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HomeMy WebLinkAbout1301 Bent Cedars Way Technical - Building -, .. .. . - .. Il't~CllNlCAJ , . eM> \0<!:J 'Q~'{\~ . "'ho\ \. ~/\\\)\) ,.-'01 \Y () q/1P ~~el S~ ~ ~~S ~~ I I i I I I I I I U3/1IJ/ZOOlJ 1'.Kl .1,); ;)11' t</lA. ,)OV t uIO tllO ~ UU.U UUil , l..tlb .ITlIl" \T""" 1)11>> \CllY I"'Y jLUMg~.I'\MCNSI.. T&C. I J6031769 T01-REV FINK 10 1 r1-Courw TMo. "c.. \luI\~t. WA RSn1 5.3J ~~e'~ ~!lDln, roc. Fn M,.. 10 I~l 201ll1'1lO8\ 6-4-14 ~Z-v-o I 17,I,l ~ 1:\-4.1~ 5-7.2 !i-7.2 ~14 -..' . 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TSE PROJp~Ttnaml DQ":~ rial I JOB~ A Engineering A Sample Calculations BY: '.. . 12930 N.E. 178th Street /Of.;oIOb Woodinville, WA 98072 A (425) 481-6601 DATE: t . Page: 1 of 37 These calculations qualify the basis for the construction requirements depicted in the PermaBilt Basic Plan #100C/110B. This plan has been developed for the purpose of obtaining a building permit for a post frame building of varying widths and lengths limited to 40' wide and 80' long [1:2 ratio]. Codes and Standards used are the 2003 IBC, 2001 NDS, & SDI Diaphragm Design Manual. The design approach is based on a light frame structure w/shearwalls. The steel cladding screwed to relatively close spaced roof purlins and wall girts makes the Perma Bilt building significantly stiff in the plane of the cladding and therefore particularly adaptable to diaphragm design. The roof diaphragm is much more stiff than the wall posts thereby causing horizontal forces at the roof line to be carried by the roof as a diaphragm to the building walls which act as shearwalls. This design method is well known and documented in publications by the American Society of Agricultural Engineers (ASAE) and referenced in the book "Post-Frame Building Design", edited by Walker and Woeste, and published by ASAE, 1992. The main force resisting system uses the Simplified wind load method of IBC section 1609.6 and components and cladding uses Method 2 of ASCE 7-02 section 6.5. The load combinations used for design are from IBC section 1605.3 for allowable stress design. It should be noted that while included in the design, seismic loads do not govern the design for this criteria. ~ .. - Contents: A. Main Force Resisting System MFRS------- page 3-12 B. Components 1. Diaphragm/shearwall---- ---. page 13-19 2. Purlins---------------------------------. page 20-24 3. Girts-------- -- page 25-26 4. Posts ---- page 27-31 5. Foundations-------------------------- page 32-37 - - .. - 100C/l10B _ u . I ~ ... - l. ~-===-= 1(~wn &Coun~rve ~t.~~~~;~;i.t"l.: ..... W"'9803 ----- . Iw F,.. '~.B~'.95~ SEE L a U I L 0 I N IS _SIr.".... ..._....,.,. r.2OD, 7-G:~55 ._--_.~- .... . - - . ---- .. JOB JOB If . ........ . SHEET NO. .1 OF · . CALCULATED BY CT1.- DATE ~J04 f-I . J . I ) 'I I j J ~j.I' .' I . I. . 1 . rlinrf'f I I I f::-..:;rt AAI-,- o'=" -D/:-~r.LC)AIH:: -~I I J .1 -..- I I I /. !. II I I I /...;J J f') fr: . I , :... .n ~ I ~. . ~ 1'J f ..r I I I i I I . '. -.-. r :_ I 1(( ~~I""I ':IN . ~ F-ut:JI...IAlI5 j .1,0" J 1. ~ p J.' F'~r (.) c.. ~ (.. IN .T I/;"C: IftA I 1 ~.{. ~.s ES . ~ I ! . I ."1'7lr".u g ~( ,~ '; . Z. I I () ';;.6~.t- Jrc>,c:: "'I:~S~ "~/1'A1 ~ -..-- .. - - ./ . I Iw, U'::. : I "', II~"; .R D.1f I "'- . 1M- v .A"'~'o"; ~ I '" :Sl lI.,-rL ~_f 3':_ IF (J .s,.. ...; I ? M I. : C!... 'A f ')~~ I ~. '-:'"0::. r;-. - '. ~QI~~ . I I' .' - . I I ~ I I ~" I I .. ~ - . I I. .' .. L-- FR66 . l . : ",. .... ..:: TSE PROJECT: JOB#: "" '. '" Engineering '" ~A SIL., ~MG pLA1J 'BY: 12810 N.E. 17Bth Strut. Suite 101 fLl-t tkf,CI) PdtJf -t .3 WOodlnvllle, WA 98072 '" (425) 481-660t DATE: - , v . . JurisdlctJon: Clallam County Pro/ect: Sample building calculation for the Perma Bilt Base Plan (PB #100C/110B) for the main force. resisting system [wind & seiSmic) Desion Soecifications: 2003 IBe Use & Occupancy Group: U Importance Classification: I Building Type: low RIse, Simple Diaphragm Building Construction: Post-Fe '" :.l Posts Embedded ?: Yes .-. . Basic Wind Velocity: 100 mph Wind E"I-'......ure: C Snow Loading: 25 pst .. - Seismic Use Group: I . R: 6.5 % of Snow Incl. wi Seismic: 0 % Soil Site Class: 0 Analysis Procedure: Simplified for MFRS; ASCE 7-02 Method 2 S8: 150 %g forC&C Load Combinations: ASD Basic Bufldina Desion Parameters: Roof DL; 3 pst Floor DL: 0 pst Wafl Dl: 4 pst . Levels: 1 LeveJ Names: MAIN . Allowabfe soil Bearing: 1500 pst .. - .. . . 8.14.04a--!.23.05 I . i -~ ,~ ;, ~'TSE. PROJECT: JOB#: ~ . · Engineering . BY: 12810 N,E. T7Sttl Street. Suite 101 f?~rJ 4- Woodlnville. WA 9a072 . (425) 481-6601 - DATE: . .: .. , gt)' " .. . -.. -. ...., --- -_. -. ,.. --- .. ,... -...,. -'. , ""~ n:"u", /@ I j .. . ! i I I ." I I 10''' ... i V ) J \.ol\~. . ". .. 'I ". j .. j ; :: .... ....J . . . ....J .....~~............."',_I...! .. . . @. 1:.. . __ l:lLU:U- -....~- } 14' SAY .r- '. . ". .. . .". .. . .......... .... L1:rI/~9JI~ "-. . "'0". _. . .. . - ~ . . L r . . , .;~ ..... ..:: TSE.' PROJECT: JOB#: .... . . .4 Engineering.4 BY: 12810 N.E. 178th Street, SuIte 101 WOodlnvllle, WA 98072.4 (425) 481-6601 --_. DATE: 04JJ1(1 5 ' -, I I .I . f f .r I. J 6:7' . lb" . . 1 ~ftoN.-r ., . . . .- j[ . . ~ ~ '. ~'7 . .. ..~61V1 . . .... I-I --- -- \- -. " ", . . '.. ...~..-.. ... ..... .... Rl1~ , - " - I . . :.:,\ " TSE page: 0 Englneerfng '.. . " .. . Plan Number/Job 10 TRANSVERSE WIND ANA~ FRONT ELEVATION main force resisting system Grid: 1 1 :2 :3 :4 :5 :6 :7 :8 . , , . . , , . , . , , . , , . , , . Roof Rise: 4 , . , :to 12 , . , , , . . , 6: 18.4 . . , 1 degrees . . . , , , . Roof end Zale:e :e , , Wall Ht.: 16 . . : ft. , . , Wall EncIZale/NoSW:E :E . , :tt, . . . . , . . . , i ft. , . . . . , . . , , . , , , Widthl , . ~ft. 40 , . , . . X: 80 , . :ft. , , , . , . . : . , , . . LEVEL: \ MAIN - Roof Typei 1 , . . . . . . . . . Ridge/Gable Ht: 6.7 . . :ft . . . I . OH left:1.5' . . . 1ft. . . I . . I - OH right! 1.5: . . :ft. . . . . , ~sq.ft. Area left: . . , . , , , Area right: , . . ;sq.ft. , , . . , , . . . . . I . . . V teft:5167 io .0 10 ,0 :0 .0 Ibs. V right~ 5167; 0; oj 0; 0; 0; Orbs. . . . LEVEL: - . Roof Type~ . , . . , , . . , . . . . :ft. Ridge/Gabie Ht: , , . ':tt OH left: . . : . OH right; : . : ft. Area left: , [sq,ft. . Area rightl . , isq.ft. . , , , :0 , . V fett:O ,0 ,0 :0 ,0 ,0 Ibs. , V right; 0: 0: 0: 0: 0: 0: o Ibs. LEVEL: Roof Type: , , . . , I . . , . . . . RIdge/Gabie Hti I . . . :ft. , . , . . . . I , , . itt. OH left: . , . . . . , . . , , . . . OH right; . , . . 1ft. ... I . . . . . , , I - Area left: . , , , . :sq.ft. , , . I . . , I Area righti . , . I . jsq.ft. . , , . . . . I . , : . . . . , . . ~ . . , . . V rattio . . , . . ~Ibs. - :0 ;0 :0 :0 :0 :0 V right: 0: 0: 0: 0: 0: 0: O;rbs. l I , . . I ~~., -, TSE page: 7 . Engineering " , .2 . LONGITUDINAL WINf.) ANAL YSI~ Plan Number/Job 10. .RIGH~ATION main force resisting system Grid:1A ~B :c :0 jE :F :G :H , . . , . . . . Root RIse: 4 . :to 12 . . . . G: 18.4 . . ; degrees . . . . Roof End Zone:E :e . . . . WallHt: 16 0 ~ft . . : . . Wall End ZCne I No sW: E :E . . . . . " :ft. . . 0 . 0 0 ift. , . . . . . . . 0 . . Length: . ift. 80 . . .. y: 40 . : 1ft. . . . . . 0 : - - LEVEL: MAIN Roof Type! 2 . , . . . . . . . . 0 . Ridge/Gable Ht: 6.7 . . , 0 1ft. . , 0 . . . . OH front:1.5 . . , :ft. . . . , , . . , , OH back: 1.5: . , . :ft. . , , . Area ;"w,A:-67 . . . ~sq.ft. . . , . . . . . . . , 0 Area back: -87; . 0 . :sq.ft. . . , . . . . : . . : . . , . V tront:3996 :0 :0 :0 ,0 ,0 10 Ibs. V backi 3996; 0; 0; 0; . 01 o Ibs. 0: LEVEL: ROot Type; . . , 0 . , . . 0 . , 0 . ~ft. RIdge/Gabie Ht; . : . . , . . OH front: , : ft. , . . . . OH back: . . . :ft. . . . . , Area front: 0 . . ;sq.ft. . . . 0 Area back; . , . , . . . . : sq. ft. 0 , . 0 0 . , . 0 , 0 . , . . . . . lo . V frontiO 0 :0 :0 :0 .0 Ibs. . V back: 0: . 0: Oi 0: 0: 0100. 0: LEVEL: Roof Type: . , . , . . , . , , I . , Ridge/Gable Htj . , , :ft. , . , , , . , ~f1. OH front: . . . . . , . . . OH back: . . . :ft. 0 . . Area front: . , . :sq.ft. . , , Area back: 0 . . lSq~ft. . , , . . , . . , . . . . , , , . . . , . . , . V frontlO :0 :0 :0 . 0 ,0 ,0 Ibs. V back! 0: 0: 0: 0: 0: 0: o Ibs, -- ---' I I ' , I. '" "'. TSE page: f3 Engineering '. . " . TRANSVERSE SEISMIC ANALYSIS, BASE SHEAR DISTRIBUTEO Plari Number/Job 10 PlAN VI~ main force resisting system H ~_.-.__._-_._--~----.---_._----~----._------_.-w______...._....P......._....___P..._..___...__~..._________._~ I I . . . I . . . . . , , , . I : : : : : : : : I . . . . . . . I I . . . . I I G. . . . , . I I . . . I I . . . ' I I I . . , I . r--.-----------,----___________~-...._--.-..-..y---------------,----------..---r---------.----~-----------~-__~ . . t .' . . . I . . . . . . I . . . , I . . " . . . . I . . I . . . I . , . r . . . I . . . I . F:' .: : : : : : : ~_.._..._--.---~_._-_._........~.._-----~._----~---~-----------~---------------~--------------~._--_.._....~-~ . , I . I . , . I . . I . . I . . I . . . I I . . . t . t . I . . . . . . . , . . . I . I . I . E' , . . . . I . . . I . . . I . ~.-.--.-..---..-.........._._..4._________..____.__.__.......__..___.__.._____._~_____.._______.~_____......___. . I . . . . , . . I I I . I , . I I I , . . . . I . I I I I . . I . . . . . . . ' . . , . . . . 0' . t t . I I I . . . . I . . I I . . . I . . . ~.....-..-...-.~-_.-.._--..-._..-........._-......._-----_.._-._p..-._--_......_p.._..-....-...~....._------._, , . I . I . . I I I . . I I . I I I . I I . . . I . . . , . . I I I . . I . '. , ' I I . I . . . C. I . I . . . . ' It. . . , . . , . . I . . . r-.------------~-------.-------,~.-~------.---.T--..--.---..---I----.---.---.--r------.-----.-~-------....--.~ . . . I , . , I ... :::::::: I . . I I . , . . . . . , . . . I , . , . . . . B' . . '. . . . . . . . . . . . . ~.........-....~...........---.~..-.-.----...--t...-...-.....-.~---..---.---.--~-...--.-.-..-.-~--.----....._._~ .J : R . 2922: : . :. : : : :Ibs. - " t . . I I . . . I . . I . . . . I . . . .. . . . , . . I . . A: ~ :.: : : : ~ Grid: fro -m.--u--y2'm 0-- no m ;3"00 no n 0 m_-14--- ..... '-----[5-- ___On no uT6- _m_ 00 m '-170 0 0 0.. __n' 0 -~ 8 ,WNGITUOINAL S~MIC ~YSIS H -.. ------ .----..---..... .-. .....-...-.. -------.-...- -- .... ~----- -----.. -.. ----- .....------... --.-- --- -. .--- ...-- --..- I .. . . . I . . . . . . . . . . . . . . . . . . . . . . . t . . . . . . . . . . . . . . . I .' I G' , , . I . . , . . . . . , . . . . I .. . . I . ~.._-.._....._...._-_..._......~_................_.__.._.-.._.-.-..._-...._._-._~_....._-------..---------_._.._-~ . t . . . I I . " . . . . I . . : : : : : : : : . . . . . . . . . . . . . . . I F. I . . . . . I . . . , . . . . ~.__.._----_._--~-_.__._----_.._~.------_.__._--~_._..,----------~--_._._._...._-~.....__.._._--~._-----_.._...~ . , . . . , . , . I , . . . . , . I . . . . I 1 . . , . . I . , : : : :, : : : : E. . . . . I I . . I ' . . . . . . , ~.._---_..__._--~.._._.._._.....~._-_._..__...._~.._....__.__.._~_..._...._.._.~...__....._...~----~----_._.-~ I . . . . . , . I . . . I . . I : : : : : : : ~ . I . , . . . . . . . , . . t . O. , , . . . . . . I . I . . . . ~.-....-...........-...--.._.._~_........._.___A_.__._..-----...-----....--.--....---.........48......__._.___4 . . , . . . . . . . , I . I . . I . I . , I . . . , . . . I I . . . . . I , . I I I , . I . . I I . . . , I . I c: . : : : : : : : ~--_.------.__.~._._-._.._-......_.._-_.__.._--.-._._._.-----...-...__..-._-._-~--.__._-_._._-~-_._-.._--.---~ . , . . . . . I . . . . , . , . . . . . . . . . . I , . . . .. . . ..... I . . . . . . . . . . . S' . t . . . I . : , : : ' : : : : : ~.....-_.__....~...._...._-._-~_._-.._...._._.~--_.._--_.._.._.~----._--------~--------------~-----_._-----_.~ T_.w...:2 2449: :1 :1: :1 : : :/bs: . " I. '" - . I I . . fl. . , J . . I , . A: 2 : : 2 . : 2 : 2 : 3 : : ~..-.~.-..-..~.J...._.._...____J............._.A__.._._.-...--.-~-------.-.-...-.~--.....-..-.__J_.__........__.J Grid:: 1 :2 :3.:4 :5 :6 :7 8 Long W'" J l ! , I I .\.. , ,- page: , TSE engineering '. I , . Plan Number/Job 10 SEISMIC D~GN FORCES main force resisting system TRANSVERSE GRID LEVEL l.sw Oe r . DOE S D.lE (ft,) (IOO.) ; (100.) (100.) (Ibs.) 1 MAIN 36 1461 0,1389 1461 1461 1023 2 MAIN 36 1461 0.1389 1461 1461 1023 - , , . . ; r (max) = 0.1389 Fa= 1.00 . As= 3200 sq.ft. Sus= 1.50 9 . 2 - 20 / r(mBX)*$QRT(AB) = -0,546. 80S = 1.00 9 . p= 1.000 SDC= E l ---- , ..'~, .'- page: \0 TSE Engineering '. . , . Plan Number/Job 10 . SEISMIC DESIGN FO~ main force resisting system LON<3ITUDINAI,. 'GRIQ LEVEL Lsw OE r ~ g 0.7E (ft.) (Ibs.) (100.) (100.) (Ibs.) A MAIN 28 1225 0.1786 1225 1225 857 8 MAIN 28 1225 0.1786 1225 1225 857 - ~ r (max) = 0.1786 Fa= 1.00 . As= 3200 sq.ft 5MS= 1.50 9 ~ 2 - 20 Il'{max)*SQRT(AB) = 0.020 50s = 1.00 9 p= . 1.000 SOC= E , I I l ---- -- . . .",. .~. TSE page: II Engineering -. . . . TRANSVE~SE SHEARWALLS Plan Number/Job 10 main ft.,....:.' resisting system Grid 1 Grid::A :8 :C :0 :E iF :G :H .. I I r , Level: MAIN:: :: i : " I . Lsw: 36 : :.: :ft. v wind: 144 : : : :plf " . I. v seismic: 28 : : : :plf, USE::Shearwall : : :: .. o. . " . . . I . .. " . .. " . I' I . I. I . Note: Maximun v for dad walls = 15Op1f-see page /5 ~ : If v > 150plf then.:A. .:.,..-ing is to be added per engineer and detail 1 SI2 (typical) I . . . . . . , I . . I . . . . . . . . . . , . . . . . I . . I I . I I . . I . . I . , . . . . I . . , I . . f , t . . . . I : ~ : : : : : , I I I , . . : : ~ : : : : : Grid 2 Grid::A : .. Leve!: MAIN: ; . : : : : : , . I . . Lsw: 36: I : : . : :ft. . : : I: I I : vWlnd: 144: : : : : . :plf . v seismic: 28: : : : : : :pff USE:: ShearwaJl : : : : : : : I . . . . . . . j . ",..... ..t, /'l. TSE page: Engineering '" . I # z LONGITUDINAL SHEARWAUS Plan Number/Job 10 Grid: j 1 15 16 main fo~ resisting ~m Grid A ;2 :3 :4 :7 ;8 Level: MAIN , . . . , , , . . . . , . . , . ~ 28 . . . :ft. , . . I : . . lplf v wind: 143 . . I . , . . v seismic: 31 , , : :plf , . . USE:~Sh8arwall . . , , . . . . . I . . . , I . , . , , . . . , . , , . . . I . . I . . . . , . . . . , ,. , , . . , . . . . . , . .. . , , . . . . . . . , . . , , : . . I , . . . . , . . . , . , . . , . , . . . . .. . , : . . , . . , Grid 8 Grid:: 1 . . MAIN . . . . . Level: . . . . . . . . . . . . . , . . . . fft. - Lsw; 28 . . . . . , , . . . , . . . . . . v wind: 143 . . . . . . :p/f . . . , . . . , . . , v seismic: 31 : . , I . lp1f. . , , , , . I , . USE: l Shearwall 1 , . , . . , , . , , . , , , , . . , - . - . .\ . . ~.~ "]] & c. e Suo,. !l . 165:!1 HogI"'.... 99 . LV"""""" W4 9BO:l ., own ountrv. E.."t(I// LOle l2DGI25IP17' To;: Flff '-800-824.9552 STEEL BUILDINGS AdmMUSI".'IW't HIJI!C1CJtl.Jml!$. (2061 743.'553 ... . JOB JOB 1# SHEcf NO. -..:P .~, QtfA.e. J~ ~ , .CALCULATED BY ~_... I I I I . r I J I I . J . I ! H I 1.'.1+ ..- I ! . . . I . I . I . .'--'" ;:- I I . , I ' .1 / I I I I . . . I j I I I I /. .' I I '1 I I / - I I I I. j , 0.+1 I . I_ I - I . .: I I I I I I I - '1 I I I I 1- I I I \.' I . I I I I I , I ./ I I I I ' I I I I. I I I I I I C:Q<ll'l ) ------- . J "... . ..... . . . . 'TI & C t e . S,,~ 8 . 165~1 ~'\o1y !O'~ . L\n,...uO.l. \\':" ~SCJ .,!. 1 own oun rv . E...~L..,. 1<'OU1:?l:~.~el . _ Tc;.' F~ "SOO-8:'~.9~5. ~ Tee L B U I L 0 I N G. S A".,.,..:t.,^,. "'",.~"...,':~'; ,:.)[0. ~~,1.'S;; I~ L . JOB JOB if .. '..p' 'l--..-""'" DIVISION OF . SHEET NO.' .::J~-' OF '. ~e'/ 14_ I : CALCULATED BY ::... J '~ DATr::' E:;"/ i : i;-' ;..:. . ... , . ~/11'~ , I I I I' - (1 ! I I I I I I I I I I I I I ,. I I I ) I . 'I I I . I . . I I I - I I I I i . . ( i. . \.. I II 1.1 I I . I '1 I. I . I I / I I I I I. .1 I I I ,. I I I I j './ I I ,I I. - I I. T j I . I. I I. . I I I I I : I I '! I I. I . I . I I I . I I I ' . I r , I I r . / r . I I I I . I I I - .1 I I I 1- , . I II - J FR68 . :'", .....: .: . . ,\,. . ".' . .... ,':":-\ "(:. .'. ,..: ':':.~-.i..;:.. .. 'TI & C.. 5.... B . 16521 Hlgl_' 911 . L\"1I1IIIOCXI. WA 9l1llJ ", Own. O~~: .E""'att lJn& 12OeI2.5S--lH1.. . . . . 70tI Fl. 1-8QO.824.1IS!2 . .. , S TEE L B U I L 0 IS. ~.,." _ He_uarlalJ 1206HG155S : JOB JOB 1# - ~ :.D.... OF pAA~, JS" \ . ; SHEET NO. -' . .CAlcUlATEO sV ~ OJIJ'E t;" //1 ! ~O . . I ~ r l' k' I I I I I r I II I I ':1 I .1 3 o~~.R ~ . - . I I ./ . I I : I . I . . . '. . .. , '.C . I . ,- I' . I - J . . j. I : I I I / . I I I I .. I . . t". I I . I I I" I I I I -, J I . . I I I . J. ./ I I I , - FR66 . L ,----- ~-- -- , , ~''\.. , , . 'ftl')e~ If, ., MINIMUM LENGTH OF ENDWALL CLADDING' ... . Eave Height 12' max. Roof Slope 4:12 max, - I Width (Soan) po' Lenath 20' 22' 24' 26' . 28' 30' . ~ 34' 36' ~ 40' 20' 11'-6" 12'-()" 12'-6" . 13'.0" 13'-6'" 14'.0" 14'-6" 15'-0" 15'-6" 16'-0" 16'.9" 24' 13'-6" 14'..()" 14'-6" 15'.3" 16'-0" 16'-6" . 17'.0" 17'-3" 18'-6" 19'-0" 19'-9" 28' 15'-8" 16'.3" . 17'.0" 17'-8" 18'.3" 19'-0" 19'-9" 20' -6N 21'-3" 22'.0" 22'.9" 32' 17'-6" 18'-6" 19'.3" 20'-0" 20'-9" 21'-6" 22'-6" 23'-3" 24'-0" 24'.9" 25'-6" 36' 19'-9" 20'-6" 21'-6" 22'.3" 23'-3" 24'-0" 25'-0" 26'.0" '. 26'-9" 27'-ff' 28'-6" 40' 11'..0" 11'-3" 23'-9" 24'-9" 25'-6" 26'-6" 27'-6" 28'-6" 29'-6" 30'-6" 31'-6" 44' 12'-6" 13' -tJ' 13'..6" 28'-0" 29'~" 30'-3" 31'-3" 32'-3" 33'-8' 34'-6" 48' 14'..()" 14'-9" 16'-3" 1/:)'':'9'' 16'-6" 34'-0" 35'.3" 36'.3" 37'-6" 52' 16'-0" 16'-6" 17'-0" 17' -9" 18'.3" 19'.0" 19'.9" 20'.3" . 56' . 17'-9" 18'-3" 19'-0" 19'.9" 20'-6" 21'..()" 21'-9" 60' 19'-6". 20'-3" 21'-0" 21'.9" 22'-6" 23'-3" 64' 21'-6" '22'-8" 23'-3" 24'-0" 24'-9" 68' 23'.9" 24'-6" 25'-6" 28'-3" 72' 26'..0" 27'-0" 27' -fr 76' 28'.3" 29'_3" 80' 30'-9" 1 . . : MINIMUM LENGTH OF SIDEWALL CLADDING Eave Height 12' max, . Roof Slope 4:12 max. Width (Soan' .. .I&l.mb' ~ U 24' ~ 28' 3D' 32' 34' . 36' ~ ~ All ~l..6\1 2/~tl 2Z!.f, " 14 !-(/ 'Z1!tI 2B~6" 30'--6" ;~~d' 36!pl' ~6 ,. 3ft.b" .. Not~ to the above tables: 1, The lengths of wall cladding listed are the minimum shearwalllengths required for various sizes of-rectangular bulldl~gs In conj~nctlon with PB BaslC# 100C/llO.5 . material and connections as specified therel!:). . 2. The tables are valid for the following maximum wind conditions: : Velocity 100mph, Exposure C (OR 110m ph E,tp B) . 3. The lengths of Endwall cladding listed above the heavy line may be for one endWal.~ or . for both endwaIls combined, The lengths listed below the heavy line are required for each endwall. 4. The lengths of S'ldewall cladding may be for one sldewall or for both sidewalls combined. - 5. Buildings with Insufficient lengths. of wall cladding are to have steel strapping added as . braced panels with the restrictions, quantity and connections as specIfied by the Engineer. . '. 6. Building length/width ratios are limited to 2:1. I ----- - -- . , ~!\\. , . pa:Jt: 17 MINIMUM LENGTH OF ENDWALL CLADDING ~ : Eave Height 16' max. Roof Slope 4:12 max. Width l - : Lenqtb ~ 22' ~ 26' ~ ~ .~. . 34' 36' 38' ~ 20' 16'-3" 16'-3" 16'-3" 16'-3" 16'-3". 16'-3" 16'-6" 17'-0" 17'-9" 18'-3" 18'-9" 24' 18'.9" 1S'-9" 18'.9" 18'-9'; 18'.9. 19' ..{)" 19'-6" 20'-3" 21'-0" 21'-6" 22'-0" 28' 21'-3" 21'~" 21'-3" 21'-3" 21'-3.' .22'..{)" 22'-6". 23'-3" 24'-0" 24'.g' 25'-6" 32' 11'-9" 23'-9". 23'-9". 23'-9" 24'-0", 24'.9" 25'-8" 26'-6" 27'-3" 28'-0" 28'-9" 36' 13'-0" 13'-0" 13'-3" 26'-0" 27'-0" 27-9" . 28'.9" 211-6" . 30'-6" 31'-3" 32'-3" 40' 14'.3" 14'.3" 14'-6" 14'..0'" 15'-0'" 15'-6" 31'.9" 32'-9" 33'-9" 34'-6" 35'-6" 44' 15'-6" 15'-9" 15'.9" 1 6'.3" 16'-9" 1 7-3" 18'-0" 18'-6" 38'-0" 39'-0" 48' 17'-0" 17'.3" 17-9" 18'-3" 19'-0" 19'..8" 20'-0" 20'-6" 21'-3" 52' 18'-8" 19'-0" 19'.9" 20'-3" 21'-0" 21'.9" 22'.3" 23'-0" 56' 20'-6" 21'-3" 22'.0" 22'-6" 23'.3" 24'-0" 24'-6" 60' '22'.9" 23'.6" 24'-0" 24'-9" 25'-6" 26'.3" 64' 25'.0" 25'.9" . 26'-8" 27'-3" 28'.0" 68' 27'~" 28'-0" 28'-9" 29'.9" 7'Z 29'-9" 30'-6" 31'.3" 7f! 32'-0. 33'-0" 80' 34'.9" . . . MINIMUM LENGTH OF SIDEWALL CLADDING Eave Height 16' max, Roof Slope 4:12 max, Width {Soan) .. .!.-enath, ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ All 25~t . 25-0""~'-dt ?:t.-&" . '3t{ ~" 37!.rj'~' ~~dl. 43'!"'O" 4G1-S' ~!d' 50'-~" ~ to the above tables: . 1. The lengths of wall cladding listed are the minimum shearwalllengths required for various sizes of rectangular buildings in conjunctIon with PB Basic# \ooe/IlO.6 material and connections as specified therein. . 2. The tables are valid for the following maximum wind conditions: . . Velocity 100mph, Exposure C (pP.. IIOmphl ~p 6) 3. The lengths of Endwab cladding listed above the heavy line may be for one endwall or . for both endwalls combined. The lengths listed below the heavy line are required , for each endwall. 4. The lengths of Sidewall cladding may be for one sidewall or for both sidewalls combined. . . 5. Buildings with Insufficient lengths of wall cladding are to have steel strapping added as . braced panels with the restrictions, quantity and connections as specified by the Engineer, . 6. Building length/width ratios are limited to 2:1. I J I -. ...: . : BRACED WALL PANELS f1t /8 ... : All. types and options are a combination of wall cladding plus braces shown. .Strap material'and connection details perP8 8aslc#1lOt. , Type: A (1) steel strap [><J X-braced H as shown I'- ~ . r O.SH (plin) ~ .~ r J B (2) steel straps QR (1) steel strap lXJ X-braced H . X--braced H as shown as shown. } J O.5H (mln) 1 }H (min) . . ( C (2) steel straps' X~ced as shown lXJ H . . } ~H (min) , . D (2) steel ~..,....:O ~ X-braced H as shown ,in each of TWO pa1eIs J J O.SH (mln) f><J , E (2) steel straps t X.braced as shown in each of TWO Panels } J, H (mln) . . . J ---- --- . -" .. ....: .- TSE PROJECT: JOB#: .- . ! ... Engineering'" BY: 12810 N,E. 178th Street, Suite 101 ~Pf.e l.Cj Woodlnvilla, WA 98072'" (425) 481-6601 DATE: ~ I " ... , Braced Wall Panel AIlowablus are Ii.sed on Slmpaon CS16 with maximum allowable tension for wind or seisml 1705 lb.. Allowable Shear For 6:12 762 'lis. . For 12:1 . 1205 I"'. ~ . . . . - ..... . ~..... · . HOMl!~ . .. -"'852I~lt'L..-.*_..,,,, rr, n &CO ry. ~, .[-__z5....nn """'.0'__1&2 .." . 4 , t\ , - ~QaB)1QlISS P~NFRAMe B~~~S : ! ~ -...~.- ~'--qm · , -- ~" JOB I JOBN OtWlSlONOll lr"~~~ QuaRty: Our Future Depends On II. ... SHEET NO. P OF pas') e. to , ~ - : CALCUL4J'E) BY err... DATE '+ / Z Lf I ~ .2 . 9 J()4 r?O~ PU,f(.L.INS AI DOWNWARD' LOADING' ~ S.~/~ ~ = ALLo't'). LOAD Fa,x B~ND1A)G ::: 12.J~ 'W"y ~ ALI.OW. L-oAD Fo.~ SHt:AR :.' 4- A ~' . . 3'~v ". II" . WHL:'Rl:. ~ )1,= BAY WIJ)T~" o.s- (A-) ~ j" ~ "BAY WI~T~ - 0.5,.;. ~ G~} fia": Fb )C .C.. .~. Cp (fSL) . C,.. =-eD.:: I.IS" . ~'; F\I. 10 CD(r-'~) . 0... IA13I.G F(;A :2:,.1<:; ALL'OW. L.O~D 5=7.5",~~J. 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"'='. ~ HOME OF - !uM8"Is:lI~tI'l .."WA.t037~'I'. ~own & COT1fb~r' ~,,~ l_.. RC8l2M-<'1'I """",",,l2aIl_96U 1.( ""I J:. ~ -__rl2llll'Gt55S POST FRAME BUILD s-. FIIlC.QOIl7q.I'" 1:lIF,", ,-~ . -~ ~ ..~ar V~~h!J.o.~~ Joe, Joe,. Qualiry: Our F';tuT~ D~p~nd.r on it. .. SHEET NO, 'R OF ,P41' ~ -:;L I 'I I - : CALCULATED BY 0-1.- DATE q , ,:; /;J ('3 ~ 1i/'4- RAt<t BEAM ; . ~~. "'1 LL..tJW..' ~ 0 Al' r N Go .1.V!..s. "'W""v SIV..~ t.=. {'tm.wJ ~i'.". P . I.: Q'N's. ~ S F"d,t FlJ R.!..1;J.5 ~ ~J~t: ~~ : . ... 2 ~ G} W' . \. . ~ '.::. Fb x CD .; F;':: .Fv xC'p . ~ X-! \ ""'- ~'r:: Lt::VG~ P....-J , \ ' P.A.,.. . I orlL r.'C . / I ~ --.- , l'/H.. '. "" D.',,;I RA'f<c.' 2 ~ 102.')( /2 ~:<I 2." (?) Z'/.J2.. U:-rJ6ER. '.' 2 ~ tot 2. ~~. 2'4( g 2-~Ga ~ Co ',): #J "J. I . '3" l:"" U,,;3 (!o. ~ 0 l:l j '" . .... I. -r. . . 0-;:). .... (;> . ''0 C> '1:1 . :. .. A(~~ t"S.~~ . '/h.eg ", ~g 33=76 .;. : ",." ..:..." .. RAX~ SPAN I 10:',. 12..1 (.Lf J ." 2J: r 0 ~ 2y. 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RAKl:' Tb P(lsi ~. G-IG~ aRG. 13t.:OCK~. PoST, . ., I I' ~ RAI.a: BeAM' MAX.' SPA}J = 1'1" , a. ~A~, BA\( WIDn(: 1'+' "1'2. oH. RAKe: 1.5 2)(. I:F\, SID~. OF .POST" ."": 5'-IG ~ RAKe: TO pO~T . Ef ~ -I'~ iR~. 13 ,"0e.K..;0 posr FoR. S I NGl..ft SP;.,/J': . H Fjo.2. ~ 1_' S · (5' + (,)'2."" 308 b,lt . 3b&".~ y-:.. 7'~'~' = 4-9 f~t- . . , . I {<Ii t(c; c o.vT: 6"~ R p~s r '\ twtA x.. C A AJi. -::: b j . . / ~ 'i.. '" l,f 5' ( I 0 + b,) 2. :: .&tit 9 (:) Jt: . L{-lt~o .. 3" ~ f '/AT =, h'~~' \ q' - ~'T f' .,~,......._- ,,~ "" I . , ,-' .... . aw.'.1"'~..1 ....M., n".,,1 E_llOIlnl-4ll1 ~Q(lIl_U , , _ (3DIIJ rOo.... --.--- - -llO'lJq.... bI'_ ._~ . , . , - .1' - JOB * ~ /: JOB . . . .,..... ... 1)f:: Qualiry: Our FutuIY lHpmds On Jt." . SHEET NO. ~ OF {A/l~t." , ~/IJ4-.' I CALCUuqeo BY C11- OATF . : : , RI1~E "BEAM' WITH OVERHANG ' , 15 ~'1 ~r 2.'1""1. MA)C. . 8~ '-5 '.' '., ~ . -.' I _ 'T- A F;. .. . 'Wi:. '12;' ~ ~ - 3.,9.: .L . r~ . 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WIND LOAD PRESSURE FOR COMPONENTS ( ASeE 7-02 Method 2, Section 6.5) qz = 0.00256*K: "1<.!V*' [EQ 6-15] V= 100.0 mph Exposure= C . I<z= 0,90 Table 6-3 ~= 0,85 Table 6-4 1= 0,81 Table 6-1 and; Qz = 11,0 psf and, p~[(GCp)+/-{GcpU]= 17,5 psf GCp" 0.85 GCp;. 0.18 1.03 . . . . , vl0.12.04 . . . ..../ . . .... TSE page: '2~ Engineering . . .... . EMBEDDED POST DESIGN (POST .FRAME CONSTRUCTIONl Sidewall Post Heiaht Post b Post d HF Post Fb Fe E(10\^6 16 5.625 9,625 #1 1050 750 1,3 ft. in. in. CD 1,6 1.6 1,0 CF 1 1 Bav Width Soan Root OH Root D RootS CL 1 14 40 1.5 3 25 Ci 0,8 0.8 0.95 ft, ft. ft. pst psf Fb' Fc* E'(1m^6 Wind Pressure 0.75W W ~ 1344 960 1,235 17.5 184 245 0.8 psi psi psi psf pit plf IBC 2003 ASO BASIC LOAD COMBINATIONS: Loading: D + 0.755 + O.75W Loading: 0.6D + W P 5418 Ibs. P 542 lbs. fe 100.1 psi fe 10.0 psI . Ie 153.6 in. Ie 153,6 in. laid 16,0 Ield 16,0 KCE 0.3 Kee 0.3 " Fee 1455 psi FeE 1455 psi - e 0.8 c 0,8 k.1 1,57 k.1 1.57 k.2 1.89 k.2 1.89 Cp 0.81 Cp 0.81 Fe' 780 psi Fe' 7BO psi M (In-span) 39690 in.-Ibs. M (In-span) 52920 in.-1bs, M (base) 70560 in..lbs, M (base) 94OBO in.-1bs. S.Mod. 86.85 In^3 S.Mod. 86.85 In^3 fb (In-span) 457 psi fb (In-span) 609 psi fb (base) 812 psi fb (base) 1 OB3 psi Post CSt (In-span) = 0.36 Post~IOn~n)= 0.45 Post CSI (base) = 0,67 Post CSI (base) = 0.81 Use 6x10 HF#1 Rough See Table A on Sheet 3/3 of:PB# 100e/110B . . y 9.4,04. J -. ----- -- . I ~ . ..... page: 2~ h TSE 1 Engineering . . .... . EM~eDDED POST DESIGN (POST -FRAME CONSTRUCTIONl Sidewall Post Heioht Post b Post d GL Post Fb Fe E(10)~ 16 4,125 7.125 Classic 2200 1700 1.5 ft. in. in. Co 1.6 1,6 1.0 CF 1 1 Bav Width Soan Roof OH Roof 0 RoofS CL 1 14 40 1,5 3 25 Ci 0.8 0.8 0.95 ft. ft. ft. psf pst Cv 1 Fbi Fe" E'(10)^6 Wind Pressure 0.75W W Is 2816 2176 1.425 17,5 184 245 0,6 psi psi psi pst pIt plf IBC 2003 ASO BASIC I,.QAD COMBINATIONS: Loading: 0 + 0.755 + 0.75W Loading: 0.60 + W P 5418Ibs. P 542 Ibs. . fc 184.3 psi fe 18.4 psi Ie 153.6 in. Ie 153,6 In. laid 21.6 leld 21,6 . KCE 0.426 Kce 0.426 . FCE 1306 psi FeE 1306 psi C 0.9 C 0.9 k.1 0.89 k.1 0.89 k,2 0,67 k.2 0.67 Cp 0,54 Cp 0.54 Fc' 1170 psi Fe' 1170 psi M (in-span) 39690 in.-rbs. M (In-span) 52920 in.-Ibs. M (base) 70560 in.-Ibs. M (base) 94080 in.-lbs. S.Mod, 34.90 in"3 S.Mod. 34.90 in^3 fb (in-span) 1137 psi fb (In.span) 1516 psi fb (base) 2022 psi fb (base) . 2696 psi Post CSI (in-span) = 0.43 Post CSI (In-span) = 0.54 Post CSI (base) = 0,86 " Post CSI (base) = 0.97 Use 4 1/8 x 7 1/8 GL See Table A on Sheet 3/3 oflPB# 1'OOC/110B NOTE: Glulams are GRUEN.WALD CLASSIC COLUMNS . .' v 9.4.04. ~- ,--- ..- - . . --11 . ,~ pag~: -:;0 TSE Engine6ring . . '- . EMBEDDED POST DESIGN (POST -FRAME CONSTRUCTION} Endwall Post Haiqh! Post b Postd HF Post Fb Fe ~(10)^6 16 5.625 9.625 #1 1050 750 1,3 ft. in, in. Co 1.6 1,6 1.0 CF 1 1 Av.SoacinJ;l Bav Width Roof OH Roof D RoofS CL 1 14 14 1.5 3 25 Ci 0,8 0.8 0.95 ft. ft, ft, pst pst Fb' Fe. E'(10\^6 Wind Pressure O.75W W ~ 1344 960 1.235 17.5 184 245 0.8 psi psi psi pst plf pit IBC 2003 ASD BASIC LOAD COMBINATIONS: Loading: 0 + 0.755 + 0.75W Loading: 0.60 + W P 2142 Ibs, p 214 Ibs. . te 39.6 psi fe 4,0 psi . Ie 153,6 in. Ie 153,6 in. Ield 16.0 leld 16.0 . KeE 0.3 KcE 0.3 - FeE 1455 psi FeE 1455 psi e' 0.8 c 0.8 k.1 1,57 k.1 1.57 k,2 1.89 k2 1.89 Cp 0.81 Cp 0.81 Fe' 780 psi Fe' 780 psi M (In-span) 39690 in.-Ibs. M (In.span) 52920 in.-lbs. M (base) ,70560 In.-Ibs.. M (base) 94080 in.-Ibs. S,Mod. 86.85 In^3 S.Mod. 86.85 in^3 fb (In-span) 457 psi tb (In-span) 609 psi fb (base) 812 psi fb (base) 1083 psi Post CSI (In-span) = 0.34 Post CSI (ilWlpan) = 0.45 Post CSI (base) = 0.62 Post CSI (bass) = 0.81 Use 6x10 HF#1 Rough See Table B on Sheet 3/3 otPB# 10OC/110B . . . y 9.4.G4a .....I . ~ -I ~ .", , page: ?p b TSE Enginesr(ng . . , ... < EMBEDDED POST DESIGN (POST .FRAME CONSTRUCnON\ Endwall Post Heiaht Post b Post d GL Post .Fb Fe E(1 O~ 16 4.125 7,125 Classic 2200 .1700 1.5 ft. in. in. Co 1.6 1,6 1.0 CF 1 1 Av:SDaclno Bav Width Roof OH Roof 0 Roof S CL 1 14 14 1.5 3 25 Ci 0,8 0,8 0,95 fl ft. ft. pst pst' Cv 1 Fbi Fe. E'(10)^6 Wind Pressure. 0.75W W ~ 2816 2176 1.425 17.5 184 245 0,8 psi psi psi psf pit pit rBC 2003 ASD~IC LOAD COMBINATIONS: Loading: D + .155 + 0.75W Loading: 0.6D + W P 2142 Ibs. P 214 Ibs. te 72.9 psi fc 7.3 psi . Ie 153.6 in, Ie 153,6 in, . le/d 21.6 Ield 21,6 Kce 0.426 Kce 0.426 , FeE 1306 psi FeE 1306 psi . e 0.9 c 0,9 k.1 0,89 k.1 ,0.89 k.2 0.67 k.2 0.67' Cp 0.54 Cp 0.54 Fe' 1170 psi Fe' 1170 psi M On-span) 39690 In.-Ibs. M (In-span) 52920 inAbs. M (base) 70560 in.-Ibs. M (base) 94080 inAbs. $,Mod. 34,90 In^3 S.Mod. 34.90 In^3 fb (In-span) 1137 psi fb (rn-span) 1516 psi fb (base) 2022 psi fb (base) 2696 psi Post CSI (In-span) = 0.41 . Post CSI {in-sp.im) = 0.54 Post CSI (base) .. 0.76 Post CSI (base) = 0,96 Use41/8 X 71/8 GL See Table B on Sheet 3/3 o(PB# 100C/110B i NOTE: Glulams are GRUEN.WALD CLASSIC COLUMNS . . . y 9.4.048 . . .. HOME OF $1 SIl....tlS21~..I, ",,-_':J1S1 ~ E-. 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WA 98072'" (425) 481-6601 G . . .- ... €t-JPI'VA U- 1500 ft:+ ~Ol/. v'1141~AY4 /4' ~~14;ff14NGt p~ 1-+1. ( ~ )f. ~)(t~) + ~l :. 1-~f # rvllg,''k FT&- ~tIW'l~ '5t't1,(rr)(.15)~: Z65C#'> '2.1.,54- ,.', (g,l/q : . ~'Dc; IV A L.L W! 1fZ11~S . .' h'/..lA/.. I.oA~ ~ -;0 " ;6/ 4'0' BA"fWID. 10 ! ",. 4-.\Y-. __0"_, -- ," 6 '24 lIt? MIl'" , ~,s A-I ci. r- · I /"2 '14. l41~/j ~K J?,SI~t.:. . ,?o"t/> lAIN l4- ' 'J 41 ~1.f t;,f,K · ?A4i ~"cw " ~ [~,t' f' ~ 1,11.c '150~tJP';;) -= 1. .1 K '2A('L{I -; r,;. /4 ( lfilJOl/Ot?lJ) -: 4.1, . "lJllf. = 4., 91 Clq()OII~PO)-: 1,4~ . . --- -------------------- ---- ----- ---- . .,. ...~. " ' ;,., -. ..= TSE PROJECT: JOB#: . .a. Engineering .a. BY: 12810 N.E. H8th Street, Sulte 101 , F-,,4C, . . Woodinvllle, WA 98072 ... (425) 4a1-6601 DATE: q1fl /?/ ~; , J p.J !f:R10(<, G A1!) ~Y~r&v1' , 14' ~ J 4' -::: fex,W (1.-; J1~ = 4,SK ., 21"zP .... I /:zt X (21 ~ .t44 1/1 (1.-~;;(TOO = ~, 3k , 1/ zP (I e:, ''cp Fe' fZ. . , 1-4 'Ii)( \0) ( I =- 100 1/1 (It';) /ttu" ' :: 2.1f }~ 'f rp lOX 10 9 ~ . ~ . . - '. . . , ,. - , .. flY' " i..... ..' , .,.. TSE Engineering Page: 34 . ., P= 6923 Ibs Foundation Design ) 01..: .~,. Reslnilnt per2003IBC ): Section 1804.3 & 1805.7 w ) H(ft)= 16 , ) I ). Bay Width (ft)= 14 , ~ Wind Load (pst)= 17.5 // / w(plf)= 245 lateral Load Deslon Post Diameter: 0.93 ft. Foundation Depth: '6 fl' Constrained? YES Depth Required 5.5 ft. Nonconstrained? Soil Passive Allowable: 1 00 psf j . Gravitv Load Desion P= 6923 Ibs Snow Load(pst) = 25 . . Foundation Diameter: 2.5 ft. Span(ft)= 43 . Foundation Area: 4.9 sf Bay wldth(ft)= 14 Bearing Allowable(Fl1rg): 1500 psf Actual Bearing(fbrg)=P/A= 1411 pst See Table H on sheet 313 v 10.10.04-5.23.05 of PB# 1 00C/11 OB , . . . . I I