysMrII......e.enbnedOlt~povwtII8dtpytlll!c:omporeI'IlI.........Kl:unI< ~~.teJ~ :::.:.:::::==-~.:.:=:.::,~=:::s~--;~:v-:::.~-==::-=~o;-- f '-e(lon~cle*QnI'Nle'lOtPONdlhebadmg~tpyhloc:altlu1llon;J~.ndlN!jIaI'III;lUt~. TI1ednign~_lIWlllllI(:t'oDfd MOSHOFSKY I rs~lOIytlr.lo:>!ldtpyhfoolOtllootSl'll!~..-.lhbollomd1gql.,*rallyb<;I(ll!Cltpy.plQll.......nw.g~dQaly~. un,",~_ Uno\I'ld. 8r3dnQsl'II:lwII.tor....WPIlOIlolQ)lTlllOl'ltrcsll'elTlbenlonfyll~bucklonQrerogtll TIlIS~~!'Iattlepbced.,PIy riY~~1 TRUSS H__""'-_QUle\t1ll_~oIlhewco:lll"'oeed19'1l...:lIOtCilUSO!~",*,\XltTOSDI> f.onc.-.......,re.~ 4445 Northpark Dr. :1~tr_o._In~_II'e~-.da'..IllInl~CuIling~~RI!P<lI!I'''''''''''ftllUlpUlIrotnTrusw.__~, Colo Springs, CO 80901 ii' ~SIfTPl1'. WTCA 1'.WoodTf'US$CoooncIdA-..:llSUorldM:lDniOnR6pO~~s,"3UIlOINCCOMPOHENTSAFETY 1Nf00MATIOH"_ i (BCSI 1.031_ '8CSI SUMMARY SliEETS' tpyWYCIo..-d TPI. n. TfUUP\;ale _(lPII,,~.5a3 ()'()natnoOoiloe, ..._. TRUSPLUS 6.0 VER: TE.I..l'3.v1SCDl'lSll'l5J7111 ThI~f__Pape<~(AFP"JIsIllcr.ed.lI11 'OmSlrret.~.S"'lIOll,Wasl'W'lglln.OCxmll --==..!~-~ _._~._- ---..-=--.-.--.-- .~-- -.-------- -----~--_.- ~------ ------_._----.-- Cust: EVANS wo: Drive_'-evs2_l00005_J00001 Dsgnr: IlC - 34 WT: TC live 25.00 psf DurFacs l=1.15 TC Dead 7.00 psf Rep Mbr Bnd BC live G.OO psf ::~ ~~~ ~~~~ BC Dead 10.00 psf C.C.Spacing ------------- Design Spec 41.00 psf DEFl RATIO: 2161 P-1.15 1.15 1.10 1.10 2- 0- 0 IRC-2003 lL240 T~, TOTAL I CLIENT J.1 /1,./ 57"0 ,,-'V::>"T . . i3 , CALCULATIONS SHEET NO. . I OF I j?t'> e!n.I:.>7 CALCULATED BY DATE STRUCTURAL BUILDING DESIGN . FIRE PROTECTION . CHECKED BY DATE CODE CONSULTANT. PLAN CHECKING /106(, CONSTRUCTION INSPECTION W,O.# CU~NI: .- --. - -... I I I I ! I , I I I I , I I I I I I I I I I I I I fRlSIOCRAr CUSIOM HOM~S 80B60 PIDGJ~WAY Rt? PlrASANr HILl. OR 9Jtt00 Ph, (041) 910-:7B:71 JOB ~OCA1l0N: 12NIJ PLNX 5PPINGPIEW. OR JOB t?~5CRIPIION: I.AllRN. / VJ:lZnCfi r~51C1N CRlnRIA:, I I I 2000 OP5C GJROUND SNOW wm: 20PSf WII~D SP~W: BOMPH ~XP05URr: B 5t:15MIC D~5IGJN CA1lWKY: DI . . . '. . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . .. .. .. . . .. StlE ~ ~<:itL COt{DITIONS NOT OBSERVED BY MORTIERJ .. ~I\[;INl!rnll\[; P.~.. .ALLOWABLE SOIL BEARING CAPACITY .. lJf" 150m3F ~ssi.JI"jj~D, .. . .. .. . . . . . . . . . .. . .. . .. . . .. .. . . . . . . . . . . . .. .. . . . . . . .. ... . . . . . . . . .. . 1245 PEARL ST. ' EUGENE, OREGON 97401 PHONE: (541) 484-9080 . CAlCULATIONS SHEET NO. A Y<.f STo<..lI.tlJ7" 2.. . Of ,\\'1', j.' , '-==- ''l~ --"\.... .-........ ,. I":=:r~_:_",:~t.w.~ ~( "O'-O'7';ojc '--" I. ..~.s-:; ,_ I ; .~.J" :-~~J'~."""" " ..\71~':12:i:J..(;;. '.'/.:,,=Cl. (,"NI"\"\~ -=-- CLIENT />1J 13 gfll.../(j"f CALCULATED BY DATE I I I I I I j I I ~ CONSTRU NINSPE LATEJ2/.>L 1:>t;;;5/ erN - V,,, " lV" 3'1' Y'I , <.... V, , Vc; t V; . , v... , Y" L 'I'i ' L V, "e \,..JINf) Vv'\<vVV' 'O./PSF WWp-: J3 pSF L ,^,,"V; S.l PSF L.vv n..." f PSf' SG:/'iN\/C . . . . . . . . . . . . . . . .. .. . . . ..;- . . . V;= /.1- ('9:'/ 'W~ , IIE-W/l'-l~ ,08'-1YV ~.5 . . . ... . . . . . . . . . . . . . . . . . .. . . .. . . . . . . .. . . ... . ... . . .. . . . . . . . . . . . . . . . . . . . . . .. .. .. ... . . . . . . . . . . . . . . . . . . . . . . . . , .. . . .. .. .. . . STRUCTURAL BUILDING DESIGN. FIRE PROTECTION COOE CONSULTANT. PLAN CHECKING CllO CllON CHEC!<~O'BY DATE / "7 eM WOO I i I I I I I I I , I I I I 'I I I I I 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484-9080 CAL'CULA TIONS STRUCTURAL BUILDING UESIGN FIRE PROTECTION CODE CONSUI.TANT Pl.AN CHECKING CONSTRlICrlON INSPt:CflON FIND lOAD TO WALL 1: I>www' LOAD: 8.1 PSF AREA: ,0"52 n: FIND LOAD TO WALL 2: LOAD: AREA I>www' 6.1 PSF 52 ft2 WIND AwwP.: A.._" 3.3 PSF 5.1 PSF .200 ft2 '52 fll CASE 1: 2886 lBS CASE 2' 2886 LBS WIND ~. At.ww: 3.3 PSF 5.1 PSF 125 fe 52 n2 CASE 1: 2061 LBS CASE 2: 2061 lBS WIND /lwwJt: ~WoN: 3.3 PSF 5.1 PSF 92' Ie 38 n2 CASE 1- 3463 LBS CASE 2: 2543 LBS WIND ~: At_i 3.3 PSF 5.1 PSF ',02fe ::38 n2 CASE 1: 3415 LBS CASE 2: 2569 LBS WIND Aww,.: A.._: 33 PSF 5.1 PSF .: re ::~161 n2 CASE 1: 2125 LBS CASE 2 2125 LBS At"",,: 7.7 PSF "-200 n2 CU"NT SHEET NO. CALCULATED BY CHEC;':WBY. 1J"'-nr~'2Ar . j OF .B /'1.:' um ell L/o') [MIL: 17<J6{ WON SEISMIC A,' ...' ".i "-', 15 PSF 10 PSF 6 PSF 5 PSF 104iin2 :.'- fl' ~ 628 rr fl' WIND CONTROLS 2666 LBS "-' 7.7 PSF 12S",e A, 15 PSF 644 ft2 WIND CONTROLS 2061 LBS A.Wll: 7.7 PSF 220 ft2 A,' 15 PSF , 644 fe WIND CONTROLS: 3463 LBS A.Wll: 7.7 PSF 220 f12 A,' 15 PSF ',"':'644 fl? WIND CONTROLS:. 3.415 LBS A.Wll: 7.7 PSF ~ .,';':fe A" .15,PSF ~,~:~. '. n2 WIND CONTROLS: 2125 LBS WIND I>.wwn: A._: A.WIl: 3.3 PSF .5,1 PSF . 7.7 PSF :''':.~ft2 ':113 fe .1::-:'h2 CASE 1: 1492 lBS CASE 2: 1492 lBS A,' 15 PSF i:>._ft2 WIND CONTROLS: 1492 LBS Vi 1867 LBS SEISMIC ..' ...' _~.. ~.~, :lSF :,. ~ ~2SF Va: 1235 LBS SEISMIC ... 8 PSF .630 ftl ..' 10 PSF fl' Vs: 1281 LBS SEISMIC ... 8 PSF 630 ft' ...' 10 PSF fl' Vs: 1281 LBS SEISMIC ...' 6 PSF :~ 630ftl ..' 10 PSF , , . 572.ft Vs' 904 lBS SEISMIC ... 6 PSF . 630.fll ...' 10 PSF Si2 fll Va' 996 LBS "-', 5 PSF .,.ft2 "-', 5 psr 110fl2 Au.se: 5 PSF 110 ftl A,.$C: 5 PSF .' "-', 5 PSF . 220 ftl WIND SEISMIC I>www' ......' A.ww: A.Wll: A,' ..." ...' "-' LOAD: 8.1 PSF 33 PSF 5.1 PSF 7.7 PSF 15 PSF 10 PSF 8 PSF 5 PSF AREA. 209 ft2 fl' 1'6 n2 . . n2. . '"eft:. ~.,ft2 560 .' 110 ft2 . .' . . . .. .. . . . CASE 1: 1775lBS. . . . . . . CASE 2: 1196 LBS. . . . . . ~ '. 903 LBS . WIND CONTROLS: 1775 LBS 1245 PEARL ST. CASE 1: 1775 LBS CASE 2. 1196lBS" ~,:. i"3 LBS . -WIN! C<<INTRf)L3l' f77PLBS . . . . . . . . . . . . . . . . . . . . . . . . . . . EUGENE, OREGON 97401 FIND LOAD TO WALL 8: WIND . . . ... . SEISMIC . . . . . . I>www' ......' "".0 "'... . ...' . ,., ...' Au.sc: LOAD: 8,1 PSF 3.3 PSF 5" 0%; ;: 7., PSF e: ~.5 PSF. _0 PSF 8 PSF 5 PSF AREA: ,209 fl.2 fl' :__1~. .'ft2 ... .i:.. fe e572' 11.2 560 .' 110n2 FIND LOAD TO WALL 3; I>www' LOAD: 8.' PSF AREA' '157 f12 FIND LOAD TO WALL 4; I>www' LOAD' 8.1 PSF AREA 147 ff FIND LOAD TO WALL 5: LOAD: AREA I>www' 8.1 PSF , , . 161,n FIND LOAD TO WALL 6; A"WoN: LOAD: 8.1 PSF AREA" .113 f12 FIND LOAD TO WALL 7: TEL: (541) 484-9080 ~ CONSTRUl"ION INSPE<..710N FIND LOAD TO WALL 9: WIND SEISMIC I'www' ""- Atww: Ac_ '-, "-, ...' ~sc' LOAD: 8,1 PSF 3.3 PSF 5,1 PSF 7.7 PSF 15 PSF 10 PSF 8 PSF 25 PSF AREA '...fl' ;;'<:52 Ie ~'/44 ff -;:'52-<<2 1;';~432-'ft2 0", It' 44B ft2 - ft~ CASE l' 1153 LBS CASE 2' 1153lBS V, 845 LBS WIND CONTROLS: 1153 LBS FIND LOAD TO WALL 10: ,(.. WIND SEISMIC I'www' ...., I\.ww: A.wR: '-, "-, ...' ~~sc: LOAD: 8.1 PSF 3.3 PSF 5.1 PSF 7.7 PSF 15 PSF 10 PSF B PSF 25 PSF AREA 66 fe a6f\2 ~'.:; c, <<2 " ;fl2 432'ft2 ft' ,'448 ftZ fl' CASE 1: 818 LBS GASE2: 999 LBS Vs: 845 LBS WIND CONTROLS: ,., LBS FIND LOAD TO WALL 11: WIND SEISMIC I'www' ""-, At'IM/: A.wfl: '-, AF: ... AMOSC: LOAD: 8.1 PSF 3.3 P5F 5.1 PSF 7.7 PSF 15 PSF 10 PSF 8 PSF 25 PSF AREA ; 66 fe "M'<<2 ., . '-"fe ;' 'C_' , ,~ ft2 'j 432:ft2 ft' 448 fl1 ft' CASE 1: 818 LBS CASE 2 999 LBS Vs: 845 LBS WIND CONTROLS ... LBS . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . .. .. .. . . . . . ... . . . . . . . . . . . . . . . . . .. . . .. . . . . . . .. . . ... . ... . . .. . . . . . . . . . . . . . . . . . . . . . .. .. .. ... . . . . . . . . . . . . . . . . . . . . . . . . I I I I I I I I I I I I I I CLIENT ,CALCULATIONS SHEET NO CALCULATED BY " STRllCTURAL BUILDING DESIGN i<'IRE PROTEcnON CODE CONSULTANT PLAN CHECKING CHECKED BY won 1245 PEARL ST. EUGENE, OREGON 97401 A,...., frO<'>2Y'T LI OF '/3 ____~ /".) om e/h./O C, DATE liOGe TEL: (541) 484-9080 CALCULATIONS STRUCTllRAL 81l1LPlNG DESIGN FIRE PROTECTION COOECONSULTAN'f PLAN CHECKING CONSTRllCTION INSPECTION CLIENT SHEET NO. CALCULATED BY CHECKED BY /!Vi-ISluUI.r.;JT 01>) /'I'D DATE fJA'fE J/O("I> wo' 01 ,.; 6'/IL/{!"j Resorve Wall Line 1 Load; What Controls? IW or E): Plate Height: Total Wall L1no length: lolal An:la of Openings: Unit Shear: 7116" OSB Nailing W/Sd Nails: Porforated DeslQn? Iv or 01: Rosolve Wall Line 2 Load: What Controls? (W or e): Plate Height: Total WlIlIlIno Length: Total Area of Openings: Unit Shear: 7116- 058 Natlfng WI ad Nails: Perforated DeslRn? IY or oj; Resorve Wall tine 3 load: Whal Controls? (W or E): Plale Height: Total Wall L1no Longth: Total Area ot Openings: UnllShear: 7116- OSS Nailing W/Sd Nalls: Pedorated Doslan? tv or 0): Resolvo Walltlng 4 Load: What Controls? (W or E): Plate Helghl: Total Wall Line Length: Total Area of Openings: UnilShear: 1I16R OSB Nailing W/Bd Nails: Perforatod DosiRn? Iv or n): 2686 Ibs W '9'ft '.,,44lft NA.' .sqft 107 pU ....:,6112, N ,;,2061"lbs W ," -'/.9 ft ;':;~.~'. 44 n N~ ': 'lQft 317 pU 6I~2 Bl. N ~::3463 Ibs , ....-.W. .... 9 n 215ft NA ...ft 231 plf :"6I12bi N . .3415 Ibs W . ft ~.ft 41"sqfl 220 pit 6112BL N Shear Wall Lengths: Pier Design IY or n): Shear Wall lengths: Pier Design (v or nl: Shear Wall Lengths: Shear WaJllenglh Too Short Pier Design fv or nl: UnltShe.r: length of Window: length of Adjacent Wall: Header Distance: Window Helgh1: Strap Load: Shear Walllengthl: .. . .' . .. .. . . . . .. . . .. .. .. . .... .. Pier.I.DesjgiWv w nl: . .. .. .. . . . . Units$l..r: . . . . Length of Wllldow: Length of Adjacent Wall: Header p~tanclU .. Wind+, ttlg~~ .. .. : SlTap:01:: ::: .... . .. , .14'ft 14,ft ,.ft :',:ft <'oft N '~,;5 ft t:.)~~ .'.,Yn T'1t OL (pill /::!~~,;, . : ~ OL (pIt) . 274 .274 '\', '," Upun lib.) -277 -277 Holdown Req. N"". N"". Anchor Roq. None No"" Uplift IIb_) 2258 Holdown Anchor Raq. ReQ. CS14 FlR TO FlR 1245 PEARL ST. N .is,'t '9.S'ft . ~ 2' It .~ : n 'Uft OL (pit) "110.' .110' " 110.; . ',~ . ...'. y 231 pit 6 ft 10 ft 1.33 n 4 ft 13181bs Uplift IIbe) 194. 1728 2004 Holdown Re<:!. None N"". N"". Anchor Req. None None No"" I ~S16 STRAP 14" END LENGTH ~D NAllS . . . . . . .. '~1'; ft: '5 ft. . ,ft. , ft' ft OL (plfJ .~1JO . . ,",0 . . . . ... . . . .. . . . . y. . . Uplift fibs) 1596 1799 Holdown Req, None None . . 220"lf 2ft 1[S1;6 STRAP 11 ft 14~ END LENGTH 1.33 ~. 0 NAilS . . 4" ... ta~s: : .. . Anchor Req. Nono None . . .. . . . . .. EUGENE, OREGON 97401 I TEL: (541) 484-9080 CLIENT ,CALCULATIONS SHEET NO, /:/1-:"'1) roc 1'~l./1.r 6 OF /3_____ 81i~ !a,? ~ STRUc.."TUR,\L RlIILDlNG DE.,C;;IGN FIRE PROTECTION CODE CONSIILTANT PLAN CHECKING CONSTRUCTION INSPECTION CALCULAn:08Y 11066 CHECKED BY WO' DATE DATE Resolve Wall Line 5 Load: What Controls? (W or E): Plato Height: Total Wall L1no Length: Total Area of Openings: Unit Shoar: 7/18~ OS8 Nailing W/8d Nalls: Perforated Design? (y or nl: Resolve Wall line 6 Load: What Cont~s1 (W or El: Plate Height: Total Wall Una Longth: Total Area of Openings: Unit Shear: 7116" ass Nailing W/8d Nalls: Perfonltod Design? (y or n): Resolvo Wall Line 7 Load: What Controls? (W or E): Plale Height: Total Wail Llno Longth: Total Area of Openings: UnllShe.llr: 7116" OSS Nailing WI Bd Nalls: Polforated Design? Iv or nJ: Resolve Wall L1nQ 8 Load: What Controla? (W or E): Plate Height: Total Wall Line Length: Total Area of Openings: Unit Shear: 7116~ 058 Nailing WI Bd Nalls: Perforated DOIIAn? Iv or nl: "5012 Ibs W :8 ft '44' ft NA sqft 139 plf 6112 N 35531bs ,-, w '..i:~,'.'8 n "~'j '44 n 'NA ~~,- sq ft 355p1f 6112BL- N .,. 5238 Ibs .'.W .8ft 25. NA .., sqft 262 plf 6112BL N '::5Hio Ibs "..,iN '\' 8'ft .2ftft . 32 sqft 358 ~l 6112 B~ N Sllear Wall Length.: Pier Design jy or nl: Sllear Wall Lengthl: ;2.5 f1 .2.5 ft ;2.5 ft ~2.5 ft ::~.' n Pior Delllgn (y or nl: Shoar Wail Lengths: . '20 f1 . . .. . '.'ft 16. 16 . -'ft . ft N DL (plfl " ;398. .398 >'398 .:"300- -}:' . N OL fplfl 110 : N OL Iplfl 150 150 Uplift (Ibs) 209 209 Holdown Req. None No"" Anchor ROll. No"" Non. Anchor Roq. 85T816 85T816 55T816 88T816 Anchor Roq. Non. DL Uplift Holdown Anchor Shear WBM L"gths:. . . . '~ (Ibsl Roq. Ro~ . . . . . _,:7.ft: . '1 2418 HIT16 8Sm16 .. .. . <1t0' . . . . . SO. 2545 HTI18 551816 . . . . . :2,5 It . - ~t:J'. 2704 HlT16 551816 .. .. .. .;ft- :.ft . . . . .. . Pior"eak:Jn~OInl: . . . N . . . . . . , - . .. . . .. . . . . . . .. . . ... . ... . . .. . . . . . . . . . . . . . . . . . . . . . .. .. .. ... . . . . . . . . . . . . . .: : . . . . . . . . . . .. .. .. . EUGENE, OREGON 97401 Uplift (lbs) 2509 2509 2509 2509 Hoidown Roq. HlT16 HTT16 HTT16 HTT16 1245 PEARL ST. Pier Design Iv or n): Uplift (Ibs) 1358 Holdown Roq. Non<> TEL: (541) 484-9080 CLIENT /1,'2i.r7," ~"2/"'1 CALCULA liONS SIlEliTNO I OF (] . />1:> 8//1-10'7 CALCULATED AY D.'\TE STRUCTURAL BIJILDlNG DESIGN FIRF. PROTECTION CHECKED BY [lATE COOt: CONSllLTANT PLAN CHECKING /i~r;, CONSTRl1CTION INSPECTION WOO Resolve Wall Line 9 DL Uplift Holdown Anchor Load: 1153,'lbs Shear Wall Lengths: (p/f) IIbs) Req. Raq. Whal Controls? (W or EI: ""-,,W :'ltn ~)10 -8, None Noo. Plale He-Ighl: - aft .10 ft 110 .71 None Noo. Tolal Wall Line Longth: .34'ft 11ft 110 -8, Noo. Noo. Total Araa of Openings: .-.1S'sqft ft UnltShoar: 37,ptf ft 7/16" OSB Nalllng WI Bd Nalls: 6/12 , Porf('lratod [)oslgn? Iv or n): N Pier Design Iv or nJ: N I , I / I I I I I Resolve Wall line 10 I DL Uplift Holdown Anchor Load: ,_ 9oo--lbs Shear Wall Lengths: (pin lIbsl ReQ. Rott. What Controls? (W or E): W 7.5 ft 110 3" Noo' Nooo Plato Height: '8-ft 4,5 ft 110, 500 None Nonn Total Wall Lino Length: 22 ft -'ft Total Aroa of Openings: .,', 29.sqft .':' 'ft ,;.. Unit Shear: 03 p' ",'ft 7/16" ose NalUng WI8d Nalls: -'/-&12 Perforated Doslan? IY or n): N Pier Design Iv or n): N Rosolve Wall Line 11 Load: Whilt Controls" (War E): Plaia Helghl: Total Wall Llno Length: Total Aroa of Openings: Unit Shear: 7118" QSe Nailing W/8d Nalls: ,.'m:lbs , ',';>w~ " ')8'ft '/"'2i-f1 , ,40:sqft 87 pit '~ s:ti'f Shear Wan Lengths: DL Uplift Holdown Anchor (pin (Ibsl Req. Roq. ~2:5 fI -110~ " 603 None Nona :-~r5"n I:' .. 110 '92 None None ^3,5~ fI i 1'10 566 None None ", .;rt ~n ", Porforated Doslgn? IY or nl: N Pier De.lgn IY or nl: N . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . .. .. .. . . . . . . .. . . . . . . . . . . . . . . . . . .. . . .. . . . . . . .. . . ... . ... . . .. . . . . . . . . . . . . . . . . . . . . . .. .. .. ... . . , . . . . . . . . . . . . . . . . . . . . , 1245 PEARL ST. EUGENE, OREGON 97401 TEL: (541) 484-9080 I I I, -,r('fl/., ,~--? "'"f"I'~~;iJ$l~'<1.~:~ ::.J: . ~"-;'~'''~~ o.f1ii.7i:I'~ ..,\;f!oiiL::I:;:.(:,j '1~~ ('IN !' 1',\ CLIENT Ar-IS;-D<.v.:...aT . , .3" OF ( Cd)) lar::: DATE ~l i" ../ '8 /?1> CALCULATIONS SHEET NO. CALCULATED BY STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CODE CONSULTANT. PLAN CHECIONG CONSTRUCTlON INSPECTlON CHECKED BY DATE / 7CJ&; WOO ~ (i) Htx2. 0:2' A,/V\ CD H cv.2. r -kD' ~ J, I I .sr(p ~~ s)W,c As GEr-J."" 0 I I I I I I , I i I I I I I p= :",1'0' (/'iplf12rjJJt:)':'/5!JOL.6J w= 1'0' (I'i))~t:fl.rjr,f) .,. Gcof~ III ' R, ~ L. 7UOl.....J ~~\ /'1/l'l,,",~ 60 7I:JL~-f1 \) \J .J<../,,-/o,, .'-f" 3 (1..-:10<.>'--'->,) A = ./9. (;,.... '- ~ 2.. (I '<fopr!) U5' G07'fI_lofr (/1.) 1. S,t~= · 7a.'-{IA '1=rSI (I1~) '1" __ 5" (60<JfKt<)(g")(,...l) .J.. - =6"6'.6'1",'1 /<.~ '"3<!'-1 (I, sW:>~)CJ.I'3)V('') Gxn- DF'-- 12...~ E ~ Il... OF '- l<.E:"cil . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . .. .. .. . . . . . ... . . . . . . . . . . . . . . . . . .. . . .. . . . . . . .. . . ... . ... . . .. . . . . . . . . . . . . . . . . . . . . . .. .. .. ... . . . . . . . . . . . . . . . . . . . . . . . . 1245 PEARL ST. . EUGENE, OREGON 97401 , TEL: (541) 484-9080 I I I I I (' ~:-:-;:: ,) ,{ I 1/, -'~'1' Yr:;:::i.~';;t;,~ c.f .;~~;t~~~ ~~...._~, c'. 'l'IO.l",.I.,j;..(; "/'=" ('IN I' \'.\' CLIENT ;1/2.; II .:}~."2t:lr CAl.CULATIONS SHEET NO. . '1 fr.:> . , /3' OF OATE e/12/0C; CALCULATED BY STRUCTURAL BUILDING DESIGN. FIRE PROTEGnON CODE CONSULTANT. PlAN CHECKlNG CONSmUCTION INSPECTION CHECKED BY DATE /705 6 w.o.. B~ CD 6-AVlA~ D<:cr.:. Mi)~ B"::-,;:},/V\ e P€:.4< 'JDI JT; Spr:)",: n' l.~,): 'j,S'(IOpS(. f'10pS-;) ~ 2..7"iPlf; t S';;'( CjPS.&f 6.CfJ'if.:) ~ 35Bp<..e 6J3p.... vv'- W, .; J, 4m f(!) ~ t--/O'-+ 5' f--- IS' Input Data W,=/op',{:(2.)'> Lopq:- W'l. ~ (l]P~~t"Ops,<) 1.' =, :?op~ Span: Distributed Load: Allowable Deflection: Ro, 31<"(;, v" It1 ~ 'f 5'(.l.~ Fv= FB= E= ................................w........... il@lilll,llill ~:: mm1@.QQOOQI psi CD= CF= Cr= ;U;:'<: P,T. flUv\ - Ft= I L Lx 10'$ @ 11..."cJ_~j Areq= Sreq= Ireq= :mI4214~1 in" ~'~;;:;:'; ".:.:.,.:<.,.:.;.,.:.:.;.;.;.:.:,.;.:.:.: .. .11141341 in' .'. iII11111~~1 in4 (]; '/'0 .,),;: f3 YL" G-L.<:.J . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . .. .. .. . . . . . ... . . . . . . . . . . . . . . . . . .. . . .. . . . . . . .. . . ... . ... . . .. . . . . . . . . . . . . . . . . . . . . . .. .. .. ... . . . . . . . . . . . . . . . . . . . . . . . . 1245 PEARL ST. ., EUGENE, OREGON 97401 TEL: (541) 484-9080 Unity Name Case # ft psi CD CM Ct CL CF Cr Cf Check M2 1 5 850 0.90 1. 00 1. 00 0,90 1.10 1. 00 1. 00 0.60 Shear Check (Strong Axis) : Member Load Offset Fv Fv' fv Unity Name Case # ft psi CD CM Ct psi psi Check ~12 1 5 75 0.90 1. 00 1. 00 67.50 35.14 0.52 VisualAnalysis 4.00 Report Company: Mortier Engineering File: Untitled.Vap Engineer: Brad Myers NOS Wood Design Design Group: Deck Joists, Group Report, Designed'As: SS2xlO SIZE CONSTRAINTS: Depth constrained to: (0.00 - 8.33) ft Width constrained to: (0.00 - 8.33) ft BRACING INFORMATION: Lllteral bracing at top flange (+y): Lat~rRl bracing at bottom flange (-y): Strong axis bracing (parallel to y): Pattern = Unbraced Pattern = Unbraced Pattern = Unbraced Inflection points are not used as brace points. DEFLECTION LIMITS: No absolute deflection limit. Span ratio deflection limited to L/240.00. WOOD PARJIMETERS: M~mber Type = Visually Graded Dimension Lumber Species = Hem-Fir GJ:'ade = ,No. 2 Beam Type = Cantilever Tempel:ature conditions: T < 100 F Cross Section = Rectangular. Loaeling Pattern = Unspecified loading pattern Moisture conditions: Dry Member has been pressure-treated with preservative No shear stress factor used Buckling stiffness factor not used Not eligible,for incising factor Weak buckling length coefficient = 1.00 Strong buckling length coefficient = 1.00 SS2xlO INFORMATION: b 0.125 ft d ~ 0.771 ft A = 13.8750 in^2 Ix 98.9320 in^4 Iy c 2.60200 in^4 SY. 21.3910 in^3 Sy 3,46900 in^3 Flexure Check (Strong Bending) : Member Load Offset Fb Deflection Check (Strong Axis) : Member . Load Offset dy Name Case 41 ft in M2 1 3.10 -0.01 aIn deflection checks, load case #'s .. .. ... Limit..:Uni-~Y: . : . : in: :Ct'-e~k .. : . : 0.25 .. Ot~4.. .. refer to serviceability cases. . .. . .., .. , ~~~Note: Some or all of the members In t~l~ .e~ort.a.d wlthl~ ~hlS . .. .. do not meet the NDS slenderness criter!~.f4r:soll~.CO.umns ,le/d I 00 . . . .... . Max Ie d = 80. .... .... . .. . . . . ,. . . . . . . . . . . . . . . . -1! .. .. .. ... . . . . . . . . . . . . . . . . . . . . . . . .. . . .. .. .. . . . . A .(;..1 iTo'-"2.AT tel II ~ . _ ,P't> e/I'-/CJ; 17o{,6 Fb' fb ps.i psi 761. 4 455,8 design group > 50) CLIENT A 1'<'1 Sr$:..,'l.41 . . II /'S SHEET NO. OF I, CALCULATIONS CALCULATED BY 1''>'1:> 8/II../tfj DATE STRUCTURAL Ct:lECKED BY BUILDING DESIGN. FIRE PROTECTION DATE , CODE CONSULTANT. PLAN CHECKlNG / lOb' CONSTRUCTION INSPECTION w.o.. l' ',t '/' / /.' -Q'~~i \ ' , :"~~~"&~I eo."".'~J - ;f,~~":;'~' ,;~ ~, ",I,lu,I....I..:..I,:.:..~ "'/.~,. ('/NI'I',\ 13SiW\ ~ ABuv'I<. &onacr.;:: lk."4m ~A/r)(i) C'IvTRy SPA"; /"'1/ SPAN: 6' Lur.>-l>: I'L.'J' (1,*,&= -+'IOjJJt:)':' cSL5"p '-f. U.lK]6,- /'it/5}:>sr:r L'?/"S<) ~ 6oo/J~ of e 5 ' (/0/-' -kl c,.q....rr:) , '/l.5"pt.,t. /CJ1."p"-? Input Data Span: Distributed Load: Allowable Deflection: Input Data Fv= FB= E= 111~11111l11l111111 ~:: :;;@1:~QmwQi psi Span: Distributed Load: Allowable Deflection: CO= CF= C- r- Fv= FB= E= !!m;:[l;;itt~g; psi !li!;llil~11!2! psi ';;@~~9QQ9Ql psi A = req Sreq= Ireq= ill!!llllllllflll :~: :;::In:n::~p:;:;:;?:t:::::::::::::. 4 ;;M1i:l~9f1!!; In CO= CF= C,= ~req= S,.;.,= Ireq= illllKili22i2Sl in~ -,-;.;.;.;-,.;.;.;.;.;.,.;<.:.,.;.;.,.,.;.;.;-:.,.;.;.,.;-: 11111111111111111 :~: G'/a ,. x. If. 'I...." G-~ G,L. bC-:] .. . . .. ... ... ... .... . .... . .. .... .. . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . .. . . .. . . . . . . .. . . h. . ... . . .. . . . . . . . . . . . . . . . . . . . . . .. .. .. ... . . . . . . . . . . . . . . . . . . . . . . . . 1245 PEARL ST. . EUGENE, OREGON 97401 TEL: (541) 484.9080 ~,.//.' ~ 'b",- - 1- ~h.l""~""~L 0..!. i:I'~ .', '~.9'''~.rl~ -~'-:'~'~ """-" ,', "'I,I01..U.:.:..~ "I'~\" (,'/"'1'1'.\ . CALCULATIONS STRUCTURAL BUILDING DESIGN. FIRE PROTECTION CODE CONSULTANT. PLAN CHECKING CONSTRUCTION INSPECTION 8~/ (]) ~ SP"V'/: S' -6" LOY:lD: 19'(I'if'Si-1L71,l(-)"-7'oftt: Span: Distributed Load: Allowable Deflection: Fv= Fe= E= CO= cF= c,= A,,,,,= s,,,,,= Ireq= Gx. 8C>,c..... Inout Data ti)1'iU5,s'.ft ",';P:t?6Q Ib/ft , "ltj{?40 1111!llillllllil ~:: 1111!II~jl~llilli :~~ ::::.":,,..:::.;:::';',':,:,,:::::.:.:::::.;;::i:: tv-" ~ CLIENT SHEET NO. . A /2.15T~c.(.i'/7r (L ro CALCULATED BY CHECKED BY W.O.II . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . . . . . . .. .. .. . . . . . ... . . . . . . . . . . . . . . . . . .. . . .. . . . . . . .. . . ... . ... . . .. . . . . . . . . . . . . . . . . . . . .. . . . . . . . .. 1245 PEARL ST. . EUGENE, OREGON 97401 . . .. . . . . .. . . .. . . . . .. . . . . ... . . . . . TEL: (541) 484.9080 13 9/1 tfD5 OF DATE DATE f1oa, "/'"ft.o.;'i~-'-'~ r~9.:'!0~si._~').\ ~ ;,>\":+..,,,,,,,;:..' .., ,C "";".\'(:~,' "'.:.:. ,'::';~~ ~ 1. , ~;\\"i:I, ~,:::',:(':.':;t;(i~ ' \<<:,!:III:iu!ilii:o !. ~t(,~s~T:r.;-v::} ;;{1\' E I',',."" -~.'~.~" I I I I I I I I I I , I I I I I I I , I I, , 1 ' I ! I l.iLIt:Nr 'W ','<3' .11--- -~--' , , . OF /~ el/\,,/ol:) CALCULATIONS' I" . SHEET NO. I'>-D ' CALCULA'r'ED BY DATE STRUC11JRAL BUILDING DESIGN. FIRE PROTECTION CODE CONSULTANT. PLAN CHECKING CONSTRUCTION INSPECTION CHECKED BY W.O.II CATE /7066 SHEARWAlL NUMBER(S) - 3 -q TOTAL AND TYPE OF STRAP - (I) CS/6 @ ~A<h<:...l.WN.;~ ' , '" k TOTAL AND TYPE OF NAILS PER STRAP- 2-6 ~ 8D A - 'Lx 't B - /7"" DOUBLE TOP PLATE STUD .. .. . ., .... .. .... .... . .. .. ... .. .. .... BOTTOM &: 'SILL PLATES .... ..' . . . . . . . . . . . . . B B "- HEADER ',~ PIE R DESIGN , . N.T.S. .: : : ... '0 . . . . .. , . ... ... . . . .. . . . . . . . . . . .. . . . . . . .. .... .. .... .... .. .. .. .. ~. .. .......... .. .. .. .. . . . . . . .. () ... . .. .. . .. .. .. .. 1245 PEARL 8T. . EUGENE,OREdOt-!97401 TEL: (541) 484-9080