Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit File 4914 Channel Marker Lane
'Y Y NIAI' 4,1 L,�g,'S CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 4914 Channel Marker Ln. Owner: Portalis LLC Constructed by: Portalis LLC Building Permit#: BLD-2016-1091 Date issued: 04/26/2016 Use Zone: CM Dated: September 29 2017 Authorizing Official: C) .. i Xt 1 We c tti CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 4914 Channel Marker Ln. Owner: Portalis LLC Constructed by: Portalis LLC Building Permit #: BLD-2016-1091 Date issued: 04/26/2016 Use Zone: CM Dated: September 29 2017 12----9( Authorizing Official: \--,) P.,=:pro ,__., a.r,d:E r,;, .. '3L.r: 0i6-1ir;), .. :7C11 - 'T p',, City of Anacortes r I = �l i06 : . - B . I f. 1 1 ,I�i Cy e s'•.. ,4�Vo� � .�rl y l#i .1P0fi2010 1091 904 6th Street •� p 1 1:-2 ' Ii , d.a 0:rl.:_ 2126i2G16,-�i, 1 ,rii�: l , I,ii. r I , ' P.O.Box547 P3VII,•!crt 14g9e ,date: 04/26/2016 6 j00,.,:;:'. '` 1 Ci,r= Anacortes, WA 98221-0547 r„ , • c iepbrel # Itek 10/23/2017 16 i.l ll l ;.' ,art �. �y 360 293-1901 .o }r.t... .-_ 9 Job Address: 4914 CHANNEL MARKER LN Permit Type: Single Family Residence Permit ANACORTES WA 98221-4054 Project: APN: P122165 Remarks: New single family residence constructed per approved plans. Owner: 496404 WASHINGTON INC Contractor: PORTALIS LLC Address: 4819 PORTALIS WAY Address: 4819 PORTALIS WAY ANACORTES WA 98221-4031 ANACORTES WA 98221-4031 Phone: Phone: (360) 202-6145 License#: PORTAL*895L2 General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone CM-PUD Building Permit Fee 2,460.95 Basement Square Footage 1100 Plan Review Fee 1,399.62 1st Floor Square Footage 1873 Mechanical Permit Fees 121.90 Garage Square Footage 506 Plumbing Permit Fee 153.00 Deck Square Footage 190 State Building Code Fee 4.50 Building Valuation 362000 Sewer Inspection Fee 50.00 # Forced Air Furnace<=1,000 1 Storm Drain GFC-Residential 1,408.06 #of Bathtubs 2 Sewer GFC-Residential 8,987.40 #of Clothes Dryers 1 Park Impact Fee 615.00 #of Clothes Washers 1 Traffic Impact Fee • 900.00 #of Dishwashers 1 Total Calculated: 16,300.43 #of Gas Fireplace 1 Deposits/Receipts: 200.00 #of Gas Piping 1 #of Gas Water Heaters 1 Total Due: 16,100.43 #of Water Piping 1 #of Hose Bibbs 3 #of Kitchen Sinks 1 #of Lavatories 3 #of Range Hoods 1 #of Showers 3 • #of Slop Sinks 1 #of Ventilation Fans 5 #of Water Closets 3 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. A ...aik' SIG�'1"A- RE OF OWNER OR AUTHORIZEDAGENT ISSUED BY - t.Ei . t . .-1 . 'i 7 ________________T 11\ 1 , ' ld____ _________ p >1 r +91a1 ji .24372 :4tc: j 0..A, ;,,,,t•. 14, ________________IL, ) s, , 1 'o ',> • or . r 1 , r----- -----7m 'i-!-• - 1\ • ,.., . , .z a i -?c,i,),,- 6; 1 �1 ) it j l'ic: .. _ : j 1r L - 1 4� +r I L+r Zi i 12 1, L _ _____ .012 li \ rx ______________,, 1 \ ! ________--- ,,_\ b,___-__—__) _____----- _____ _0.. 'Q ' 1 J 1-)' 1,,r a, I licke ki D - o 1 7 5-11 ..i. K°a Croy co .) j- erILS — i .}- I 7f. 1 V +.r a 61 v t /jrzirst, ki — , \\ " ci . - ,r de-. D tA ( pk • 40060.... • .. , .. . 4 • . 4* •-.4. ... 1 "e••'''P '41 l•r•1').I. ,... •. ., .....w- ,.. ri . • r"-. ......, .vic..-1- _ ...401.-% J 11 N.4 •4 -'41dro. r- ,.....• • - . It. • .11%„Or . • *lie . . . ,_ . 4,. . . --,• . ..,.:; . , -46 _.,A tr.-% • zja.,.....t:,- ,;,?. .1 .6 ..,...., .11.. 4... „...., ii , '•41.1'''-' • -- •......„, s•_.- :,... .• ..; 1 .?....N.' . I ' .• . . • :% I• - . • - Ali,''''••"4-' ' ....1r,''.r. ... ',4..,-.n.-',D;i•••triti'Lg_ . ..-• . ... . ''''•.:--".--t'..15.• ' .1.• '.7-11:I.•11.4.1L-.:.:. 7' II 't:44.-‘111 t " -.. 4"-.. A '' ''.c. 41111,1. a.A'1..., 20- - , • -Sr - .''' .-..;'..r" 4.'24'7 2-!4•6! • •,;.-17-7LM-1...--....-Ilk:.'' ' '4'. 7-A Zi• ....c..•''' • i' •• - .. • . .1..4.,1::- ... r"...,. •. !,.:.• :.,::• r- .1. -.1..."-k',.,. .-TAY.'. • ,.-at. . . !." 0 , 44 4 i:!11111," - - . 'IN 7....4`.Z.-' .:' .m..„*., '. •A, ., r•: .. . .4.•':•.';--.... i " .-.S.,.,.....,. . r"... --:. • ,f' '•.. "..1%.‘ ' ' —(51:41.--- •• .'' IA' P • Il .. . ..,...5 v.,,,h,.., 46-- i.:::.e. ' '• " - ;w, ." ';), .V''''.-IL.. •' W I -....! '-. . ..1 ../•?''.11.00,;.,,IN-- ' ' . ..,.,4-- .....--,.'.crTi•— ... 4.-i.:...„• . ... ..-,-:-.4.- - .•.._.•ifi.,_ , •,lit... .. ....r., ...,.4 24 j . ... 11•'•, •N-ii...sktri.• i.,.'...._ .7,. .. vr.-.2..i.V:, . :IN % , .-.• -, . -;!... '... 7. ' .-..1..,, . .,.,,,• . 2....;':' ." '" " %.'.. 1.--').- ..t% - . • r --— - .... .-•--„4. imiwi-A. ikar '1"4'1104. )fr: .4 PL. . ./..... -1,44!Zer,::( r •% %4INEFtN4111111.'1'..Reli -'. . ''..111r-••.•' A. •,.%.,... •....•.,....':74 ..- Py .4` i"•:21 ..r,%'-..4, .A..••411'. .1.: il ,.,,L4,......i.• _._.,• ....."-. - -'vectirk;- '":hitc--4,-. ''' ii.-•":-Ara` • ..•. L.':•=lb:Ch.,. ... . elite 'IZ..:'41,,,• % %* ""• :,::.d.--y. z . V. il... -..: '‘;,..,...:": '''''-4rit11 .1'r..},t.....i.-?_1•. '14.!!.L''' •!‘.,, .1.:.' . --.Oz.K.-. : . .0 ...•' - . ' qt•ria '1.17 ,.,- 47,7:41.17tr: . 4- : ., ,..... _ ''' 7 ;rics,,:'...."11ii-rr-t.-...--r lkii‘S' •-•-7.1.. "rti.... 11, ..kcalikiV_Etto'r-- -.. ...:.t...V.,.. ' '''. 7. i-...-1.4:-;,..• ....TAAL' :...,. •,.., . ,,_,..,-,?,,.4 , ,..• -14-1z...• • • ,. - -411..-,-1..:..426-.1•'' .• • • • 1/4, • _ ._ . - ._...... .._---, .• • '..f . 1111.110111 I .. , ; • • . ••gr ,1 .., -,4. . • I.. ' L • ini. .1L . • . • •• 4, MOP gild' • . . . ... . 110.71.if A - . . ...Cif ' ., o:;i0 veirry• '?:.,11111 7 'tellik...-....'1 •. '...= .... 1 - . i • D • , , • ... - . . • .. .......' IC - bk. • 4 • .isti ' . ,. : ',. ... • - ..w.=- ..-, • . ' : ; •i • - l' 11'. r I li• V • •. , . . , • , IL 1% 110/41610 • I, I P.' .___..16. - '• -'""i',,,,f Ca.r., 4.4 .., : t. 0. Ap " x • •)., 1•4 i 10 . .ti.3..:: ,.... 1,,, 'or' . • :. ,-- •' .,.'1..,•,.'4- /?..4. •:I.' ... ' - ' l' . .' .i• lics 1.1 11141‘..• • ..4 to - ' 1.0 •lir 7' 1 i.• • 11‘ ' a 1' t 4 1.••• : .i.' -. -•,• -.`••,-' - .. '''• •• .... . . , 4-.,.,),1 t • ', f-,.... . i ...Ti',. . .1..,1: . .,' 04.;-: ..:44.(.‹.Y.'pr •.7 •'.".''f.' . .,. .0%.06Ati. 144 -gv.,'' ....,41•'•: '.K'c'•$. -.., • •, ..r. A •sv :. ,..., .. ....• 't':''.''' .!?....••• ,,iii.-VI 1, . - . „Lir_... #,,,... .lit, ji . ' . .1.0. Fl.i•%'1; Ir.17.4 -...... • iii, ,,.• •-Y.: :A.'.; cr.., Ft. 'NV Vri. , l.''.„,, .thk' .1 a 11: • ' . ip . <lc ... fe- 'rrAtrAtiA)fs;kt,r : ' It-'), • ' fr. • '. . • • - . :',....'..!1' jj'''• 1.., ' 1.,..k ' •:Fa '.-4; .:', ... '' '4 .- lc? ......4 , .4,.-. j't...''' ' -'A --. 1.••':';: ,, "1 34, , , . o, '' A'. kl'7i* l'IX' oo•, • M. _A... fo. ' '' 'Ir.'c. •.'. 1 I .. • . ri 7 , u,„ ',.1 ' .r 1%. ' ' ."- • .0..... , 0 .ia, . '. . ,.4.. .% •? , ,..,,,ta ..,.. d•-,.. .,. •*hz,..• I'll_ ,. k'44.•• • . ,„ ,, .,., .;•i 0., ....O., . '.101.,A • • • '' " ' ' 1-: • , } •-• ':.., '4:6: '.• . .7'4 1..I.A..1.i 1., r'ir I.: . il\' ' • , -•P 4 •e-'1',...„ 'elk 1 o. er "•4:•7iii 7. . ' 4,77 eit- : ''7'-' "i ' , ...., , 1 •4,tiv .. 4-1 .. .1c: ; ' ',•• r • ItA ( ' • "'. .. • . 1. ---.. oak'. ,- ... 4.'''' ,•..•.. -..1., Akt...,-,••• " • .- ..... .. . ".•. •":0,r e• . r '' '.1 ••11.' 4. . ' . . '.- .. ,, . r ' j ' '''- .:`: ' . -. '• :9 •• . . • ' V . ' ..• . . ,lir` • . •. • .. .. • ! , ej . 14. . . • .71.• ir'"1 . . - •. • •9.. ".." .7. , ? ... .• '.A 11,.. L.Y.i.:.,440? l' . 4.!,}0,„, - ' '..,J.- km •' 'j...i.l.1... . .2. .. ..:. r.ilk ,_ - • '''''::1/4-V'i..111N.. • 1•.•"..:. g._,AP...ii io "4, .i.-.', - :. `.1 , ,i'r„,k...! ''' '. . '?. - ' -'' .. •.'N''''''-F.iii , %lie ii.:!..• _, ......24L..".,',.. ' . 44 . , .. ... .4...op" . • ./4., le.IIII 2 -ill. -I%-;,...' .4. . :. !. ••••.. Po' '•y;.' • ' - ' r .-4..- • ' 11.. -PP.'. - . 'O.,, .J. '610'14 ...''r,!7- '. ''' :` '!..1".1'.:17''''.i ic.-_. .''' • '''''...'• r..j:-.'41....I' (i.. ''t''.. .,r-.....k./17 *L......... .J...,.:• • . . . . .....i-,.;.,..: ...‘• ..' •••••i.,,:-••:. • : .7 : - . . -• -..:.• ':.6 •i',. .• „. _iri:::4•.%;11%".4. ..: ' 4,4 L.,.,• , . • . . ..,, .. .--,, ., . . ,- _ • 4,!-..*•1 ,.... . • . ::.::i. ,•14.:4.1*tio,ik.12 • - ..--•• ' •. '•. o .?ir "el '''' •.. .. .... .,' • ...- !'.•-i ' ••'' . • . . 4-- P."'':•••'I. ' - t..•••• '.1.;..•':'.t•:i• :. : Ig ... - t • ' •- I 41. 1 oti riSlittilikorlfr il .:Akialk. „ '.1•i';', . ..‘.:.0.7:.:A;:::::I.:IP:,: --•...4:,I.,....'411i.l•':, !..,..,:..,-',. . ,.. • ... '.: , •..: ,t:,..•..... •.. .: . . . , . on . . . .... - 4 '''' •.. .f i:n•7. - •-*.i.•: r %di. . 15,'...,. ' - Ito' j'hit-L.•••••4 ....1,- _,., . tre-4,-. ,,,..• ••• ....,. . ` ia' ,II 1 . litogik .. •";4:j11.1......ft. ... '... 'I' -'1'. .••' • . ' ' VI I' • 1 ' 14.6..1-.'..*:L'''':.'!./o, "'4 .41;i: 4,:.7,•?.. .---, ..ift,tra:'.'34:-,.;..0.- - ' 'An ''444,.. •.. ,,. . - i. ,• al.: .1.'. • ..• .!, . le. Mow- -, .--. --•. ..7,,,,-i.,10, el' itrli,f.,• . I, . ., , . . . ...,;- .7 ...,LANAL044-i-127,••:" ' t . iia fi...Now.er.7.::.....: ' • ., _ . .... •- • - . .. , ... .... ... •- 1 •'i 's, 3, I . 1 • . -r 1 . . . hi 4 h . I ' 1 . 1 i . -I •'..:imi . . . . •. I . 1 - [ 1 .1 •1111141-I. • }fit. �I J}..4 y I Ii .� ' • I. 1 • - ..'.i. 'Bill}-II .�, •Ii I1I'.1'14 ' I ; • I . I f 3, ; fP '. Oil' L./ .) • . N Iill I ♦ ;r 'r i I Co,' ' *a iss w } -�. .- If- , ..,� ` :,, r ,rp: ".t 4 • •to .., 1 yrf , I • ...� . - ! - +` , ._ �. .1�-:�` . • . . '-‘.. -Ity-le „ �. - '•'• f. • +ter•r;. :�. 1 .� "• ' i , C . 4 - '.ry..I 5 !� . IIII • -� • ,:• V - ,,ram. •`'' t- - I J. •-p.,t" .' ... 'r } 'li- . J • -I �� I ; r 4 Ii iIt- 4 I _.14..-i .1 4' I 41. lt;v, i , ...- ,. w • „ ter ., 'r . •` ... . . . . . tkl, ' ....• • 1. • 1� •il * 4 k ' •47. r • If -..., ,„ :::.-.:.....i. .. ..•- • :, - . ', ' •• •'• • ..2. .!'e %.i.**1.".. 1.... : ....'..,—... ; ''.. . _ ..ifie:7°.-ititili-. , .• . • "... y ]...... .: ')...,...,, ,..-4 ,...- :„.. .....111.13.'4. .„:,ris..,:.,..• ..;.... :10*4.•':••••r:,•. „, -•,,,.,.' . ... ,,• ir-.44.— '\ . - ., } 4 5 ''''A' I _ 4 .6 _ - �i' 5 •y * • is' '. ' r :'.- r'1 /'fl f • 'Ls _ ,_ .. • • i1. ....1' IV . • ' • ill:, . -, • 1 ,• - Irti It II , ,lin .1 •.it ,• • ' . ... •.F., ... .a% . I! 4 • d i €: 1• ,1 _. iw_ ' . . . .., , %,1 , .ti ;i r `rly Air s . - 4' ' I "c".4%...n.•.r_ "( ..ir t. 11.1:1 4, .:47.•.441!" ii 1 ' . I . ( r, . . . ) ± ' rM fT 1p •f r.: -. 4 )' r .; -4. •.116. .• . - '•- • 4 6' -. , .,,I I *. I1M4:-' " ' .r ;. if . . 11 .ki . f f y 1, .. . .. . .. .. 1 _ . .1.' i r I i , k7 • M o `` f YN1 Si r i . i- i i f s' s. I ,}r k • • Ito i 11. 3 f • • 1 ,' • r Ai ..� � —1 1 ; Psi' ile" Viis . . ., i! Ike { y{ yl • ' 1 • o' rt ti .K^ k + .4 wit ` - f ;.• --i.1 - l r i rlFi ,� • :Fr i,,,,:,..., •,.. It-- '1,. 1,,,,t, ... "1:rig*',II-. '' - dillikiiiii<. . All r 4 . . _ '•'"2.4 .11711111111111111111111111111114440.itt a AI; - - _ - . I .F r it i - -.4 -'' _ r - f - t ip. , .X , . , 4 . rt f- • IC1 y 1 M` „1 - e: , ram+ . rt �. ' } - . „'. } i ' i ii to * y k' r''il eL 4 1.7...•r ♦ _+ i \ t g. • jig 114.. Illkl_... .! . :! • .....;:ar 'P , Ai .1 • ., ' -.• — ' lir L.4.1 i -. .. — • - • kl. . — F..— '' —-._ r- . ',V • r i' _ „ _. .,_. _ ._ ...., ..._...- ..,, .. . ...r../ .4 '7 -- 7: -,',....' -,...,:•,',"' -;;:',....' .• -- • -•-•-•,.. Alk • .1,..-t , • F t NEC-- if. 'I '►' � � Wi ' y IIy k y„-.: xc__- ,:`ys•},x'kp , ill s ,r_ J +- `/ ?c:: yl • ,ma y" _ _T K � .. VrI + � ' ' { _ •[`a •• .„.." : „ ..... •7• _ ,.. : • Si '44 -- .'4 • e 1 i ' ] — T ` . •. . ,....• . , ,. � . . _ :,... * • k • • i rt o . • N. } %: yfi � ` r .k ".ter„ _-.b ....II" . +. . • F f , ' • , . t.. .. '+e 1,t yr ' .fi Z . S0 .,• I_ k., "4 •�.x. . '94_k. ''' f 7 •y ,.i III," r.,:_: .,fck , ,it ._. .. I, • . ,. . •., '.6 •i r r. l'r] �f I' ' • ft j+' 'y ,� . . 14 .e � : �ri� _ i, �+ ' ' - 6_1— r.' W' ' _ r+#`y • _ {'Y �: 3.yam""''" '_} =r _ �r } 1. ir • ' , a. R 1�' +`,4 `�r :4.,- ` +•-'.�_7k' 'r: �S-} [ r L 1. x. 4 1.7...' J t rr .ja i 7r • - ': l - r ,f. 1' 1 n2. 5.` � c . } r 'y.{1.-n+. i w. 1 �r'c•� ,Y - ' - • t i • i • r. �y 4 _I I y .:,, 1, � •Y `.� k .'_ r �T a ', * •• ' } ,�- • ±r 'x•� =• Silk a• _ ' „ • `. r!s • • - • }'t#' {a a '��4` .'•�,a IF .." 'y • ,� tI.ry . " * 2.v 44 ..., . •- . i ..., . :7: • • 4- i�' i �A� . .+s . . a • f — - —- • r -:t. err {• ...' (,.';•.' .'Arri',, , •/7 - .,-.AL r• , , - .. ,,' , .t L' i . -i• *HL'yq 1'- 4 yf i'" f r 1 • It Fr r i ` . - ' . S ' r 1•F : rir: ,- I .1 I1. i�t* # y5 .r h. ai ' • ."- • . • 'JF 1 • • IF \\ % _ pir • • „, 4...1 . • • Y^ • • • • _ M1 1 l +.ram } ` ,•• - _ ..r - • • `} M � p;•... - + �% 4 , r.i.,.,r,p. . — -- - - •••Reir •-1'..--17 Lr'5..z .' A• • _ --. ]....-...:•: „•;,-!.•.7-• ••••7••••••• . .4 .' N.'•-.1•:' ' '•• •• ••v.--.• - g y .•t _..fJr' 1). . .f,yk.,�_ y �, .ut.. 5KI` . . .•,�#'- M1' '„,-' . �.:{.. �, '4' • -.h+ 1 � ;'j' •'} •a s �y�}�� '':.:. ,,• : f 1717'-} . ,.71 y.. • f`}'^. 1,4 '•I N. • {I i >,.t '}' 1A�' ' } y r 4{'�,7. f # -.' 4 '{t (w '' J...N. ,:.....),:iv," .• ti }} y �". . rAilli,c'''4, . --. .. .• + . •_ [ �' -:5'� • 1 }-ram • +. m'•1: ...0.4.11.•:.1.1.1 VP" 1 1 m..1-.Am.". • a le I.•J • • ,, 1- _, rY • t } M1- .. ] to 1' Ij ni ' 5 'y +_tX" r �,rt ' A ' , III.44 • • / ' .' • • . . %...,,.( ,,... 4,..i.\., 4 ;�..: \\\\. • ....I. • • ' ,' . I • '-:"4: ..;1'' - '''7.:Z% :1' . . ...,. III lip 4* At ' ' 7-L *id** '. • •,!may• ., . �f , • tea'•..- - �•;'+ Y+' r • h . - " Y s 'y `'w{3 '•'. w fur -!� • ✓ t 1)6 /.. Lidt, ...„,7.42,. • * • +; 4 'G:--II'-fa',.5.- • *• • •i, - f ;`;ps ' . '•' '``�2 41�4.e� yy . .' .rg. ' :!l 1:• y' '�'_':':-r' r `#. 4 d'.4• '' w.••'�• �. _livre t. '1J •, '�_:. L -fin:r:, + • ..;�° '' .•. `a • '; ► ,•ram -r7,, .... -,.... itt 4 l'A«. .1111t-r.'V ' .. {;• �.e+1.i: • '• ,4 „5 ''k I/y3 ':7",�f�;r'�. . 'IL a *s ..4.•: • •. Y. I'jw� {•• ' � N. Fl ,.. •4.r `;, .,, ••as ` ,.�`_ ':I `.k M1 ' .. '��.. .-le... 1�';L .::4 r ••„.. 1 `�•• ._.7f� o-n �* _ . '.' _ y'., .K "fir=�.,...• r } ILLS' [',:-':. � c f (r •.,f1y��. • • _. y•i..•.r r ti.r. �t.:dx}.:-,{.;Lr,, i.7''" 7i b _niF. [ '.:. )' *.. J "fir." a 1 '" _ • . =".fir# L � .k' R:., k .._t ri... ''� ;r. _ a ., _ P., , .mt u F r:7'• ..-#�" +; ..-ti' .4:'M y . l/'.` f . ir ,„ +' -' -'.r' ;`.. ,' rt.# {.- .ter ►''f` h11 '71- , 5. ...... ;1 ,a.,-' -, .-. .•. y„} r'.• • �: d /r " d 4S'.'.�n '}' ' ! '' 1076, F,i , '•••ilk-. .r•rrr 111 ( "• ' r �} _mow` i, Jt V J 'r P gik y , f'-. I 1 11 .II' Yh '+'t 5 S + + ita.f y :t ff T '.4 .^ r' { -'1 a�•! _L • i.Syr,ksft .� • .e , ' : I...::: .61 :v.,.• 4.1..':-..,i :":',.....3% . • f f R S'1 i'. S ,,p_,i-•.-r•-•._.,„.i;r'-•.,-1"-/....,.J,._-...,,-..,'_.—. ..• :.t:•:r xa r, fr • '.'•-i•::•.!-.;1...•- q'..._.'-.•_0..• ••.••••.•-3•.r:'6..!.•......-I•:I.. -.-1-r.••.-;'..::.,..I.,.L...-..,.......;•.' y'::•:.•.4.'..'i,.C,1,..:'9?. 07 .: �i �y! .i, 'S }_'i�yY' .12• '� ' .. _. i`; 'rf .1 lla, i _ - v : : '- .M1F U� r M1 • 4 . _. .,i . . , ,. • . . . „________ _ ., .....„ , .• .. • • . . _.„,...,.,. . , ., .. tre • • ice'. q.• ��11:: x�i Pik ,i � _ i, . • ,. lx' + r -pr 14 • ' Y S �.I 'F f1 ,1f •i r '4 • ,• r • _ a 'ti :. ': S 4• • .�' Y+ .r. _ _ _ .1 'r, }f� t'�`',• Via`. �� 7?} R. 5..'-*� • fi� a _� r - 'i •i- .'g',I' '' ' ��,+++}}},'�'3�`i 'R'f 4ti- IV', r r • T • . : 1.,.k-- ‘..r.. ".:: 44? - .':1' ' ,�•0 - M _• 4 6 'M '- ti' v• . - ., �Y {fir , Sr i >T S,, -^1'.'. I Ors: -7' }" . . . , k . .. t . , •.— .... - .• iis, 1111 . . . , . ...• , i • .. • . . . . . • - . . ..1. 11. • • 4 - . r•L .1., ..6 i... _. i:tr, 1 w§:t. ,. . , • ''''ili. .." . . .. .. 1 • i ....' .''. . . . ' - .• .• • 1•211Mke. L..• L ." .fr.i. Sr :"a L , -4. 1.4 .. _ ., , • 6 ..-'-. . - ''.5 .... • kr._0:'• - 41 .2.• • , :.:. : 71 • s • ‘ - .. :/... ei• . ' • 4. . . . ,. . • ,). -7: . :. .•' . 1.1 1'1 ir:.• ...:1 P - 4 ; 4 • --- ,'• . .k ill1/4. 4 1 . t „ i. ,V ;1 " -".:•.';• .' . a , , 7 • ' . . . ._ ;I: ',14.. -, 4,- 1.4.. • . _ . a., . . . .... , ... . . ..ri .- • - %"or.F111.1!1• r . . • . .g', p: , .4 rr,'. •••••• '• r 4....cttit,,, . .linkk . k • '. .. I If .„4 . • :.... •.• ., ,,,, ,..-:,........,...„. • ::•,-„,•_.„..,..:L . ,,, ...,.,........,,,:r.,,,,,,„:..... ,-..,....,,,.:.:,:--,i.,,,,,:t...„...t.:... .p,), ,. .,. , • , . • . . ... . • . ... . . ._. •• , . , ., . . „. • „,,,•".,,... •.. • •?,,„ . .0.r 1,• • . , . . . _. • i. • • • •1, 1 ' i 4 I. 0 ''' 4 L..24-.....;17 i- - 4. - . ''••••-4•-!.111'.r'r . I. •li L`I 4 • I '• I . . , . .... ....• -. i .... . • • - ' • .. . L.. .. - ••• . ... • .4 i• t .".•' -- 11••• •'). -.. g. 6 ' . .: ,• , , , . .4-,.. 4- .•4 71 0 a .1 et • . 41'" ... . . ••• . .. - .. .41 'ili Alle1 -1-1: '• . -' %C • / 4% :• ; • I. . . . • ........ 1 4. ' Iii. . • - et ... , • 4 .r! 4 . ;I. .' •• .„_.0- k, ..-,,....t. . _,. _ • •-4, - .lo- - . r ---, .r . . 6 ,.:-: r. I •fs,: r ' :.'•A A-;:- I. . . .. .• .3.-A - •92. . ..; .., .I •• ..i. . . ,.1. • „,;;',41 ',,.. _. s,... '0114m . .1 . °'' 411 . .. • r - • .• • -• . riLtr#44. . . . . ., -v ' ' VrI • ,, . . , • . . . 1. i t-- • 4 .-. ... ... , . . . - •eva-s.• ,r,.. . . . , te.. . .,c._ , • Mnirr • Lir .. • IL • .' . • ' . iii. ,.• 1 ti .P .... .0, „.• ..i. .,. •.11 . .-r-`,... , t, ......4, • ...r . ••-• - . . i • i •f • - . '' .1 . -• 4 ,--,:ii- . . .... .. •• , . • II A ..' ••.. - . . . • • . . _., .• . -.....4,„ , . . . _.. _ . - • A- ' - 4.• . a,' 4 -4' • V -l':.0. 10-- 4. -.. -• ... - ...--. . i .4.:.;',:•• ' ,.. ...7.-.... .7 . L''. 111 17,..I.4 •: -.le • • \ .. r' ;I!--.- • ' •/MI,.- .. . . • . .4._ ' *af.,• 7.. .;LI • e . .J 4 r -r ••.; -.....wr.'0. .....it -`, ..IPII.N; . . ...._ - • V.II.•',. • ' ' ! . . _ . _ - • . . r • • - '.6.-...- •. . . 3.r .• - . .0- . ,1.. • : .. , . , . • • •ri- iDE"-- .4 • • . # /1.. • ..pf . .. '.._ .. , -9, •- 4.1- - .. ... . ''' • - • I I , ir. 11111, , 4 .. •I . ) • , . . .0 . ,I. rr. ..' 1 • • •-4, ' 0 1 • . • -+ •. i . '•'' 10 . ..i... • ' . 4_ • . ' • ''.1 .1' . 1 ', . 11 i -- '1. • I ri 1 -• ....... . y. . , -.,:.• _)04.- 1 , iii. 1.. ‘ TV ..... . , v •re , ' i ', 1 ; t * r _. I\ • . ... . .., . --",.... 4.... • I 6 art : .'" , • Energy Code 'WSI lINGTc L; S p p fl t 115ExmNs!or•J Lr.Jok Y rku�;r,rlrr, Residential Building Air Leakage Test(Blower Door Test) Results Permit#: House address or lot number: I/P l Cl 0-e"�i'��� CA City: 5' Zip: Cond. Floor Area(ft2): f Age of house: /V e Source(circle one): Plans Estimated Measured Results shall be reported as Air Changes per Hour at 50 Pascals(ACH50)and shall be calculated as follows: ACH50= (CFM50 x 60)1 Volume Where: CFM50=Blower door fan flow at 50 Pascal pressure difference Volume=Conditioned Floor Area of the housing unit x ceiling height Blower Door Test Result: '/ // ACH50 oo2 CFM@50Pa Ring (circle one if applicable): Open B C Blower Door Fan Location: (-1%1,0'•0V a Weather Conditions: C(, / I certify that these blower door results are accurate and determined using standard industry protocol. Company Name:Wo'j/I / (16'-- c43 L e- Technician: - i r (/r// Technician Signature: ate: Phone Number: 2015 Washington State Energy Code reference: R402.41.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour.Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g.(50 Pascals).Where required by the code official,testing shall be conducted by an approved third party.A written report of the results of the test shall be sian+ed by the party conduiline the test and provided to the code official,Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.Once visual inspection has confirmed sealing(see Table R402.4.L1),operable windows and doors manufactured by small business shall be permitted to be sealed off at the frame prior to the test. INSTALLED INSULATION CERTIFICATE *NERAL PLUS Insulation, LLC "Providing Energy Efciemv And Greot Comfort For Your Nome" 10614 COLLINS ROAD OFFICE (360) 630-6341 SEDRO-WOOLLEY, WA 98281 GM (360) 708-3479 We certify that the following residence has been insulated with the following materials: Flat Ceiling R - 49 Exterior Walls R - 21 Floors R - 30 Address: 4914 Chanel Marker Ln.,Anacortes, WA Certify by__f ., _ Lot #: io '� Date Installed: May 2nd 2017 Title General Manager + + - ILA -- / f ,o- OS cx, /�I 4 _ 1 LDLA.:J UJSE y Ili / . 'cosy, f + SINGLE FAMILY RESIDENTIAL PERMIT ' / APPLICATION ,% City of Anacortes Building Department / P.O. Box 547 Anacortes, WA 98221 -Street Address: 904 6th Street Phone: (360) 293-1901 Fax: (360) 293-1938 SITE ADDRESS: /5( efeti4AMMZ_ Aeeit .rci d_Arit" CONTRACTOR ❑�Applicant PROJECT DESCRIPTION Name // LF .. , ' LC�- Address 4eh! G4- 'i i -f E-,lo,/r City/State/Zip -`�. Z.-.0 , Phoneys FAX State License# Exp PARCEL NUMBER City of Anacortes Business License: o Yes ❑No PROPERTY "7/4. 7 , 40 ',�J/� OWNER ❑Applicant LEGAL DESCRIPTION Name_- �_. PK Z-Z / i 5 Address Z� k"-. --,- City/State/Zip PR ,CT VALUATION Phone FAX 3 ‘ 2- oeic.) 4 , f-- . Number of Dwelli lg Units E-Mail Addres Number of Stories /� � o n e Building Area: 0 Architect❑ esigner ❑Engineer 0 Applicant 1"Floor II?, s.f. 2"t Floor `- s.f. Name n,((,,,(e �(.f 0t..t r,,.e 3rd Floor r- s.f. Basement 12- — s.f. Address Garage 5104 s.f. Carport „r.:'; ` ; ; •_, • 1 c.n : City/State/Zip Deck C s.f. Lot Area V;s.f' • I- "' Phone FAX - . - I E-mail Address f- • CONTACT ❑Applicant LENDER .., . 1 LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER5,000 i ' '' ,`- Name ./4 .711-e'--z4 d4-e-,4-e-1 IN VALUATION PER RCW. i `i` r.. Address .i/ ,i% i Name 10 A- a�.� i City/State/Zip Address _..,+—' •• , Phone FAX City/State/Zip r.lI. 1 3 E-mail Address /0.,' ,. wti Phone No. ' , , i r_. .1 Fil : ,________, L. I. • , . , . . . . i -i I- I �— _ 1— P Lb I l I I I 1 � I I I 1 ��-L_ - r--- -i LL - i I� ` I R1 1 1 I Y L I a L J — G —.-- ; _L_d ___I 1 1 1 1 : 1 A 1 I j, j- - 1 i._ . . Ii 1 1 , 1 -i-- ;•-1, -1--t — I j i �� 1 ` 1 1 11 I ' -*I !- —4._Is_. , L___r_ i _ 1, .. , 4—_—__,.____ __I.__ _4__ .,___ __ ,_ 1 i . I , I J _ _ . . ___,. , . , . 1 1 1 r i i r--1 . ,;______r___ ! , • i ___[_ i ! 7 1 ! 1 1 .-7- ' -- _1L I —1� j 1-- ' )..�I— �! 1 � — 1 _—_ I -=— I. a�— I — j--!—; — I L-;- — - 15G' , it ,,L7.iiii.c.,,,,--1,„1.: - - --- ± 1__ I _ _ — ---.-- —� :.-. y I v'0Il 5° Med�_*. f`l'..1:-. �4 ! I I l i 1 ' - -- -- —•— �.._ I— .ANACO RTES PIIBLUC WORKS DEPARTMENT Steven Lange, Project Manager P,0,BOX 547,ANACORTES,WA 98221 PH(360)293-1920 " E-MAIL:stevel@cityofanacortes.org FAX(360)293-7938 • Memo • Date: February 29,2016 To: Paul Ingalls, Plans Examiner From: Steven Lange -I , Subject:Site Plan Review for 4914 Channel Marker Lane cc: Eric Shjarback, Jim Baldwin, Al Schroeder The submitted site plan for 4914 Channel Marker Lane was reviewed by the Public Works Engineering Department on Monday, February 29, '2016. The following comments are provided: ••' amplete a Small Parcel Storm Water Plan (AMC 13.36,100) for the project and submit. See attached. The submitted plan is incomplete. All aspects of the SPSVVP • need I:6 be addressed. • Vth the Small Parcel Storm Water Plan, an Erosion Control Plan should be submitted that matches the Small Parcel Storm Water Plan, ••,�,s 2011 Eetatidalds. Attached is a construction entrance detail. • Attached,is a catch basin insert detail. • Attached is a section of the EDS Standards that reference the driveway widths for residential access. • Attached is the Site Plan with Public Works comments. 4... K • Water • Wastewater • Streets Storm Drainage • Engineering • Solid Waste • Transportation it Equipment • Capital Projects • ❑eveiopment.Sewices •Ft+(,I•A 1520 Parker Way, Suite #G Mount Vernon, WA 98273 WEST COAST ENGINEERS, Inc. Telephone: (360) 424-3404 Structural and Civil Engineering Fax: (360) 424-2063 Web: www.wcoastenq.com February 24, 2016 City of Anacortes, Building/Community Development/Planning 904 —6th St. Anacortes, WA 98221 RE: Portalis— New Construction at 4914 Channel Marker Ln, (Lot 10), Anacortes Decauter Single Family House Based on Mr. Schroeder's request, we are providing a statement of the house structural analysis. Structural Analysis of Decauter Model of single family house as included in the report dated September 19, 2005 (WCE job number 178-05) may be re-used for the new residence located at 4914 Channel Marker Lane (Lot 10)without any additional corrections or calculations assuming all conditions are met as follow: 1. Floor plans, elevations and x-sections(vertical information), and materials are the same as shown in the structural report diagrams details and specifications. 2. All information from the structural report is included in construction drawings. Base on load evaluation for Decauter located on lot 12 dated on March 26, 2015, and according to current 2012 IBC, lateral seismic forces are lesser and wind forces are lesser(roof)and equal (walls) than forces used in the original structural analysis for"Lateral and Partial Gravity Analysis for Portalis—Decauter Single Family House". Gravity loads are not changed. It is acceptable to mirror the floor plan on the lot. Please contact us if you have any questions to this matter. Sincerely, KALIF wnsftt \r' 41 • 11‘ t ! k"�' / , N-c1 o 7104 9 A' %,I015T 0Gl� EXPIRES 9/19/2017 Ivan Kaliban, P.E. Principal Engineer cc: file 600-16 Portalis Decauter Letter to City 2-2476.xls.doc Page 1 WEST CO AST ENGINEERS, Inc. SHEET NO. L Gfl OF Siruclural and Civil Engineering +�y „! DATE_ 1520 Parker Way#G,Mount Vernon,WA 98273 CA,CUATED BY t Phone: (360)424-3404, Fax: (360)424,2063 CHECKED BY DATE Web: www•.swcoa5teng,com SCE . • L �L� ELEVATION _ - � , _ _ _ C . _ Pr%1 f3/3771 111111111iRil'i.,i AI_rt}Ii11i111f1�,� CtICr~r ., 1 1 t .-04-- , �1:1-: - ig • - NW=,,.......= Mt. /1116•1•11.....,,,,/ . : . • REAR ELEVATION ---- - - fl s* / w' . • .wr wiyrivnw_t-varr'_ __� •—tl,,-;..bhp--- ..SY�Y!. . _ - f�i!' l�Yi�/lYi7ru�4sv .YJC--.AN. J�YSS-YJI 1R W.i.A.i. . l W %Blitz,lJil•�K.••�r�' �'� y/�ye�CJW?lY I� S "1P.:9ITlVwSJIf.I.THJ%6I-_�J_KAMl�_-�C�_--0.:��yJ_�=tti�:.l�'_-�•----�_ - }02,-",—\ • YVIMJIRrA1iYr l --7,e __ _ •• v~ .�...r_.rr - _ _ _«-cam V_�_�'-�:^t:i= - z.4�•12w�• � :7 rlY�.www.riot Iona rl ��err�" __ lam.-__ �.a=•1, trl.i,,MAIM==EaE M.=a..,iii= • I�� .. Hilill 1111111110 i E. RIGHT aEvA-noN sm.,l eii - o x a' . Jo . �- _._S�_=_ate :�=_--�-^-Y� _ _ _� ...�'�__� �i^J. __ -.::oY'e�=nr��� ^4f��J l _-__ •-_Y:" _ __ _ -____' Y '�__^_ " - �:*_�^.CAS _ EYr _� _ter 5•=� _��..=am- :-:...:r«='-=_-�•'.,. .'''•''�MIX :: _ wr zw, ® is� ri E1.EV QN • n 6-06 g884 $ ' xco ov.fin& rDec r mit a ,J 0 4!1 �lla� Romeo bw m4T. 1Si ;ib. t—a 8 �� fedl "wr fwul {L+l 9 ° 'S g Al 6� ° jNa> rc ) sue, v l nyrwo gt vil .1 b aQio a �; �L'cICBtACf✓t) Yl°/CRKO 4�r : ., 81 • 8 a a 1:99�s i 7 ��r/ fl6 4 Off' Yw�rz l illq Nm \I ' N 8 ill • \ ;� per.(i - P.. }bill CIOg T- F ..y o l'e.i . I $ #1 O5 PWt I I II 11111111 !II IC ! aJ `°Foca I) 1U 8 i h 4f N/SnT a m d �•� �cem4•L Shiny Wall Typos(AgamDra Douglas Fir Framing) Ma MN^-imd eM PIMP WtltC tlt IlWt "a a OM Qr Ood 6b�0> �� ni "Pp dal EdNo409 ea6O NPM AdJWwin V21 minab Wad mpr Blur .Yr-0locW arrbra Nr 'Emb.a� PI and W °0 Tame=NNA M PM Tnr,y Ne I1tlpcW — Y•+u-T1aea.Trm, av rifrac am.rx raw. PW2 Tn0'Fy Om _ aw tsgoa Abdae MCC Id r/(rot em.00 I. wn-aa dr• P'& rr Pe, am _ ew-ma W. Cat' WOO Si r/1YOt Ira OM ,sera YAe-4d'' Ms u0 w. Mt mrM Dee Blared IrOC ed r/arOC am.OC ZOO W-NoT e1 • X. a dr.dy 4 Pm 4a of Me del Na6mm.Nr WO mo.rwb:as N.i�1r.Wd(0.12O O.x ua}Aont er mb.Yeie CW*Min an Ni. 61 (a131'D4..214 1a1(a14w Ob..T.10d(G.ler Db.aye} Y eadn • T aeem Teem TaE4.l fa Mi aaa Double .nm.Ohp.Te/Wm mL rat 4pdng pergoieOm iaaa maws NAelaRN t.3xxlX.Falaml WEST fAABTB .TDIC. Fa N'aaingkag alga MIMI aldoatled Tsmembers,.nd SAW edge ram In each el Ma dmmbl Ala dN.Ala.doafi.Etc SOW y Da =mots gpD Pala Wry Pq Maurt Vdba•WA 98113 and WOW MIMN6aga Nagger a 4ra ls ey*mumolTsa to'm r°oatbe a..mamb 424 D4Tm amp)01-3eD1,Fag C36� I • 50,0' 10 LANDSCAPE LEGEND BUILDING INFORMATION Underwood NORWAY MAPLE 2'GULPET • OWNER w ' 11 ACED PIATAHocos PORTALS — • - _� - - - —._. —. I _. � OO4WtERO/1AbE501E109 Associates, °49°t — I — EUROPEAN WHITE BIRCH 8-10' "`f� 1E5,WA 98P21 BENILA PEIUDULA �Y� 1005 4lh S,reat I I 12'PVC 5D • BUILDING 360C rlas,WA 7 501 9 8221 I I San.sewer - I ��_ RED JAPANESE MAPLE h5' uo9u:OEGW TER-MIRRORED I waif ACER PALAIANIUM ATROPURPOtEUM" um FLOOR AREA-1573 Ss 1-�' UAYUGHT FLOOR AflFn-115 5F ^ MIKE UNBERW000 sLK YAAO I OANQ VIBURNUM 2 CAL TOTAL IMO AREA 2TL8 SF GARAGE AREA_506 SF 4 LABURNUM BANDIT PATO AREA•iT SF E-fnall mlke9VnderWOOdorchitactura.com I 5,0' Ili ' DWARF RHODODENDRON 2 GAL • SITE A I r LOI I0. POSTAFsS 1...x10122165 I OEODUOUS AZALEA 2 CAL 9�i NOTES 'f)� • ZONING PUS I CORRECT O.S.BRAPIDOFITY URIDPE SPICATA'CREEPING LILY-ISEF DRAWING INDEX J TO ON SEWERs ANORN I • SETBACKSI / S NNYA MAJOR"MG PERlAIREI£ FRONT TAM IV STREET Po98T OF WAY 10 BOOM Am 517E PLAN BrLE SHEET INTERIOR ME YARDS 1C MIN.BE MEN BULLeNGS PROJECT INFO SIDE YARD AT ADJONING SIDE STREET:I0' --` GEAR 01051 10'MIN.RE7MET 1 WRONGS Ali FOUNDATION PLAN I ,.- - ---------- ----I-- . I I ____ • o ' I • HEIGHTFLOOR—- L I✓ AJ�1 LATERAL PLAN 1 NAY NLOKIS )S' m�64P: 21'E 6• PLAN I 1 i oil I A4.1 MAIN FLOOR FRAMING PLAN o� _ • PARKING UPPER FLOOR FRAMING PLAN PAAfFIC WAVES PARADED•YIN QAAMES STRUCTURAL NOTES r O I I A4.2 ROOF FRAMING PLAN r f "�q{- I—_ _LII A5.1 WALL SECTIONS ' I a •I jI I 1 I BUILDING CODE As.3 BUILDING SECTIONS I f I I • OCCUPANCY TYPESrr� A6.1 BUILDING EEYAl10N5 a-S OWAAI:Y 51 STRUCTURAL DETAILS r I I • RATINGS BASED ON DISTANCE TO PROPERTY UNES(TABLE 5A) S2 STRUCTURAL DETAILS 1 sa STRUCTURAL DETAILS NO RAU WALLS OR MIMES RFLVA20 SPI GENERAL NOTES I I o`r I I • CONSTRUC11ON TYPE - TYPE Y-N a I I I • ALLOWABLE BUILDING AREA(TABLE SB) . IJNUMIIEI I R" ID. CE I I 1 1 i CODES BUILDING 2012 IRO AMt� MECHANICAL 2012 IRO PLUMBING 2012 UPC --I -Idlik .'I ENERGY AND WOITILATIIXT 2012 WORE — 1 -1 I_ —_ ; I GENERAL NOTES --4'f- i I.AU.POTENTIAL CONTRACTORS SHALL THOROUGHLY FAMILIARIZE IJITRY PATIO + THEMSELVES Willi JOB CONDITIONS BEFORE BIDDING TO ENSURE THAT THEY UNDERSTAND THE SCOPE OF THE WORK. ANY CONDITIONS WHICH ARE NOT CLEAR CR ARE DIFFERENT THAN REQUIRED BY CONE SHALL BE BROUGHT �I ! • TO THE ATTENTION OF THEBID Ole DESIGNER PRIOR Ttt DING THE WORK.DO -- -1- - 7JA'^I �+ NOT SCALE OFF DRARSNCE NOTIFY THE 0500IER IMMEDIATELY OF ANY • I I IF I I I I DISCREPANCY IN DIMFNSIIXTS I I` GARAGE 1rform.... : 1 III ONES AND TYPICAL DETAILS.2.SPECIFIC NOTES AND BALL TAKE PRECEDENCE OVER GENERAL I I 1 ,) O3.F STUD. NSIONS SHALL SUPERCEDE SCALE,ALTO ME MEASURED FROM EDGE • h Oa _ d I f — _ — I 4.ALL WORE SHALL CONFORM 70 THE LATEST E UNIFORM APPROVED EDITION OF THE COOK 04G STANDARDS UNIFORM BUILDING CODE UNIFORM MECHANICAL CODE UNIFORM ELECTRICAL CODE UNIFORM PLUMBING CODE LOCAL CODES AND ORDINANCES. 7.4 I :.:.. r r�r I rinr7n� .,..,. SITE 1 0 r, R21 LJ R41 RBI 12G1 1271 I I DRIVEWAYS I • i2il LJLJ LJLJLJLJ I — � r F .:J ;�20 r28� ' PORTALIS ETT`' }::::.I •=.:::.::. i L19 L29�i 4914 �rr�. .•• 4914 Ch annel Ma rk er Lane :,I:::::: . L,e J �,�, L--1 I Portalis Channel Marker Ar>: : .- 1... r.' its 's. { y `� r — — - <\ <^v C I ANACORTES,WA .. . — . _.—. —.—. l I •. Mtn i ;.1, i i �� i0410 , 2\\) ^� �V3 ) Lot 10 I I - - �41� SITE PLAN jv�..04-*�(^ 2 -�>CA. ./J �'\ SCALE:+6"O x ' I •^(5` 4\>\.)\' TITLE SHEET \ Pow I �^( 6\�,\' ,6� /• / xAilx I ^�\7�� 1� �/' �� PROJECT INFO i �PJ OATS SHEET I ' � 2119I2016 Manual Marker Lane OP A 1 .1 I / I l REVISIONS 1_ LOCATION PLAN l'_0• 19'-0"(CCP PEAR-NO SPLICES) T D- A S u Underwood I KEYNOTES: 3'-4 I/2' 9'-9 3/i 19'-7(O Hilow is TOP PLATE) IT-O.{WI4n110005 TOP FIAT) 011E Arne ACCESS to be readily pccrosbla. 22'uIMMUM 9 °°° 4'-9 J/V S-A 1/7" E'-9 2/4' YAOnI with 30"unabaWcl.d headman.Sec 1595.1. Frame St 5 r/5 aul access hde ter deptn al nvl°Ikn•Ill not bss Ihun ® }9y5-0 SN }0Y5-0 F{ IMILV ,2-0 f/2"plyravd.Access eora 1n 9am9es l0 be nt,gee one !!!!!!iates / W 'ere @ RN snao be we°tAer-ahyped a soiled light Maconea.WA 46211 I w � \ I. �� I .. ,-, C,9 SMOTE DEFECTOR. Decoydwd161g arild150 mole360]]0 7501 • 3-''''''Sl 3-01r5-0 91 smoke detector lated Inevery bedroan and vl a pent IrMSTA21 RIM 00 fn 51[y located [ne carfaar or mro y[uhg\\ TO I pM rea In9 a new construction, W,reIned Ermail mkeunderwabdlilIomadbam1 TRUSS PER 9EET. r/SI o 61 b � b s ASZ boedhgwirintors shel g and 0mn be upwith(II I/2" E'_� equped with Sec 110.91d. MASTER BEDRM �- AW- BEDR00M NOTES ,f,u 1R5 f IAI H.1 EGRESS WIDOW'shallhone ppaleble section faJ emergency egress 57 sgvorer leol mh.Mh,um net dew 4`� T b (.--� MslA36 rcP PL - GEHER0.L NOTES: RS1AJO TOP �I 0" f0 BLOCKING mbstionla be 20wide and 24 high. SA hdght 1ALL05FACCC STUD VrP VNLE55 NOTED On1L1Eri15E(7J5-OMB-O 4 cl I I - - - N.2 AtECH. CAL FAN. Dllvaan;found d the L SEE SHET:T A2.t,F000Es N PUN FOR ry mcros on ADDtnpNAL FRAMING NDTESI --- - 3-CIS-OSHSAFETY �0N 50 Al S!JFIY (2)l-Wf6-6 8I h RIM qS11I/2 Y73/4 t-11I/4 --2 T ,� '�' 111 `% l IN.L3.4I rKr,Kilrhen,and bo1R Iona to be acpwald 5^` 9,-0• ... N.3 FANS C yry nAAnled o the ool4. See.12a13 Instill Ndwolk prbr to 5,FRONDE BACKING II1 All BATHROOMS • Rf0J9BlF ` J, I ��_ fnwlollan fro homhq hapoction ERR TOWEL BARS,TOILET PAPER 8 � BI$PEI6ERO kE01tlNE CABINETS,ETC'A = © SD. _ 3_ 1SA1 6-0 6-0 4 1/4 J / H-/ E%HVSf FANSto he cmaWIN of wnaoNbwe,0 UNNC g;EG CLOSET cnrhou m000zide alarm �� noncoroba]tale mold°I, Aproved nee connectors not e. DISAPP04 NGSLAESvR ATncRC0Ess A$S IAIIAI UV � el9 fi hot M IengUmay be usd In eanneellen wM PN1E1:-COv[R SHIN(2)OTHERS 5/6 CMB_AND PRONOEI sq� cs I® g. apmaelk a-rw ert'oasi. we sa1,a�, 1 x 12'01 Y-6 lh'1 ' 'OM RI PRN1 l� ' L H.5 fE 10011HES ORYFR esheusl ductsMe11naltool.exceed o blot ], PWEPLALT:F9 ON 011 00EO DL 1 IX CPVNG 2-BMa-O 1 - O combined hMcmlol and...col length of 11 feel.kdudN9 OUTSIDE COMBUSTION AIR 00Gf AT LEAST 8 Arli carbon ma0[%Silo alarm o HCO/31E1f W I�° O s ��s (2)90 degree elbows. A min..4-bch dianetr eehwst S0,IN.AND PftONOE REALILY CPERaBIE y ® °'s L" dual of smauNnwa,ovneaabuslLln meterlds regoFetl with DAPPER. INSTALL GAS FlREPULE%1H UV �m CLEARANCES AND COMBUSn0.4 AIR PER Y-2 JJ1 _ YAIEI �(/�}� BATH ER back-draft damper. OMC 504.3 MANOFACNREAS RECOMMENDATIONS AND BY _._.-.- 1J r�r b 3nl �� r. CWE gN m _ _ .2-nY6-B ®L 1 l re Irappin0 and of pipe less than 2 feel oboe.ground, 8. 12-Ifi RONOERBOARD RLL BACKER a .1.1, _r- -------' .-_ UY UV eeeeiiii1 9-D �� Kw H01 WATER LANK Pant&pressure relief relit. Rev1 2-OYS-0SH 11•_3L� IY-II I/2' -- L'YI r ti-o- - BATH II H1SsI - \ . r' 8. 2-Ir 6D. m I4 �H.1,3.4f IAI P°1nlbg down.UPC Sec 608,5 To 1O1r_._. lT ® g-0• it ® 1 w b. 9, PRONOE MIN.OF 22N20 ATTIC ArrfSS //I`"r I a ` /e` H.SI HOT WATER TANKS shell be stropped within upper 1/3 YIN MIN.OF 30 NERD CLEARANCE.USE • I \ ,- and laser 1/3 to omgvit n,eriomIng an on eerthyuake.UPC PLYWOOD DAMS TO CONTROL CEILING s- NSLIAnIXN AS REWIRED. • Sec 510.5 D NiNG 3GH LUMOftht m SHOWER iiiki-N... ® I 51 50. r ICEIU DECK S VOLOME fAl I _ r - M.12 p5HriA5HW,PRIMO;olr gay.IIPG Sec.6034 ■ T II. D 'a�!► OC)- '▪▪e I G.9 I II roe laps ague and behind h+mass prior l01nstoilatlm. - el X / BEDROOM POW PALL 11 I WA�fEP IH 0/_REOE ) �W iAl Icon A FURNACE eclIngsupported from the ground Mel reel on a 5 EXHAUST FAN VENT i0 ) ORYFA R.B/9py,WA J concrete slob pra)sclh Y oboes oil In rode.LAIC 9'-0• 9 bh 9 9 WTSfOE I 5-O]//U-0 BF-FOLD/ 41 ® 70a&Ovcls p°ey6.g through goof Moll how o S,D. Ak1 : u I _. �Y/ ' Is±',1® �� e 9 9erage I O .. O 2-6N8-0 .�+� I minimum of 2 Inches of connnle between the duct and Ins AOHCE SMOKE DET DETECTORS ECTOR- WIN BATTERY a' _J u� R OE 911K LAUNDRY LATH a 'i W W/11 9rouCd_ BACKUP • 'No•N Kf CH N S�9 IJ2" Y-9 1/2'I. lA1 g3AOl P0.NY WALL FAV i 1.3 No FURNACE shall be Inslaoed h any confned space Eli m with occe.only fnrwgn a bedroom,bethrmm,or closet 'y / 9-� ® 3'-B' I'-643/6/' yj.IJY"� IS-9 VMC A4,5 ^' I$�)i UV O L tl-p I 1 IA Freridv of least 36'of workinge h boat of 110.4 ( I MECHAHIchL allo STORAGE h umaa,. °a ROOM MATERIAL SCHEDULE NSW NWT 0S Ui -- 1,4 fir s I® H I.s WMI3usnIX1 AIR required,VMc Choate,L. n� Ilo� IIII1■ --_ IYTR,G -- 4-0��H-PASS n� mum \i n. I l.6 APPLIANCES IrolYRed m garages ah011 be located out exua tonal al the normal path of rehlciea,or o means of prelectk. Y-1 3/1' LSD N I shag be prodded UMC 304.0. Units generating a boo.w pa ELDER/ FFI FINISH FINISHc! , t♦ `"' I 09 I ,,,II Some 1001 have Oat,and homers located IB'Nib.oho. li -I Js"}' the Raa.UNC 303.1.3 1 0/(WETAI/P .JI, 5/B G® 3'-9 l/7' T-9' _ YICDD BASE 7EYNRE,yMNi R7IIIRE,PNNT LOWER FLOOR PLANG s I.r MErnL OUCiS.nail aaL ba 61:Fdad«Im71 4"or theO 'I ground.VMC 603.22 WOOD/TILE B 5/d"C.W.B./ tiyyi�n // SCALE:1/s' a WO BASE TEKTVRE,PAINT aS PANTRY SHOP �f � II nu W D 2' 4' a Is r0 Xhen meld DUCTS are Insteled In yr under connate soot IA{ lA1 I S1A16 0..TO LAMER BLOCKING Mobs,they Mdl be encased la al feast 2 o/c concrete. 3'WOOD BASE , f l-10 FEET-SEE EEVA.ID 7 UNNG AREA=722 SF ULM$a3,1 - d01011 B �T _ 4.CONCRETE n (SIM)♦G 'a II PW1 I BEDROOM L4 GARAGE MO HWg ocapancy separation la be 5/6 Doe K CAB.an garage Polly re11 and bearing wall;peals L I h 9-� X 0.W.a on and beam canto.Sec ews is 3012.4. Allfs mew,me holes Waugh Stthe type NOTE: \ /u - - COORDINATE PARTICLE THICKNESS UNDERLATMENTFL a NNYL W6 WW 7_C I I 3 0N5•0 Si 3-025-0 SH 3-0K5-0 SH wal1bo0rd to be eaufed sill oppros.n mate1eh. P11 M SM OH44L W/OTHER OILS. flNISNES TO PRDN C4 SMOOTH d LEVEL nNAN9n014S ■ -i I • SHEAR WALL TYPES(D.F. FRAMING) 3/ SETAEEN 000 GARAGE ANDolHOUSE deice, s W be man 1 ALL RE T,CORNERS TO BE BULLNOSE W/BV L aSE O 3/B vend cue Hslh sell-dosing dare.. them shoal 4e no SQUARE 1RAN9nONS AT BASE 2CErS2S.10` MI openings h wall between canoes and m d for AFDC ACCE55L I y mean used 1USE00 PRIMER/SEAIEn cIJ G,W,B_BE(IXiE k AFTER hN-IMOO11 SHEATHING O61 EOM SND SPN]H0 NA'Sla EDGE NANO REM NAL¢IG SORE PURE: ION THICK.OF ALLOWABLE 0 1 slegnq.Sec,307!. two spEng ninges ere reguYed. TE%It1R1HC. rd` VMK Nip TYPE OF ONE CR BON FLOCKED OR SiUD'Y06TM1F ITSYeM'L£ IMG5 PAyS EWE UDe0005 (PEA 1997 WC FAIDESY-0• IS'-0' 6-0' 12'-C' 91Eh1HB:0 I 9CE$ LNLiOCTID 4AK MpL I-1/B'EMBED MW. AYO SIL PU1CS 23-V-H AIO$SQ ^3 FLOOR SURFACE In garage/carport la haran PORTALIS BYO lJl6"PLY ONE UHBLOCNm 24'DC Bd 6 W 12'OC 0'a 1.51]L 71s FtE canbuelMe a esphdl[c.Sec.319,h PWI I r r I` ■Imo. 00 PVR //I6'PLY ONE FLECKED 16'CO Cd 6'OC 12'W C OC LS N. 740 ELF L1 CONCRETE PORCH,walkway,steps,or lendinge Moll nal be poured against woad h¢nhp ® Y_0" y Y-6 1/2' y_O• If ry Polo 1/I8"FLY ONE BLOCKED 24'OC Bd 4'00 IC'OC 3'OC 1,5 M. 319 PLR RI %NOTE HOUSE FANS shill haw o monad centrala°d GARAGE 6'-z 3/4' automatic aontml,such es a dock limey with a lone rating H461 2 3/4" PIY4 I al 1.5 00 lean A e g'-0' I PW1 „ A - A5,3 .3 m A5.3 PWS N_I DOORS_ she.outdoor air avPWiw ore sepomled DEVELOPMENT RC 7/I6"PLY ORE BLOCKED B 3. 'OC 16' d Cc 12'CC 4 25 IN 2 490 P1F from esheual pelnls by doors,pro.lelon.ahoI1 be mode to fill 2 by 3/4Insure ahminimam flow by vndrevlth9 dean an Inalml[m Non of g^Oles I Fe. Ph'] 7/16'PLY CRC BLN]IEO 16'OC 6d T OC l2 CC 3"DC 2,5 TIC 640 ELF D ECA�U R reversed 1 TM, 1 ' _ PAR IS/3Y PLO ORE BLOCKED II'OC 10d 2'DC IC CC 2"OC 2,5 INS 710P1F i 1A I NOTES MAIN FLOOR PLAN /' I I I. PLY=COY,C-C,OR C-D PLAAnw, �OE 911001E THICKNESS A90 SPA,RAMRG RAY eE 901S9llnm FOR PLYY000. LOWER FLOOR PLAN m .X I PW i Onmr 20 NAlEO 1G 10159 h11H 16d5 AT]'00 SIAC4ERE0 MAY BE SUBSUMED FOR 32 OR lK Pb91RN 91URP1l6 JONT 01511 JOWT Of WALED 2I WIBEAS,AND APPLY EDGE HARING 10 FADI OF ME arena()25'S Al 9LL PUIES,1ECIB5E DV PIKES C01111R5,AND EDGES OF OPENING.STAGGER NAGS 10 . - E141LY 0SIWC0IE EDGE NAWNG i0 VNCEF0YINO/GIBE0i I S stun 0EVIIEA AT 000404N2 PIUIEL EDGES(SHEARING)61,011➢BE AK 0001E PULE MAY LVW9s1 OF 011C CONRYJ0135 22 AM 22 BLOCK 201101/1 SIU01 / / I BLOCKS AT 12000WO PANEL EDGES SFLY1D BE sK DATE SHEET 16'K C HIGH OVIRHFl0 OARACE ODOR 9/25/1 5 - -NIBENER OP - I ---- - -- - -- /��] �� - s v I 0/ s GENERAL STRUCTURAL NOTES. A3 e 1 5 ® r ® 00 r A. SHEAR WALL CONNLCSIOA.S. Each shear wall must be connected of its lop and bottom per the typical structural delalis shown on pages S5- Slit. These debits ore intended;nil to show TYPICAL silroli0ns. Due to varying framing methods.nal III aspects REWISE¢NS Y-0' 16'-0 0-0 of each detail will necessarily pertain to specific Reid conditions, however. the bolting.nailing,and connecting schemes must be Ij 27-0" totlowed. If In doubt.contact West Coost Engineers. MAIN FLOOR PLAN B. WOOD FRAMED WALLS. Wood Teamed walls intended to act us snow woes ore indicated os cue and Ph'.. Wood learned walls not LIVING AREA=1B73 5F • l intended to act as sheer wogs are nal typically labeled and should be standard UGC construcllan. ® ® GARAGE=506 SF SCALE: 1/d", C. REVISIONS. Any / ( designated shear walls)will result o change ® OTC JM 2/14/05 o L' a a' 16' chance in err door and or a window size or locution Iota led In the n the shaor wall schedule ord/or a change In o type and/or lacotion of o hoidown 1520 Parker Way, Suite #G Mount Vernon, WA 98273 WEST COAST ENGINEERS, Inc. Telephone: (360) 424-3404 Structural and Civil Engineering Fax: (360) 424-2063 Web: www.wcoastenci.com February 24, 2016 City of Anacortes, Building/ Community Development/ Planning 904— 6th St. Anacortes, WA 98221 RE: Portalis-- New Construction at 4914 Channel Marker Ln, (Lot 10), Anacortes Decauter Single Family House Based on Mr. Schroeder's request, we are,providing a statement of the house structural analysis. Structural Analysis of Decauter Model of single family house as included in the report dated September 19, 2005 (WCE job number 178-05) may be re-used for the new residence located at 4914 Channel Marker Lane (Lot 10)without any additional corrections or calculations assuming all conditions are met as follow: 1. Floor plans, elevations and x-sections (vertical information), and materials are the same as shown in the structural report diagrams details and specifications. 2. All information from the structural report is included in construction drawings. Base on load evaluation for Decauter located on lot 12 dated on March 26, 2015, and according to current 2012 IBC, lateral seismic forces are lesser and wind forces are lesser(roof) and equal (walls)than forces used in the original structural analysis for"Lateral and Partial Gravity Analysis for Portalis— Decauter Single Family House". Gravity loads are not changed. It is acceptable to mirror the floor plan on the lot. Please contact us if you have any questions to this matter. Sincerely, KALr tiro W I�AS! . ,0 1 Q-LSTEC., SSf ONAL LL EXPIRES 9/19/2017 Ivan Kaliban, P.E. Principal Engineer cc:file 600 16 Pgralis- Decanter Letter to City 2-21i-16.xis.doc Page 1 i520 Parker Way�-Suite'G' WEST COAST ENGINEERS, Inc., Mount Vernon,WA 8273 Structural and civil Engineering Phone: (360)424-3404 Fax: (360)-424-2063 Lateral And Partial Gravity Analysis, for Portalis Decauter Single Family House Located at: Lot 28 and 28, Portalis Drive, Anacortes, WA For: Underwood & Assoc. WOE Job Number: 178-05 September 19, 2005 1CATWLShrik iitk if . 27104 y 4 1 EXPIRES 9/19/2007 INDEX. :_ Design Sketches. Pages S1 — S19 Standard Specifications, Pages B— I Calculations. Lateral Analysis Pages L1 L9 Gravity Design and Analysis Pages GI — G17 Total Number of pages excluding cover sheet: 53. Notes, Disclaimers: • West Coast Engineers (WC )takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendurns). • The calculations shown herein, if any, do not necessarily Include all possible calculations that could be performed for this project. For example:certain items may be designed by inspection; only the worst case loading scenarios may be included; etc. 178-05 Porcelis Decaliter specs 091905.c,or_ Page A .0-.6 .i/f L-.II j all 6-.6 ,6-.6 .0- l/ . 65-- c . r3CP ) aD . CD •• .T .. ' - 'i.�4s - =L Z-1 c.. -=ice r` ' Lv.:w=r t-i . .Li:_,�--' �n,m1' ..4 .d�mrx: ,-,:;r 1 O I :4r -- - b -1 E - 1 � ,- - - - -i ce ,')wit! fi-- Cr), A ii -INTNI , F ,)t -- t_;iii r 4 n „ �+ r , �J � � .z 4 o i jii le''''' . .. L.2 '''.., ‘#''' � /. ; I 'P.I u /.i r!N 0 ��-_ �. �-,I I — —I s�, —N II:. • ,�I "f, I ! �t� I j ►�� Sok GF3 L II ►'" • LA L I ! LE I i— fi 1 I 41011) iE-1 qr • I �i I L'Jam* LI c' kJ' ". 1 ,j.i--. r8- �s ►�L*1 4 1flI ri- 0 t-- 1 ! II r . -- 1tI1;. —iI 1,0 SI- ]=.- ai ---`�"`. .. ^7�'=. -'-" c ....� .:-J ,s s+9r,..� !n fix: ! .. ; li -y,'.1, �b,7-..'{ i 14511- ,)0 ;^'-ei..w'�i �, t' .i��� ��^._:k_�2,Y'�7� �1; — - _ . � 411e . • t3 Ohhr ) CD CD 10' t4 GYI3 6-a ` .o-t zh a-,c ./I 9- I / .+/I 1-.6 't ..a,Il 11 Decauter Continuous Footings(Minimum Size) .0-,et West Coast Min distance - , Egr. Footing Footing Size' below exist'g Footing bottom Footing top Additional info: .' (width x height)in. grade to bottom:, rebar(3"cover) rebar(2"cover) Footnotes. :' of footing CFI 16x8 (2)#4 Cont. Per Local Bldg. I i Decaliter Pad Footings P a _ _ Dept. West Coast Footing Size'' Min distance CF2 16x8 n/a i (2)#4 cont. a Egr.Footing len th x width x below exist g Footing bottom Footing fop Column - - ! ' info: _ height)in. grade to bottom : rebar(3'cover) rebar(2"cover) connection3 CF3 Thickened edge Per Local Bldg. 1(2)#4 cont.bolt.,I _ c of footing 9 (6"min.) i Dept. ' 11)#W top I Fl 24"x 24"x 8" nla 4 #4's Ea. WayPer Column Per Local Bldg. i ( ) Above CF4 18x8 Dept g (2)#5 cont. d I Per Local Bldg, #.4's @ 8"o.o. I• i i F2 24'x48"x10" i Dept I Ea. WayCB type Footnote 1 Footings are to be centered under the centerline of the stem wall. . F3 36"x36'x12" `• Per Local Bldg. #4's @ 8"o,c. Used only for Per Column Dept. Ea. Way able roof Above Footnote 2 Concrete strength=2,500 psi, Rebar Grade=40. Assumed basic bearing capacity of soils Footnote 1 Footings are to be centered under the centerline of the column. 1,500 psf Footnote 2 Concrete strength=2,500 psi. Reber Grade=40 unless specifically noted otherwise. Footnote a 8"stem(footing)wall with #4 rebars at top,#4 @18"oc vertically and#4 @ 16"oc horiz. Assumed basic bearing capacity of soils=1,500 psf WEST COAST ENGINEERS, Inc. Footnote c Thickened slab edge shall be poured Integral with footing pad plinth. I Footnote 3 If nothing is specified,default is Simpson P13 or EPB style connector. 1520 Parker Way#G, Mount Vernon,WA 98273 8"stem(footing)wall with(2)#4 rebars at top,#4 @18"oc vertically and#4 @ 16"oc horiz. Phone: (360)424-3404,Fax: (360)424-2063 Footnoted Minimum stem wall height 24",when stem wall higher than 48-inch and backfilled with soil, e.7.li+innal ratainino wall design i5 necessary. I .a-b A-,YIlif ,UI Z-A .!/i 0-,9 .Y/I 8-,e1 J(rLs i 14 IN -11 ,i. ak • ‹)I, 1 . L: __ , i • o \ c. • duRN _._._.__ I IA k t 1 fervr A-Mae 2 C•••t . Fl 5Cr1P) Yciu :- pnre�i i, w(rocpr • AM . i : 4‘,. h.. b.. TJI aYnT �' . _ 2 • T i culvo� I • I d 1•� "6 i hltz v►�.u,)ei �� T } ' room I QD jr,--=6 I--7_-',•-- -e t---_,Vez,„-- _,....._ .._( __..----„__- , CI it rt ` rat t Hl I g ( ii 4 r-- • . . +t i P\ . • 1 i I ‘ 4D gg j 2.,. _I a�J G�5 err F - y ___-_Al 1Ccor ,====...nommi1D 4 N N . S Y/I9-AI ,ne-,� MAIN FLOOR FRAMING PLAN .�-.� ® m• \ / I I�Q 1 I I I I I SGALE : �("i#�� '� 7!t,-,,, LOWER FLOOR FRAtNING PLAN SCALE: '4' Deeauier Main Floor Level Beams Columns Posts •• Alt.1:Marl and Alt 2:•Mat I and Minimum Max Special Left :Special • C West Coast Egr. O C.Spacmgif O C:Spacing if M Bearing Cantilever End ' Right End` Foot", •• Decauiter.Basement Floor Level Beams, olum__ns, Posts I . Me 5 eciaLLeit Special mbar nfo. appl` b e � Span (ft:) , notes. • • Alt:1:•Maf1 and Alt.2:Mar and: - Minimum Max p .. `ca I - ( --r '/h. I applicable Length. (ft.).;,. Connectat� Gennectpr? n Max Foot-. 5-1I4x1i-7/8P511 � i ��lf West Coast Egr,- 6j C Spacing If: d,C,Spacing if p i( - Bearing Cantilever End Right End 84 Beam 17.0 ft. I 3.5 in. 2.0 ft. CC type - - Member info. San ft. notes Womanized i I i I1hV1 E � S 1 applicable applicable •• Length,- (ft.) ,Connector? Connector' J • • B5 Beam 4x8 DF-L#2 - 6.0 ft. 1.75 in. I 2.0 ff. i - ( - ' - B1 Beam 4x8 OF-L#2 i - 5,5 ft. t 1.75 in. 2.0 ft. - - 1 ! .. i 3 • •••..- ..•••••••.....••••.....f 25 Beam(Alt.) 4x10 DF-L#2 - 7.5 ft. I 1.75 in. 2.0 ft. i ( - - 6.5 ft. i,751n. J 2.0 ft. - - • 3.,-....-.................a P a..........,.-..._..... Bi Beam(Alt) 4x10 DF-L#2 3-i18x9 24Ftl4 i - B7 Beam 4x10 DF-L#2 1 GL13 6.0 ft. 3,0 In. E L 4.3 ft. 1,75 in. 2.0 ft. - B2 Beam 4x8 DF-L#2 - i tii Header 4x10 DAL#2 I 3.0 ft. F 1.50 in. 2,0 ft i CC e - c I f . B2 Beam(Alt.) 4x10 DF-L#2 - I 5.3 ft. 1.75 in. 2.0 ft. - - • I F ,. . ) C1 Post 4x4 HF#2 I 4.0 ft. I { d B3 Beam 4x8 DF-L#2 I - i 6.5 ft. 1.75 in. 2.0 ft. - - - I i C2 Post (2)2x6 OF Stud i 9.0 ft. i I - - 8.0 ft, i.75 in. 2.0 ft. - a I.w.........._......._.. .1 _...-......... f ...................._..... 1 B3 Beam(Alt.) 4x10 DF-L#2 I I C3 Post 6x6 DF-L#2 ° 9.0 ft. _ - - _ - C1 Post 4x4 HF#2 4.0 ft. I J a ....._.._,....,.....+....................., ! - - I i C4 Post 6x6 HF#2p.t 1 9.0 ft. ° € CC type CB type s f C3 Post 6x6 DF-L#2 .9.0 ft, - 1 _ _ j _ - - L - ' - b 1 I Footnote 1 For beams,joists,and rafters,span is the horizontal distance,in feet,between(outermost)supports. For posts Footnote 1 For beams,Joists,and rafters,span is the horizontal distance,in feet,between(outermost)supports. For posts and columns,span is the distance between points of lateral support(such as floor or roof diaphragms). and columns,span is the distance between points of lateral support(such as floor or roof diaphragms). Footnote 2 if blank,use default connectors per standard specifications. For posts or columns:Left End=Top,Right End WEST COAST ENGINEERS, Inc. Footnote 2 If blank,use default connectors per standard specifications. For posts or columns:Left End Top, Right End= { Bottom, 1520 Parker Way #G, Mount Vernon,WA 9n Bottom. Footnote c Beam supported with column 2 ft.from the corner(sized for deck cantilevered roof). Footnote a Use 4x6 HF#2 up to 8 ft length and 6x6 HF#2 up to 12 ft length where the 4x4 post length exceeds 4 ft. Footnote d Use 4x6 HF#2 up to 8 ft length and 6x6 HF#2 up to 12 ft length where the 4x4 post length exceeds 4 ft. Phone: (360)424-3404,Fax; (360)424-2063 -- n vL..t ✓ ..1w I-7'b- oS pEc,A,)( K- I c> E+( I 1 I1+1 i c. d�> CID1I .Ib P P. o 2 2 Iw s 1 1110 tp T1' 11 'CD Q H M I9N .. Q IL I I PO , N N dI 90 copit imin=7. 1.1=.— .....-—6, • 8• oyy ' U 1 m 1 1 I"' u G2 Ol Z 5 E 0 1 - aEr Pr • , N O �nI51 E IL J C n �, u ,O Z It m Ti rE a $ g it E � amEo ! co E @ 41) za W @ n a a : a a a s a �sJ a a a a a an a' CZ ' O ` • N O u10 —'_1 ` F r F F� I- n _!T F F F F I 0 f F 10- ' � " O C L.. ....:` O JillN en . �y1-{ II• •imSE ! $zee JLL :_ NC sli E I O i m .� N �( f OO . EvaC• Ti 1 1 j g yqp 'f o-F 1 I I I m cc 8 w w c a U a I....._.._... E o r 2 d $ m N Roof Level (applies_ to gable roof type only) Beams, Headers in• 2 _ m o to 2 & _ - a °'• v ._c °a. i 0 1 E R d West Coast E r. Alt.1: Mai and Alt.2:Mat'I and- Max Spans Minimum Max Special Left Special Footnote I- m o a ¢ N m o v c Member Into. O.C,Spacing If O.C.Spacing if ftp Bearing Cantilever End- Right End s E T E 22 m m a _ applicable -applicable ( Length. (ft.) Connector6 Connector6 rn Zw T rn 1..........�..., NO m I -c n 8 Beam B1 4x10 DF-L#2 - 1 12.0 ft. I 3,0 in. 2.0 ft. I - i - I - a inI I 'o @ " _ .� I i R rn v ID ° = c w E c i y c Beam B2 4x10 DF-L#2 I - 6.0 ft. 3.0 in. I j 0 ° ° o m - - o _ ° 1 a E ........ . . ......._.... .....-........ is ic m = c 8; o E m Beam B3 4x12 DF-L#2 ! 16.0 ft. 1 3.0 in. - j - - - c m w I. cUi � ........_.._.........._-..--.........I-......... continuous 1 - - - m L e X Header H2 4x8 DF-L#2 1 - co6 0 ft. I 1.5 in. a E a a ._ 0- - - - • O :El ry b i OU Nw i E c r 1 II CO .°° Cl Post (2)2x6 DF-Stud - 9.0 ft. - - - I - - Pi I i T L COI I LL ~ C2 Post 6x6 HF#2 p.t. I - 9.0 ft. - - I CC CB - - sr �- N r _. ... - - - - - - 0 m Footnote 1 For beams,joists,and rafters,span is the horizontal distance,in feet,between(outermost)supports. For posts m c Q, N ° ° and columns,span is the distance between points of lateral support(such as floor or roof diaphragms). _ .2c o o Footnote 2 If blank,use default connectors per standard specifications. For posts or columns: Left End=Top, Right End= WEST COAST ENGINEERS, Inc. v m ' LL Bottom. 0 1520 Parker Way#G,Mount Vernon,WA 98273 Footnote a W ndow headers unless shown otherwise should be 4x8 DF-L#2(max.span 4ft.). Phone: (360)424-3404,Fax: (360)424-2063 Roof Level(applies to hip roof type only)'Beams,Headers Alt;1:Mel'and. Ait.2:Mat and'_ ` 5. Minimum Max, Special.Left Special.. Footnote West Coast Egr: 0.C_Spacing if 0-C:Spacing if Max•Span• Bearing Cantilever End Right End Memberinfo. ia.. as (ft) S applicable applicable Length .` (ft), Connectors Connectors ' Beam 131 10 DF-L#2 - 4x 8'+8'cent 3.0 in. 2.0 ft - - Beam B2 4x8 DF L#2 - 6.0 ft. 3.0 in. - - - - • Beam B3 4x12 DF-L#2 - 16.0 ft. 3.0 in. - - - - _......- _ _. _ _ -_._ — 3.+3' Header HI 4x8 DF-L#2 - 3 0 in. - - a cantinuous — _ —..— —_. - - - Header H2 ' 4x8 DF-L#2 - 6.0 ff. 1.5 in. C7 Post (2)2x6 OF-Stud - 9.0 ft. - - - - - C2 Post 6x6 HF#2 p_t. - 9.0 ft. - - CC CB - . C3 Post 6x6 DF-L#2 - 9.0 ft. - - M - b Footnote 1 For beams,joists,and rafters,span is'the horizontal distance,in feet,between(outermost)supports. For posts and columns,span is the distance between points of lateral support(such as floor or roof diaphragms). Footnote 2 If blank,use default connectors per standard specifications_ For posts or columns_ Left End mm Top, Right End= Bottom. Footnote a Window headers unless shown otherwise should be 4x8 DF-L#2(max.span 4ft.). . . Footnote b Align 6x6 main floor with 6x6 lower floor(block through floor cavity with 4x6 solid block), use MGT with PHD5 girder truss to 6x6 post holdown and MST60 floor to floor. ir-a f-,,_i_,.." 0.,,a:L,_ 4). .0 f-cf 3, irk UV •-ih^= '--ice • °"� GEo2• , 0 I 1 ` • m 171-T" V y • -r - 0 ' La 1 _ cre[muss ro ee aFn 01 — 0 0 0 -.0. -..g rs 2 • '• ell cc r ) \\\*....-;7.-— •Mi o cn j M_ H2 • 0 1L ? .- ' - T02 — 0 O rn 3 0 "'� to CO x b ? •o E °... tj my CD3 ram - m O 9) an - rn2 Q 9 � z rtCOc oz � a) « a) oa a, vi ,. 1 0 m m `° x Fa'� Q 0 n ny o tiQ o. , m - . �_ 4 0 -0P 4- V f -p U7 co Gi m 1 a Q SU CU k"..: .. , I, ! o a a m J07 �� r a co I _ CO '� - c_ � 3, cc)to c, fl. ..r- 0• `107• --- 1 I .} r: rqq h" „- --� to _i r� S. Z 2 S ._..„, i 110 � 3 _....... D J07 `I D m m rn FIjI C -Jo7 -- 001 El a cn I�cr. m tv O 4 "' n {� -to J07 `1 1 r �m ii ... Ef := rn yj co .tA Q m ?)a. "m. J07 i � �� - y J07A I�`I ,I. J.,mimm ='E .4 Jo7E _ U V!! - ° . . 1 / ,N,cc. a v r. 0ip _` -F - JO7N — ---I 05A lier MAI i a — - �' ro-- J07L P I - 2 �, -05? 03 JO7K f c - G c car - - - _ 01 a5 r 'L < m . _ - N M GAG r1 o a o T r1 — — 05 G �I � 3 -i roe. ■ $ c� g & jai r05 ■ m a21 ■ M 0 0 .� � CS $ o Z. 05 X c 1z-1 'BLAKELY ROOF PLAN' 1-05 ', frillROOF FRAMING PLAN �_— - — — -' 4.1 c * p scA I E_ '4"r ri�� (� ?Eon 1 .- iv 8 7' 2' -4' 8' �, •�1 T 3 cis d A , 0 V� 6 r Nh5c1 �1 \ W �, sir bii• • H?rGo a1cta/G� fifL N -J o .s Xsz, co" L�..i + ti r Whoa-Oc(atir(a ID ea. 0 .c c9 32 F Q. IH:r zaoF owu•r) M L ) 1— o f'Ur i ) N *w. l ,F_ F I,tE1- n II UN ii O Et o n cE ' ? cn Zw • 4nt�Pi0 Vow rn 0 § N To m •▪ -a _ E _ , m rx Z I i; �� al 2 ' � 2 .c Wiz °' tT, r� �wAr4L.-f� , '- — a o z 4.; ��t t�6c� i /r ss CPVir O) oco 'bc t .E1 201 .< z X a) -0 O U O O t( i • N C _..l 1- I • I rn a) r LI io c cn o W �✓11-E'D t7 j� �.w c a) a) 'ET) el _._i I__ N- ,r 1 t Q i• lac I,- c w .-,�} CI . — . — . � I"��i 60 p t 6. TO a z � m I \ / I LTG TAT. ,. o cn I- €•i .� _ CI ch a) a) Ec o 1,71 ww ` 1, / ' � l wl IE rail cad `� l� pW • \ / I W rn �' ui o F i \ y_ _� Z sa20 Q1= � cocci �Lij � Ju i / 1 +�j1 O � .2 la 0 ❑ 2 cu = W ¢ L . � 'Rol V _j ca n 3 2 o v ¢ o U- U tY t o ,— [i ''�'W k �'1I�1 11- cn --t ¢ m ° - ❑ r>a.. -0 — -- o I— ¢ cA W 1 v- erst.'T W = - aO ' rot iW- A 4 HAT' w Pt 5 z � . ' r.o U) o O tAIcco srb ix:. Ct.f: 0 U' Q ai U Z • • - Shear Wall Types(Assuming Douglas Fir Framing) . • - • Edge!Field Sole Plate; Framing at Min.thickness Sheathing on Edges Nailing 16d Nails. Adjoining Panel Allowable shear West Coast and Type of One or Both Blocked or Stud spacing, Nall size g j g (per 2003 IBC .Shear Wall Type maximum Distance, 1-1/2"Min. Edges and Sill Sheathing Sides , Unblocked 1 Table 2306.4,1) . Maximum Embed. Plate • Wind-215 plf. PW1 7/16"Ply One Unblocked 24"OC 8d 6"/12"OC 8 in.OC i 1.5 in. I Sels-170 pif. PW2' 7/16"Ply One € Blocked 16"OC 8d f 6"/12"OC 6 in. OC 1.5In. Wind-349 plf.Seis-260 plf. ' PW3- 7/16" Ply One Blocked 24"0C 8d 4"/12"OC } 4 in. OC i 1.5 in, Wind-489 plf. i s j Sels-349 plf. • i I PW6 : 7/16" Ply One Blocked f 6' OC 8d 3 /12"OC , 3 in. OC 2.5 in.2 Wind-666 plf. I I a Sels-490 pit • Footnote 1 Ply=CDX,C-C,or C-D plywood. OSB of similar thickness and span rating may be substituted for plywood. Ply and OSB are assumed to be nailed directly to the face of the stud. Minimum sizes of all cooler nails:5d(0.120"x 1.5"),6d(0,120"Dia.x 1.75"). All other nails are common wire nails:ad (0.131"Dia,x 2.5"), 1 Od(0.148"Dia.x 3"), 16d(0.162"Dia.x 3.5"). Footnote 2 See IBC Table 2306,4.1 for clarification. Double 2x nailed together with nails and spacing per sole plate nails may be substituted for 3X or 4X. Position WEST COAST ENGINEERS. Inc. sheathing joint edges over joint of doubled 2x members,and apply edge nailing to each of the doubled 2x's. At sill plates, double top plates,corners, 1520 Parker Way#G,Mount Vernon,WA 98273 and edges of openings,stagger nails to evenly distribute edge nailing to underlying members, Phone: (360)424-3404,Fax (360)424-2063 • JOB )7 b—O d _.—__.. WEST COAST ENGINEERS, Inc. SHEET NO, t— OF r / Structural and Civil Engineering CALCULATED BY IL_ DATE w/ lk( O5-____ 1520 Parker Way#G, Mount Vernon,WA 98273 • Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcpa$teng,com SCALE 7—\7110:, t 0 r--Z . c . • 4.N^1'a1r 1.e,�;= --- ---�i�rn.".1+��.iti--rw.tt� 4 3 p . I 5 *r-g-p 4v ia 7 :. i,.., I 1 . • is I • 47400 V- 3 . • Shear Wall Types (Assuming Douglas,,Fir Framing) r •• Edge/Field Sole Plate; Framing at West CoastEgr, Min.thickness Sheathing Edges Stud Nailing led Nails. Adjoining Panel Allowable shear Shear Wall Type and Type of on One or Blocked or spacing, Nall size Distance, 1-1/2"Min, Edges and Sill (per 2003 IBC • • Sheathing Both Sides Unblocked maximum Table 2306.4.1) Maximum Embed. Plate • i i i i 1 1 Wind-349 plf. PW2 7/16"Ply - One I Blocked 1 16"OC 8d ; 6"/12"OC 6 in. DC 1,5 in. I• 1 I. e Seis-260 plf. • PW3. 7/16" Ply • One Blocked € 24"OC I 8d 4"/12"OC 4 in. DC , 1,5 in, t Wind-489 plf. i i ; 1 Seis-349 plf. pm7/16" Ply One Blocked 16"OC 8d "3 /12 OC 3 in. OC 2.8 in. z j I. Wind-686 plf. Seis-490 plf. i I.. , Footnote 1 Ply=CDX,GC,or C-D plywood. OSB of similar thickness and span rating may be substituted for plywood. Ply and OSB are assumed to be nailed directly to the face of the stud. Minimum sizes of all cooler nails:5d(0.120"x 1.5"),6d(0,120" Dia.x 1,75"). All other nails are common wire nails:8d(0.131"Dia.x 2.5"), 10d(0.148"Dia.x 3"), 16d(0.162"Dia.x 3.5"). Footnote 2 See IBC Table 2306.4.1 for clarification. Double 2x nailed together with nails and spacing per sole plate nails may be substituted for 3X or 4X. Position sheathing joint edges over joint of doubled 2x members,and apply edge nailing to each of the doubled 2x's. At sill plates, double top plates,corners,and edges of openings,stagger nails to evenly distribute edge nailing to underlying members. , JOB I r1 e — ;1c4W , rnie--- WEST COAST ENGINEERS, Inc. SHEET Na S`I W 0F_ Structural and Civil Engineering CALCULATED BY 1KI�J'— DATE (e/i)c`fo 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www,wcoosteng,com -SCALE :',.: _ .. .... - ..1, .".+�..�...{•a .,:r^,=+;•.c.,ec, s5s� ;'.0 .tisrauanarrr^s'sw�x.:a:eensnroew.vtn"nr.ntmov,.. s.w�:m�s } I I I i 1 i I , il K1"Eg..I01z. j • 'ff W1,Lc," j A i . EA . 1, V `I eAp saLE art✓ c�i,A�.t_. 1. 1 J1A LL g' l�Lf�l L i EJ � :ft g- FLAN �, , I �� T-AaLe ' aI.TLDL�t 5 5 _i - T. 5K# CF1 oaf i t'►iil"� t �(� malt-t ' F E r. -, .r a I 1• • •11 ,_-,.. 1 1 . 1),, ti ANc OI? ? T oLT 'E1~ •'' v I) T�'` GELOI� (1![=11) ;f U / e'S7 . .I (r�NEoF3 ALT. ' [ (okiEof3Pa-T- ) , ! Ilhltlt i11�[tl1 , I l� l I. I .n , •, e [ ,. r' 4 i9 . ,I ,....,, ! .1 t Bottom.of Shear Wall Connections • st E r, 16d Nails. Allowable West G, ' Sole Plate, ' 1I2• "Anchor 'S!8" Anchor 3!4"Anchor f NOTE: 9 Bolt Bolt Bolt 1e i Shear Wall Type 2 1-1i2"MEn. shear 4 5pacingz Spacing Spacing Embed. • TOP OF THE BASEMENT capacity/Ea. 912!b 1,328 lb 1,840 lb 165 lb f (RETAINING)WALLS Pwi 48 in. f 4a in. 4a ln. I a in. OC 215 plf ' 31 in. 46 in. 48 in. 6 in. OC 349 plf . ' MAY REQUIRE aas"pH' ;PW3. . 22 in. ' 33 in. 451n. 4 in. OC ANCHOR BOLT PW6 20 in. ! 29 in. 38 in, 31n. OC 086 plf i ATTACHMENT THAT IS Pw7:. ::. : 15in. 22 in, 29 in. 2 in. OC 896 plf i 1 ; MORE STRINGENT PWB 12 in. 191n. 24 in. 2 in. OC 1078 plf THAN SHOWN [N THE GW4 1 .._,........,, .... , 31 in. 46!n. 48 in. 6 in, OC 3500 plf -. "BOTTOM OF SHEAR Footnote 1 This table generally applies to full height shear panels only. For shear wall i . : WALL ATTACHMENT" sections between full height shear panels(i.e.as under windows), the table s may be used;or minimum IBC requirements may be used. Where ' TABLE, SEE 7a, 7b, 8, allowable shear exceeds 350 plf,use 3x(min.)or(2)2x mudsills nailed AND 9. , together with nails and spacing per sole plate nails. , .... _ fi W. i I I t I Footnote 2 May use any of the three diameters listed. All anchor bolts shall be 4 • I i embedded 7"min,and shall have 3"x 1/4"plate washers on all nuts. 5 i Minimum of 2 anchor bolts per piece of mudslll,and one bolt located not c5 1 I more than 12 inches or less than seven bolt diameters from each end of .r i the piece. ...,w.s.. u. .��-.5'�1'*'tl.-..up.,..,sS.,...i..„5 ...�..r�2::.:.rn.�e.4'Yie Y..,v.r+.tt•-VW«.-. ..+ �.,S..W^_..w,..titln,'a.nN,asY35x4'i a.'Y,w'iv:....n.tii�u.n>s-wri,..a�rs.r:L,i-...-��4,,f.:,., ' 1 joe 17 r n r PCilli r`Z_ WEST COAST ENGINEERS, Inc. SHEET NO. r-1- OF Structural and Civil Engineering CALCULATED BY 1 DATE W104 1520 Parker Way #G, Mount Vernon,WA 98273 — Phone: (360)424-3404,Fax: (360)4242063 CHECKED BY DATE Web: www.wcoasteng.com SCALE ,� .._,.r._.. .+..},,,..m,� ...,s..�.,�...-y...�. ....t,. .. -__f »-.��....,.,�., - ., �wv,u H.- r=.r>ara»+a.t*I. a�o-..,w.�.i...�ar-.t•�-. ....., �....� -,ar..... �._.�. a I i. . t-NTE.P1OR- 1 gltrioCZ 1tEt\Ic wm.L ,`5-4+ 10 _� l�ALL j -T R., .ti . sot_e, --- s1rg, J/ (Li�el wls,l.Lr iC �E t�LAa ' . T f���� 1li;I/\ ' � 5 G55 M rag. " i. c) 16 2koL 'j1 j, F � toiS 1 4 E l* f l k` AW,C'}}^^ add r 0. kt_ TA E ' �� P -r- 0\ I,�II I . ., . a f ` Sri- --- • i f • • L c.CIU ,. t'`-)r . WEST COAST ENGINEERS, Inc. SKEET NO. — "6_ OF i. Structural and Civil Engineering CALCULATEDBY /14)lpW1 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3404,Fax; (360)424-2063 CHECKED BY DATE Web: www.wcopstzeng.corn SCALE C 1 .. ' �...�rn.� .,a", -,t,. .. I!. z 1. -. r . ...__ . r .. . - _ . . t • i f _l : j ' I C�Gt `-kU e.i. .. . . •5 • & ' ` i t t • i d t � • f• r • . ff F r,i_i ,.3 . . - • • ''. - 'F' • rLrAq,.L ____7-.\, , , , . i . . 4-t4C C- ( T12 �) --_`-` �' : � � v�� ��ASS t5` tis J • . • J05 rT 05- . roP--17rk-,\ " 'Vec4-4•01-L-a-- 1 WEST COAST ENGINEERS, Inc. SHEET NO. __ OF . .• Structural and Civil Engineering DATE4.. • CALCULATED SY 1520 Parker Way#G,Mount Vernon,WA 98273 . • PhOne: (360)424-3404,Fax: (360)424-2063 • CHECKED BY DATE Web: www.w.cogkeng,com SCALE . ,4.../. .,......,9. ,teka.11=4,7.0=1r7.14.,,,,,,r11,6,,,,,,Mr/...17,.re...r•,kr....710--t;•.,4 7 I I l I i197isr k k2 1),,,,)! $ -15. • ‘i i ' • ;., .cl d_ej,(0Q.,C) ! • -...- --i • '1 - - --- --- -- ' ' , ! ! • 1 . i 1 )r.&D t : ;F 4 '''il, -1-. q,'0 1,1k-cci,,,c•? ! • i i r : • ; , F. 19- : , i • i i .-• ;1 - ;•1 i ; .i. • ,: - •; • 1 - . -; ,.. •. i I ••• ! •1 . 1 . • . . T. , :, • , •,-i • • : , , I•••.- •••,• 1.•• •••-•• :1:,-, 1 '44144,„shiNiiis.4 • , . •• .; _ ', T, : , . • 1 I . . • oa' ,777,, •:- -7-- 7 -t.--..._, • .. ...... • •rik,) 3 --,,,,,, ; . , • . , , . i ., i ! • ! - . i 64.--.ki: Aii0L, : : IIIII i ; ; • , .. .. . . . .. . . . - , . ,. , . ..,.: , , e_ . • ,! If . -N."-.. --,,..„ ?lir ' : --L-- . 1 ; ,. , , . .... . , 4.7AF7L- 9 (1;Yr-06 ' wwiP7 ills.' .. . . / ) Vo ...:, .... . _ p : . , . ., . • , - • • . . • • • . . .„ , . . , • t Dff- '' ' .1 _:._ _ • C " . . . . . . \\,.;,,,,,..„, . . .. •-... . . • • . STY-4T' . 5--/IZ-' r7L ' —.1 . . , . ....'"Ni, •t . . : . . • . . , • . . , . . . . . . . 4' • . . • A Fr --------HIL'.1L1. ...F.(-590. - • '14•Jil N ki--L . • V ..-• Ft..'P- ftAHu . .. . i, • ,,,•-• " ' •: • . , '. • . • i . . . . . . • ./:: • '• -• '. ' ' " . . . .? . . 'i ., . .- --:.7 . . . , • - 1-iAltx) Ti-coir.._ . v . • . . ...., , . . • . . . . . . • , • I . 5 , 1(, 01G-. 4110E, ' • 4 ' V3Ak 1•••••\ if • , 1 . I.. . . , ..---' •. -. , •• . . .:.„. MI • . • . • : -,. . i . . . • i .• . . . . • • 111M116' -':'-• t ' ' • . ' • , • ' . -MEW ' : . , \ • ; . • ! . , , . ' I . . ' i , ,... ,.1.,.,±,___._, :iidi0:7', ,..1f7- V.1.. --3,7 (._,D c))2._. • i ,41-- i . ! • 6 - ,, },./ i -i__,.__ rff...)z rc,,,toc) 4 , . Boa fJJ�c -uTL. • WEST .COAST ENGINEERS, Inc. SHEET NO. '�- Go OF rE • Structural and Givfl'Engineeri'ng CALCULATED BY • �-� DATE �f�ata4 1520 Parker Way#G, Mount Vernon,WA.98273 Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY DATE - Web: www;wcoasteng.com SCALE • Pw 1 , w r. UY2 o 'Ztr-'PG ?toll riAn 17--0 6e,:eftE.,1'() \\\\\ . . • ?;,cr Ert•r5.12s, 'rvi 10 10i4 4-kf)C its„-A • Tor rt. EGCi Jt.1 l- 7`14- . ' JOB I. 16---c-) .JC-ek—ti VEIL, WEST COAST•ENGINEERS, Inc. SHEET NO. b- li OF Structural and Clvil •Engineering V-- CALCULATED BY DATE 1520 Parker Way#G, Mount Vernon,WA 98273 I • Phone: (360)424-3404, Fax: (360) 42.4-2063 CHECKED BY DATE_ Web: www,wcoastet.com SCALE . i k -.'—'Sroof P1,4121-tr-6.k., .. (rr:M i Pet fA\.'eAt_t_' 1.„.t4t) JJAL1) , . , i' / r.m-1 , 00k. .P1,t. gi-r.m iosP/ lOw uot-I-C61PV6F M.012-5 . ,.. . , ..i. e-,tizi 1,41014 r- , I • . . • : • , . . . • .. 1 , . . • . . ,... . . , . . [ I - 1 . : . • . ,: ir_. • . . , . . \ . - IK•AFI- F._ , ,., . . . . . . . . . • . . . . . ,,--.7— t.* r-- V4L.. 1— ----- , .. .4h..,. . r6F- f7L-AU . . • • . 1 • . , . 21, • K3or C-61..tt)' --kubi:_is.' chi\ '' , ..z.,,, - •/, • -ror rLikre „lc, --(r. . _ . . ." .To , ,Acij.->,--p . , . .... ,-1. • -- --:'-b-751:.- : . • . . . . . . . . . . . ,--- wAc.c_ • . . .., , . Connection p:-.)•Rppf,'D14p!fri;Wail Parallel 4:)„1koof.. ' , ",...:•:•:,.P'rqpij6i, ::: ::t: :,:::::: '' :1,.:: :-,...-'- . °I --- '' .b1- 1------74c-nic7061 1-1 A-Lc SE- on kr-IIo L50 angle Sd or 10d nail Allowable - cA....i 4ek_E--E-F-ue-75-t 6:D(r.!..t--r. IF Tiz-Oc-pc.? West Coast Egr.: spacing to roof diap'm shear in • Shear Wall,TYpe directly entire wall shear wail •4?ki--_V L.3 rAc4-4x.. -Ii=3 N4 1 - -T7--ki : : '.• •.:...i,E:, above S-W Length panels TO ' ,.46;ik5 to Trtaitt-r\irer [--,k-TEKAt,., Capacity/Ea.- 445 lb 1 117lb .L.C%&O 6F 1-1.6 FLF r10M 1-2Yr CA'- ?-0 ., PM. ,.L i 25 in. OC 6 in. DC 215 Of .1-- -.b -f---rtH: c..),,- .C) • invz:':::•' .. 15 in. OC 61n, OC 349 pif PYV31:' :H' .1.1 in. OC 6In. OC 489 plf , . • 8 Tn. OC 4In. OC 686 plf ,• ' •PW7:'"5:z,',': - 6 fn. OC 4 in. OC 896 pli . , PW8; :'•:',,-; 6 in. OC , 4 in. OC 1078 Of • F .- . WEST COAST E GI °EERS, Inc. SHEET NO. 11., OF 1 Siructurel and Civil Engineering CALCULATED BY L DATE C/LC105 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY . • DATE Web: www,wcop5teng,com SCALE ...w, Y:.yi„ .�F. - .r .. F•.,.,w,:.,�n»„�:m.:�rmm4a,n�.Y�M::aa�.�4.V <+.,$t iu,Arren�,•�s.-r�.+owm�.-t=ew_�u.r.t,a,e.w.�,..:ne.�.r�2� • F i ' 1 1 yy,i;-� 5� Q n1 _....1___......),.), ... 1r-_ .. .}7!QQ, _ i_µ I ..� {,-`_ T ._ . i f740.1 _I._,... _ ' fL �t�,{p, 'ry�'�.I.__M1 I�T7`41,�� .- - - � �i• I t 1 1 E i i ! . .F_ 7k—6(-r. °. 1.. 1 1. 1 �� l 1`kGC�4 t G(,(y! I , i ' i '~�_ , ii: 'I I 9 4 2� l/_S is rzti4 6 _ 1.I. t• Li; i . . q / - f ,, ._ . • � ; . I? ~i� Lo L :S.DLU. t.IC.,4(-.11\tbi } 3 I l 'l V 11{ 5 7 I. i �......,. .I ¢. - j i 1 .,.. r u-- 74)-1 1-4r k.LV .... .r'k,1`1' . J$- X I • l 4 1 r ' Shear Wall to Ho[iz:Diaphragm;Parallel,Framing y Interior; = Roof dtap'm CEP-L50 Pony wall Allowable West coast 1*gr, nail,8d or (L90)1, sole plate shear in shear • c f • 5hear.Wall Type 14d,Spacing: spacing: Nailing,16d wall panels • • J . . PW.1''• 6 ln, OC i 25 in, OC I 9 in,OC I 215 plf . . . . ` PW2:. 6 in. OC I 21 In, OC I 6 in.OC I 260 plf P.W3-�•,: 3 in. OC S 11 in. OC 1 6 in, OC I 489 plf .t 4 .. .PW6 2 in, OC 1 8 in. OC 6 in,OC I 686 pif 1 ' PW71"'-':•!:: 2in, OC 1 10 in. OC 6 in. OC 896 plf i Footnote 1 Shear wall types PW6 through PWB,use connector clip L90 E Instead of L50. • I : i 1 i. I ; : A! g 1 o • �: ,R A Q.e• �n o .. O , L •Vim..' JOB I.it,— .—3 i 1-" . WEST COAST ENGINEERS, Inc. SHEET NO. S-- 117 OF Structural and Civ'€€'Engineeriny CALCULATEDSY l -^- DATE (✓�IP ,,C• 1520 Parker Way#G,Mount Vernon,WA 9.8273 Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY ^�- DATE ' • Web: www.w0og eng.com SCALE �• I . _ --,�.•ww�.ww� ....�•�«+w�i.vam4e.�+aa�.w..�oaa�reiwY,.�w,.-y:...�...�..._,..�.._�...,e-�aW...,..,...b..y.�,�2-..mom='R;_,s'.—._-.,way'm� w�m'�r'��rr�r�+�us��mq=.y+xsw+�c��iwenti�..H x�aea�.�v.. JTF iO4_ SHE.. 4L • 7-2 i PE-IA-0- . • '0c0. 1�1kk ,,.S sr '. P.Ew � @, 41-'''0-c-. --\,, . ip-t4v, AT '1101:k -4401441( 1 NtIP �65 its ' .� • ion s14 'n4FA r # or-. c:rf 6S 6`t E. C-A,P e _ 9P - — -- - . 1L `- !d--/r VJA-►-k-- . ? A 9-p••i5 vo.55 -/i cr>4 OG 0 FILL—. Ali 124 (ter) • • 1/ /1/ 1 \/- /..' 17• , d .., . , �r i /` f' • i ,�. r / /' / / „ , , / / , f /!' r 1 F_ s /� '-Dr-T-76.0 L.__ tl .. 1DE V i. . JOB 1 1'2-(cA___ rr c- i-) WEST COAST ENGINEERS, Inc. • : SHEET NO. .- f OF Structural and Clvil`Englneering CALCULATED BY ILL-- DATE CO 0/01- 1520 Parker,Way#G,M.ount Vernon,WA 98273 • Phone: (360)424-3404,Fax; (360)424-2063 CHECKED BY DATE Web: www.wc,Qa�tng com • SCALE u. -a:.ro.....�.._..� .�ay.aov .nw -•b..Trv;..k*+,.v..a..,,,,.a ,.e�ro.,,�'w9. .mtw-rc .?vaw� „,}=^4r...,...+'.r.eea�s�eFca. ,-,,.. .0 i/jA-Lt. P DiffiiL. . o. J i�W • I , OK, i DI `z,`7' PvT1. a - . car 1- 1 /415T 4e A14,,,,,,, ,47--\ ____<_,___,, . (,,,,,\ lbA,5 isfor'riv I. 64/A0 ett/witi 10 N . tire. �i0"" , f -. — NW ..4-\'' — roirdworthr.4Nearli — 14.4 . .----- - 'i// INIlitiP°P—. ' VW p LP ' mtgag6i{ le, K fr-k. PLY . 1 � f -11' l ro 2x 6 �� � ( 1 -i 4e.c. 1 N➢E 41 L A i' Fie4fWN6 I S�P1G 1ea ,, 6/ 6te JOB 1'lb ' � t 14—L I --► . WEST COAST ENGINEE�2S, Inc. SHEET NO, •1� OF Structural and Civ{I'Englneering CALCULATED BY 11-^ DATE CO 'v�: 1520 Parker Way#G, Mount Vernon,WA 9.8273 • Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcg5teng,com SCALE __._....,-i...«w_<y. 4"+,,,.,.:�.i,,..,..,.,u.., TK°'' I Gl 11-z-Dt.lz -nz-v49 15y mi- S Urk1Li146 (ToL LLLA I I- reGuf ra)Ac6 1:uj -- . 9 F. T6 11? F51z s cA5t . L-OAD Tt7 FciOF I - Prz ,�H % - i - = 1 1 ;--. 111 . ______y ' . ' w r e STiz-r`� W t‘PE(z 'i'H-A1 1- ---- 9 Drr M Gt-S-rrL.C) r Yg.ov t . - ' ,, • A, 1 To —21,1- op 1-"Yi , . c40e,p 4 f'J/ L- wl Iloo( He �11 . 6 rl �. WALL_ ��F • U. , WEST T COAST EN&INEE"GS, Inc. SHEErNO, 6 t k . OF Structural and Civil Engineering CALCULATED BY ' . ,lkC—"' _ DATE +v , 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY DATE • -- Web: www.wcpasteng.com SCALE n \..1 PEA. ; i CAA a , • ri . ` + ,,i$ , . 6 Str ?5c4 ' ; $ . - <N, ►- M. ." Tote 1'�r. : ti . - 'Ln tQ illagii jfirit . (4 geki OF 141 . , ' ' . . ti' ► _C. + C„4 p,i-Atz, C V . Pr7t . :. MRY-25-2004-10:414R ARUM:UNUkNWUUU + SUIWNULb I ZOO 3 iL rat11 s U;VJm i'l.LJH3 1'"m a1I' CrC r..� .o u I II 2X6 PLATE ' 3/4" T&C PLY 1( I SHEATHING) . 'I 2X6 P.T. SILL W/ 5/8'Xt`, ANCHOR ROLT$, • EMBEDDED 7" INTO CONCRETE, ATE.II/'a/c, - /7.- . AND SET BETWEEN 3 1/2" AND 12" FROM BOARD ENDS WITH 2" X 2" X 3/16" THICK TJf FLOOR JOISTS oif It, 4 tP r 1G�` e �� s5. LW RIM JOIST • Ili J, (2)#5'S CONT. AT TOP I vd NAIL JOIST TO PLATE I ` — 'r-• 5 gj A 9 WITH(4) I6dS l}�- 7 �`" al 4 p � n 1 M !S -1 . #+ 4- 1• 7ci, W . r k To 1 GRADE a 2.1r.rct_..,. .1 e(00 .S>.t 4 I '' U q nr, i oAII F ` C DerAr\L, 7 cL... .1 , 114 ° (2) COATS ASPHALT 1 I EMFULSION EXTEND FROM TOP a a I GRADEO(TYPICAL FINISH I"NDN WALL AT DAYLIGHT BASEMENT i , 4I ' 3A 3/4" = 1'-0" �! 1 I 14 1 6 GONG FOUNDATION WALL ���,,,��}} llode 4 : I j a +* W/ ;�5's 0 12'o/c EACH lam!1 tl 1, / WAY (CENTERED) ' a (4( �6' —r WEB FILLER IN I-JOIST I '�14�' SOLID BLOCK MIN. II 3/4" T&G PLYWL) a 1 f 12" WIDE WASHED ROCK w µ SHEATHING / DRAIN FILTER, EXTEND FROM 3 STEM WALL AT !(� OC FOOTING TO SURFACE AND pCO' COVER W/ FILTER FABRIC. L J��•, L J`�,1` L-f`•.`4 "f�,° 3 r�?� �s 6" PVC TlGF{TL1NE �� •.� +� DOWNSPOUT GRAIN, TIETO ., �•, . { �I 1 ` • STORM SEWER, C1 N- 7 N.C1 Si III r ,,�y TA FLOOR JOISTS I! 4�;e?o .4 CI z.)c %-i. I ,�" I 1 w 0 . , ALUM_ FLASH(NG ,3,,1 � J�u��: IAT JOIST To CONCRETE } Il CONNECUON ;�„1QOa18"W x 8"-THK CONC FOOTING4" I�VC pEf2F. FpOTINC W/0) #5's CONT. DRAIN, RUN TO STORM SF WFR I'IMi"G.]-C.r�rJ� .i.V•-r.m rnyr i., .,,w4.itir,ww,. . ....., rv.+4.u. .....� ��.- ....-.__.... -..- _ 47 I t V :T I` 2X6 PLATE 3/4" T&G PLYWO 4-Jo SWEATHING � Wp • T. SILL W/ 5/8"X1O ANCHOR BOLTS. : EMBEDDED 7" INTO CONCRETE, AT 11.-tell MAcle ' (______I , AND SET BETWEEN 3 1/2" AND 12" FROM BOARD ENDS WITH 2" X 2" X 3/16" THICK f • TJI FLOOR JOISTS • , WASHERS_ . L----- pr..---c, -6 i el_.- E 1 LVL RIM JOIST i (2)#5'5 CONT. Al TOP NAIL JOIST TO PLATE ( WITH (4) 15d'5 °I ° I '° I 1 • GRADE _ ..,- lat'i-OW : fe, OX- Ni: 6 i li �'o I4oU, 1r a A.v I a I• a °-�'0i;y is 0 I C I C [ 11a ` (2) COATS ASPHALT I EMULSION EXTEND FROM TOP OF FOOTING TO FINISH ' a o 1k GRADE (TYPICAL) 1I , ° 1 1 1 b I ° aCONC FOUNDATION WALL w • J 4 W/ #5's 0 12"o/c EACH Cs i WAY (CENTERED) oo a FNDN WALL AT . i° CRAWL SPACE ` I 12" WIDE WASHED ROCK 3 B .iiDRAIN FILTER, EXTEND FROM 3/4" = i} 0" 1 FOOTING TO SURFACE AND {};): COVER W/ FILTER FABRIC, a Ir iv"o 5" PVC T1GHTL,INE 0 ` DOWNSPOUT DRAIN, TIE TO 11 ` STORM SEWER, P€RPENOUCILAR STRIP room • 11 :4 ,Ar,,-)' AT MID WALL - SEE FNON PLAN d ii (';v h`.a "i l 1 ic)e t 6 O V II R7 09 r JJJ {�.,3�.i (j I 1 ii •�a'' :ai d/.,X....-r---.:114.=.•, ....., ''IS 2,,,,18"W x I.WINK CONC FOOTING ` 1 W/(2) JJ5•s CONT, 4" PVC PERF. FOOTING r 1�0 . � c b L 18" SEWER• RUN TO STORM f � 4 r r fp-ov :b6 sr-rtfAt, 1(A__,e4 \ 'pe.te),,t, vi-P-,t_,L. 1.1-01-. pi 15E- tt Df..- fit-^1.5- .y (4 fOt4 ----1------L. ' .. - Ittt" 3t OE • .' JOB Pi--C)61" 69 paer--? ..._ WEST COAST ENGINEERS, Inc. SHEET NO, - OF Structural and Civil Engineering CALCULATED BY fk... DATE /t-&-11401.k 1520 Parker Way #G,Mount Vernon,WA 98273 Phone; (360)424-3404,Fax (360)424-2063 CHECKED BY DATE Web: wwvv.woomteng.com ' SCALE . •-• .. ,. . . . . ,. . • 1 • . . ..------ ., . . . • -L . ,. . . : • . . • ) _.t . . r : : ------:'I-- sH,o,zer:.,... (,(0,- . I(9 di --,A, .t pE (.5 e5) [ 1.• , ,i_., z_.4 . t • . . . . . .1111111. .. -. • LT1,- • ( -1-1) 1 etk. ,.z" ) 6 j7: ' I •': . 1 q • . .LOOV- . .:-..i•Ece, .... • .., t .. 1 • 1- -, • .L.-G „.. (,,D . . .,,.. .. .1'1'1/4 .111111. . ..„. ,. . , i?..) ..1 3..E, 1 .P f •., " ' -• . '`, i • (poi- 1-tcC40.14. .4. 4 ., . _ rap- (eb • . , 1 1 1 , . .g, f 1 ' itlikr0 /.. LI riLfiL. I . : .5 . . , . . . . . . , • , • L ! L •I . i • Pe: V)nv,j• , JI : L , . • . ' t!' 1 . : . ' . i ! . • i r , 'I. " ". ,.: f.; . I . . . • I ,' 1 • 1.. . :.' 1 , :' ;' , e .7 • i -, i , . • . . . . .. .. . . , 6 I 1:•• -i-- 4-1- • i ' -1-:' '''1', '' ' : . ' • L: ' L''' ':'4.- ; L.. ' . L•, ...1. ... 1, . .. . :. '. '• : , ( ; , t , • , .,,,. • ri, • r •-i. 1- vi , ;. ' . • '- —1 — •1. .i• c' i . i ' 1---t----4r7 -i• l• - • _. ,,••••_• _: i ___•••• .,, , i 4. i• • ., . .4. . ..,...._. ..,. ., . .- .: __.i. _ .; . .,_ J. „ i. ; . , . ; .. • • . : , . 1 , , , :! ' ii•H'!,,:r ."1i., • 1 . .....ii,.,.,.......1.::,, ... .:;.. --. ..„.-.[.F." ,.1,-,.......-.4{Ii, 1-''.......,L• •:.,, 6• :..: . o' i A)L 1 r „ ,,,k..,•, .. •p. Lk. — .',,4..4,.,,i,i•- : • ifi 1 , i i Hi 5L09C1 U WitAl ) . 1 i• ' , , • . ' . . " • • - •! -I, 'z. -; .j. . i , • . . ,. . •k3, 10 tf06 4/ ., , , • , I --,3 - 1 E ,.. ..i. . .. ... ,. . ,, .g,17 a.0,,,,/ • ' ; - , , ; 1 , ; I , j 1 • f, ; ) . ; ---_,.. ; i _ f ; i , • 1 ; ' 'J i , i ; I ; - ; : : . , - • ; , : ; ' I ,. 0 ii* -;-: ',: :. •-1 rr,i,i I 4 I fl---L,- ; I, , ; ! , . ' : ..,„; : ..-r--,.- - , ; ; , , ; . ,1„,„...; . ...,„p ..• •, • ,. , ; , 7••• I 1.-- , , i :: 1 ‘Z : ' -t, i i r ' "i ":" 'L,,. .r .t—i '11,.• i" '-":" -1'•---':" --!---•---•"--::' — I' -i• • ---;- •I-- ••:- •: HT/4! - 17:(-"1.1.1 ::'; ,,, .-4.- - -i-- 1 -- -.; • -I, - i--- .H • , 1*r ' !"..77- -LL -• --1— 1 ' • i ' . I :-- , F : i , , . '.• ; : t 1 e- ' ')-gl5k!ic ta , , , , , , , . . -, . , . .,-. r,• r! ; ,,• •r, •••,_,,,••,•_•• • _••,_• ,•••, ••,*„. , -f• •F, ,: . • 29 .,,,. t ', . - -• , . . , . , - -rir - ' - - •-+•• •-- - •-1----1• •--- , L..i.•-1-1 --- .:-.4,- .1 ,. .1(5A i . .?). .. , ; . West Coast Engineers, Inc. B STANDARD STRUCTURAL SPECIFICATIONS: 1) LOADS. a) Following are the loads used for the subject design I analysis: i) Roof live load: 16 psf vii) Deck dead: 10 psf ii) Roof dead load: 15 psf viii) Exterior wall dead load: 10 psf iii) Snow load: 25 psf ix) Interior wall dead load: 8 psf iv) Floor live: 40 psf x) Seismic Base Shear, V= 0.134 W. v) Floor dead: 12 psf xi) Wind: 85 mph 3-second gust wind speed, Exposure 'D', vi) Deck live: 40 psf 2) APPLICABILITY OF THESE SPECIFICATIONS: a) These specifications shall be adhered to for all work addressed in this report. b) Some sections of these specifications may not apply to the scope of work of West Coast Engineers. (WCE). Use of these specifications for work outside of WCE's scope shall be at the sole risk of the Contractor. 3) LIMITED SCOPE OF WCE'S WORK: a) The scope of work of West Coast Engineers (WCE) is limited to Lateral and Gravity Analysis and Design (structural concerns only). WCE leaves issues such as thermal/ moisture detailing, ingress J egress, insulation, and fire I life / safety concerns to other design professionals. WCE takes no responsibility or liability for items not specifically addressed in the calcs, sketches, or call-outs. b) All structural and other matters not shown or addressed in the following calculations and sketches do not form part of the scope of work of WCE. c) Structural analysis, design and specifications apply for one structure at the location shown in this report only. WCE cannot be held liable for unauthorized reuse of this work at a different location(s). 4) OWNERSHIP OF THIS REPORT: a) Ownership of this report, all calculations, sketches, and other intellectual information pertaining to the project shown herein shall remain the sole property of WCE. WCE will furnish copies of this information to others only with the express permission of the Client. b) These calculations, sketches, notes, and specifications are valid only for the project indicated herein. These documents are not valid, and shall not be used for any other project. 5) COMPLETION OF WCE'S CURRENT SCOPE OF WORK: a) Submittal of this report to the Client completes the present scope of work and budget of WCE for this project. All other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on a time and materials basis at WCE's current fee schedule. 6) CONSTRUCTION DRAWINGS(PLANS FOR PERMIT&CONSTRUCTION): a) WCE recommends that the Designer / Architect submit construction drawings to WCE for review and approval prior to construction of the project. Such review and approval of full-sized plans is beyond WCE's current scope of work. 7) BASIS OF DESIGN —APPLICABLE CODES: a) This design is based on the IBC, 2003. All construction shall adhere to the minimum requirements of the 2003 International Building Code, unless shown otherwise in this report. Contractor shall be responsible to comply with all OSHA and State Labor and industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. 1'78-05 Portalls Decuui(:•r spe s 091905.doc Page B _, _ 1520 Parker Jay—Sulte`rt', r4otanf Vernon, WA 98271 4 Tel: (360)424.310,1 0) Fax: (360).4 .4-2063 www.wc oasteng.corra West Coast Engineers, Inca— C 8) COMPETENT CONSTRUCTION PERSONNEL: a) Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. 9) TEMPORARY SUPPORT AND BRACING: a) General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein, unless specifically shown. Contractor or owner should check all temporary-supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. b) Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this purpose). For retaining walls that are to be connected to horizontal (floor or slab) diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. 10) CONFLICTS OR ERRORS IN PLANS: a) Contractor shall verify all dimensions and 'fit' conditions in the field. Should the Contractor or fabricator note any conflicts or errors in the Plans and/or specifications, they shall be brought to the immediate attention of the Engineer. If any questions arise during construction pertaining to any structural matter, the Engineer shall be consulted immediately. 11) FOOTINGS, FOUNDATIONS, SLABS ON GRADE: a) Geotechnical Report. Soils analysis and geotechnical engineering are not a specialty of WCE. WCE depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. WCE strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all land based construction projects. b) Foundations, Footings on Soil: General. All footings to bear on undisturbed existing soil, unless otherwise shown in the plans or calculations. All organic and deleterious material beneath the footings, foundations and slabs to be removed and replaced with granular fill compacted to 95% relative compaction. Bottom of footings to be below locally prescribed frost zone, not less than 18". Replace all over-excavated areas with granular material compacted in 8" maximum lifts to 95% Relative Compaction (RC). All footings are proportioned and designed for 1,500 psf allowable soil bearing pressure, unless other information is supplied by the Owner or Owner's representative. c) Slabs on Grade. Subgrade below slabs shall be similar to the above, except that 92% relative compaction is acceptable. A layer of free draining material and a suitable vapor barrier (designed by others) are recommended for all interior slabs. i) Contraction Joints. Contraction joints shall be provided in all slabs at a maximum of 12 feet on center in each orthogonal direction. Contractor may use tooled joints or 'zip strips'. Light gage metal-keyed joints are not recommended in slabs subject to vehicular traffic. Slab reinforcement shall be continuous across all contraction joints. ii) Expansion (isolation)joints. Expansion (isolation)joints are required where new concrete slabs are poured against existing concrete or masonry, and where shown on the plans. Expansion joint material shall be asphalt impregnated fiberboard or similar, '/2 inch thick. iii) Construction (cold) joints. Where used, the previously placed concrete surface shall be clean and free of laitance. Reinforcing shall be continuous across the joint. Cold joints in slabs should be full depth, vertical face, and form a straight-tooled edge.. Cold joints constructed in this manner may also function as contraction joints. d) Footing Drains. Footing drains, with washed drain rock extending to within one foot of top of finished grade, shall be provided at the base of all footings and retaining walls, which will have, earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise specified. 178-€08 Portalls Deca u: 5pees 01905,doc Page C _.. 1520 Parker Way--Suite`G', Mou:.l Ve•non, WA 9F 27"3 1 T"el: (360)424r-3101 4 Fax:060) 12A 063 0 v:.Arw.avt:ne teng.carn West Coast Engineers, Inc, D 12) STANDARD CONCRETE: a) Strength, Mix, Placing. All concrete, unless otherwise specified in the Plans or Calculations, shall attain a 28 day strength of fc= 2,500 psi, and shall contain not less than 5-1/2 sacks of cement per cubic yard. Maximum water/cement ratio shall be 0.45, and maximum slump =4". Max. aggregate size = 718". Mixing and placing of all concrete and selection of material to be in accordance with IBC and ACI 304 (latest editions). Provide 5% air entraining in all concrete exposed to the earth or weather. b) Waterproof Concrete. For concrete applications that are required to be waterproof, the Contractor shall use KIM admixture by Kryton International Inc. (contact Marlen Hansen (360) 650-9038). Note that air entraining must be a maximum of 5% after this admixture. Contractor shall follow manufacturer's recommendations in use of KIM. c) Concrete Admixtures. All admixtures are entirely at the discretion of the contractor and I or concrete batch plant and must not affect the minimum requirements herein. 13) CONCRETE REINFORCING: a) Strength, Splicing, Bending. Reinforcing bars(rebar) shall be per drawings and sketches attached, and shall be grade 40 (Fy = 40 ksi), unless noted otherwise. All reinforcing shall be detailed, bolstered and supported in accordance with applicable ACI code. Bars shall be bent with minimum 6 bar diameter radius for sizes up to and including No. 8, and 8 bar diameter radius for bars larger than No.8. b) Ties. For reinforced concrete beams, walls, columns, pilasters, and any other element wherein the main reinforcement bars are enveloped with tie bars (a.k.a. stirrups), the ties shall be bent with the least radius of bend so as to envelop the main rebars without the tie bars cracking or breaking. The tie bar ends shall overlap the main bars at least one bar diameter. The diameter of bend shall not be smaller than the diameter of the main bars in contact. c) Slabs. Slabs on grade that will be subjected to vehicular traffic shall have 6" minimum (thickness) and thickened edges as described below, unless designed and specified by others. Reinforcement shall be #4 centered in the slab, at 16" O.C. each way. Such slabs shall have thickened edges consisting of a 12"x 12" minimum monolithic footing with 2 ea. #4 continuous at the top and bottom of the footing. i) Reinforcement for slabs which will not be subjected to vehicular traffic shall be WWF, 6"x6"xl0ga. or #3 at 24" O.C. each way, centered in a 4" slab. As an alternate to this reinforcing, Forts FERRO structural fiber mesh (or equivalent) may be used per the manufacturer's specific instructions and requirements below. Contact Forts at (800) 245-0306 or Marten Hansen at (360) 650-9038. Note that the maximum slump of concrete having fiber mesh is 3". The contractor must install construction joints or saw-cuts per specs above or per Forts requirements within 12 hours of concrete placement(sooner if possible). (1) Minimum fiber mesh requirements: Fiber shall be a synergistic combination of a twisted- bundle non-fibrillating monofilament and a fibrillating network fiber system. Fiber shall be made of 100% virgin materials in the form of fully-oriented copolymer 1 polypropylene. The fiber dosage rate (amount of fiber per cubic yard) shall be as provided by Forta. Fiber length shall be 2.25 in. (54 mm). Fibers shall comply with ASTM C-1116 "Standard Specification for Fiber Reinforced Concrete and Shotcrete". d) Welded Wire Fabric. Welded wire fabric (WWF) shall be ASTM A-185. Splice by lapping one mesh +2" all sides. e) Hooks. For 180 degree hooks, provide a minimum of 2-1/2 inches or 4 bar diameters extending beyond the bend. For 90 degree hooks, provide a minimum of 12 inches extending beyond the bend. f) • Cover. Provide the following minimum cover: i) Footings and other unformed surfaces, distance from the bar to earth face...3" 178-05 Port lis Decautt;q specs.091905,cdoc Page.D _._.5 10 P,ir•k ; Suite`f, Monn1'lemon, WA 952.73 (360)424,310 4 Fax; (360)424-2063 4 www.wceasten_x.com West Coast Engineers, inc. E I ii) Formed surfaces in direct contact with earth 2" iii) Surfaces exposed to weather 1-1/2" iv) Surfaces exposed to salt water 3" g) Rebar Splice, Lap & Development Length. Splice, lap, and development lengths shall be per the following table(Table 1) unless noted otherwise. From ACI 318-99 Section 12.1 • fc= 2,500 psi Minimum Concrete Strength I Bar Diameters 2d(min.)Spacing And Examples Minimum d(min.) Clear Cover Steel Uncoated Epoxy Coated Uncoated Epoxy Coated Strength Reinf. Bar Reinf. Bar #4 #5 #6 #4 #5 #6 GR40 40,000 psi 32 d 38 d 16 In 20 in 24 in 19 In 24 in 29 in GR60 60,000 psi 48 d 58 d 24 in 30 in 36 in 29 in 36 in 43 in Notes: d = rebar diameter. If bars #7 and larger increase length by 1.25. See code for negative impact of lightweight concrete and benefit due to cover> 12" Table 1—Rebar Development Lengths 14) EPDXY BOLT CONNECTIONS: a) General. Use Simpson epoxy-tie bolt system with SET high strength epoxy, with zinc plated, A307 `all-thread' bolts as shown in the sketches. The end, edge distances, and depth of all drilled holes shall be provided appropriately to required bolt (rod or stud) loads; all installation shall be in strict accordance with manufacturer's recommendation. b) Existing Reinforcing. It is imperative that no existing rebars are drilled or cut during the installation epoxy bolting. First locate existing reinforcing bars using non-destructive methods (pachometer) and mark the locations of the reinforcements. Locate epoxy-bolts and boltholes such as to avoid hitting any existing reinforcements. Should the location of the bolts be greater than one inch from the suggested location in the drawings, or if minimum edge distances cannot be maintained consult with WCE for further guidance. • 15) POWDER ACTUATED PIN CONNECTIONS(POWER PINS'). a) General. Unless otherwise specified in the Plans, use 0.145" diameter minimum for concrete or steel. Minimum embedment length into concrete shall be 1-1/4". Minimum embedment length into steel shall be: 318"; or pin shaft through the member, whichever is shorter. Install in strict accordance with manufacturer's recommendations. b) Concrete Use. For use with concrete, adjust spacing of pins, or pre-drill with 1/16"diameter smaller bit than pin,as necessary to avoid cracking of concrete. 16) CONVENTIONAL WOOD FRAMING: a) Material. All sawn framing lumber shall be Douglas Fir - Larch, Number 2 or better, unless otherwise shown. This material may be either green (moisture content less than 25%), recycled (reclaimed) or conventionally kiln dried (in an approved kiln). Regarding radio frequency vacuum (RFV) dried timbers: the effects of radio frequency vacuum drying on Douglas Fir timbers have yet to be determined. Therefore, use of RFV dried Douglas Fir timbers is at the risk of the Contractor and / or Owner. b) General Construction: Pre-drill all nail holes where required to avoid splitting. Connect all wood members per these sketches,callouts, and the IBC. 178-05 Portalls Dec liter specs 091905.Aoc Page E I'i20 Parker Way Suis:e'G', Mount.Vernon, WA 982..73 T l:(360)424-3404 m Fax:(360) 424.2063 e www.m.. a>teng.coin TWest Coast Engineers, knc. F I c) Anchor Bolts. Anchor bolts to mud sill, use 518" diameter x 10" embedment at 48" OC, with 2"x 2" x 3/16"heavy steel washers, wrench tight, unless otherwise shown. d) Built-Up Beams. Built-up beams consisting of dimension lumber (typically 2X stock) are permitted in lieu of sawn solid beams only if the 2X's are oriented such that they are not stacked on top of each other with the sum of their weak axes resisting load, but are nailed together side-by-side, with the sum of their strong axes resisting load. Use 16d face nails at 6" OC staggered into all tributary members, No splices allowed. e) Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and I or soil. Selection of all metal connectors shall be per manufacturer recommendation in respect to the possible corrosion by the wood treating chemicals (including nails, bolts, Simpson or other framing connectors, etc.). For more information refer to Simpson Strong Tie 'Wood Construction Connectors' Corrosion Information (page 5), f) Blocking / Bridging. Provide full depth bridging or blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm connection on the top . i) Provide solid blocking at all bearing points. ii) Framed floors which support posts shall be solidly blocked within the floor to positively transfer posts loads through the floor to the supports beneath. g) Partition Walls, All non-shear wall partition walls on slabs shall be secured with 0.145" diameter power pins at 12" OC, unless otherwise shown. Shear wall partition walls on slabs shall be connected to the slab with the anchor bolting schedule shown above and herein, i) Provide double joists under all non-bearing partition walls. Partition walls, which carry loads from above, shall bear on joists or beams sized to carry said loads. h) Stair Framing. All framing and supports for all stair components shall be by others unless shown herein. i) Beam Supports (Trimmers). All Glu-Lams or Parallam beams shall have (at a minimum) double trimmers or a 4X post at each bearing point unless otherwise shown. Sawn beams 6X12 or less may use single trimmer at bearing points, larger size sawn beams to use double trimmer or 4X post. All beam supports shall carry down through the structure to the foundation. These supports shall be blocked through a floor at the minimum with a member of the same size or the same cross sectional area as the member above the floor. j) Bolts. Unless otherwise specified: Use washers on all bolts; tighten all bolts to a very snug wrench tight condition; use standard A307 bolts; use hooks on all embedded anchor bolts. Unless noted otherwise, the minimum distances shall be as follows: end distance 7D (parallel to grain, where D is bolt diameter), bolt spacing 5D, edge distance 1.5D (when loaded parallel to grain), edge distance 4D (for loaded edge, perpendicular to grain), and edge distance 1.5D (for unloaded edge, perpendicular to grain). i) Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges, webs, etc.)shall be one inch. ii) Engineer shall specifically approve any bolted connection using smaller distances than shown above. k) Lag Bolts. All lag bolts greater in diameter than 1/4" shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70% of the unthreaded shank diameter (or alternatively, 90% of the root diameter of the threaded portion) unless noted otherwise. Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. Minimum lag bolt embedment into main member shall be eight times the bolt diameter. I) Nails. All nails used and specified in drawings and sketches shall be common wire nails unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Minimum embedment into the main supporting framing is 12 times the nail diameter, unless noted otherwise. 179-05 Portatis D ecautet specs O919O5.d rc PagQ F f1 ti 1°�2Q P,ar;42t Way—S>ait�`C:',Mount Vernon, WA 98273 � Tel: (360) Z.+-�s�4 s FaK:(:�i:rJ� a.�-7. 0_� a 1^lb4ld.1'4{::f,.Is€erig.com West Coast Eng veers Inc. G 17) PRE-FABRICATED FRAMING CONNECTORS: a) Manufacturer: Simpson brand is specified, however any other nationally recognized brand (Silver, KC, etc.) may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. b) Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements (location, exposure, end and edge distances, nails, ... etc.). The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. c) Weather Exposure: All connectors exposed to weather conditions or excessive moisture shall be post hot dipped galvanized (ASTM 123 and ASTM A153), coated equivalent to Simpson Z-Max • (G185, ASTM 653), or stainless steel (stainless steel connectors shall be used with stainless steel nails, bolts, and other fasteners). It is the responsibility of the general contractor to ensure that the connector chosen for treated and pressure treated wood, and/or saltwater or chlorine environments will be corrosion resistant. Do not use Ammoniacal Copper Zinc Arsenate (ACZA) wood treatment with zinc-coated fasteners. Fastener corrosion protection shall be at minimum per the Simpson manufacturer recommendations. d) Holdowns: Where holdowns are shown on the plans, Contractor shall supply the holdown, the factory specified anchor bolts, and factory specified bolts, lags, or nails that connect to the vertical member. Vertical members shall be double 2x, or single 4x material unless otherwise specified and shall be nailed to the sheathing using edge-nailing as called out for that segment of shear wall. Doubled vertical members shall be composed of either two full-height studs, or one full-height stud and one trimmer (of 6' min. length). Doubled 2x members must be nailed together using either 16d nails at 3" o:c, or using sheathing edge nailing into both members. Single vertical members shall be the full height of the wall, unless noted otherwise. Anchor bolts (for hold down attachment), which are too long to fit in the footing in a vertical orientation, may be bent in a smooth curve to a maximum of 90 degrees and extended horizontally within the footing. Horizontal portion of bend must be placed as close to the bottom of the footing as concrete cover requirements will permit. 'All -thread'may be substituted for long anchor bolts. e) Use with Prefabricated Wood Products, i.e. Parallam, TJI, etc.: The Contractor shall verify with the prefab. wood manufacturer that the specified connectors will work as intended with their product. f) Default Connector Types. Unless otherwise shown, the following metal plate connectors shall be used. i) Post caps PC, AC, LCE or equal series ii) Post bases PB series iii) Beam hangers Top flange type, HB, JB, PF, HUSTF, HUTF, or equal. iv) Joist hangers U series. v) Truss and rafter holdowns H2.5 at each heel to double plate. 18) PREFABRICATED WOOD PRODUCTS: a). Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide stamped design drawings with appropriate notes showing member sizes, forces, installation procedures, blocking, bracing, etc. The contractor shall conform to these drawings in the installation of the structural roof system. The Contractor shall ensure that adequate diagonal bracing from the roof diaphragm to the ceiling diaphragm is permanently installed. A girder truss shall be supported per plan, and if not noted in plans, at the minimum with (3) full size studs nailed to the sheathing. All girder truss supports shall carry down through the structure to the foundation. These supports shall be blocked through a floor at the minimum with a member of the same size or the same cross sectional area as the member above the floor. If the enclosed sketches include lateral forces which must be tied into manufactured trusses, the contractor /owner shall provide the truss manufacturer information about drag forces, where shown in the structural 078-05 Portalis accouter specs 09190 .floc Page G 1.520 Paa;l'cer•Way-- Suite'G`,Motrill,V rriot1, WA 98273 0, Tel: (360)424-3404 g Fax: (360)124-2063 0 ;WM.rQt.:oasere.comu West Coast Engineers, Inc. H report and sketches. Truss overframing shall be per truss manufacturer or general contractor, unless shown herein. b) I-beam Composite Web I Flange Joist Products. These are as designed by others, unless specifically called out herein. The contractor shall install the I-Joist products complete with web stiffeners and other blocking I bracing as shown on the Plans and 1 or as recommended by the manufacturer. All manufacturer's installation recommendations (bearing, blocking, bracing, hangers, provisions for double joist, etc.)shall be followed. c) PSL's (Parallel Strand Lumber). Where called for, use minimum 2.0E, 2,900 psi minimum allowable bending stress. These products are specified due primarily to their extremely high strength values. They must be stored and installed in strict accordance with manufacturer's recommendations. No substitutions are allowed. d) Glue-Laminated Timbers. Unless otherwise noted, all glu-lam beams shall be 24F-V4 DF/DF industrial appearance grade for simple span and 24F-V8 DF/DF for continuous span, manufactured by an AITC approved fabricator. Note that wane is not permitted for any piece of lumber used for laminations. For laminations that are made from multiple pieces instead of single pieces, edge bonding is required. Store and install in accordance with manufacturer's recommendations. if visually exposed to interior living space, use Architectural Appearance Grade. Taper, notching, and/ or holes are not permitted for any beams unless specifically approved by engineer of record. Camber beams per plan or per manufacturer's recommendation (whichever is more stringent), but not less than to 2000 ft radius for beam more than 15ft span. e) Plywood or OSB Shear Walls. All plywood on shear walls, except Type PW1, shall have all edges blocked. All blocking to receive edge nailing. Any exterior wall not specifically shown as a shear wall shall be Type PW1. All shear walls shall be positively connected to horizontal diaphragms at their tops and bottoms per the Callouts herein. Plywood, use A.P.A. trademark CDX plywood unless otherwise noted. Store and install in accordance with the recommendations of A.P.A. and IBC for shear resisting vertical and horizontal diaphragms. Nails, All nails used and specified in drawings and sketches shall be common wire nails (ASTM F1667) unless shown otherwise. Common wire nails maybe substituted with nails of the same shank diameter and same length. Framing (studs) shall be Douglas Fir -- Larch species unless otherwise noted in the plans and sketches. f) Plywood Roof. If roof diaphragm Is not specified in Plans or Calculations, use 1/2" over non- blocked supports at 24"OC. Use IBC Case 1 pattern. Nail with 8d (diameter 0.131", 2-1/2"long)at 6" on edges, and 12" in field. Contractor to verify all span ratings. At locations of overframing, • sheathing is assumed to extend to the wall top plates (under overframed roof sections) unless noted otherwise. g) Floors. All wood floor diaphragms shall be glued and nailed. Use thickness as shown on the Plans. Contractor to verify all span ratings of plywood. Where otherwise not shown on Plans, nail floor diaphragm using 10 penny (screw type nails recommended) at 6" on edges, 12" in field, non- blocked, per IBC Case 1 pattern. 178-O5 Portal:.Decaw! r s ecs 091905.tloc Page=-I �. ."Ry-.Q Parker Way—Suite G',Mount Vernon, WA 9K73..a Tel:W{3 O)424 401mme Fax:(360)424-2063 4 www.wa sten q cnrn w„ ......�. West Coast Engineers, im I GENERAL STRUCTURAL NOTES. A. SHEAR WALL CONNECTIONS. Each shear wall must be connected at its top and bottom per the typical structural details shown on pages S5—S19. These details are intended only to show TYPICAL situations. Due to varying framing methods, not all aspects of each detail will necessarily pertain to specific field conditions, however, the bolting, nailing, and connecting schemes must be followed. If in doubt, contact West Coast Engineers. B. WOOD FRAMED WALLS. Wood framed walls intended to act as shear walls are indicated as GWx and PWx. Wood framed walls not intended to act as shear walls are not typically labeled and should be standard IBC construction. C. REVISIONS. Any change in a door and/or a window size or location (located in the designated shear walls) will result a change in the shear wall schedule and/ or a change in a type and/ or location of a holdown. NOTE: TOP OF THE BASEMENT (RETAINING) WALLS MAY REQUIRE ANCHOR BOLT ATTACHMENT THAT IS MORE STRINGENT THAN SHOWN IN THE"BOTTOM OF SHEAR WALL ATTACHMENT" TABLE, SEE 7a, 7b, 8, AND 9. • • 17S-OS Por talis Decauter specs 03.190 5,cloc Paige 3 52.0 Parker Way--Suite'G,Mount Ve.nor WA 982/3 m Te';: (.360)424-3404 o Pax:(360)424-2063 itw.w o,ssteng,com • • • JOB 1 7 6_01 /D5cetTO R.- -O L WEST COAST ENGINEERS, Inc. SHEET NO. _ "1 OF Structural and Civil Engineering CALCULATED BY t1C-' /q DATE CO / I //c 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoas teng.com • SCALE ;4I4 • — �' �i _,......1,_ IAA' , _ . ..... .. . az , . L " �, .I I . , . �II�II i. ::w�I . CONIEB . . . ' .. �` 1 t . . 7 IIIII I dI = I ' LAG NI Illllllllllllf f.11l1inni111111i1 'tr`1 -i t.. � mill: _ _.--irir, —... . ' , .. _ . . ..,:'. P.7._IF.pl _, r/..---cp712._. .. ,. • . ._. ....., . , , .. - • ,., . , �._ , . . >�� Amen Mi • REAR ELEVATION e I SCALE: I,4 ® W(Dead Loads) [PFS] y- 0 2' t' IV • ' Roof 15 • Exterior Walls 10 DECAUTER ELEVATION . Interior Walls 8 ___ = -__ _ -_-_-________ Floor 12 -=_- __- -_ _ __ __'-___==_ --_-__________ =.± _=_= 1__ :•___--_=_ _ - - - --_ -_ =_ - --_- - Deck 0 • . -a,:-:-i.al.-m==i:t -,z-:-:l-a Imo_;:� �� _...-..>_�ffLI .= -- � ■I-- i.l - � ter. ■Ih= IIIJILalllllliII . F. MMMEM 1—=r7a..7 • • RIGHT ELEVATION SCALE: Vs" ® - - _ _ • 0 2' -V B. - • • 5. --- - _._� rir • .- {• . . r = 1 .11 G LEFT ELEVATION ____=% �Dt�\ M.�Zwr vuivwiiei�vwr ii _ SCALE: '/" ® Mill � • -+ k - 0 2' s' 8• _ _ �_— — I_ WI IA :ti • • ' — y� Ill El 0 DO---, j . - SCALE: I JOB 7,! .- c Decek-15cL . WEST COAST ENGINEERS Inc. SHEET NO. L- -2. OF Structural and Civil Engineering CALCULATED BY 11/ DATE 1 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www,w_coas:teng:corn SALE BLAKELY ELEVATION , 4 , — 1 PiE5M. • : V1-- C) LccCoi_J-- - - , • , .,,._•:,..„_,,, _.. iminia 1,—. :... _ - - — , .1-• ::) -' es•I'ki / ‘7. 5jS1A.A.C.,•:” .-' ......-.;,--- .....—.- -----siikt.,........ ‹ 1 -.....vr, 1. 1 1 -- ...... —L I . , Mi 1 i : , , x riiiii'iiiriviiiiiiin''i''Hi ---- .. . .. cear'r--c- 4 1-) 1115.-04-- ,_ , 7__ 1— =II, ,,,,i. —_ i ,_12... -- . ...a.. • ' i -c-yi-crNeo r-tpte, tpop-f‘r-': ___,„,.1 . ._ _____ —Kit, I 11....W1•1 I . REAR ELEVATION scALE: '4" E6ITi ' . r L . . 1 . . . - . I1. COJP05211014%IMES 1 i , . V. wam. ,7-. 1 1isme . !.1` ' 1= : " , '' - • t . 2. •-•gess27. Z.,.4.91h. -. ,>,-, 1‘. • • • .. : :, '. • : . : •Z" r- . .‘:' •Is ----IF -232c.ic,:-2•-- B• • : ,.- 4 0 ; Get-••••----z---;7--1----z--- -flii.-E-1:-E-E-7#161-4.T.1-3:4,.,43Sta.:S T iltt,f•tK :Sitisiiiiks .• .,4 so....42,15,10c.61.7147,17swa,,+Zirreim.i.w......m. .idawaven..,,.,,Lnymta '''...meammovev.....a.." ,i _ , ,<1., s1,,,, ,,,..-.71.,1r......,----Ircc„..,..,..warkwf-., --.,- ow•-•#.19`114.----- 21E:'S.11 1- 44,t ) 1 ' r'q.. ''' \: 5 '.:'.. ,:-...<5,., 7:W7 - -=WA... - '..e .....'..1.4'..-. ,'",-.7",ii7ii " • , -". • . •_,U,. ,'U3 . I-17j ± LIH__ t . . . _ D . , . ) , - • RIGHT ELEVATION scALE 'Ai" BilTil % contivoos Rpm VENT(TYP) •W 1'5 collPosncti- t:.,....,1 —=NIES 118145115.48ESINIffsMaffi,SWAM . e 11 IL • -.Mg allia-LAS intl> ., 'ESITIONIESS1 .. ... _ .. OgrametwearstertactramilamsrmitramaramatramatatatawAteritctuttautrautotrazatratautat 2"—ig-;:::74:45m-Efeastrascrl,fanki..Ver-WW.IN..64BBINMEBBSB_WINIF_41811EVRE•8 . - - II pi, IA r-7 2 Mill.M.IM . , p1__,;411. F.MIIMIIIMMU fIV .: LEFT ELEVATION , -- i''''' J."'L SCALE: oiln 1SIMI PRIIIIMI,EH II gt BA 11 B3. EH ER ER :_---1 __,.... gyx...,- It - -•z 7- '" X. EICEIDOEI 1.7.- 2.5 DE1E1E1E10 ---.--:-'3- . . I , , STREET ELEVATION SCALE: 9; 1!61 0 2' 4' 6' 1 • _ a f, y' M1 4 � � = �+ ' 4•`• J- .'' am ' e.:., "'0.� 6W •E : _i :n ? ! ''.,:•� ::;4.. �, ,' - v. - : i� �M1q f + � ~ 1,100,*4,4•0-e-6-0k,k• 0.4AzgAt. ' I1/441,47SAV,-.) . •'''-dt•V402$•,,,Z-tt4sz 4 .i .,..:....:L.: ` •: + }: .•, ' ih • ,. , ,�r woricirro$0,vga-t&Orpo,ft-mii,:qp,-.N.,,,TALmout,..,vii;)*.-atfothergiftv04-64zif,A.k!„.04,6....rtivq.ot-AS_ { 44,,,, ' f.T A-.NSwArke,of,6.„L -074405.4.tt,t,,...t*tr,...„7„,„...A. ..kortvwz.v,„,, ,,...),60:t4reLwr..,;::,...p.„,..,..4et- sty.;(1c17, tiv-.0.01.,.-krwviv!Y:4,404 . .'.k.' -,.=:!kwi.. .6;..ak,4,0ALc.,•i„‘„,v,*..,,, 4?..tai.-24.-p.,0,44t4.4,10.raw.44444..kkr,;..;•• -.0,vi.•tv,•iFimo•:i.,,::;.o.cf.41:-rr,gtxfp...owit4w.0k,r,,A;0;:.t. ofr.pA..H3•i,Au• 4E.,pstataNgtrm..44'.04.0144.A.ItgAvaltm000.4,mvai•IA.V.-Ureatip.v.:Ati.ti:.,41ya4:Fi,,%..02,00!it&m;.$4.tvgge.Z84.1N-Z4-1,11•?4,t1, .'6r0I*IV:42+1..1411Viji..,1,%41*. 4,.. A.i/v,.,A,.- 4:::v.,, .*svAtvolo.r4thir:_,,,q7.5, ,_ I „fe ,pamop.0040,t4m5,,,,A,L1.0.67,tyKkaAl, IT ', .F.4 s .sey ai µv.4'ry _71.0:4 _ = ilvt . ;yJ 4.1 YI ,..-,.• .3 as .Tim' : �,'+I��N Y L- . .s5„'g.' ,'L� :. . x • 'C J K 1 1 Y�L: �R V Y' {'F4. �Y+-t`,,i -,. t • _ :,�,yr [' �, 5 l * • ?"..x �. ,0 ,Wyk{.� cr. �;��� _ . ;� . . ,- , .a4;i } i,. _ A, •y. ."�•i 'P f� 1 1�.giltr r.w..'. .,..,thze•-•we..7.40.v-fir:..,..0.-1.E.v.r;r:il r...,:•!,.' .- ..:.4 44: '•:':.. • 7\ .'"•'''c --'-' ril.;;'j: . ' . -%I`'W j •.2474:1A.V=Igi- . .!':4-: eltpi•zq t,--;,ip_trk4,:::•.-4-,W:'OR:1,-,.''1; ,,,4: '-,•,,,- txt, ........tiz. tok,"*,:::.....: ---, • •-;gr,.t):-'•tY,5:-.1 . AJJ .• ',.7.-. `'.-.44''1.-.r..ri9gboarf..vArTX&A.L.,ftw.,7.42,,,,_..t. .4.20.••:,.:or''''. ri..1,451....14_4 'V.' Vei:t : '1:-.'-' .:...\; 7 ..11V-ttAiliP 0A.P.144. a!- ql Sr .5.k474.1.1)Al ,tifig:0...?:: . • -6:.54.r•V:14:x43 :'•' •N'••• of A.''. C' ,L 't i W f •. .- Elie. r _ ^.. k' T' } !�, 3 �:if 9r i s,,4- h .Lf, L. _ s*+ ' r y, _y- R ,:- .: 1 R!�oi.d- , [VO:0*.-..; . . ,":„...,, ,,,,,,"*(:_____,.,-;!.,,-7t-1::(/- I ":414:'t‘ ''''''''' ,.<''-'ldr:- +!Ltl'41 „.i.V..5!..,-7-7, ,4*. ..."-'- ..,,' ,,__,*." 1-11'i .r;,Z•ri:A.' >.. ' M' • : !O-kl \ • `--.4 ,tr:.•174'' •: '.. dr'.- dr ,..' * ..-, `.4.,-.te-)f a Zkir•... ' .. ''''-.7-7----,--, • { { j ae4. / ,Ito, - � -\ rt t ( .• r i • Ifr.• .ai ' " ! ).::0.1 r-i5 \1't40.4-r r Z.:''. '::•V: '11.2' V:,J•.•i 1 'Ak.,..„,..etiV . e, „..----" I ■�■ �.--- -�_ ,„'{.:4� + • ..�_ ` , -}r k, _.r4` ._w(' r • R 'dam �_yI _- ~�ti' 1','.,.' N.4..,.`Th -^� e- �.»J .• ♦ t§.- . .£;tiff, �� �y \ '' '{ ter !!'• ili 7,' •• I ' 1.1' V:1:'R P 0 13 T /- .. •• \ I ' -...„, "'L.__ \ tft • :Na(I 1/,i0,' -;iL,7,-......._..L)- try -< ,\\ ,\. ilcl' ir f'i''V,'r:.k.. +* 1 1-,—...\_k i,.-.J- mil '& .-.1...7....(.-.A1.''...e... -r--,-- /- .) -.,i.!.-::..'!-./7H:j"`----..4."'N':,':;-•'''. 'Th,k ilk ,,-•.'4.-,•.,„•_:L;-,._••,' ...4..14I,1A4i..,.•.t 10.b:1N1t.i.i I 1 1 wG� r r. . c ,' 44 4 \ ' \\ :...4,v.4e.i. :`*•' sl Fr ''-'-1 .d i iI \Q.,-\-)J1 64,,...7_,__ 1 `*ate,_ L .: .,.: i-- f'`Y_''. f"x" ++ •4'.� yy am`', IL f =..3+�+Ry,� - 0. 'fa Y \,_�,..� ,"' ..� '. C, i�r VI 114144) -......."•••=,-..-, _.,---„..-.."' . 431144 4%444"e*:44=1: 74-'1:4301AACP-1.' '' 'N. ' .:.-.-4-P...N5: kr '• 4en•Ner44.44.&.-.7';ZI••'•' 2::7::-:N..;.4..V. itcrl* K.:N. ) \\---"------'-''''--"--1-r''''-''' '-'-' ... ar• h.ti.c.i,,,,,..,,..1.M4.,. ,:. ..A . ' ifill*kft.41:.• '''"'''..14iliklieitir,V.. .,;..1 ,,.:'r,...:'l'eLIV.F. 'Ilit -'''.5 iti.' ..:P7.1', k‘ ", — ...._,._ -• .r.51". . •P:Zt A , 441.",A,' c A.,„,,,,,i,44Nt!pi,...i,y. , .• ••• 0.1),,,,L.,,A,... .• e.:rc ,....,„:„,..--.' ''''.•::•..4.4 T. .0.P.:•In.:,, •. .4.1. 'Sitiii&w.4 -\ It. . e,j,`.:•,-E=,4.,F.a:.,'.-'j-:.1::.-.tA*:.•....k.•r.A:„0.':.W.i:t'•.•a,'„•,.r-I..)L,r:!,IiI,'f 0v....Wq•i„-Mrx*r:0Y'4S--1''-4V'-;:.1i--.r'.0rtdrr.P.,r. ,.1..5A.V1:,%1i.-ki-:-y._g:'i',O P.,•-.6. ,,5rr;Lt.01I 1Vi l dl4-.4'g'F.A-•,T-.t4r l...1.0V •r04:. •f;.t i'it`0 ;` _ .' * ; _ , .:fi-I0./2.-.R.,',':.:'1,-:4t:. ` 1L7i.ii,70-14'.11ei.0i l..14.4:_11•7M40 4,:4.'-r 4.'''4 5•"W-*t::'.\w..v''.':zMV y.V44•.0.,-..2 64.j4,.,':'_".N' 4','V,•:•.-A•,.%..qgl,..t..i7-*ig.:12:A,Ve',i:7:'42.'A_'A,0v,'V0iv;,.'N!'17';P,7,3 IWi.,i1..i2..'_'i"'S.r-e..-j; .d-.e-t 3 i„ f y {N r, S3 : `, `.' '. .i;';:hrr '�T , . v!' L� ' r f!•t 111.t.6t.,—':.r4.-r'' +Kt'. .:.!_.44•!5-W_I_?#4,_•.71.,,t;,.i,,9 r'... in#' :T' '!-'w:S,r:-"�: S:TAIL'A.' , ' «i L: ii5!", !r_4;!::x.`,"�s,,rp 3,:v:!.., ..h: .:..,.-~,..' a_,. ..._ *'_ Sfi4t.li!'-.1_ei i=-^+"?�3 :� '^#S?S_ i'. 3 ,,_., .. ��� .,, . Structural Design Loads - IBC 2003 & ASCE 7-02 - 4 Seismic Calculations - Per ASCE Project: Portalis -Decauter Earthquake Spectral Response Accelerations Approx. Site Location Ship Harbor-Skagit County USGS 0.2 Second Response Ss= 117.3888 %of gravity USGS 1.0 Second Response = 37.17906 %of gravity Nate: Assuming 5%Critical Damping, Site Class B • and 2%Probability Of Exceedance In 50 Years • Site Class Stiff Soil Profile,D(TYPO Building Category Residential&All Others Structures,II (&Seismic Use) Structural System Sheathed Brg Walls As Shear Panels,R=6 V Elev.Of Top Of Building = 30 ft Design Categories Required Seismic For Short Period Response D Design Category For 1 Second Period Response D D Height Limit(feet) 65' (NL-No Limit, NP-Not Permitted) Max.Allowable Story Drift 0.02 hsx OR L 150 Seismic Base Shear V= 0.134 W Wind Loads Per ASCE 7-02 -Analytical Procedure Applicable for Main Force Resisting Systems of Rigid Buildings of All Heights Building Wind Exposure Exp D-Large Bodies Of Water V Enclosure Classification [Enclosed Building(Typical) V Wind Speed Type Input 3-Second Gust Wind Speed(New Higher Value) V 3-Second Gust Wind Speed 85 mph V Roof Pitch 1 5.00 /12 Roof Pitch 2 5.00 /12 Hill Shape I Topographic Factor Not Applicable V Building Width Perp.To Ridge B= 40 ft Building Length Parallel To Ridge L= 78 ft Mean Height Of Roof(ft) hiF,= 25.8 ft Directionality Constant Kd= 0.85 Height of Hill or Escarpment Hh w 0 ft. Narrowest Half-Width of Hill at Half-Height Lh= 0 ft Horiz. Distance From Crest To Bldg.Site x= 0 ft Topographic Factor KZt= 1.000 Gust Effect Factor G= 0.85 Velocity Press. Exposure Coefficient Kh= 1.132 IBC Load Factor for ASD Wind- 1605.3.2 co= 1.0 (Applies To All Wind Pressures) Velocity Pressure qh= 17.80 psf 179-05 IBC-Loads Calculator Analytical 6-09-05.xls 619/2005 Windward Wall Pressures Internal Pressure L Irlev Jnfermed.Value Windward Wall Internal Pressure 0-15 feet 16.20 psi 11.01 psf +/-3.20 psf 15-20 feet 17.03 psf 11,58 psf 20-25 feet 17.70 psf 12.04 psf • Uplift Pressures 25-30 feet 18.27 psf 12.42 psf 30-40 feet _ 19.21 psf 13.06 psf GC Constant Pressure 40-50 feet 19.97 psf 13.58 psf 3.7 65.87 psf 50-60 feet 20.61 psf 14.02 psf 2.8 49.85 psf 60-70 feet 21.17 psf 14.40 psf 2.0 35.61 psf 70-80 feet 21.67 psf 14.74 psf 1.7 30.26 psf Transverse (Pere. To Ridge) Longitudinal (Parallel To Ridge) Leeward Wall Side Walls Leeward Wall Side Walls -7.57 psf -10.59 psf -4.73 psf -10.59 psf (Outward) (Outward) (Outward) (Outward) Windward Roof- Windward Roof Roof Pressures- Slope 1 5.00112 Slope 2- Based On Posn. Pressure 5.00/12 Down Ridge Option 1 -6.35 psf -6.35 psf 0 to h!2 -13.62 psf Option 2 0.75 psf 0.75 psf h12 to h -13.62 psf h to 2h -13.62 psf >2h -13.62 psf Leeward Roof-Slope Leeward Roof- 1 -5.00/12 Slope 2- 5,00/12 -9.08 psf -9.08 psf (Outward) (Outward) Snow Load Calculations Per ASCE Roof Shelter Selection Partially Exposed(Typical) Thermal Factor Warm Bldgs.WI Vented Roof&R-Value>20 �► Roofing Material I Obstructed,Or Unslippery Surface(Comp.,Shingle,Etc.) Calculation Method Choice Calc.Flat Roof Snow Load Using Ground Load Provided V • Input Ground Snow Load pin= 20 psf • Horiz. Dist. From Eave To Ridge Wi = 20 ft (Max. For Slope 1) Horiz. Dist. From Eave To Ridge W2= 20 ft (Max.For Slope 2) Adjusted Flat Roof Snow Load p= 20.00 psf Calculated Ground Snow Load pg= 20.00 psf Overhang/Ice Dam Load 2 x pf= N/A (Depends On Thermal Factor) Maximum Valley Snow Load p„= 44.44 psf Reduced Snow Load For Slope 1 pgi = 20.00 psf (On Horiz. Area) Reduced Snow Load For Slope 2 P52= 20.00 psf (On Horiz. Area) Balanced 1 Unbalanced Snow Loads For Hip &Gable Roofs Slope 1 -5.00/12 Pitch Slop-_'-5.00/12 Pitch Left Side Right Side Left Side Right Side Case 1 -Balanced 20.00 psf 20.00 psf Case 1 -Balanced 20.00 psf 120.00 psf Case 2-One Side Only 0.00 psf 33.33 psf Case 2-One Side Only 0.00 psf 33.33 psf Case 3-Unbalanced N/A N/A Case 3-Unbalanced N/A N/A 179-05 IBC-Loads Calculator Analytical 6-09-05.xls 6/9/2005 Wind Pressures Per ASCE - Analytical Procedure 13.06 psf Slope 1 - 5.00112 € ni -6.35 psf -9,08 psf 0.75 psf �} 12.42 psf L•C� J 1-0 12.04 psi +1-3.20 psf lq, +1-3.20 p•f 11.58 psf +/-3.20 psf—dog. • -7.57 psf ....} +1 3.20 psf cel QR 11.01 psi .�..1 I. 5, 40.00 ft 13.06 psf Slope 2- 5.00(12 -6.35 psi -9,08 psf 0.75 psf 12.42 psf 12.04 psf +)-3.20 psf : +/-3.20 p.f 11.58 psf +/-3.20 psf._.. ,,. -7.57 psf +f-3.20 psf 11.01 psf 15 40.00 ft 179-05 IBC-Loads Calculator Analytical 6-09-05.xls 61912005 i • JOB t — WEST COAST ENGINEERS, Inc. SHEET NO. r� �" OF /// _ a Structural and Civil £nginerng 1 l P /�} CALCULATED BY 1 w DATE l0!/ 41 111 .- 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3409, Fax: (360)424-2063 CHECKED BY DATE Web: www,wcoageng.com SCALE • I , 4.146. f4 u' y .. ® A /yl Oirren 1 I,, ,?,4 I,,,, ,... ,,..i ,...... 1T...„ t 1 —:L d 1 ._._. iI Jc› , �� ___ II ._....._---- Imo' -_. s r 'n, � �i i p r x -ry p, `itt0 1 r Nan OS4 ; ' -PmI cl as.w L 1 aIl t s 4 i 6 � III 11111 � , . d qW� ' _ '�!•' 12E11 C]Ii ire ./' is-.� I ���rrn ;��o�Ira�� kir ' ryn nas e I ri r.w �<a Y� a v 4 p lk C- . _.,. 4-, (30)(ei — by‘ .. Y 10 4- of f') l l!CP W r-L z ' i.7 (ft-4 cp k2; tt e, 9, 4 tc-- e-vAA. e l 0 ' JOB l 7 83 7 O C 5DC---(ie'A _g'1 Cam' WEST COAST ENGINEERS, Inc. SHEET NO. }— 6 OF r Structural an L ld Civil Engineering CALCULATED BY - DATE /1 A 1520 Parker Way #G, Mount Vernon,WA 98273 Phone: (360)424-3404,Fax (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com SCALE ( . 0.C' 115'- ' 7.<1.1„. 4- f-t'- : . : .i.. . .„, . L : ; , :, . '.... ' • ' .:'.. i .. ,_ . .:.. .; .-27 76'4 ,c.( P-1-4 :'<_W ) i : . _, ..._': .. _ _::,::._ ..i . ': k .. ..,. .V1 ''.1--,-. .;714(01'. ot( 0: ..14-1).'7telec. ...„.....:... ., ..: ..:. .. .:. . p co... _ 1 . ,r.,_ .1,77. ..lc r2:...1.r. ., ,4 ci, ::.. . .... . ..:- *--../.. 6".d' r - .' • -:: .:. • . - : • : ,.. --, - -. , ' '-- ' '' - rkiv-(. -. ' L: : . H . L' .. : - . C� . //. . . . , . . ... ... .. . .., . . . .r • - . . • : 2 , . ;'.6) 1_,.,.,. 8... (5 it 4.7,1..) t' 17-.e_ 617 ' Jsn c'?,- :i... .4“.-.., . :, It. ' '.. .., r... . ' , . . . . . • - E ,C=>_ ( .? .c." .:9,c-i- kyco .Y10,.-1-_- ?›.)c.4--F)<•:, 16-•CP - ..„ • ' • :. /7--;:-• 174.--. t -pc.,F • (2 - ) .1;E Y V ''Z' S-e, ..— °/C9 L .: 1 1L., . . . . 4L k2;eo: .1.;--- 17-C... . .4.1).:......L... .: J: : .. .....,9fIttc) , tcD p--,t ., r,,, ,y, , 8° ,,, ,. \b F&2, P?<.-(-I, --1 -tce , ` ? • kIv1 r I,t f�7c,-£)- t 0+ . : -, . 6,-(o . 17 c 14 . i,. ,HAT. , ..b fir, 6() :. _. .. i ',-C 10/3 (,t0 , JOB 11716 c( ctt:C6-clite-1?„. WEST COAST ENGINEERS, Inc. SHEET NO. 't-. Ck OF Structural and Civil Engineering d� 65,/ 00 ( �. CALCULATED BY DATE__ 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY DATE Web: www•wcoasteng.com SAL v ! . iv ... a w+n tinn rw4� i 4 _. Id '1 VIM i I 'Qom® a�Yea ._, Ilse'. I i ' g 1111 kliM 1 I I I I II I I I T. ' lla I ® 1,/ ,kow,�r ' We 1.(k•ll?y J • • , ID P,A-1 Ai-`'.c.. -7-tor r C'r , eAr--,...-- 01-„at) ?1,...,f- t ' 1,6A.,-, 7/‘ 6 er-v (22 .1 Ci A- ),J4,- , , 1_ '/ '4 I4 . 1 y' ; V , , a • 10B -1 b- Olt. L)5c4 ' ! WEST COAST ENGINEERS, Inc. SHEET NO, — I OF rr�� Structural and Civil Engineering CALCULATED BY DATE `t,i2-,G„Q/ 4Cr 1520 Parker Way#G, Mount Vernon,WA 98273 ' CHECKED BY DATE Phone: (360)424-3404,Fax: (360)424-2063 Web: wWW.Wcoasteng.com SCALE d "3 f I '- 1 ♦/may 4 q In dal8 N I ta y ` 0 • ; . • Nt a� 0 ((IF4 -.; n I ' 4m - .._ , , Fu Iceew C"R--!- - , I . r. A).- E ..' J,IY L ] 1�. m5R 1 .._ ;�, ry • 4 a, . MR r u 1. • can II V. 1 J 4 r` Iroa L 7 1 ' ror of . . . . . 00 ,1 ...yr.... li-X ra._ Ems ' �'.(Z �:E��c 5�,21 fz2 t • .. . ._ 1' 'r — . . ;� • . • • . I . JOB I r *--0 4 .I ; C T't.. U WEST COAST ENGINEERS, Inc. SHEET NO. "t- OF Siruc .ural and Civil Engineering CALCULATED BY l - DATE ' /I6I At)- 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax; (360)424-2063 CHECKED BY DATE Web: www.wca t,eng.com 1 . 1fin.} L -- \Aw - I ...,----- , * ,— 7t."-- i : : . _1 1... ..t. :.-4T,i(i17-1.\ ). -4 eroc x" m; C)' ic Cp Xi iir±___+J.- ' 1 t . 5, ' yc' 'AZ,ii ( iti_ __I .,.ill -. . F . " 1�■■■�I�r ' t — lrlr I y - ni. —r I G. MA, — rt .( Ili- ' -4‘5--)c ,LOP zgg 7c . , �A I , .Mitt )C. N. t1 ;71* eaC CC , MA 1 A ., 1.4iRY ROOF RAW .. ...we 1\'` i x4,.. - ' 1 Co , ce v...3.F c_ 4ca....... , , . . I '� l °\,'�� :' 'tea+ ,...; 1 ‘; : 12,r4 : f, MAr. 4; 4-)r(2 r'.1 r,r) . .': 12-1-k- 74' 7 ? .,- _ . ` . t : I... .. . .. _ .fir . . .... .. . . , : _.._.- - . _... . • b 11 G.T. TJ-8eam66.15;efaiN"�;�` "echams'aBea 5 1l4" x 18"" 2.0E Paralla m®PSL PagelUser;2 Engine Version05 :18PM MEMBER IS INSUFFICIENT DUE TO LOAD Mega 1 EngineVersian,1.18,8 Member Slope:OM Roof Slope0t12 4 .- 1E 1 F 6 38' 1 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width:2' Primary Load Group-Snow(psi):25,0 Live at 115%duration, 15,0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Snow(1.15) 2000 1200 8' - Point(lbs) Snow(1.15) 1875 1125 30' - Uniform(plf) Snow(1.15) 475.0 285.0 8'To 18' Replaces Uniform(plf) Snow(1.15) 375,0 225.0 18'To 30' Replaces SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live!DeadlUpliftlTotal 1 Stud wall 5.50" 5.10" 6781 /4600/0/11381 L1:Blocking 1 Ply 1 1/4"x 18°1,3E TimberStrand®LSL 2 Stud wall 5.50" 5.29" 7044/4758/0/11 802 Li:Blocking 1 Ply 1 1/4"x 18" 1.3E TimberStrand®LSL -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s): L1:Blocking DESIGN CONTROLS: Maximum Design Control Control Location • Shear(Ibs) -11766 -11588 21011 Passed(55%) Rt.end Span 1 under Snow loading Moment(Ft-Lbs) 117550 117550 75322 Failed(156%) MUD Span 1 under Snow loading Live Load Defl(in) 3,202 1.178 Failed(LJ132) MID Span 1 under Snow loading Total Load Defl(in) 5.332 1.767 Failed(U80) MID Span 1 under Snow loading -Deflection Criteria:STANDARD(LL:L/360,TL:U240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 0 o/c unless detailed otherwise. Proper attachment and positioning of lateral . bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. • ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished In accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product • availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: 178,-05 Portalis,Decauter Ivan Ifaliban WCE 1520 Parker Way,suite#G Mount Vernon,WA 98273 Phone:360-424-3404 Fax :360-424-2063 lvank@wcoasteng.com Copyright d 2004 by TYus Soist, a Weyerhaeuser Business Parallamn is a registered trademark of TYus Joist. N 4.) e Beam B1 Hip Roof AwyTJ-Beam®8.16 Serial Numb`"'''er7`0'004"113463`�` 3112" x 7 114" 1.6E Solid Sawn Douglas Fir#2 User:2Pagel Engine n ineV Version: THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pege1 BngineYerslon:1.18,5 CONTROLS FOR THE APPLICATION AND LOADS LISTED Mender Slope:042 Roof Slope0M2 Overall Dimension:18' El�1 T All dimensions are horizontal. • Product Diagram is Conceptual LOADS: Analysis Is for a Header(Flush Beam)Member. Tributary Load Width: 1' Primary Load Group-Snow(psf):25.0 Live at 115%duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Tapered(plf) Snow(1.15) 0.0 To 125.0 1.0 To 75.0 0 To 8' Replaces • Point(ibs) Snow(1.15) 500 300 8' • - •Uniforrn,(plf) Snow(1.15) 125.0 75.0 8'To 14' Replaces Uniform(plf) Snow(1.15) 200.0 120,0 14'To 18' Replaces SUPPORTS: input Bearing Vertical Reactions(Ibs) Detail Other Width Length Llve/Dead/Uplift(Totai 1 Wood column 3.50" 1.50". 331 1214/0 1 545 By Others None 2 Wood column 3.50" 1,50" 1667/1055/0/2722 By Others None 3 Stud wall 5.50" 1.50" 636,/374/0/1010 By Others None • -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):By Others DESIGN CONTROLS: • Maximum Design Control Control Location Shear(Ibs) -1557 -1403 1848 • Passed(76%) Rt.end Span 1 under Snow ADJACENT span loading Moment(Ft-Lbs) -2068 -2068 3341 Passed(62%) MID Span 2 under Snow ADJACENT span loading Live Load Defi(in) 0,042 0.262 Passed(U999+) MID Span 1 under Snow ALTERNATE span loading Total Load Defl(in) 0.061 0.313 Passed(U999+) MID Span 1 under Snow ALTERNATE span loading -Deflection Criteria:STANDARD(LL:U360,TL:U240).Additional checks follow. -Left Overhang:(LL:0.200",TL:2U240). -TL:0.313" • -Bracing(Lu):All compression edges(top and bottom)must be braced at 14'7"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress(Fv)has not been increased due to the potential of splits,checks and shakes. See NDS for applicability of increase. -Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis. -Analysis assumes continuous member. Lap joints,splices and finger joints significantly reduce member performance and have not been considered. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. -Design assumes adequate continuous lateral support of the compression edge. PROJECT INFORMATION: OPERATOR INFORMATION: 178-05 Portalis,Decauter Ivan Kal€ban WCE 1520 Parker Way,suite#G • Mount Vernon,WA 98273 Phone:360-424-3404 Fax :360-424-2063 ivank@wcoasteng.com Copyright Fi 2004 by True. Joist, a Weyerhaeuser Pbsinesa • JoB 17,5-0C D-5(iPtOrMg--- WEST COAST ENGINEERS, Inc. SHEET NO, 1. —4-- OF .....--- Structural and Civil Engineering CALCULATED SY \IL- DATE 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE •Web; www,yvcoageng.com • SCALE ____ Lz,._,,,.1. P 1,, [ . .1..,ie, . , • 4 1 : ;. : . N3 1 • 2 , 2 i. , v .„___I I . ' " ' • I. If - ": • '"I p, t, .tt e ' 'I , 43 & A 11 , 1 --- A . ' ti 2 • gii 1" C.: 10CX' • , 1111111.111111111MiiiiiiiiM r . .... . . . . . ''.• . N ::= 0111111110aMaRaaaln :'Ls 5"1 • I kl 11 I 4 i. r.-9 ( ii- ' •Oz 4 61 1,.; .,.._, , • , 1 i k, ' r. 1 . I i : . __ • . , :' ") •••• • -, ; . ' . • ,--- )REVIgIONS GIV'"4 FRONtrit dICUSTRIES 1k, i 191f cOMIAMIAL ' Vandenneer - - .,5 . A - -•---:—.73--- „, .• "WORMS.WA 9822.1 . •: . PRW"T RON PAM riours Wa IfGAG Asa/ ' " ‘. ‘. • I_ A i PORTALS ,tC C9 6'_ 16 • ' MCAUTett . M ! •• -.• A •. s '1"'. ' '4.' .4 1 1).,. lit ' : /I tr r 4, )to V' : 01 I ' ' HIJIIIIIIIiinii cie 0 >i 4 or.iuM I .Phr 0 4).1,yr i."' 1^); 1 X CD - • WE1 •:i 1 • "" . . ii ••• E i 4> i - . , 4)' , . .., . . . . ...,. ... . , . Mi i dir , (f1) \Iiii -11/4 t oil i pi • 0:4 Sh. III • • .• ... .,. i 1 • I 7,:-..-.--::1 15 :, 1 if5/ 1 _ • lo • • • L, A.K • _I,. ..... u, , ,.____i 0 ' xol i ...„ , G, _...„ _: . . . 1 ' 411° I l'i 1 es . • .ei. ': kik 1111. liS.. Si... . as 0 II • ogram. ". ... 4 . : 7,t5ito /en . : . , .... . .. . , . . .. .. , ...., • , . . • , : > , • . cDtK,1(___ c}-o( -73--- , ,., .. . 4-o - -2, 4 t . . . :. .. i ,..,....: . .. . . .. . ,.. . , .., .,, . .' .477.-zo rs,,7 •. ,FF-r. . . ,..f-. 0 , .. :6 ,• . . . ,.; : .\--KiLoci..., . • • • • • 4y- e) \3cc(---*1,- oi (.. . . .._ .. ...... ., •. .. .. ,. . , .... , .. ... .. ._. . .. .. . , , • : t-CA•144 c 1,01.,1 ,.,t , -71,.8±44. ,,, :: :: : • ';, : . : : :„.....„. . .: • z ; JOB 1 7 E— -_ WEST COAST ENGINEERS, Inc. SHEET Na ' (0 OF Slructural and Civil Engineering 1� DATE `7(?5? I CALCULATED BY 1520 Parker Way #G, Mount Vernon,WA 98273 Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY DATE Web: www,wcQosteng.com A1-E 1 .i .. , , r ,,�� l�k. l , , l • rAc-L- (0400,4c�ca€. a ice_ , : . ( .r„?._:?,4-. h, Ft, -- A-4fli:'47) . Us,-'6 C74- '71-• 11.1 /6 lin . - ` c-c rJ a ' � i,:. . - Off_ JO8 1 b—Qr. WEST COAST ENGINEERS, Inc. SHEET NO. ~- 7 OF Structural and CIvi3 Engineering CALCULATED BY fe, DATE elfZ7/0 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY_ DATE Web. www.wcoasteng.corn SCALE _- _ W' Cr 0' { ' • , -�' Off? i"..�.0 • I 1 1 , , fir. '-P 4 t0 t-I , J L 11 in1�Fl� s w. a g y . II �_ Tt1"W�M111�IIk . r 11 1•s..1it s1,. t , 11 �; s11 rr.�iin a .,, 70 o i�L411 ;a` ',,..� 1 • 1 ,1 y t_l IREINIIIIIIIIMIlmA AW1 �j�� Gs kt»;71 u o PME-1 4-® 51 �P 6 111r1 3 ILr. { v IIMIII is I "'t lQ 8 l• it fl - _.: , E tmwimmunimmu ,i g . • o I MEMNIMili n. . -'. L I 11.11 FI.1i1 G 44 -5 r2.-1.2_,... ( E Via ' . 4-it ( 0 L Cod , t.. _ 4 sue, . ` 2 t 7f ; s JOB 115 ram" . WEST COAST ENGINEERS, Inc. SHEET NO, --- "C) OF Structural and Clvi{ Engineering CALCULATED BY DATE 67(7'7/©6 1520 Parker Way#G, Mount Vernon, WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE • Web: www.w.cop5teng,corn SCALE I i t : 1 �5+ . . : / 7 - x ra 1 {{ . iL Ze :,____:-.- / , , ' , .. ? I , 1 ,S'Ir- 17----,-----77,-.z.':. : ,. , : , - • i : ( ,..,.. z , - / : : l'A-- 'S (q-o-r)e) . • _ , 4122/0,-3 ( ci (.0) :. ' vil_ • '. . : U.-g4. ' '/I-..-:-1-„Ircl/e5 .: fv‹...t-- vot,,Plift-.141-t--94-2 '--1 , ci 1 77---; , . . , F.'1"C (0 Y- ' y- (i:0 H.' (-2.--) --77,0/-z.,\0 ` , y : Ll1.,: _.. ! ' - ',kr' fc_ ,)-z- ,,c.(,(4-0 -*: '').-.) c C130 -I- OD �-c- •� `Z� (G'°+rl'V> ! iltte , 4'270 ' . 61= /4e:ock (-4(7 6:7/ ;,2,(t, ` : 17.7.Eiz7. . =- az,'( ..;iq-r. /Iz ir) , . -. 2 . C _ 1.NC.( 'Y k.-778, (-VI; 6/t.tbr-4L-144 ' I2- C , .,, • 9 r?.T...'..A—' , , �* Deck Beam B m 7J-Beame8.16 Serial Nbe` `o 6 51T4" x 11 718" 2.0E Parallam® PSL, Wolmanized® -SL,2 (16% < MC User:2 7/27/2005 5:46:04 PM < 28%) Page 1 Engine Version:1.16.5 1 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED overall Dimension:19' Ir f 17' t 2` Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width:4'6" • Primary Load Group-Residential-Living Areas(psf):40,0 Live at 100%duration,34,0 Dead SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length LivelDeadlUpilftrTotai 1 Trimmers 3.00" 2.80" 1521 /1457 10/2978 L2 None 2 Wood column 5.50" 3.57" 1926 1 1879/0/3806 L5 None -See TJ SPECIFIERS/BUILDERS GUIDE for detail(s):L2,LS DESIGN CONTROLS: • Maximum Design Control Control Location • Shear(Ibs) -3013 -2579 8196 Passed (31%) Rt.end Span 1 under Floor loading Moment(Ft-Lbs) 12100 12100. 18808 Passed(64%) MID Span 1 under Floor ALTERNATE span loading Live Load Dell(in) 0,309 0.555 Passed(L/646) MID Span 1 under Floor ALTERNATE span loading Total Load Deft(in) 0,808 0.832 Passed(1/247) MID Span 1 under Floor ALTERNATE span loading -Deflection Criteria:STANDARD(LL:L/360,TL:L1240).Additional checks follow. -Right Overhang:(LL:0.200",TL:2L1240). -Bracing(Lu):All compression edges(top and bottom)must be braced at 19'o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist(TJ), TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user, "Phis output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. -Environment Consideration:Wolmanlzedi -SL 2(16%<MC<28%).Member analysis is appropriate only for material that is properly treated in accordance with procedures authorized by Trus Joist.Warranties extended by Trus Joist do not include the adequacy or performance of the treatment. PROJECT INFORMATION: OPERATOR INFORMATION: 178-05 Portalis-Decatur Ivan Kaliban WCE 1520 Parker Way,suite#G Mount Vernon,WA 98273 Phone:360-424-3404 Fax :360-424-2063 !yank@wcoasteng,com copyright a, 2004 by Trug Joiot, a Weyerhaeuser Business Parallax+ is a registered trademark of Trus Joist, • 4 e46 Main Floor Beam BX T,3-Ream06.16Serial Number: 0",'1i346s 3 3 1/2" x 11 718" 2.0E Para!lam 7 PSL Uses:2 7/27/2005 5:00;13 PM Pagel Englne Version:1.16,5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension:15' 4 [10 i'3"d 12'- le .• Product Diagram is Conceptual. LOADS: Analysis is for a Header(Flush Beam)Member. Tributary Load Width: 12'6" Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration,12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Floor(1.00) 2176 628 0 - SUPPORTS: Input Bearing Vertical Reactions(Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Wood column 3,50" 3.04" 6102 1 1873/0/7975 L5 None 2 Wood column 3.50" 1.96" 39521 1200/0/5151 L5 None -See TJ SPECIFIER'S I BUILDERS GUIDE for detail(s):L5 DESIGN CONTROLS: Maximum Design Control Control Location Shear(ibs) 4246 3493 8035 Passed(43%) Lt end Span 1 under Floor ADJACENT span loading Moment(Ft-Lbs) 10699 10699 19902 Passed(54%) MID Span 1 under Floor ALTERNATE span loading Live Load Dell(in) 0.240 0.293 Passed(L1585) MID Span 1 under Floor ALTERNATE span loading Total Load Deft(in) 0.297 0.585 Passed(L/474) MID Span 1 under Floor ALTERNATE span loading -Deflection Criteria:STANDARD(LL:L/480,TL:L1240).Additional checks follow. • -Left Overhang:(LL:0.200",TL:0,200"). -Right Overhang:(LL:0.20D",TL:0.200"). •Bracing(Lu):All compression edges(top and bottom)must be braced at 14'7"o/e unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability, -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. • ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by True Joist(TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application,input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: 178-05 Porialis-Decatur Ivan Kaliban WCE 1520 Parker Way,suite#G • Mount Vernon,WA 98273 Phone:360-424-3404 Fax :360-424-2063 ivank@wcoasteng.com Copyright 0 2004 by Trus Joist, a Weyerhaeuser Business ParariamW is 'a registered trademark of True Joist. p;\WCoastEgr\2005 jobs\176-65 2orta115 Decanter\Bx Main Floor Deam.sms • �J , Beam BY(main floor) ""' erb,t,`�46d 1 3/4" x 11 7/8" 1.9E Microllam® LVL a@ 16" o/c T.1-aoame 6.18 Serial Number: uage'4 7nineVesion:30PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page'4 EnglneVerslon:l,iB.5 CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension:36' 4 4 IE� b fe. d 71• 4 14 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. • Primary Load Group-Residential-Living Areas(psf):40.0 Live at 100%duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Floor(1.00) 780 234 9' Point(Ibs) Floor(1.00) 1320 396 23'SUPPORTS: Input Input Bearing Vertical Reactions Detail Other Width Length (Ibs) LivelDeadlU pl ifllTotal 1 Glulam or solid sawn lumber 3.50" 2.25" 339/91 /0/430 A3:Rim 1 Ply 1 1/4"x 11 7/8"0.8E TJ-Strand Rim beam Board Board® 2 Giulam or solid sawn lumber 3.50" 1.50" 1437/346/0/1783 B3 None beam 3 Giulam or solid sawn lumber 3.50" 2.14" 2176/628/0/2804 B3 None beam 4 Stud wall 3.50" 2.25" 437/125 l 0/562 A3:Rim 1 Ply 1 1/4"x 11 7/8"0.8E TJ-Strand Rim Board Board® -See TJ SPECIFIER'S/BUILDERS GUIDE for detail(s):A3:Rim Board,B3 DESIGN CONTROLS: Maximum Design Control Control Location Shear(Ibs) 2156 2077 3948 Passed(53%) Lt.end Span 3 under Floor ADJACENT span loading Vertical Reaction(Ibs) 2804 2804 4594 Passed(61%) Bearing 3 under Floor ADJACENT span loading Moment(Ft-Lbs) -2903 -2903 9281 Passed(31%) MID Span 3 under Floor ADJACENT span loading Live Load Defl(in) 0.115 0.345 Passed(LJ999+) MID Span 3 under Floor ALTERNATE span loading Total Load Defl(in) 0.146 0.690 Passed(L/999+) MID Span 3 under Floor ALTERNATE span loading TJPro 57 45 Passed Span 3 -Deflection Criteria:STANDARD(LL:L/480,TL:L240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32"Panels(20"Span Rating)GLUED&NAILED wood decking. -Bracing(Lu):All compression edges(top and bottom)must be braced at 7'4"o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. PROJECT INFORMATION: OPERATOR INFORMATION: 178-05 Portalis-Decatur Ivan Kaliban WCE 1520 Parker Way,suite#G Mount Vernon,WA 98273 Phone:360-424-3404 • Fax :360-424-2063 • ivenk@wcoasteng,com • Copyright b 2004 by Trus Joist, a Weyerhaeuser easiness 2fict'allamt is a registered trademark of Tru5 Joist. 147-04 Portalis-Decauter Main Floor Beam 111 4X8 pF#2 Beam Max. Span = 6.11 ft Beam dim. width 3.5 in depth 7,25 in load 640 plf total 503 plf live allow deft. 360 (L/360)in 240 L/240 in Fb= 1170 psi A= 25,38 in2 Fv= 180 psi S- 30.6E in3 E= 1.60E+06 psi I= 111.15 in4 Based on shear L=2*[Fv*AI(1.5"`w)+d] = 10.72 ft Based on bending L=(8*Fb*S/w)112 - 6.11 ft Based on deflection L=[(384/5*x)E*I/w]1/3 = 8.06 ft L/360 L=[(384/5*x)E*l/413 = 8.52 ft L/240 4X10 DF#2 Bear1 _Max. Span = 7,49 ft Beam dim. width 3.5 in depth 9.25 in load 640 plf total 503 pif live allow deft. 360 (L/360)in 240 LJ240 in Fb= 1080 psi A= 32.38 in2 Fv= 180 psi S= 49.91 in3 E= 1.60E+06 psi i= 230.84 in4 Based on shear L=2*fFv*A/(1.5*w)+d] = 13.68 ft Based on bending L=(8*Fb*S/w)112 = 7.49 ft Based on deflection L=[(384/5*x)E*I/w]113 = 10.28 ft. L/360 L=[(384/5*x)E*l/w]113 = 10.86 ft LJ240 147-04 Portalis-Decauter Main Floor Beam B2 4X8 DF#2 Beam Max. Span = 5.46 ft Beam dim. width 3.5 in depth 7.25 in load 803 pif total 622 plf live allow dell. 360 (U360)ln 240 U240 in Fb- 1170 psi A= 25.38 in2 Fv= 180 psi S= 30.66 in3 E= 1.60E+06 psi 1= 111.15 in° Based on shear L=2*[Fv*A/(1,5*w)+d] = 8.79 ft Based on bending L�(8*Fb*S/w)i.12 W 5.46 ft Based on deflection L=[(384/5*x)E*l/w]113 = 7.51 ft U360 L=[(384/5*x)E*l/w]1f3 = 7.90 ft U240 4X10 DF#2 Beam Max. Span = 6.69 ft Beam dim. width 3.5 in depth 9.25 in load 803 plf total 622 pif live allow deft. 360 (L/360)in 240 U240 in Fb= 1080 psi A= 32,38 in2 Fv= 180 psi S= 49.91 in3 E= 1.60E+06 psi i= 230.84 In4 Based on shear L=2*[Fv*AI(1.5*w)+d] = 11.22 ft Based on bending L=(8*Fb*S/w)172 = 6.69 ft Based on deflection L 4(384/5*x)E*i/w]v3 = 9.58 ft L/360 L=[(384I5*x)E*i/w]113 = 10.07 ft U240 tLf 147-04 Portalis-Decauter Main Floor Beam B3 4X3 DF#2 Beam Max._Span = 4.49 ft Beam dim. width 3.5 in depth 7.25 in load 1185 plf total 870 plf live allow deft. 360 (L1360)in 240 L/240 in Fb= 1170 psi A= 25.38 in2 Fv= 180 psi S= 30.66 in3 E= 1.60E+06 psi 1= 111.15 in4 Based on shear L=2*[Fv*A/(1.5"w)+d] = 6,35 ft Based on bending L=(8*Fb*S/w)1!2 = 4.49 ft Based on deflection L=[(384/5*x)E*I/w]113 - 6.72 ft L/360 L=[(384/5*x)E*if413 = 6.93 ft U240 4X1 D DF#2 Beam Max. Span = 5.51 ft Beam dim. width 3.5 In depth 9.25 in load 1185 plf total 870 plf live allow deli. 360 (L/360)in 240 L/240 in Fb= 1080 psi A= 32.38 In2 Fv= 180 psi S= 49.91 in3 E= 1.60E+06 psi 1= 230.84 in4 Based on shear L=2*[Fv*A/(1.5*w)#d] = 8.10 ft Based on bending L=(8"Fb*S/w)1J2 = 5.51 ft Based on deflection L=[(3B4/5*x)E*l/w]13 = 8.57 ft U360 L=[(384/5*x)E*l/w]h/3 = 8.85 ft U240 IC 147-04 Portalis-Decauter Main Floor Beam B4 4X8 DF#2 Beam Max, $pan = 4.33 ft Beam dim, width 3.5 in depth 7.25 in load 1278 plf total 957 pit live allow deft. 360 (11360)in 240 L/240 in Fb= 1170 psi A= 25,38 in2 Fv= 180 psi S= 30.66 in3 EC 1.60E+06 psi 1= 111.15 in4 Based on shear L=2*(Fv*A/(1.5*w)+d) = 5.97 ft Based on bending L=(8*Fb*S/w)1r2 = 4.33 ft Based on deflection L=[(384/5*x)E*I/w]1/3 = 6.51 ft L/360 L4(384/5*x)E*1/w]113 = 6,76 ft L/240 4X10 DF#2 Beam Max, Span = 5.30 ft Beam dim. width 3.5 in depth 9.25 In load 1278 p1f total 957 pit live allow deft. 360 (L/360)in 240 L/240 in Fb= 1080 psi A= 32.38 In2 FV 180 psi S= 49.91 in3 E= 9.60E+0fi psi 1= 230.84 in4 Based on shear L=2*(Fv*Af(1.5*w)+dl = 7.62 ft Based on bending L=(8*Fb*S1w)112 - 5.30 ft Based on deflection L=1(384/5*x)E*I/w3113 = 8.30 ft Lf360 L=[(384/5*x)E*Ifw]1'3 = 8.63 ft L/240 tO 147-04 Portalis-Decauter Main Floor Beam B5 4X8 DF#2 Beam Max,4Span = 6.81 ft Beam dim. width 3.5 in depth 7.25 in load 516 plf total 413 plf live allow deft. 360 (L/360)in 240 U240 in Fb= 1170 psi A= 25,38 in2 Fv= 180 psi S= 30.66 in3 E= 1.60E+06 psi I= 111.15 in4 Based on shear L=2*[Fv*Af(1.5*w)+d] = 13.01 ft Based on bending L=(8*Fb*S1w)7!2 = 6.81 ft Based on deflection L=[(384/5*x)E*1/w]1 - 8.61 ft U360 L=[(38415*x)E*l/w]1!3 r. 9.15 ft U240 4X1 Q DF#2 Beam Max. Span = 8.35 ft Beam dim. width 3.5 in depth 9.25 In load 516 plf total 413 plf live allow deft. 360 (U360)in 240 L/240 in Fb= 1080 psi A= 32.38 in2 Fv= 180 psi S= 49.91 in3 E= 1.60E+06 psi 1= 230.84 in4 Based on shear L=2*[Fv*Af(1.5*w)+d] = 16.60 ft Based on bending L=(8*Fb*S/w)i!2 = 8.35 ft Based on deflection L=[(384/5*x)E*1iw] 13 = 10.98 ft U360 L=E(384/5*x)E*l/w]113 = 11.67 ft L/240 • p _1 • JOB 1 7 b-or c +'...1llrrit, WEST COAST ENGINEERS, Inc. SHEET NO. 6 .- I:1 OF //�_., Structural and Civii Engineering CALCULATED BY ) DATE (o/7r} for 1520 Parker Way#G, Mount Vernon,WA 98273 ' Phone: (360)424-3404,Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoa teng.[Om SCALE r 4.I+6r a cc...'- i a ka CD 0 . . t r- . ' k, 10.f' 74 r I I. !!iti .t 64.4 l ' ��11 r ileir"r /' LjD L 1 i CD I 1,E'I _ L1 ❑ —tJ 4 I I i -.vs, r 1 crs Ti � • p i L} I Lid I. --"�'se 49 �V / • • 1 I �a Ld Iic J �9J 3 IPY�N.S r • • . 5( • 4:11 167) • .- S')t'Z'' , .: It/kl'-/.... r• .:4-, .•, ta-2).2z-.., . G OGO . • • ..;, _ ,,c� Cam-- i .