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Permit File BLD-2017-0253 (2) 4603 Anaco Beach Road
— or ter./ y 'SL t V 3 •e•fira)., 80 c--4---Th rase �\V44 \�;} 1 — THrsos . \\‘N ..._ ainagislaaaa lin."1113 � � it i _ i �11aI �3I,;per,` - � �` � -t. e �� ..L' -.:.. c6 ; © )7 tx, J ,._, t. i,\� (�� , ` 'fir `„�, 1, 1� ll� /'vri\ 1 tz,...,),, , cam..� J �,� ° �-' `'� ' \L 4, !'�, .10r d r9 0.1 if 4.111"..2.Hain0 ICI 'c� l �`� �� VP r• C.-J [ Ea '/'ems �I �1 - J,.I,, , .` �t I \\-J Ado yewI. ( cci aa a era® was tY/ I �� t.. V `k>::: :-SN a -.: 04 ilA ' ...,g, 4.01 flr- d tti6 , 3 D -----,-. ....t. . VII t t, -at> Li. 1. r.—C Li 4,L,1) --..... "act.-- ti , 4 1 ..H...-\ L't te/afj. hig `V vSi CZ 6 b�� Y. pT3 / V2 F : 0 iii me TJO> C.."76 '1' -AIL Al 15" 9.4 CD iu si C\raa) (193j n s ,,,,.3 AtC4••• • ch 11/4 ri...,„ . . . \y'f i\ I \atel ® t7 u� 0 h ` S � ��"4%. a 4 % f . � cl %%11‘ a .a....r7 k /// CLII ' 3 cft„..........=::.„ frst. \\ J Cleo , `1 ,g)�y I 71:11 ai is y ?�"`� , ,� ,— ��-�> �?: �� ��� � tr � V ` ` ��9' ( �U �� L. err `•. I--�—, / Isis,: 4111. • aill 0 - made r r , .1 , /4•••-•44= ° rid% 011ZY .4. .) AN. 15) N., \ .S\ _. 41 K c••,,J N/A ci. ''s:"..- Lt. fa"-- \ jTh d•z-- 3--.. ftila � ] LEI r• nl tO 4"` ``vJ al.) Nits 4114 jrit (3/42 �� �� j ['WV0 e ^.` /Mb i. 1'� �" :':moo ( , ,.�, �' i ; Lc ,,...... 6s \oson, bl im p i ram. I ' ` \iii -4 ...,).; �� Na � 1 c cc' 1) . . ‘ 3 ‘ . cree.„,.) ,II(Sri .c.ANt goal 4 . H h ( ,s::- I I rc t; ...‘ F '.",S,4% -1/ 41 ii ( 103 C\NN- 0 \N.n c..\ __,c j--s, szs r it ,,,,,,j IA ....-N Le\ ii 43%---r Nr. •- .-.. �f yI CS v i �L /� at rtLi co, ''fir r.(�� �S �� 7y� _y \�� � \ A\ II inNti.. ...1.4.:\ ‘141111Ne3/4.11.7141"1. cc,R11•110•11:44.444. ..,,,....: ill "3/41\log czL—N Lei <}•,, •;:�, li. Se+' ` •-h ��� `0 11 I y. itinnTh +' A (.:, r 10 tstimi it-- cq 1 tea _ < 0 C Fili E Isom r rue 1 7S) (MCC i C:=01thic 44 0 j o 0 City of Anacortes Invoice/Permit#: BLD-2017-0253 904 6th Street Applied date: 05/09/2017 P.O.Box 547 Issue date: K'Y 0 Anacortes, WA 98221-0547 Expire date: 11/05/2018 Y " ice LT (360) 293-1901 LI Lb Job Address: 4603 ANACO BEACH RD Permit Type: Single Family Residence Permit ANACORTES WA 98221-8708 Project: APN: P61819 Remarks: sfr replacing existing one to be demolished SLX 2017-0003; Contact person: David Hall email: dhall@studioedison.com Owner: STEVE&TARA NELSON & DOWD Contractor: Address: 4603 ANACO BEACH RD Address: ANACORTES WA 98221-8708 Phone: (360)293-1554 Phone: License#: General Information: Fees: Building Valuation 750000 Plan Review Deposit 200.00 Building Permit Fee 4,421.25 Plan Review Fee 2,673.81 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,550.93 Sewer GFC-Residential 9,206.33 Park Impact Fee 615.00 Traffic Impact Fee 900.00 Total Calculated: 19,621.82 Deposits/Receipts: 0.00 Total Due: 19,621.82 - TI 01 .. Q --, _ 1 I CP•• t•J I n er P.i Cr1 t\) - ▪ Ti r$- '— I I If, CJ t �1 [r. r• Z. I to 0 2 -_1 i i - 0 -_I ,1 CO = 0 t.. rn --1 a. fn Z J m 2 rti t d'. _ --I ID r-F A Z• c IT n _ r� THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 [Al ,:30Ft IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMEAC;D : I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL pRi VI8101)IS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOOt THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHEJ,k 5jA41tt10R LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. "' 0 -`1 a+ v 0 i2. `i M1. 1 e, SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY ,-r r- — --+s a c • _ ' vi� q.i to �' M �. 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If i .4"' 4: . / Ve i de iti • t''• ,'t• • trol I '0j I 4. _ I S� _.1� — -- - - s . . . -gip. _ _ n_. . - . . -9111P71 ... rI, -.------agailliMilla — 1I I k - i ) r i iii c, r r 'A) i fi f i. !if - rt If A ¢4. lilt— �f�.� . r _ . fir "�T O .i r. p ] II Ir f; I JI / / / / ' Al.,- 1 i he • r / et / / /ff.... E. .., / i , . s / / ill i j 'tir. it t t' T. fs 1 Ord + _ r r is r / 14 e ,t / le t/ f d r f 1111„) J ' i f d. i .f r f .r I F t f N re i �I e le 'fir "� f it el 1� r�r ,�t r ,� 0146 fir `}� " 2 LH, a A fill u r • / 4 : ar,;, woi .1141 i / / / ., i i IL I ad I sill i i i / / r d 1 IF, 04 . Ly__ 4 rf- � / �' Rdry ., # i r — ..f / _ _ z tea.+f y ,i St al at/ tii 11 it it re i le Ij I I I • 1 ir , r I: I It • r i I I. r. I ♦ I r• i ‘ ii I � ' 1 I Ill i 4' 1 I e II • — I I l l '� ` • gib li fit J l s --I — J; ..PSJ Id lye I J • r " f, 6. �` J .1. , ,c + n i� rl r _ lrr I :f • P Ieq. iL. II r ,= _ ._ _ I'd . r'r^ { sill,��; d tl • 1 • r.. I in) r `,ice if'Y J4 ♦+19, - I. el. ? Jr S. 1 r s / 4- 3 �.� : ,� ^r✓/ l � Ii:� 1 4 r .^�' 1 If lid 4. + I . - , 1 . , 1 .. 4 • 44 r � I I L. L j _ a � SI - rm. — . .:ara rT � r , _gym I 1' - P j 1..?r I II :` I. _ • g1 1 1.', 1 • r M ` y I ' ` 1" t P �'�d WEST COAST ENGINEERS, Inc. 1520 Parker Way—Suite�Mount Vernon, WA 98273 Structural and Civil Engineering Phone: (360)424-3404 Fax: (360)424-2063 Revision #1 to Gravity And Lateral Analysis, for Nelson Residence Located at: 4603 Anaco Beach Rd., Anacortes,WA For: StudioEdison i-rj WCE Job Number: 722-17 June 7, 2017 CITY JUNOF 0 8 ANACORTES 2017 oFASLI— wA 4 , I K 4 ) gt" P44 ,1 I r61 7104—klISTE_19 „lG SS1ONAL EXPIRES 9/19/2017 INDEX: Design Sketches. Pages SKI, SK2, SK4, SK5, SK10, SK11, SK12 Calculations. Lateral Analysis Pages L1 —L3 Rev Gravity Design and Analysis Pages G1 —G25 Rev Total Number of pages excluding cover sheet: 35. Notes, Disclaimers: • Revision#1 addresses a change in upper floor weight(added 1-1/2"gyperete for hydronic floor heating). All other issues default to the original report dated April 18, 2017. • West Coast Engineers(WCE)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 addendums). • 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. 722-17 Nelson Rev#1 Cover 6-7-17.doc Page A JOB 122-11 STUDIO-EDISON - NELSON RES. REV. #1 WEST COAST ENGINEERS, Inc. SHEET NO. SK - 10 of STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 4/12/2011 1520 PARKER WAY. SUITE #G. MT. VERNON. WA 98273 REVISED BY 1K DATE 6/`1/2017 PHONE: (360) 424-3404 FAX: (360) 424-2063 D ( (may { U mlWMIW,WCOASTENG.COM SCALE JUN O a 2017 DOUBLE PLATE FOR / PW6 SHEAR WALLS -J AND I-I/2" GYPGRETE CITY OF ANACORTES /SHEAR WALL ----_______________ PER PLANFLOOR DIAPHRAGM PER SPECIFICATIONS D o D SHEAR WALL N N ,. a r, EDGE NAILING _-1 SHEAR WALL PANEL JOINT �` ' \-- FLOOR FRAMING PER PLAN SHEAR WALL • WHERE JOISTS ARE PARALLEL PER PLAN PROVIDE BLOCKS AT 24" O.G., /� NAIL BLOCKS TO SUBFLOOR ,f�,`i I L. � W/(4) IOd, AND TO TOP PLATES WITH (3) 10d N.T.S. DOUBLE PLATE FOR PW6 SHEAR HALLS /, AND I-I/2" GYPGRETE W SHEAR ALL �V/— PER PLAN FLOOR DIAPHRAGM PER SPECIFICATIONS - o c D SHEAR WALL rr a ,/ rr -rr EDGE NAILING �I EAR WALL PANEL JOINT • s. SHEAR WALL ` V"-----, FLOOR FRAMING PER PLAN PER PLAN (BY OTHERS) ?SETA I L F /, N.T.S. JOB 722-I1 STUDIO-EDISON - NELSON RES. REV. #1 WEST COAST ENGINEERS, Inc. SHEET NO. SIC - II OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 4/12/2017 _ 1520 PARKER WAY. SUITE *G. MT. VERNON. WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 REVISED BY _ IK DATE 611/2011 WEB: WWW.WCOASTENG.COM SCALE (2)16d NAILS FLOOR DIAPHRAGM IOd NAILS AT 4" O.G. EA' JOIST PER SPECIFICATIONS ENTIRE HALL LENGTH • I-3/4"x 14" LVL '� .. � I-I/2" GYPCRETE RIM JOIST BY OTHERS SHEAR WALL FLOOR FRAMING EDGE NAILING PER PLAN SHEAR WALL PER PLAN EXTEND SHEATHING TO SUBFLOOR i/ E TA I J. 6 51-IEAR RPLAN WALL PE EXTEND ICATHING N.T.S. TO BOTTOM OF BEAM Ibd NAILS AT 6" O.G. ENTIRE WALL LENGTH N LEDGER NAILS ATT 6 WITH Ibd 6" O.G. TO SOLE PLATE AND BEAM. FLOOR DIAPHRAGM +I �� ROOF DIAPHRAGM PER SPECIFICATIONS - PER SPECIFICATIONS I-I/2" GYPGRETE — JIII Air OTHERS i FLOOR FRAMING ROOF FRAMING PER PLAN r,HCAR WALL PER PLAN EDGE NAILING 1:7E TAIL H 1 BEAM PER PLAN N.T.S. (5-I/4x14 2.2E P5L OR 5-I/2x14 3000 3OF-E5 BOISE CASCADE KING BEAM) JOB 122-I1 STUDIO-EDISON - NELSON RES. REV. #1 WEST COAST ENGINEERS, Inc. SHEET NO. SK — 13 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 4/I8/2011 1520 PARKER WAY, SUITE #G. MT. VERNON, WA 98273 PHONE: (360)424-3404 FAX: (360)424-2063 REVISED BY IK DATE 6/7/2011 WEB: WWW.WCOASTENG.con SCALE SLIDING DOOR PER ARCH. PLANS 50LE PLATE WITH (2) I6d NAILS TO EACH FLOOR JOIST 1/Ib" 05B IN/ 8d NAILS AT 4" O.G. 1-1/2" GYPGRETE DECKING AND ---� BY OTHERS INSULATION, WATER PROOFING BY OTHERS FLOOR DIAPHRAGM frNP SPECIFICATIONS I• • • \ ° • FLOOR DIAPHRAGM PER SPECIFICATIONS IOd NAILS AT 4" O.G. z •�8d NAILS „ AT 4" O.G. 4"-I/2" HEADLOK - SCREWS AT 4" O.G. (STAGGERED) = FLOOR FRAMING PER PLAN DECK FRAMING PER PLAN 8d NAILS AT 4" O.G. BLOCK DECK JOISTS AND NAIL TO BEAM AND TO SUBFLOOR r,ETA 11. J N.T.S. y. U yF 7 .2-- (7 1st Floor Level Beams, Columns, Posts , 10 i -.4.--..,[ 1 _ ----= - ' , 14.0 Alt. 1: Marl and Alt. 2: Mat'I and Minimum Max V , --. -- --- -y 1 West Coast Egr. Max Special Left End Foot- _ ,t (-- O.C. Spacing if O.C. Spacing if Bearing Cantilever (P�-�1/t -� I 1 }--- ii� i Member Info. applicable applicable Span (ft.) Length. (ft.)• Connectors notes I.i- I I I J1t)joist 2x8 HF#2 p.t. at t - 4.0 ft. 1.5 in. 3.0 ft. LUS28 - II. i 1 I l .0 I t 16"o.c. • r - r • I IU( 4 I � I . I a f, A t() I I BC i .. Pad Footings I r I KITCHEN ` GARACf l I 11 I Min distance __ �� __ _I _ I j I I West Coast Footing Size'•T Footing II I I below exist g Column AdditionalEgr. Footing (len th x width xbottom rebar9C.(�` i I 1 Info. height) in. grade to bottom (3" cover) connection' Footnotes 1 ; I I of footing yy II (4) #4's Ea. Per Column l t l F1 24"x 24"x 8" 24 in. Wayi Above a I " Per Local Bldg. (5) #4's Ea. i Per Column e. — y L Ir i n 1 1 11 F2 30"x 30 x 10" Dept. Way Above a, b Cf r_Ltf n ❑ �! l 1 F3 36"x 36"x i2" Per Local Bldg. (6) #4's Ea. Per Column a b I I - T-' _a.' J 1 i Dept. Way Above A I. _ Per Local Bldg. (7) #4's Ea. Per Column II ' ) i UTILITY F11A, �'=T - F4 42"x 42"x 12" a, b D I N I N G I i I j' ` Dept. Way Above Iij LGr3ii (8) #4's Ea. Per Column t i -1 - ( ru.[.,f, I F5 48"x 48"x 12" n/a Way Above a II I1 Footnote 1 Footings are to be centered under the centerline of the column. i : _..� I \\ r4' 1 Footnote 2 Concrete strength =2,500 psi. Rebar Grade = 40 unless specifically noted otherwise. F5 ,— - Assumed basic bearing capacity of soils = 1,500 psi Footnote 3 If nothing is specified, default is Simpson PB or EPB style connector. } i Footnote a Interior footing may be mono-poured with slab, rebars continue through pads. SUF� II LIVING RWt rl . ' Q A I 1 q Continuous Footings i " 1 ti : N T I Min distance I ; West Coast ,Z Footing Footing top Ft+ 1 ` I Egr. Footing Footing Size below exist'g bottom rebar rebar(2" Additional 1 I (width x height) in. grade to bottom (3" Footnotes r( r-' --� info. cover) cover) �4- �.� I of footing / ( . I - ___, " f-' , -....1. 1 -„f .-., Per Local Bldg. I .. I r .. ._ t 1 i L pa '2, i CF1 16"x 8" Dept. (2) #4 cont. - a III �- - I f 4 1 .� I 4 Per Local Bldg. - • �L 'I [? � • f i I ��1 < < CF2 16"x 8" g (2) 114 cont. b I Dept.• iI � /�l - - I �'"� ��T, f� Per Local Bldg. i (3) #4 cont. O3 - "'- -A--� I I'—— — J CF3 16"x 8" Dept. centered - c n�" 1 . �\ 1 [ '" ? I CF4 12"x 6" 18 in. (2) #4 cont. 6"stem wall wf#4 at 18" I I 1_II horizontally and vertically I u�. 4 I O ►— r[ 1 V I S T U DY T V R IA. ! T H lit' E Footnote 1 Footings are to be centered under the centerline of the stem wall. rl i Ki �. ji Footnote 2Concrete strength = 2,500 psi. Reber Grade 40. Assumed basic bearing capacity of . II soils = 1,500 psi q) 1L_ 41j1j C tf 1 �i 1 . i 8"stem (footing) wall min. 24" tall with (2) #4 rebars at top at the holdown location - Footnote a extend min. 5ft. each way from a holdown, otherwise (1)#4 cont., #4 @18" oc vertically , - =- - - - - --� " i-- -- -_-_ - - - - - - — and #4 @ 16 oc horiz. 6" stem (footing)wall min. 24" tall with (2) 114 rebars at top at the holdown location • Footnote b extend min. 51t. each way from a holdown, otherwise (1) #4 cont., #4 @18"oc vertically / and #4 @ 16"oc horiz. -- — WEST COAST ENGINEERS, Inc. • 1520 Parker Way #G, Mount Vernon,WA 96273 • Phone: (360)424-3404, Fax: (360)424-2063 0 © 0 v ' U © F -- I - - -- - - - Upper Floor and Lower Roof Level Beams, Columns, Posts (min. size) :3 E i . West Coast Alt. 1: Mat'I and Alt. 2: Mat'I and Minimum Max Member O.C. Spacing if O.C. Spacing if Max Bearing Cantilever Special Left End Foot- Egr. `U t I Info. applicable applicable Span (ft.) Length. (ft.) Connector2 notes • Jtc�h/11 -"- - - - -- --- - - -- J1 joist 14 TJI 110 at 16" 11-7/8 TJI i lO at 12'+9' 3.5'mid- o.c. IUS1.81/H or 10 i-_ �f - - - - _ _ 10 ! t o.c. 16"o.c. cont. : 15 support ITS1.81/H -� °-� 14TJt5606` 1i7/8TJt560 at I - g � I• ,( J3 joist in. Q.0 ft. LUS210 811 a I - iii G5 �l� /.1-J6:1 , l 2x8 DF L#2 at 24" 2x12 DF L#2 at tC� - R4 rafter 9.5 ft. 1.5 in. 1.5 ft. LSSU280.c. 24'o.c. I Z - 6 " I R5 rafter 2x6 DF-Llt2 of 24-1 4" 9.0!1. 1.5 in. 4.0!t. LUS28 L d - /6 5 1 1 40 I I O.C.A i J , KITCHEN - ' 7/ CC)i I 2x8 DF-L#2 at 24" 2x4 DF-L#2 at 24 G G J;�,3 L4 I R6 rafter 4 0 ft 1 5 in LUS24 I �� .1- - o.c. o.c. J I } �I B10 beam 5-1/2x13-1/2 5-1/2x1224F-V8 16'+16' 3.9"mid O ;-- G7 - - - - - t✓� •, l + I 24F-V4 GLB GLB Cont. Suport i ' 5-1/2x18 24F-V4 5-1/8x19-1/2 24F-e ., - - r J >-= ! i 811 beam GLB VQ GLB 17.5 ft. 3.3 in. I:Pr. ' I 5-1/2x18 24F-V4 5-1/2x9 24F-V4 - - g C(p B12 beam GLB GLB 1.5!t. 1.5 in. G 3 �- G? G>Z 1-3/4x 14(11-7/8) (2)14 TJ!110 1 TS 1.81/H or i G� G�, -� i B13 beam LVL (2)11-7/8 TJ1110 10.511. 1.8 rn. ITS2.56/H b t' w 0 1 , 11 - B14 beam i 3/4x1Q LVL 1-3/4x11-7/8 LVL 6.011. 1.5 in. ITS1.8i/11.88 or iT0 3-1/2x14 24F-V4 5-1/4x11-7/8 2.0E i HGU5.62 or MGU 0 I N I N ; • T I L I Y R 4, �- ---- B15 beam GLB or 2.0E PSL PSL or GLB 19.0 ft. 2.0 in. - 3.63(Hi-11) b 1 I 5-1/4x14 2.2E 5-1/2x15 24F-V4 -- I. B16 beam 16.0 ft. 5.2 in. - - I IL{- -1 I Co PSL GLB - ! , 1__f_ "�. am, •I 5-1/2x18 24F-V4 5-1/4x18 2.0E Cl * cq ,_ rliI F 817 beam GLB PSL 20.0 ft. 3.5 in. 4.0 ft. - / Iti- - - _ f_ _ �, i-) B18 beam 4x10 DF L#2 4x6 DF L#2 13+1 1.5 in. 2.51t. Det. P - cont�I IJ - `� I B19 beam 6x10 DF-L#1, 3-1/2x10-1/2 24F- 16.0 ft. J 1.5 in. - - , - Gt� , i 6x12 DF-L#2 V4 GLB I rj 6x10 OF-Lill, 3-1/2x9 24F-V4 •- 1 I O B20 beam 6x12 OF-L#2 GLB 8.5 ft. 1.5 in. Det. P - \ _Q c S-UN RM. I �1 LI ING R0.qS. j r , A I tr A H header 4x8 DF-L#2 - per plan 1.5 in. - - - HUC48MAX to NT- I H1 header 4x8 DF-L#2 5.5 ft. 1.5 in. C5/C5 s • /� T)1 _ 1 C1 post 2x6 DF-L# 2 - 9.0 ft. - - - c �6) - 62 4 Cc& . C2 post (2) 2x6 DF-L#2 - 9.5 ft. - - - d or- 1 _ • cc t) - ---- (G4 ) ti , C) i t CI ® C3 post (3) 2x6 DF-L#2 - 9.0 ft. - - LCE4 - 1 . [ CS 41. N t 3 - ' - - -" I ,.,`;,� _- _ ! J C4 post (2) 2x4 DF-L#2 8.0 ft. - - - Qitc c II11011 - - �� I EkiI CS post 4x6 DF L#1 9.5/t. LS50 top&btlm II � plates(mullions) I CQ i I CC/ECC top CB 0 2 I G I M b t3 ATHR rti i E C6 post 6x6 DF-L112 - 9.5 ft. - ' - - - ' - _ - i- _ _ G5 Uo,r/TvR► . O I - bttm I G4 I C7 post Diam 3-1/2'std. weight pipe(outside 9 5/t CCOQ top, ext. posts Del. diameter 4) X top, 1/2-plate bttm, _ I I 3 1/2x5-1/2 Versa CCQ64 top, ABU46Z Grout C8 post 9.5 ft. _ 1117 _ ri f I Lam 2.0E(beam} pack bttm O ,` , -_- _ - _ ^ -_ I OI Footnote 1 For beams, joists, and rafters, span is the horizontal distance, in feet, between (outermost)supports. - CI -1- GU For posts and columns, span is the distance between points of lateral support. 19a Q �� Footnote 2 If blank, use default connectors per standard specifications. s- `` n Footnote a Rafter is mothched at B10 with min cantilevered end reduced to 2x6 size, and it is hung from B10 using MUS26. OK to use 2x10DF-L#2 at 16'o.c. tails min height 4" hung of B10 w/MUS26.. ` Footnote b Beams align roof beam support. WEST COAST ENGINEERS, Inc. _ Footnote c This is a default header! beam support when not labeled in plans.; 1520 Parker Way #G, Mount Vernon, WA 98273 - - Footnote d Nailed together with 16d nails at 6" o.c. when used as a windows mullion. phone: (360)424-3404, Fax: (360)424-2063 © © © Q N T D Tw : o o 0 t • , . 4-z:3 { H 1"- i D fit, o• (' I -A- lq .f cs‘.._,„ -& .. gt 1 ---ck .....1 . „%.P., - , _,-k I j kS• q K is -\-- t — —— — -1c ? --- -- - - - . I cy__ i-\. ,. vf-4 ----) .t e--,0 sz,- .--f CP k., . 9 L.- • r —1 tO .I .11---- . \ (... **-. • 0 1.--. not, -Zirc: I .-1. r..,. L c- ' .../ < I(7".•'ok" I' "--11 04 -. .-r, A ; -,___ CP • aTcs\ .x oz 4 . ..., , q, -t -1-. . ,6\i- . -_. ... -_-i _ t:. r-- A . ------- r , 05• (--4 ;) F . ED —4 t: 1-7— i ----k :::\ ,0 F- . (3 -c-5‘ R__, ,____,___ - . , _ ,, - I ,.. 0 . 1 , 1. ,; , e • 7 � 1— OQf - — �^ — At , .. n s I cis r :--=.1 ...-----:-.-------ii: (31 lc 6". — .i0O - gib- •= - --=--®- -- - ----- ° A 4 -, m, ,iis., 4. j x �, T• G -�- I , 1 • 2 L � \\. ")c:i 1 2 0 ,jc-- › (01 Ak3 -- Main Floor Shear Wall Types (Assuming Douglas Fir Framing) Min. Sheathing on Edges Nail size' Edge/ Field Sole Plate; 16d Framing at Allowable shear West Coast Egr. thickness One or Both Blocked or Stud spacing, (common or Nailing Nails. Adjoining Panel (per ANSI/AF&PA Shear Wall Type and Type of maximum galvanized Distance, 1-1/2" Min. Edges and Sill SDPWS-2015 Table Sheathing' Sides Unblocked box) Maximum Embed.' Plate 4.3A- D) PW2 M 15/32"PlyOne�- Blocked 16"OC 8d 6"/12"OC 5 in. OC 1.5 in. Wind -364 plf. Seis-260 Of. PW3 15/32"Ply One Blocked 16"OC 8d 4"/12"OC 4 in- OC 1.5 in. Wind- 532 plf. Seis-350 plf. PW5 15/32"PlyO.ie Blocked 16"OC 10d 4"/12"OC 3 in. OC 2.5 in.2 Wind-645 plf. Seis-460 plf. PW6 15/32"PlyOne Blocked 16"OC 8d 3"/12"OC 3 in. OC 2.5 in.2 Wind -685 plf. Seis-490 plf. PW8 15/32"PlyOne Blocked 16"OC 10d 2"/ 12"OC 2 in. OC 2.5 in.2 Wind - 1075 plf. Seis-770 plf. 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. All 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"), or box galvanized nails 8d (0.120"x2.5"), 10d (0.128"x3"). Minimum sizes of all cooler nails: 5d (0.120" x 1.5"), 6d (0.120" Dia. x 1.75"). Footnote 2 3x required panel edge framing may be substitued with two 2x studs nailed together with 16d common wire nails spaced at the spacing required for panel edge nailing. For clarification see ANSI /AF&PA SDPWS - 2015, chapter 4.3.7.5. rP4, g) —I 1 r 5----• - I-4 %___i cri) -----• i 1 d--. ..' 1 ni s•—• tis A gH I sE �t t ... , .,,. N › H :::, T . � o CDe • rD _ti . pry . . f r.:r . _AL__ > - - - - � ---- — - -- -- -- - -"AJD ,- ' l-Vci g.C. tiles t-i i,0 lv-et , E :7- - -r-1 3,`P 125.r `rt. 4- pit t 1 —Th -I— � 1C — -- f � : =— — I • 0 I 1----, Wj C H A L., L.'Vr_A r 1 ; Ci - I .----1 0 N t R. 7,D t- r G I ` !-� /11 i v-- -r._ 0 11 1 ,. O ! n 'I- [ __ , tk li:Er elf r� Li () T Q1 q+ L A i '; f ---±., 1 : 'A cr�. . .40. F) -- L c\---I 4 0 F) ____.) , -4.N * i . : 1 ED X . . c'tt v, . ..J6 • \ e+A ... ,...a . . \ dtIT 5 9rt L LA C� 0 6 8 Upper Floor Shear Wall Types (Assuming Douglas Fir Framing) Min. Nail size' Edge I Field Sole Plate; 16d Framing at Allowable shear West Coast Egr. thickness Sheathing on Edges Stud spacing, (common or Nailing Nails. Adjoining Panel (per ANSI/AF&PA Shear Wall Type and Type of One or Both Blocked or maximum galvanized Distance, 1.1/2" Min. Edges and Sill SDPWS-2015 Table Sheathing` Sides Unblocked box) Maximum Embed.' Plate 4.3A- D) PW2 7/16"Ply One Blocked 16" OC 8d 6"/ 12"OC • 5 in. OC 1.5 in. Wind- 364 plf. Seis-260 plf. `s-s.. PW3 7/16" Ply One Blocked 16"OC 8d 4"/ 12"OC 4 in. OC 1.5 in. wind - 532 plf. j Seis-350 plf. \` PW6 7/16" Ply One Blocked 16"OC 8d 3"/ 12"OC 3 in. OC 2.5 in.2 Wind-685 plf. Seis-490 plf. 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. All 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"), or box galvanized nails 8d (0.120"x2.5"), 10d (0.128"x3"). Minimum sizes of all cooler nails: 5d (0.120" x 1.5"), 6d (0.120" Dia. x 1.75"). Footnote 2 3x required panel edge framing may be substitued with two 2x studs nailed together with 16d common wire nails spaced at the spacing required for panel edge nailing. For clarification see ANSI /AF&PA SDPWS - 2015, chapter 4.3.7.5. 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SHEET NO. - Ci OF 1520 Parker Way#G,Mount Vernon,WA 98273 i CALCULATED BY 1 Y.-- DATE ((9/r Phone: (360)424-3404 , CHECKED BY DATE SCALE 1 (-2Z C;iiiLi 1° g ?l r 9 ,;7?(--4,t r6 Sett - en *Ir 114Lt( A07Iz'2i (r ' Vloc lto (er .... ......14 It a ,4i-• 5 4 I l e,- LJL � id-- 14 kII LoR -- ,ArA c, I 1,AAA, Lt gyla(94i r� 100 i ! - i -. .-"T- i 7 r A I t,77(:*lf7/2 --PA 0 51- (1-q4 (i1 (0) 177z ci--( 'kn /21-t /kqnii - III CC( L-i/bgD) )v1 t 41,-k to 4 ,7/ E°� '�l�c '!r oc b t u �17crY 4 .eY (-0L otz1 o5� 1��4-t{yfri/e, LI1- I( % TE", V 1( 0 1,6l(3C-c,`/cc, ' ' [l&0t,/u to- t C- :t . -« /.�'?' I _ 2_. . ---._i_____f , 1 7 -4 4-o r r I'►l a ( 41/ 11,_ / (i1.0F1) 11 �NI? 6-7or1 _ - =�z Ii4- l* C is- ;/ toZA /SS1(1 \ /b,',( 11 /b tilC 0I1- : ke :20 79'1 ' ; (_z l,C / T4 ll 0 �('2 o/n :� ( ) I C'( IV RAO 1 I -17'11.414 `ice el fp°k) 'fr-r 1!11/6 G( °t JOB -1'2 1,- ` ` ¶Z-T-`�,V `-- WEST COAST ENGINEERS, Inc. SHEET NO. (' l--71 OF 1520 Parker Way#G,Mount Vernon,WA 98273 CALCULATED BY `-- DATE cLO'/1/1 7 Phone: (360)424-3404 i CHECKED BY DATE SCALE • 'N Y:7 411021/(1115 it b 1 t90 c7/Z Sa7c I !•2T1iC7-r-f. 0) ' ,40 C.00--"-n (b --./S--V;t/eco-i-7) ,,i 4 __ • .,__._ -1 1`4.-8,c -;.1h A`j,t/1-rV7-) ' ----Th,---" ----------,---t :ic,_ 11 C9Y 0_((-17t977/1/2701?AlZeT) : ., .Y*- 717:4,-( (-4 . 61A-2D C€G91°. 1 -4.- *°6 . _. _-k-i-c 11 0 C-1(LE:CG-1/7,-(M-1_,/litety01,c' /u-sr I1 1, 6. 7 ‘-c'r - Ctio `G .5 --(.62 °' `HGTV Ci(H l (I kI 172-77/ i--) r �z t . Vk - I cQL c- -k--( e,(iiz(/ z')1 i ' .• -kR3 2-1; ,, IQb '1/(:1a/ • \ LiQ ) 0\�� qt (,s, - 1, v c t%l Coif- •\ \ . r • ... .. ... ... .. AIM^ . • . .. . , . . '- . ... . . .... .. w r .. ..._ . . ..u.. .. . .. . • • • I r • I. i 1 .. . . • 1 1 .. .. ` . .. .. .. .. ' . .. .. .. , .mw . . Ia st• . . • ..... , .. .. ... • ID I • - . . ... .. • 11 I . . . ...• .. ..... ... . . .. ... ...o '. . ......... .. ....... .. ... 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I 4%%%. ciZ 0 ‘izr . .....0 ' ). \ \ au 2 ca r, ` aa-N (6 (.1") : 1., \-3/4'; . i . es, 1 , ; ..., - 1: -1/4 „.______ : Nc. . ... .. . ul * .41- , , Ni Y . : . . :, _ . . ,. . . ___3 gt,o, . . .... „ . . . h �� u " co „ - 1._ 4 . - C61"--. , --tki -- - - ij e ril u () '‘•••• eo 4N . - 1! -- C� • L pl___, jj) Ni ql : , Crj in� V b--a „ Nzr. .. .. . 0--- 1 0 . ___. H 1.k ci) - ___9. . . . . Ly . ' ...,.....„. : . i . L.,_,/ , 4, . c.,, A, U 1 . Td_______.i.,J_ . .. 4\1---. . 7 MEMBER REPORT Revision #1 6-6-17, J1 Rev PASSED '� � � � � � 1 piece(s) 11 7/8" TM® 110 @ 16" OC Overall Length: 20' + _ + O 0 p Y 9' 11' C y� All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Acbial &ncadon Allowed • Result Losde•Combinatiion(P tt ): System : Floor Member Reaction (Ibs) 1047 @ 9' 1935 (3.50") Passed (54%) 1.00 1.0 D + 1.0 L(Ali Spans) Member Type:Joist Shear(Ibs) 511 @ 9' 1 3/4" 1716 Passed (30%) 1.00 1.0 D + 1.0 L(All Spans) Building Use : Residential Moment (Ft-lbs) -1025 @ 9' 3160 Passed (32%) 1.00 1.0 D + 1.0 L (AIL Spans) Building Code ; IBC 2015 Live Load Deft. (in) 0.043 © 14' 7 3/16" 0.351 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl. (in) 0.065 @ 14' 8 3/8" 0.527 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Ti-ProT" Rating 59 40 Passed -- -- • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing(Lu):Top compression edge must be braced at 6'3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5'8"o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge" Panel (24"Span Rating)that is glued and nailed down. • Additional considerations for the T.1-Pro." Rating include: None Bearing Length Loads tto Suppbrls(Ibf:); SUp Total Available - Required Dead >= Toth.' Accessories • 1 -Stud wall - DF 5.50" 4.25" 1.75" 111 224/-42 335/-42 1 1/4" Rim Board 2 -Stud wail-SPF 3.50" 3.50" 3.50" 403 644 1047 None 3-Hanger on 11 7/8" DF beam 5.50" Hanger' 1.75"/- 2 154 267 421 See note • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length/ Required Bearing Length with Web Stiffeners Connector;.;Sim ,Stron -Tie Connectors _ _ - - . support Model • Seat twig the Top Malls ` Fce Nails Memberr.Nails Aooessories 3 - Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10d x 1-1/2 N/A Dead Floor live Loads Location Ode) ' Spadnp (0.90) (1.00) Comments Residential - Living 1 -Uniform (PSF) 0 to 20' 16" 25.0 40.0 Areas Weyerhaeuser Notes (I USTAINARLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/7/2017 9:17:22 AM Ivan Kaliban 722-17 Studio-Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4fe (360}424-3404 ivank@wcoasteng.com Page 1 of 1 "1 = l� `� ( f4IEMG3ER REPORT Revision #1 6-6-17, J2 Rev PASSED Overall Length: 20' 20' All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design°Result Actua10-Lb-cation Allowed LDF :Combination(Pattern) System : Floor Member Reaction (Ibs) 831 @ 19' 6 1/2" 1265 (1.75") Passed (66%) 1.00 1.0 D + 1.0 L(All Spans) Member Type :Joist Shear(Ibs) 831 @ 19' 6 1/2" 2390 Passed (35%) 1.00 1.0 D + 1.0 L(All Spans) Building Use : Residential Moment (Ft-Ibs) 3980 @ 9' 11 1/2" 11275 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.187 @ 9' 11 1/2" 0.639 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD Total Load Defl. (in) 0.304 @ 9' 11 1/2" 0.958 Passed (L/756) -- 1.0 D + 1.0 L(All Spans) TJ-Pro1"' Rating 52 40 Passed -- -- • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 9'9"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu): Bottom compression edge must be braced at 19' 5"o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edger" Panel (24"Span Rating)that is glued and nailed down. • Additional considerations for the TJ-ProT"' Rating Include: None ar.ing Length ,Wads tO SuPPorlis Total !Required • peal r Total AcciasSorlitS 1 -Stud wall -DF 5.50" 4.25" 1.75" 332 531 863 1 1/4" Rim Board 2- Hanger on 14" GLB beam 5.50" Hangers 1.75"/- 2 335 536 871 See note 1 • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length/ Required Bearing Length with Web Stiffeners Connector:- ..Simpson Stron A Support . Mode Seat Length : - Tap Nails Face Malls Member Nails n.�a it = 2 - Face Mount Hanger IUS3.56114 2.00" N/A 12-10d x 1-1/2 N/A f W Loads __. buisucon(side) Spadng (0.90) (1.00) Comments 1 -Uniform (PSF) 0 to 20' 16" 25.0 40.0 Residential Living Areas Weyerhaeuser Notes - SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software, Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/7/2017 9:19:27 AM Forte v5.2, Design Engine: V6.6.0.14 Ivan Kaliban 722-1 7 Studio-Nelson West Coast Engineers. Inc. 722-17 Jab.4te (360)424-3404 ivsnk(gwooasteng.com Page 1 of 1 ;�i F 0 R r E s MEMBER REPORT Revision#1 6-6-17, J3 Rev PASSED pieces) 11 7/8" Tfl® 110 @ 16" OC Overall Length: 20' + + 0 0 12'9" 7 3" f-: a o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design ReStiltS Actual fixation Al 'Result I-DF Load:-C binadion.( System : Floor Member Reaction (Ibs) 1117 @ 12' 9" 1935 (3.50") Passed (58%) 1.00 1.0 D + 1.0 L(All Spans) Member Type:_Joist Shear(Ibs) 590 @ 12' 7 1/4" 1716 Passed (34%) 1.00 1.0 D + 1.0 L(All Spans) Building Use : Residential Moment (Ft-Ibs) -1249 @ 12' 9" 3160 Passed (40%) 1.00 1.0 D + 1.0 L(All Spans) Building Code : IBC 2015 Live Load Deft (In) 0.070 @ 6' 1 3/16" 0,412 Passed.(L/999+) -- 1.0 D + 1.0 L(Alt Spans) Design Methodology : ASD Total Load Deft (in) 0.111 @ 6' 5/8" 0.619 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) TJ=Pro'M Rating 56 40 Passed =_ • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing(Lu):Top compression edge must be braced at 5'4"o/c unless detailed otherwise. • Bottom Edge Bracing(W): Bottom compression edge must be braced at 5' 1"o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'" Panel(24" Span Rating)that is glued and nailed down. • Additional considerations for the TJ-Pro"" Rating include: None : Bear*. . Loads to Su pports MIA) Supports Tom!' 1 -Stud wall -DF 5.50" 4.25" 1.75" 180 297/-4 477/-4 1 1/4"Rim Board 2-Stud wall -SPF 3.50" 3.50" 3.50" 430 687 1117 None 3 -Stud wall-DF 5.50" 4.25" 1.75" 57 187/-90 244/-90 1 1/4"Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. - - Dead !oor.Lire - - Loads Lusatian(Side).: n (0.90) (1.00) _tommenti 1 -Uniform (PSF) 0 to 20' 16" 25.0 40.0 Residential=Living Areas Weye eu____ e ; SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards, Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator sob Notes 6/7/2017 9:27:02 AM Ivan Kaliban ; sti: r�eso Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404. wank©Rrmcoasteng.com Page 1 of 1 \ a ` MEMBER REPORT Revision #1 6-6-17, B13 Rev PASSED 2 paece(s) 11 71r TM® fir Overall Length: 11' o o r r /-'= 11' 'f All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. -Design Results ► Locatiatt Al esrstlt Lt3F :modtontibinition( i) • System : Floor Member Reaction (Ibs) 1640 @ 2" 3163 (3.5(1") Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Member Type : Flush Beam Shear(Ibs) 1631 @ 3 1/2" 3588 Passed (45%) 1.15 1.0 D + 1.0 S(All Spans) Building Use : Residential Moment (Ft-lbs) 6046 @ 4' 7268 Passed (83%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Defl. (iii) 0.149 @ 5' 1 7/16" 0.265 Passed (L/853) -- 1.0 D + 1.0 S (All Spans) Design Methodology:ASD Total Load Defl. (in) 0.229 @ 5' 1 3/4" 0.530 Passed (L/555) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL(L/480)and TL(L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 3'2"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 9" o/c unless detailed otherwise. Seating itodc iD Supportks{Ibs) Slip Tot Available wired . , s mw _• To ll: 1 -Stud wall - DF 3.50" 3.50" 1.75" 592 219 1048 1859 Blocking 2- Hanger on 11 7/B"GLB beam 2.75" Hanger' 1.75"/ - 2 407 221 593 1221 See note 1 a Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. a At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger " ' See Connector grid below for additional information and/or requirements. O 2 Required Bearing Length/ Required Bearing Length with Web Stiffeners _C$Bn ;=SiMpson 410 Connectms. Miottei -. t bill Top Nails .:. . Na is. Member Rails Acceucties 2: Face Mount Hanger IUS3.56/11.88 2.00" N/A 12=1od x 1.1/2 N/A bait Fly Shoo d Location(Side) Width (DSO) (1.00) (1.1S) Come s t 0-Self Weight(PLF) 0 to 10'9 1/4" N/A 5.0 1 -Uniform (PSF) 0 to 11' (Front) 1' 25.0 40.0 - Residential - Living Areas 2-Point(lb) 4' (Front) N/A 670 1641 eyerataeuser.NtteS SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories (Rim Board, Bloddng Panels and Squash Blocks-) are not designed by this software. Use of t#t'is software is not intended to drcumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable foresby standards. We rhaeuser Engineered Lumber Products have been evaluated byICC ES under technical reports ESR-1153 and ESR-1387 and/or tested ye g . . . po. . / in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/7/2017 10:02:47 AM Forte v5.2. Design Engine: V6.6.0.14 Ivan Kaiiban 7 22-17 Studio-Nelson West Coast Engineers. Inc. 722-17 Job.4te (360)424-3404 want;@wcoasteng.com Page 1 of 1 \tt g T MEMBER REPORT Revision #1 6-6-17, B14 Rev PASSED 1 piece(s) 13/4" x 11 7/8" 189E Microllam® LVL Overall Length: 11' p + ► o _ J F ii' 4f o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. -Design Results Actual Lotion. Allowed Result LDF : 'L is Combfrtatlont;(Pattern) System : Floor Member Reaction (Ibs) 781 @ 10' 9 1/4" 1969 (1.50") Passed (40%) — 1.0 D + 0.75 L +0.75 S(Ail Spans) Member Type : Rush Beam Shear(lbs) 1125 @ 1' 3 3/8" 4541 Passed (25%) 1.15 1.0 D + 1.0 S(All Spans) Building Use : Residential Moment (Ft-lbs) 4216 @ 4' 10263 Passed (41%) 1.15 1.0 D + 1,0 S (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.111 @ 5' 1 7/16" 0.265 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Design Methodology :ASD Total Load Defi. (in) 0.170 @ 5' 1 7/8" 0.530 Passed (L/749) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL(L/480) and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 10'2"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 9"o/c unless detailed otherwise. Ftequked ; F9aor now. Total Aootsodes• S�Pp�.. ; - . ,, Total Jlvedtlabd�: � Dead 'S - 1 -Stud wall- DF 3.50" 3.50" 1.50" 418 219 746 1383 Blocking 2-Hanger on 11 7/8" GLB beam 2.75" Hanger1 1.50" 311 221 423 955 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector; Simpson Strain -Tie Cease hooded _ + Seat L:engtfi Tap Nails: - . . )rase Neils -Mpnber Npids.: Atmeasorics 2-Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10d x 1-1/2 2-10d x 1-1/2 Tdbtrlbry.; ad Fiopor 111 ; . noru Loads' Location`(side) width (O.-90) : -(1 ) bias) Comment o-Self Weight(PLF) 0 to 10'9 1/4" N/A 6.1 1 -Uniform (PSF) 0 to 11'(Front) 1' 25.0 40.0 Residential - Living Areas 2-Point(lb) 4'(Front) N/A 389 1169 Weyerhaeuser Notes @SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes I 6/7/2017 10:05:42 AM Ivan Kafiban 722-1 Studio-Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc I 722-17 Job.4te (360)424-3404 ivenk@wcoasteng.com Page 1 of 1 L I((! MEMBER REPORT Revision#1 6-6-17, B15 Rev PASSED tdGe'e(2) S! 27Q " VA® al© Overall Length: 11' o ' 0 13 i 9tg All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. oesigri-kesu'. I A a1-C Location All fietsuit LDF : Losd b n t e Qom]: System : Floor _Member Reaction (Ibs) 1812 @ 2" 3163 (3.50") Passed (57%) 1>15 1.0 D + 1.0 S (All Spans) Member Type: Flush Beam Shear(Ibs) 1803 @ 3 1/2" 3588 Passed (50%) 1.15 1.0 0 + 1.0 S (All Spans) aullding Use : Residential Moment (Ft-lbs) 6707 @ 4' 7268 Passed (92%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Deft (in) 0.167 © 5' 1 7/16" 0.265 Passed (L/764) -- 1.0 D + 1.0 S (All Spans) Design Methodology:ASI) Total Load Deft. (in) 0.254 @ 5' 1 11/16" 0.530 Passed (L/501) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL(L/480) and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 3'o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10'9"o/c unless detailed otherwise. alAPPOrtS, TogiEff Available Required _ Dead 6 Sasow Tokf�al ' Acciassaries 1 -Stud wall- DF 3.50" 3.50" 1.75" 642 219 1170 2031 Blocking 2-Hanger on 11 7/8"GLB beam 2.75" Hangers 1.75"/- 2 435 221 663 1319 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ▪ 1 See Connector grid below for additional Information and/or requirements. • 2 Required Bearing Length/ Required Bearing Length with Web Stiffeners support ' Model � Seatfh. .,.. -;4p ltladts :. k ember Nails des 2- Face Mount Hanger IUS3.56/11.88 2.00" N/A 12-10d x 1-1/2 N/A for Lira Snow Load's - Location(Side) Width (tip) ( ;OO)- (1.1: ) *unmants 0-Self Weight(PLF) 0 to 10'9 1/4" N/A 5.0 1 -Uniform (PSF) 0 to 11'(Front) 1' 25.0 40.0 - Residential - Living ASS 2-Point (lb) 4' (Front) N/A 748 - 1833 - Weyerhaeuser Notes - - SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to acrre that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/7/2017 10:07:35 AM Ivan Kaiiban 22-1 7 Studio-Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc 722-17 Job.4te (360)424-3404 wank@wcoasteng.corn Page 1 of 'i 177 l F 0 R T E • MEMBER REPORT Revision#1 6-6-17, B16 Rev PASSED 1 piece(s) 1 3/4" x 11 7/8" 1.9E Microliam® LVL Overall Length: 6' + + o = • o ' h 6' All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. D- esign Results Actual p ikon Allowed Result IMF ' Lead:Combination(Pattern) System : Floor Member Reaction (lbs) 916 @ 0 1116 (1.50") Passed (820/0) — 1.0 D + 1.0 L(All Spans) Member Type: Flush Beam Shear(lbs) 692 @ 11 1 3/8" 3948 Passed (18%) 1.00 1.0 D + 1.0 L(All Spans) Building use : Residential Moment (Ft-lbs) 1662 @ 2' 6" 8924 Passed (19%) 1.00 1.0 D + 1.0 L(All Spans) Building Code : IBC 2015 Live Load De i. (in) 0.020 @ 2' 6" 0.146 Passed (1/999+) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD Total Load Dell. (in) 0.029 @ 2' 6" 0.293 Passed (L/999+) -- 1.0 D + 1.0 L(All Spans) • Deflection criteria: Li(L/480)and TL(L/240). • Top Edge Bracing (Lu);Top compression edge must be braced at 5' 10"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 10"o/c unless detailed otherwise. Bearing Length toads to Supports fibs) : Floor SUPPOrtS Total Available;. " Required • Dead Tottal- Accessories 1 -Stud wall -SPF 1.50" 1.50" 1.50" 313 603 916 Blocking 2-Hanger on 11 7/8"LVL beam 1.75" Hang& 1.50" 437 997 1434 See note i • Blocidng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector: Simpson Siren Tie:Connectors . Support Model SOat:Lenlith Top Halls . Face Member Nails Acccseories 2-Top Mount Hanger ITS1.81/11.88 2.00" 4-l0d x 1-1/2 2-l0d x 1-1/2 2-10d x 1-1/2 - Tributary - Dead Floor.Uve Loads Location(Side) • Width (0.90) (L00) Comments 0-Self Weight(PLF) 0 to 5' 10 1/4" N/A 6.1 1 -Uniform (PSF) 0 to 6' (Front) 3' 25.0 40.0 Residential Living Areas 2-Point(ib) 2'6" (Front) N/A 132 440 3-Point(lb) 6' (Front) N/A 132 440 Weyerhaeuser. • SUSTAINABLE FFORES I RY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/7/2017 10:09:58 AM Ivan.Kaliban 722-1 7 Studio-Neison Forte v5.2. Design Enaine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4te (360)424-3404 i rank@wcoasteng.com Page 1 of 1 iFORIE MEMBER REPORT Revision #1 6-6-17, B17 Rev PASSED '� 1 piece(s) 1 3/4" x 11 7/8" 1.9E Microllam LVL Overall Length: 8' o 0 v t 8' w. Jpri^j) `�' All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results i ri Location • Allowed ..Result IDF load:,Combination(Pattern) System : Floor Member Reaction (Ibs) 800 @ 2 3/4" 1969 (1.50") Passed (41%) — 1.0 D + 1.0 L(All Spans) Member Type : Flush Beam Shear (Ibs) 1240 @ 6' 9 1/8" 3948 Passed (31%) 1.00 1.0 D + 1.0 L(All Spans) Building Use : Residential Moment(Ft-lbs) 2928 @ 5' 6" 8924 Passed (33%) 1.00 1.0 D + 1.0 L(All Spans) Building Code : IBC 2015 Live Load Defl. (In) 0.047 @ 4' 3 7/8" 0.255 Passed (L/999+) — 1.0 D + 1.0 L(All Spans) Design Methodology : ASO Total Load Defl. (in) 0.071 @ 4' 3 3/4" 0.382 Passed (L/999+) — 1.0 D + 1.0 L(All Spans) _ • Deflection criteria: LL(L/360)and TL(L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 7'9"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7'9" o/c unless detailed otherwise. Seining meads to S�partib( ) Supper Total Available Required Dead Toll Aossories 1 -Hanger on 11 7/8" DF beam 2.75" Hanger' 1.50" 294 526 820 See note I 2-Trimmer-OF 3.00" 3.00" 1.50" 457 898 1355 None 9 At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ® 1 See Connector grid below for additional information and/or requirements. comae. , SimpsonStmn241e Connectors Model Seat Length: -. Top Nails _ F .Nails In. :: _ 1 -Face Mount Hanger IUS1.81/11.88 2.00" _ N/A 10-10d x 1-1/2 2-10d x 1-1/2 - Tributary Dead Roor Live Loads Location(Side) width (0.90) (1.00) Comments 0-Self Weight(PLF) 2 3/4"to 8' N/A 6.1 1 -Uniform (PSF) 0 to 8' (Front) 1'4" 25.0 40.0 Residential Living Areas 2-Point(lb) 5' 6" (Front) N/A 437 997 WeverhaPuser Notes SUSTAINABLE FORESTRY INITIATIVE S i Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/7/2017 10:13:11 AM Ivan Kaliban ; _; sT_:- �_ iNe; Forte v5.2, Design Engine: V6.6.0.14 VVest Coast Engineers. Inc 722-17 Job.4te (360)424-3404 ivank©aw.coasteng.corn i Page 1 of 1 MEMBER REPORT Revision#1 6-6-17, 818 Rev PASSED R 1' 1 ( iece s) 5 d 2" x 11 7/8" 24F-V4 DF Glulam P Overall Length: 20' 0 - p t5,71 20' o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Destlgi�,Results Ac'b.ffi Locatloot Allowed:. Result ` LDF' `Load Corn.>binatihn(P4trttbern . - System : Floor Member Reaction (Ibs) 3585 @ 19' 6 1/2" 5363 (1.50") Passed (67%) — 1.0 D + 0.75 L+0.75 S(All Spans) Member Type: Flush Beam Shear(Ibs) 3435 @ 18' 6 5/8" 13269 Passed (26%) 1,15 1.0 D + 0.75 L +0.75 S (All Spans) Building Use : Residential Pos Moment (Ft-lbs) 20647 @ 13' 29731 Passed (69%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.446 @ 10' 3 3/4" 0.480 Passed (L/517) -- 1.0 D + 0.75 L + 0.75 S (Ail Spans) Design Methodology: ASD Total Load Dell. (in) 0.902 @ 10' 3 1/16" 0.960 Passed (L/255) -- 1.0 D + 0.75 L + 0.75 S(All Spans) • Deflection criteria: 11(L/480)and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 19'7"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 7"o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L 19'2 1/2". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Bearing#igtti _ ' :•LeattS te Supports Support Toll Avai-IP a Requiied -Dead R°Of 1 - Beam- GLB 5.50" 5.50" 1.50" 1494 1029 854 3377 Blocking 2- Hanger on 11 7/8"GLB beam 5.50" Hangers 1.50" 1946 614 1654 4214 See note • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connect-Simpson Strong 'Tie Cann Support :Model .. Seat Leroyttri Top"Mails Fie l9+a1ls - 36-SOS self-drilling 24-SDS self-drilling 2- Face Mount Hanger HGUS.62 (H1=11) 5.25" N/A wood screw 0.242 dla, wood screw 0.242 dia, x 2 1/2" x 2 1/2" TiTbu s. .;' Dead Floor Live Sow -'-' - ds - , . ice). WId h (6.90) : (1.ao) (Lis). conunenti 0-Self Weight(PLF) 0 to 19'6 1/2" N/A 15.9 1 -Uniform (PSF) 0 to 6'(Front) 2' 25.0 40.0 - Residential- LivingAreas 2-Uniform (PSF) 6' to 20'(Front) 1' 25.0 40,0 - Residential- Living Areas 3-Point(lb) 6'(Front) N/A 313 603 - 4-Point(lb) 13'(Front) N/A 1047 - 2508 5-Uniform (PSF) 6' to 20'(Front) 10' 8.0 - - Wall Weyerhaeuser Notes SUSTAINABLE FORESTRY INiOA7NE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable for et,Liy standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards, For current code evaluation reports refer to http:J/www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/7/2017 10:18:24 AM Ivan Kaliban 722 17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 --1 ` �J MEMBER REPORT Revision#1 6-6-17, B18 Rev PASSED a piece(s) 3 a/2" 1K 4" 24F-V4 DF G clam Overall Length: 20' + + / 20,I` 0 I ] All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. sign l ...Actual LocationAlliedResin . . �>F . :l a Combination(Pattern) System : Floor Member Reaction (Ibs) 3547 @ 19' 6 1/2" 3547 (1.56") Passed (100%) — 1.0 D + 0.75 L + 0.75 S (All Spans) Member Type : Flush Beam Shear(Ibs) 3377 @ 18' 4 1/2" 9955 Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Pos Moment(Ft-lbs) 20483 @ 13' 26297 Passed (78%) 1.15 1.0 D + 1.0 S (Ail Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.428 @ 10' 3 3/4" 0.480 Passed (L/539) -- 1.0 D + 0.75 L+ 0.75 S (All Spans) Design Methodology : ASD Total Load Defl. (in) 0.857 @ 10' 3 1/8" 0.960 Passed (L/269) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL(L/480)and TL(L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 17' 10" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 7"o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L a 19'2 1/2". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. l,etrtfr7y Length-.-.-"- - o tna Stipporits,(lbs):, "ear 'if3eBA Armories 1 -Beam-GLB 5.50" 5.50" 1.50" 1455 1029 854 3338 Blocking 2 - Hanger on 14"GLB beam 5.50" Hanger1 1.56" 1908 614 1654 4176 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. 0onnector:Simp Strong-Tie-Cone c f1 Support Seat Length Top:r a Nana e lads 24-SDS self-drilling 16-SDS self-drilling 2- Face Mount Hanger MGU3.63 (H1=9.25) 4.50" N/A wood screw 0.242 dia, wood screw 0.242 dla. x 2 1/2" x 2 1/2" ". T Dead.. Floor Lim . Loads o(Vale) Width (0.90). (100) (1.15) Continents 0-Self Weight(PLF) 0 to 19'6 1/2" N/A 11.9 Residential - Living 1 -Uniform (PSF) 0 to 6' (Front) 2' 25.0 40.0 Areas 2-.Uniform (PSF) 6'to 20'(Front) 1' 25.0 40.0 - Residential- Living Arias 3-Point(Ib) 6'(Front) N/A 313 603 - 4-Point(Ib) 13'(Front) N/A 1047 - 2508 5-Uniform (PSF) 6'to 20'(Front) 10' 8.0 - - Wall Weyerhaeuser • (Z SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes I 6/7/2017 10.18:50 AM Forte v5.2, Design Engine: V6.6.0.14 Ivan Kaliban 722-17 Studio -Nelson West Coast Engineers. Inc. i 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com --- Page 1 of 1 (-7 aFORTEiy SOLUTIONS REPORT Revision #1 6-6-17 B19 Rev PASSED C . gent Solution: : 1 piece(s) 3 1/2" x 14" 24F-1i4 DF Glulam Overall Length: 20' 0 0 E 20' , o a All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual -Deragn Resullts Act al 0 L xation.: 1ResuIt :;_LDF System : Floor Member Reaction (lbs) 2804 @ 19' 6 1/2" 0 Passed (82%) -- Member Type : Flush Beam ( Shear(Ibs) 2751 @ 18' 4 1/2" 9955 Passed (28%) 1.15 Building use : Residential 015 Pos Moment (Ft-lbs) 17375 @ 13' 26297 Passed (66%) 1.15 Building code : IBC : AS ©.391 @ 10' 8 Design Methodology ASD Live Load Defl. (in) 3/4" 0.480 Passed (L,/589) Total Load Dell. (In) 0.65 3 8 10' 7 0.960 Passed (L/355) -- • Support ;: Model Top fails Fate:Nails Mel< ber.NrnlB S Aaaessants 24-5DS self-drilling 16-SDS self-drilling 2 - Face Mount Hanger MGU3.63 (H1=9.25) N/A wood screw 0.242 wood screw 0.242 dia. x 2 1/2" dia. x 2 1/2" 11 7/8" 1 3/4" 1.9E Microllam® LVL 1 x 14" 1 3/4" 1.9E Microllam® LVL 1 x 11 7/8" 3 1/2" 2,0E Parallam® PSL 1 x 14" 3 1/2" 2.0E Parallam® PSL 1 0.00 11 7/8" 5 1/4" 2.0E Parallam® PSL 1 0.00 14" 5 1/4" 2.0E Parallam® PSL 1 0.00 11 7/8" 5 1/4" 2.2E Parallam® PSL 1 0.00 14" 5 1/4" 2.2E Parallam® PSL 1 0.00 11 7/8" 3 1/2" 24F-V4 DF Glulam 1 x 12" 3 1/2" 24F-V4 DF Glulam 1 x 13 1/2" 3 1/2" 24F-V4 DF Glulam 1 0.00 14" 3 1/2" 24F-V4 DF Glulam 1 0.00 11 7/8" 5 1/2" 24F-V4 DF Glulam 1 0.00 12" 5 1/2" 24F-V4 DF Glulam 1 0.00 13 1/2" 5 1/2" 24F-V4 DF Glulam 1 0.00 14" 5 1/2" 24F-V4 DF Glulam 1 0.00 Maintaining product costs is the responsibility of the Forte software operator. Product pricing and availability may vary from dealer to dealer. Product pricing and availability may vary from dealer to dealer. Price does not indude decking, rim board, connectors, or other framing accessories. The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here, Please print an individual Member Report for submittal purposes. Forte Software Operator Job Notes 6/7/2017 10:30:54 AM Ivan Kaliban 722-17 Studio-Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 mEM1 ER REPORT Revision#1 6-6-17, B19 Rev PASSED sild I 4�} I`� p Fez s S .� �a �K 22 " 24F-V4 DF Glulam Overall Length: 20' • - o mar. 20' o a All locations are measured from the outside face of left support(or left cantilever end),All dimensions are horizontal. Design-Results. . Actual O l.ocabon Allowed Result »p Load:Combination( System : Floor Member Reaction (Ibs) 2842 @ 19' 6 1/2" 5363 (1.50") Passed (53%) — 1.0 D + 1.0 S(All Spans) Member Type : Flush Beam Shear(lbs) 2793 @ 18' 6 5/8" 13269 Passed (21%) 1.15 1.0 D ± 1.0 S (All Spans) Building Use : Residential Pos Moment (Ft-Ibs) 17539 @ 13' 29731 Passed (59%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.408 @ 10' 8 3/4" 0.480 Passed (L/565) — 1.0 D + 1.0 S (All Spans) Design Methodology : ASD Total Load Defl. (in) 0.687 @ 10' 7 5/16" 0.960 Passed (L/336) — 1.0 D + 1,0 S (All Spans) • Deflection criteria: LL(L/480)and TL(L/240). • Top Edge Bracing(Lu): Top compression edge must be braced at 19'7"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19'7"o/c unless detailed otherwise. - Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L 19'2 1/2". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have Its strong laminations at the bottom of the beam, Install with proper side up as Indicated by the manufacturer. • Applicable calculations are based on NDS. LenDtl1 L tadste*Ppoltt Obit - - p Toil Ax lila Required l ad 'Snow' dot a : es 1 - Beam-GLB 5.50" 5.50" 1.50" 849 529 863 2241 Blocking 2- Hanger on 11 7/8" GLB beam 5.50" Hanger' 1.50" 1186 535 1671 3392 See note O Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. o At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger O 1 See Connector grid below for additional information and/or requirements. Con ''Simoson`S 7Me Connectors. - - - • s --, -:'..;- model - seat Length-' Tap Nails. .- face-i'ialis • Member-Nails 36-SDS self-drilling 24-SDS self-drilling 2- Face Mount Hanger HGU5.62 (H1=11) 5.25" N/A wood screw 0.242 dia. wood screw 0.242 dia, x 2 1/2" x 1/2" Tributary Dead_ floor-Live Snow Loads Location(Side) Width (0.90) (1.00) (1.15) Comments ._ 0-Self Weight(PLF) 0 to 19'6 1/2" N/A 15.9 1 Uniform (PSGResidential - Uvtng 0 to 20' (Front) 1'3 15/16" 25.0 40.0 Areas 2-Point(lb) 13'(Front) N/A 1060 - 2534 Weyerhaeuser Notes- SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation IS compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and sport information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 6/7/2017 10.31:38 AM Ivan Kaitban 722 1 Studio-Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-1 7 Job.4re (360)424-3404 ivenk©wcoasteng.com i Page 1 of 1 15 Triii1 T MEMBER REPORT Revision#1 6-6-17, 811 Rev PASSED 1 piece(s) 5 1/2" x 18" 24F-V4 DF UlhAllaifini Overall Length: 1 T 9" a o r r I — r a r 1 r l a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Result Actual 0 Location Allowed .: Result -; LDF toad:Comhltiation(Pauiein)_ System : Floor Member Reaction (ibs) 12353 @ 3" 16088 (4.50") Passed (77%) -- 1.0 D+ 0.75 L+ 0.75 S (All Spans) Member Type : Drop Beam Shear(Ibs) 12186 @ 15' 9 1/2" 20114 Passed (61%) 1.15 1.0 D + 0.75 L + 0.75 S(An Spans) Building Use : Residential Pos Moment (Ft-lbs) 63242 @ 12' 66460 Passed (95%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Building Code : IBC 2015 Live Load Defi. (in) 0.392 @ 9' 1 9/16" 0.572 Passed (L/525) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Design Methodology : ASD Total Load Defl. (in) 0.658 @ 9' 1 13/16" 0.858 Passed (L/313) — , 1.0 D + 0.75 L + 0.75 S(All Spans) • Deflection criteria: LL(L/360)and 11(L/240). • Top Edge Bracing(Lu):Top compression edge must be braced at 16' 1"o/c unless detailed otherwise. o Bottom Edge Bracing(Lu): Bottom compression edge must be braced at 17'9"o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L$ 17' 2". o The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glutam is assumed to have its strong laminations at the bottom of the beam. install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Bern nQ Length s ta Su1 (i ) ' "9"lp : : -' . -TOW 11v�IMrWi it��ic+ed�: wed � ' Snow Total- 1-Column-DF 4.50" 4.50" 3.46" 4930 6951 2945 14826 Blocking 2- Column Cap-steel 5.50" 5.50" 3.67" 5219 5804 4717 15740 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tint th Deadd Ficsorlive - Snowloads  ( -; - (Side) ' ` � Width ; . 0.90' : : 11;00) (1b15) : CoinmentsComments 0-Self Weight(PLF) 0 to 17'9" N/A 24.1 1 -Uniform (PLF) 0 to 17'9" (Front) N/A 41.0 322.0 - Decks and Balcony 2-Uniform (PSF) 0 to 12' (Front) 10' 25.0 40.0 - Residential- Living Areas 3-Point(lb) 1'6" (Front) N/A 885 529 863 B19A 4-Point(ib) 12' (Front) N/A 4678 1021 6799 B18A+C4 5-Uniform (PSF) 12'to 17'9" 3' 25.0 40.0 Residential Living (Front) Areas Weyerihee>liser-Note:-. SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. y Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to acsr're that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www•woodbywy.com/services/s_CodeR ,aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/7/2017 10:39:46 AM Studio-Nelson Forte v5.2. Design Engine: V6.6.0.14 Ivan Kaiiban 722-1 West Coast Engineers. Inc 722-f 7 Job.4te (360)424-3404 1 ivank@wcoesteng.com Page 1 of 1 11-7 '�} cp) c-= —, s V4E va n E RE FOR T Revision #1 6-6-17, 812 Rev rfy, I� > >� Overall Length: 9' 6" - 0 9'6" '= 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. AesS i R l (o;i.ocation mowed _Resat _ ,. . LOF Lead:Combination(Pau/am) System : Floor Member Reaction (Ibs) 4818 @ 9' 4 1/2" 10725 (3.00") Passed (45%) — 1.0 D + 1.0 L(All Spans) Member Type : Drop Beam Shear(Ibs) 3003 @ 1' 11 1/2" 17490 Passed (17%) 1.00 1.0 D + 1.0 L(All Spans) Building Use : Residential Pos Moment(Ft-Ibs) 10598 @ 4' 10 1/4" 59400 Passed (18%) 1.00 1.0 D + 1.0 L(All Spans) Building Code : IBC 2015 Live Load Defi. (in) 0.023 @ 4' 10 1/4" 0.301 Passed (L/999+) -- 1.0 D + 1.0 L(All Spans) Design Methodology : ASD Total Load Dell. (in) 0.032 @ 4' 10 1/4" 0.452 Passed (L/999+) — 1.0 D + 1.0 L(All Spans) • Deflection criteria: LL(1/360)and Ti_(L/240). o Top Edge Bracing (Lu): Top compression edge must be braced at 9'6"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9'6"o/c unless detailed otherwise. o Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L m 9' 1/2". • The effects of positive or negative camber have not been accounted for when calculating deflection. o The specified glulam Is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Besting Length to ti (lbs) + -Toftl Aretf I$e i ft Fillt° Total- 1 -Column Cap-steel 5.50" 5.50" 1.50" 1529 3505 5034 Blocking 2-Column-DF 3.00" 3.00" 1.50" 1464 3354 4818 Blocking o Bioddng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 6tt�r1►. lftd� keer Live Location(Side) Width (0.90) . (1.00) Comments_ - 0-Self Weight(PLF) 0 to 9'6" N/A 24.1 1 -Uniform(PLF) 0 to 9'6" (Front) N/A 41.0 322.0 Decks and Balcony 2-Uniform (PSF) 0 to 9' 6" (Front) 10' 25.0 40.0 Residential Living Areas Weyerhaeuser Notes (2 SUSTAINABLE FORESTRY INiTIATNE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need fora design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 6/7/2017 3:29:16 PM Ivan Kaliban ;1_;? Sr'n fiatso i Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com i Page 1 of 1 1 1 F T E MEMBER REPORT Revision#1 6-6-17, B20 Rev PASSED piece(s) 6 x 12 Douglas Fir-Larch No. 2 Overall Length: 9' + + O 0 rr: All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual Location Alllowed ,Result;.: ; LDF Load Combination'(Patte )) System : Floor Member Reaction (Ibs) 3447 @ 1 1/2" 10313 (3.00") Passed (33%) -- 1.0 D + 1.0 L (Ail Spans) Member Type : Drop Beam Shear(Ibs) 2521 @ 1' 2 1/2" 7168 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Building Use : Residerrtial Moment (Ft-Ibs) 7331 @ 4' 6" 8840 Passed (83%) 1.00 1.0 D + 1.0 L(All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.075 @ 4' 6" 0.292 Passed (L/999+) -- 1.0 D + 1.0 L(All Spans) Design Methodology : ASD Total Load Deft. (in) 0.111 @ 4' 6" 0.438 Passed (L/942) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL(L/360)and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 9'o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9'o/c unless detailed otherwise. • Applicable calculations are based on NDS. Bearing length loadst 1 ).i SUppu -teas - total.. 1 -Trimmer-DF 3.00" 3.00" 1.50" 1121 2327 3448 None 2-Trimmer-DF 3.00" 3.00" 1.50" 1121 2327 3448 None Trlbutari Dead Floor Live Loads Location(Side) Width (0.90) (1.00).. .moments 0-Self Weight(PLF) 0 to 9' N/A 16.0 1 -Uniform (PLF) 0 to 9'(Front) N/A 233.0 517,0 Residential-Living Areas Weyerhaeuser Notes ( )SUSTAINABLE FORESTRY INmATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 6/7/2017 12:14:29 PM 72 <Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 Ivan Kaliban West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 E MEMBER REPORT Revision#1 6-6-17, B21 Rev PASSED y I ! 1 piece(s) 5 1/4" x 14" 2.2E PaG°e� Qawa© PSL Overall Length: 17' 11" + 4 4 + 0 0 - t,y ... i El / 6'-0" / ® 44,-a. 7'-6' 10'-6' All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal/ sign Rol t 0 ttit mowed. Resutt ;; LDF _ li — _ - - �r:..- - �t'#t 'n� ys-tem : FToor Member Reaction (Ibs) 11626 @ 4" 12272 (5.50") Passed (95%) — 0 Dk+ 0.75 L I+ Q.75 �S (All Spans) Member Type : Drop Beam Shear(Ibs) 7999 @ 1' 7 1/2" 16342 Passed (49%) 1.15i 1 0 D + 0.75 L+ 0./5 SLtAII spans) Bub%I gv tigi Moment (Ft-lbs) 40645 @ 9' 8 1/16" 46854 Passed (87%) 1.15 1 0 0 + 0.75 L+ 0.75 S(All Spans "a) Building Code : IBC 2015 3oob Live Load Defl. (in) 0.414 @ 8' 11 3/16" 0.575 Passed (L/500) -- 1,0 b + 0. 0.75 S(All Spans) Design Methodology :ASD Total Load Defi. (in) 0.861 @ 8' 11 9/16" 0.863 Passed (L/240) -- 1 0 0 + 0.75 S(All Spans) • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 17' 11"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 11"o/c unless detailed otherwise GARAGE Rearing Length - its ) SUIp Totai:. -available Required Snow Tait sore 1 -Stud wall - SPF 5.50" 5.50" 5.21" 5705 3837 14058 _ 13600 Blocking 2-Stud wall -SPF 5.50" 5.50" 3.29" 3911 1712 12859 8482 Blocking a Blocking Panels are assumed to carry no loads applied directly above them and the furl ioad applied to the member being desigreek. Az 1. TI b to y Dead floor live Snow. Location(ode) IPTiatlt (0.90) (1.00) (1.15) ,Coonmenis 0-Seif Weight(PLF) 0 to 17' 11" N/A 23.0 1 -Uniform (PSF) 0 to 11'(Front) 10' 25.0 40.0 BUILDING ENVELOPE R lia~b keas 2-Uniform (PSF) 0 to 17' il" 4'6" 15.0 - 25.0 �Cof-Snow (Front) I 3-Uniform (PLF) 0 to 17' 11" N/A 30.0 - 88.0 Roof-Snow (Front) 4-Uniform (PLF) 0 to 17' 11" N/A 84.0 - - Wall (Front) 5-Point(Ib) 9" (Front) N/A 1221 535 1671 A9-\ 6 V Point(Ib) 11' (Front) N/A 1981 614 1654 1 WeyerhaeuserNotes (SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to 59ire that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested O Garag in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. 1/4"= The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/7/2017 12:21:39 PM Forte v5.2, Design Engine: V6.6.0.14 Ivan Kaliban. 722-17 Studio-Nelson 9 g West Coast Engineers. Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.corn— — — -- ---- 1 Page 1 of 1 cr MEMBER REPORT Revision #1 6-6-.17, B22a#t Rev PASSED 1 piece(0) S R/2 , x 18°° 24F-V4 DF Glulam Overall Length: 24' o i a !t: .. • 4' 20' All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. sign Results :Kati 1.ocMlon Allowed Result > wad;;C, tbination(pattern) System : Floor Member Reaction (lbs) 11324 © 4' 2 3/4" 19663 (5.50") Passed (58%) - 1.0 D + 0.75 L + 0.75 S (All Spans) Member Type : Drop Beam Shear(Ibs) 6896 @ 5' 11 1/2" 20114 Passed (34%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Building Use : Residential Pos Moment (Ft-lbs) 36835 @ 13' 9" 65796 Passed (56%) 1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Building Code : IBC 2015 Neg Moment (Ft-lbs) -6292 @ 4' 2 3/4" 45788 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans) Design Methodology: ASD Live Load Defl. (In) -0.187 @ 0 0.282 Passed (2L/544) -- 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Dell. (in) -0.339 @ 0 0.423 Passed (2L/300) - 1.0 D + 0.75 L + 0.75 S (Alt Spans) o Deflection criteria: LL(L/360) and TL(L/240). • Overhang deflection criteria: LL(2L/360) and TL(2L/240). • Top Edge Bracing (W):Top compression edge must be braced at 24'o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 24'o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 0.96 that was calculated using length L= 18'11 13/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L= 5'3 9/16". The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its stung laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NOS. Bearing length . Leeds to Supports OM) ram P > l ail mad 1 :Snow TOiel 1 -Column- DF 5.50" 5.50" 3.17" 5140 3972 4273 13385 Blocking 2-Stud wall-DF 5.50" 5.50" 2.23" 3661 2111- 3148 9020/-184 Blocking 84 ® Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Dead fluor Live SotOw Location(91 : Width -(0. 0) (1/00/ ...:. (1.15) Comments 0-Self Weight(PIE) 0 to 24' N/A 24.1 1 -Uniform (PSF) 0 to 4' (Front) 10' 12.0 40.0 Residential Living Areas 2-Uniform (PSF) 4' to 24' (Front) 5'6" 25.0 40.0 - Residential - Living Areas 3-Uniform (PLF) 0 to 24' (Front) N/A 160.0 - 237.0 Roof-Snow 4-Point(lb) 9' (Front) N/A 435 - 663 5-Point(lb) 13'9" (Front) N/A 311 - 423 6-Point(lb) 19' (Front) N/A 407 - 593 Weyerhaeuser Plt s . ( )SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_Codelteports.acp The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 6/7/2017 3:28:34 PM Forte v5.2, Design Engine: V6.6.0.14 Ivan Kaliban 722-17 Studio-Nelson West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 -;;-i F 0 R I E MEMBER REPORT Revision#1 6-6-17, 41 Rev PASSED 1 piece(s) 4 x L OugIas Fir-Larch No 2 Overall Length: 5' 3" + - - - - 5' r All locations are measured from the outside face of left support(or left cantilever end).A11 dimensions are horizontal. DesiOn Results Acbiala;r > MOVied Result LEW toad: b alion atr6 ) _ System : Wall Member Reaction (Ibs) 1252 @ 0 3281 (1.50") Passed (38%) -- 1.0 D + 1.0 L(All Spans) Member Type : Header Shear(ibs) 904 @ 8 3/4" 3045 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Building Use : Residential Moment (Ft-lbs) 1643 @ 2' 7 1/2" 2989 Passed (55%) 1.00 1.0 D + 1.0 L(All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.025 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Design Methodology : ASD Total Load Defl. (in) 0.046 @ 2' 7 1/2" 0.262 Passed (L/999-i-) -- 1.0 D + 1.0 L (All Spans) - Deflection criteria: LL(L/360)and TL(L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5'3"o/c unless detailed otherwise. ▪ Bottom Edge Bradng (Lu): Bottom compression edge must be braced at 5' 3"o/c unless detailed otherwise. ▪ Applicable calculations are based on NDS. Bewley Length ids SUPPOrtS Floor `Total Av llabl>a 1 Required Dead Total Accessories 1 -Trimmer-SPF 1.50" 1.50" 1.50" 569 683 1252 None 2-Trimmer-SPF 1.50" 1.50" 1.50" 569 683 1252 None Tributasy lead Boor Live Loads location(side) Width (0.90). _ (1.00): Comments 0-Self Weight(PLF) 0 to 5'3" N/A 6.4 Residential-Living 1 -Uniform (PSF) 0 to 5'3" 6'6" 25.0 40.0 Areas 2-Uniform (PLF) 0 to 5'3" N/A 48.0 - Wall Weyerhaeuser Notes , (L SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser wan-ants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4 6/7/2017 12:31:18 PM Forte v5.2, Design Engine: V6.6.0.14 Ivan Kaliban 722-17 Studio-Nelson West Coast Engineers. Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.corn Page 1 of 1 \c- F 0 R T E ' MEMBER REPORT Revision#1 6-6-17, H2 Rev w/upper roof PASSED 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length: 10' 6W e I. 'r 5' ,re` 5 dr o a t1 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. (Design R+fesu ltS Actual 0 Location.. Allowed Result LDE Load:Combination(Pattern) System : Wall Member Reaction (Ibs) 2938 @ 0 3281 (1.50") Passed (90%) — 1.0 D + 1.0 S(All Spans) Member Type : Header Shear(Ibs) 885 © 5' 11 3/4" 3045 Passed (29%) 1.00 1.0 D + 1.0 L(All Spans) Building Use : Residential Moment (Ft-Ibs) -1195 @ 5' 3" 2989 Passed (40%) 1.00 1.0 D + 1.0 L(All Spans) Building Code : IBC 2015 Live Load Deft. (In) 0.012 @ 2' 5 11/16" 0.175 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) Design Methodology : ASD Total Load Defl. (In) 0.019 @ 2' 4 7/16" 0.262 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) • Deflection criteria: LL(L/360)and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 10'6"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10'6"o/c unless detailed otherwise. • Applicable calculations are based on NDS. .Sooriinp Length. toodsto Suffarb OW SUPP� Total AvaiAvailableRequired Floor Dead - 'Snow;^ Total Accessories.. 1 -Trimmer-SPF 1.50" 1.50" 1.50" 1277 413/-59 _ 1661 3351/-59 None 2 -Trimmer-SPF 3.00" 3.00" 1.91" 2043 1181 1661 4885 None 3 -Trimmer-SPF 1.50" 1.50" 1.50" 680 413/-59 622 1715/-59 None irribratnry Dead . Floor tire Snow Ld>W'S Location(Side)=: {Olilt) (100)' 0L1S) CoMments 0-Self Weight(PLF) 0 to 10'6" N/A 6.4 1 -Uniform (PSF) 0 to 10'6" 4' 6" 25.0 40.0 - Residential- Living Am-as 2-Uniform (PLF) 0 to 10'6" N/A 48.0 - - Wall 3-Point(Ib) 10'6" N/A 351 - 622 4-Point(Ib) 0 N/A 948 - 1661 5-Point(Ib) 5'3" N/A 948 - 1661 Weyerhaeuser Notes (Z )SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator .lob Note. 6/7/2017 12:58:41 PM Ivan Kaliban • Z_1 St u-..o-Wetso,� j Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng-com Page 1 of 1 1520 Parker Way— Suite`G' WEST COAST ENGINEERS, Inc. Mount Vernon, WA 98273 Structural and Civil Engineering Phone: (360) 424-3404 E-Mail: ivank@wcoasteng.com Gravity And Lateral Analysis, for Nelson Residence Located at: 4603 Anaco Beach Rd., Anacortes, WA For: StudioEdison WCE Job Number: 722-17 April 18, 2017 KALL6 ofwns4 • • A,"z" &IN 0 it • 41t- O h, 27104 9 ,�,w r��,s I�NA����� EXPIRES 9/19/2017 INDEX: Design Sketches. Pages SK1 —SK21 Standard Specifications. Pages B— H Calculations. Lateral Analysis Pages L1 — L16 Gravity Design and Analysis Pages G1 — G89 Total Number of pages excluding cover sheet: 133. Notes, Disclaimers: • West Coast Engineers (WCE)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 addendums). • 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. 722-17 Nelson Strl Specs 4-18-17.doc Page A i I _ _ t i I �I U. U :. . . 1 - - - -- S�-L T SK- t • 72.2-- t7 ,I 1st Floor Level Beams, Columns, Posts - I Alt. 1: Mat'l and Alt. 2: Mat'I and Minimum Max ----- - i< West Coast Egr. Max Special Left End Foot- ;( :�.:. _ `_., I I: O.C. Spacing if O.C. Spacing if Bearing Cantilever I' I i I , Member Info. applicable applicable Span (ft.) Length. (ft.) Connector2 notes • _.: : 1 I 1 1 2x8 HF#2 t. of i i I J10 joist p - 4.0 ft. 1.5 in. 3.0 ft. LUS28 - -1- 1 ; I a 16"o.c. I 1 l 1 B A ► -- —11-: 1. Pad Footings 0 I I - I2 g KITGHE•N GA.RAG ri - I 11 I 2 Min distance 1 1 IFooting Footing I C� , 1 West Coast Size --- , -- - - } below exist g Column Additional 9., !: I f 1 '''� I 1- . i • Egr. Footing (length x width x grade to bottom bottom rebar. 3 ; I f R r[/;1[ ! I Info. height) in. (3" cover) connection Footnotes - "mil' _ -. ! . FFF I I I of footing < I (4) #4's Ea. Per Column Z ; -• I �� I Fl 24"x 24"x 8" 24 in. WayAbove0 • a rii �. , : --2_:L _��: .Y J IPer Local Bldg. (5) #4's Ea. Per Column >- _ ' . j . I. I F2 30"x 30"x 10 Dept. Way Above a, b C I I i . w 6 I - I „ „ Per Local Bldg. (6) #4's Ea. Per Column ❑ . .--. .1 F3 36 x36 x12 a, b 1 I fi" _ �__ I Dept. Way Above ji 1 -0 F4 42"x 42"x 12" Per Local Bldg. (7) #4's Ea. Per Column a, b DINING TiITY RM. I Dept. Way Above II 'DI , (- -�— p III3 i I „ „ 12" (8) #4's Ea. Per Column I l --� --f r --�1 . I F5 48 x 48 x n/a Wa Abovea � I +1Footnote 1 Footings are to be centered under the centerline of the column. 1 1 I t, 1'�1I F - - I , +-- ......1 •o Footnote 2 Concrete strength = 2,500 psi. Rebar Grade = 40 unless specifically noted otherwise. J1V I I I . ` 1 Assumed basic bearingcapacityof soils 1,500 psf i -4 r, r li i - - i. \l \ , I Footnote 3 If nothing is specified, default is Simpson PB or EPB style connector. r l 1tr 1 , * 1 �. Footnote a Interior footingmaybe mono-poured with slab, rebars continue through pads. 1 p9 j-mtrt'I - 5. LIVING RM I esS 1-4 •r' A I e-t I S U N R M. 11 I \-\\.1,; Q A Continuous Footings 1— I I rJ II I I El NT- I West Coast Min distance �,2 Footing Footing top I l I Egr. Footing Footing Size below exist g bottom rebar rebar 2" Additional "i : 3 �: c r-' 1 ` I Info. (width x height) in. grade to bottom (3" cover) cover) Footnotes T - •• --� _ ,� I of footing III .64 - r- --� - -t- j-~.: 1 Per Local Bldg. 1 :Lif- : : : �- 1 l-' ,J �, I CFI 16"x 8" Dept. (2) #4 cont. - a • L., I I D ' Il CF2 16"x 8" Per Local Bldg. 2 #4 cont. - b ,�. -� 1 fir, r ' I I - - ' 0 Dept. (2) ':T . t_ '" ' rj jxf ej `1-L' 1�-MIY/-1 1 I. id ID> -r. Per Local Bldg. (3) #4 cont. Q ! r _- 1 -- - CF3 16"x 8" - c 44 - :;. A E ij Dept. centered�� �.l �,.:, � CBIF I6"stem wall w/#4 at 18" 11 CF4 12 x 6" 18 in. (2) #4 cont. .� ; i tI .; ,I , . tIIIhorizontally and vertically ' I.!. 1 o - l i ': . STUDY/TV V R M. 141-11-1-1:1-alI iI . ' E Footnote 1 Footings are to be centered under the centerline of the stem wall. I 'ii ; Concrete stren th = 2500 si. Rebar Grade = 40. Assumed basic ca acit of V\ 1.1:1. i i 11 Footnote 2 = g p bearing capacity tl 1 soils1,500 sf I Ipsf CD t :. 8" stem (footing) wall min. 24" tall with (2) #4 rebars at top at the holdown location ' GI - .;sI.. ._ ;; r Hl _ Footnote a extend min. 5ft. each way from a holdown, otherwise (1) #4 cont., #4 @18" oc vertically �- - _~---r----=-,=--=-�- - -- and #4 @ 16" oc horiz. 6" stem (footing) wall min. 24" tall with (2) #4 rebars at top at the holdown location . Footnote b extend min. 5ft. each way from a holdown, otherwise (1) #4 cont., #4 @18" oc vertically and #4 @ 16" oc horiz. WEST COAST ENGINEERS, Inc. _ 1520 Parker Way #G, Mount Vernon, WA 98273 Phone: (360) 424-3404, Fax: (360) 424-2063 0 -CD . - . c i t I Upper Floor and Lower . 2: Mat Ro'oI f Leveland Beams, Columns, Posts (min. size) Alt. 1: Mat'I and Alt Minimum Max West Coast Egr. Max Special Left End Foot- O.C. Spacing if O.C. Spacing if Bearing Cantilever _ Member Info. applicable applicable Span (ft.) Length. (ft.) Connector2 notes _ 11 14TJI110af16 11-7/8TJI110at- -- - :n .- - - - - - 12'+9' 3.5"mid- lUS1.81/H or Q0,_.._ .. _ _ -- - - - - J1 joist -o.c. 16"o.c. cont. support ITS 1.81/H I I _ ' 14 TJI 560 at 16" 11-7/8 TJI 560 at IUS3.56/H or _ 1J`(Lf�GI= � 1 G� C.% `, I ; , J2 joist 19.0 ft. 1.8 in. - ITS3.56/H I I o.c. 12 o c 1� # ' { 2x12 DF-L#2 at LUS26 to BIO, 1-. . G5 '� I� fi J3 joist 16"o.c. - 9.0 ft. 1.5 in. 4.0 ft. LUS210 B 11 a .I . s , \,�,rw_ C� I R4 rafter 2x8 DF-L#2 at 24" 2x12 DF-L#2 at f-1 o.c. 24 o.c. 9.5 ft. 1.5 in. 1.5 ft. LSSU28 - + ,(W� r - 2x6 DF-L#2 at 24" R5 rafter 9.0 ft. 1.5 in. 4.0 ft. LUS28 1 KITCHEN -G , . q , , �-� r� G l 2x8 DF-L#2 at 24" 2x4 DF-L#2 at 24" Rfi rafter 4.0 ft. 1.5 in. - LUS24 1 0 • . ' IQ•;i:: Cl" ' Gc{� = B10 beam 5-1/2x13-1/2 5-1/2x12 24F-V8 16'+16' 3.9"mid - - �� j l� I 24F-V4 GLB GLB Cont. Suport '"lir 5-1/2x18 24F-V4 Ill= B11 beam GLB - 17.5 ft. 3.3 in. - - - ro c E c $ _ G 5-1/2x18 24F-V4 5-1/2x9 24F-V4 - - - ° c . '� 2. i B12 beam GLB GLB 1.5 ff. 1.5 in. o G� '3r Ii C(p / • is 1-3/4x14(11-7/8) (2)14 TJI110 ITS1.81/H or c N o - B13 beam 10.5 ft. 1.8 in. - b U, cn -� LVL (2)11-7/8 TJ/110 ITS2.56/H Ii • +-_ I B14 beam 1-3/4x14 LVL 1-3/4x11-7/8 LVL 6.0 ft. 1.5 in. - lTS1.81/11.88 or - c 3 _ ® IUS 1.88/11.88 DINING CJ �� Y R --- ,� o E 5=1/2x14 24F-V4 ::: ::: o::: :eam :: : : - HGU562 (H1=11) b • oco w E16" - _ _ cv i l : eam PSL GLB . 4.4 in. o .c o c 3 I' Cl G� ilm. I F 5-1/2x16-1/2 24F- a ° a -c i I - Ill B17 beam V.4 GLB 20.0 ft. 3.5 in. 4.0 ft. - - c .� III 1 2 - g _ I I _ L �j _ �i1�3® I B18 beam 4x10 DF-L#2 4x6 DF-L#2 13 +12 1.5 in. 2.5 ft. Det. P - -0 c •� CO I G b _ i _� MM� I cont. U -� s. ICI 6x10 DF-L#1, 3-1/2x10-1/2 24F- -a E = o e n� B19 beam 16.0 ft. 1.5 in. - N •- c i" I ' j I 6x12 DF-L#2 V4 GLB � c c N R M. - -� I N G R -' ASO- 6x10 DF-L#1, 3-1/2x9 24F-V4 - a) c c -c a�As u I, _: A B20 beam 8.5 ff. 1.5 in. - Det. P 0 a 3 3 1 �_ { `, 6x12 DF-L#2 GLB -o C . i I NT4 I H header 4x8 DF-L#2 - per plan 1.5 in. - - - •c oa a to 1 ' E cv c. uc, T. t H1 header 4x8 DF-L#2 - 5'+5'+5, 3.0 in. - - c (13 '= _1 au) E .w / All - -ti L t' •r 075 0 ce ( E .Q c 2 .i 6(p 'G i.- 5 I= `' r.. ` C1 post 2x6 DF-L# 2 - 9.0 ft. - - - d C0 x E 'En a) ..- (Ct) . ' -:' - . . 'n- - P-1 ) . - I I G� C2 post (2) 2x6 DF-L#2 - 9.5 ft. - - - e s a 49 .E,r _- _- --f � I __ C3 post (3) 2x6 DF-L#2 - 9.0 ft. - - LCE4 - E O .c c �, c� cn -- 176 I �, i. I L i . C4 post (2) 2x4 DF-L#2 - 8.0 ft. - - - - a) m E -0 '-' F N i Can c� a) ._ i5? 'I I t✓Q I LS50 top&bttm m = Z I b ` 8 A T H R"lill:. . _. • E C5 post 4x6 DF-L#1 - 9.5 ft. - - - 03 U "0 a) © . Cl _ _ �_ GJ u D Y" T v R M. I plates (mullions) a, N a) m 0 C14 I CC/ECC to CB o 0 0 0 0 _ - - P - c c c c c I . C6 post 6x6 DF-L#2 9.5 ft. I bttm ., ,� v �° ti L° ti _ Diam 3-1/2 std. weight pipe (outside _ CCOQ top, ext. posts Ief C7 post9.5 ft. 0I - p diameter 4") X top, 1/2"plate bttm, 1 -" 'N ..: � ___- 1r1 .. I I 3-1/2x5-1/2 Versa- - - - CCQ64 top, ABU46Z Grout o � _ _ _ �: - - - o post ost Lam 2.0E (beam) 9.5 ft. pack bttm 9- ri . �+ 5 _ 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. WEST COAST ENGINEERS, Inc. -'7 __ - 1520 Parker Way #G, Mount Vernon, WA 98273 ©.. .. Phone: (360) 424-3404, Fax: (360) 424-2063 0 • 6 ittieq- . 1<- 5 A I JO) CE) >- © 1. - ;1 u ". .. ., 1' J _- , _ _ _ Roof Level Beams, Columns, Posts • a (' r I Alt. 1: Mat'I and Alt. 2: Mat'I and Minimum Max 1 M..CLOSET West Coast Egr. Max Special Left End Foot- \ I i O.C. Spacing if O.C. Spacing if Bearing Cantilever Gat y -I Member Info. applicable applicable Span (ft.) Length. (ft.) Connector2 notes V-.16\ - 1-- - 1. 5 �! , C1t. 1 .� PP PP • !..l 1 - • R1 rafter 2x12 DF-L#2 at 2x8 DF-L#2 at 24" . - -- -- . . -._ .. I , I t 24"0.c. o.c. 13.5 ft. 1.5 in. 4.0 ft. 1 -?-- � I I I 2x12 DF-L#2 of 2x6 DF-L#2 at 24"4 fi ` \H - _ - .- R2 ft. 1.5 in. 05 ft_1+1s_�E,D R M. I I I rafter 24"o.c. o.c. 4 I 2x4 DF-L#1 at 24" - 5.5'+5.5'+ 1.5 in. Y - I - ��.� i R3 rafter o.c. 5.5'cont. 1 1 HU46 Max or I- - °� I Gt� J B1 beam 4x6 DF-L#1 - 10.0 ft. 1.5 in. HUC46 Max 1 i 1 I-M:.-AT H R Iv .1 . l 3-1/2x12 24F-V4 5-1/2x10-1/2 24F- HUCQ412 0r 610- - I".1` - I 16.0ft. 2.0in. - : • DST• I B2 beam ' 1 _0 :f GLB V4 GLB SDS to C8 1 I B3 beam 4x8 DF-L#1 - 2.5 in. - . _ 6.5'cont. 1 '� beam 4x8 DF-L#2 - 7'+5'+6' 1.8 in. - - - ,q�� A L OVE I B4cont. T • - ____ I D1 brace 2x6 DF-L#1 3x4 DF-L#1 8.0 ft. n/a d T T V,U •. I °1S f OA [ ` H header 4x8 DF-L#2 - per plan 1.5 in. - - - L. . t I- Ilk LI 5'+5,+5' G5 1 1 H1 header 4x8 DF-L#2 - cont. 1.5 in. - - a 4- DEC� K - I �J C 1 post 2x6 DF-L# 2 - 8.0 ft. - - - b f • / OOEN r 8 Gt4/ 1 i ff , ® ' ' 1 I I _ G - 1 C2 post (2) 2x6 DF-L#2 - 8.0 ft. - - - c G S '� 8 G5�` L \ 1 \ LS50 top & bttm - '- To 1 . . 1 , C3 post (2) 2x6 DF-L#1&Bttr King posts 13.0 ft. - - plates j5) ....... i •-• 1 1 \ A . - - - - - 1j l I : , - C,.B.E,D M, - C4 post 4x6 DF-L#29.5 ft. A G� I = I A (/ , J C5 post 4x6 DF-L#1 9.5 ft. ( ,) t I . GS - >t 1 C6 post 4x4 DF-L#1 - 8.0 ft. - - Det. - G5 ` I �` _ J - 5-1/4x5-1/2 Versa- (2)LS50 to top & - -LET v .,L til. ( , • C8 post Lam 2.0E (beam) - 13.0 ft. - - bttm plates LILr I ' . 1. 1 - 2x5-1/2 2.0E 2 LS50 to to & ! �� �` B•AT H R�^ C9 post 4x6 DF-L#Sel.Strl 3 1/ 13.0 ft. - - O p ie/ Versa-Lam (bm) plates' l I . � bttm CI;" ---- -=-!F ct, C • _ - - LS50 to top & bttm - O I _ - _ C10 post 6x6 DF L#2 - 13.0 ft. plates Footnote 1 For beams, joists, and rafters, , span is the horizontal distance, in feet, between (outermost) supports. 1 For posts and columns span is the distance between points of lateral support (such as floor or roof G9 C. BE D R M. -171 , diaphragms). I 1 Footnote 2 If blank, use default connectors per standard specifications. G I , , .'.c LOS ET - ) Footnote a Header may be simply supported or continuous. r It�� .; .I Footnote b This is a default header/ beam support when not labeled in plans.; ,`r -( � t� Footnote c Nailed together with 16d nails at 6" o.c. when used as a windows mullion. _ - .__I. _t'` _ _ _ - -1,14e `�.( - I® Footnoted Brace (lateral brace deck trellis) attached to side of B1 with (2) diam. 1/2" bolts, and to wall framing 610 (trimmers) with (2) idameter 1/2"x6" lag bolts or to beam B1 with through bolts. c j; UPPER FLOOR PLAN WEST COAST ENGINEERS, Inc. /4w = /1 o„ 1520 Parker Way #G, Mount Vernon, WA 98273 Phone: (360) 424-3404, Fax: (360) 424-2063 1 , , 0 c) . ._ cf) , • (-1--) T 5) . • E ' • . . . . . .. . . ,_ I , l � . . , . , 1 H _ id 4 co 1 (11 ttit . . -E .... ® kk NI p" T---t------ , !' • ' li IA Yri .0 • . v. • --,1 . _ . . . .0 , - . 4- ..1' -.s1 t% N IzC 0 • -, I .1z . ."--.cp"Dil . ....- k-\\ —4 ' .•••.• i. • --——— - —— — — s�s� r ;{ r•r . —.....ice Y. it 4-- IT .--% c-Nri-T --f 1U 1 - . . 1 --T 1 4' . ' -)c c.-_ _L, z....,.-<, :-.4 ,j1 I ,i.. e.-1 1-- • ' r----- - I --4---- , g tm = 1 k—. • \ . •Z 01— 1 -1ET, A P.-- i --It Hi i h _ '� �� i4 %-a- ..1.- 0 IV c q. i . --A -T , kfr '- •• ,I. 0, . . -1 V ;-_-i 1..........< . r- W---.1 • (D): A . faanimi — . k i . . .,, , 1 74 ' C..) 'X -A _ ,2,. wo ra D ,til _,:; N _ F , --A :-.-4 A • • �[—/j'"�•I , _ CPQ " D�° • - -I . _ d _ _ CS' .; I 0 ' r -- -- - n _ O- -- - - - • . 7.,4.,.. , 'kg E 6 ...\ --- ., --41-- --1- -4 ! I NA ---., . . . z, A d N I. i ,o ' / i iic.......) ...,0 Lft N ,•„,r — ,- . ' cl) .2,,c. id_71----...yr__ __ __ _ _____ - -7 171 . . --1-o° °II . . 0 t. • L ‘...14 CDtVes (31 - • - �, . . _ _ . __I-_-) c•-3 .___ Main Floor Shear Wall Types (Assuming Douglas Fir Framing) Min. Nail size' Edge / Field Sole Plate; 16d Framing at Allowable shear West Coast Egr. thickness Sheathing on Edges Stud spacing, (common or Nailing Nails. Adjoining Panel (per ANSI/ AF&PA Shear Wall Type and Type of One or Both Blocked or maximum galvanized Distance, 1-112" Min. Edges and Sill SDPWS-2015 Table Sides Unblocked Sheathing box) Maximum Embed.' Plate 4.3A - D) Wind - 364 plf. PW2 15/32"Ply One Blocked 16" OC 8d 6"/ 12" OC 5 in. OC 1.5 in. Seis - 260 plf. PW3 15/32"Ply One Blocked 16" OC 8d 4"/ 12" OC 4 in. OC 1.5 in. Wind -5%plf. Seis - 350 plf. PW5 15/32"PlyOne Blocked 16" OC 10d 4"/ 12" OC 3 in. OC 2.5 in. 2 Wind - 645 plf. Seis - 460 plf. " Wind - 1 n7s of. 2.5 ►t1. Seis - 770 plf. •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. All 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"), or box galvanized nails 8d (0.120"x2.5"), 10d (0.128"x3"). Minimum sizes of all cooler nails: 5d (0.120" x 1.5"), 6d (0.120" Dia. x 1.75"). Footnote 2 3x required panel edge framing may be substitued with two 2x studs nailed together with 16d common wire nails spaced at the spacing required for panel edge nailing. For clarification see ANSI / AF&PA SDPWS - 2015, chapter 4.3.7.5. :/ " ri T--- I 1Z -1 0 CS -- * 0 A ro tr. .11 * W W k N ---klr -....., rti . GI ...4 I tr: 1......i) tsz om � I PP ----- fl. H G 0 - < z r za m .„--0 1 s ....3 g;1 .7 ---c N!': � C.- g W W • . 0 of . . . . . . ., ' . " t. 1> . . _ NA . :, - _ : . , . . . : : -, .. .:: , .:. . --,--ki . . ...--' ._ ,. ,. : ok P # ' ' '. _.___ _____ . 5 :•• .. :. ,,, .. .... ,.., . . -.,,,, . , x, I .a ... Fl cR , : , = " . -7,.,'.. --� �` -.--, , .: .. - -/Ki --\ . . ___ ..:. __ _..1.,:-y---: ..A ,:. & a 3D r_i_ _ ______ T _ / I I I li 1--1 ta, t L. W/C t.+) 1 (ot 1 i 1 I 0 ••�—.--4-. -- ' 'rn�:-c;YLL'I'�r..m.R+r- ..:r - -- — o_— - - _ .•I - --- •••i ... l '� l ®4 IIALLWAr : 7p :.;. xi .-- 1 .r1-1.. 5 :_.,..,...1., " I— ' 1 J [i v - - rt: cs r -, i i i 1 , 0 Z (11 1 : --p 13 ___.,- • \ ---A c) ' I , 1.',' Si m —k I -,; 1: C) 0 6.2 0 ` ° C Z t'. - •: ..- 17 ° A' ' — . - : A ' . • . .4 . i _7) 0 0 ' kio I: ' Q3 rn m ' - Ai . _..1 • ,_.. lu: l�^�'. S�..J�.vL'-%•_r � � X.717 - .t_ :�Et'h.S?r•' eaol�Ird�)'1YL'fC.N;•.."�{f,'��w'��i `.t�'._-fir..•:''��s��Y�19/o��i Fv'I '".+.-f'._.A_r..Q�..nr..,•i_'-"M�`F1u,'TINr"_ ...'=•� . 1 c� a 1: 4 - � I N 1 • L> L - -- - = _ __ - - - �_. _._..�: -- -.,-- .43. ' t' , :►r r--� 6 . 0 Upper Floor Shear Wall Types (Assuming Douglas Fir Framing) Min. Nail size' Edge / Field Sole Plate; 16d Framing at Allowable shear West Coast Egr. thickness Sheathing on Edges Stud spacing, (common or Nailing Nails. Adjoining Panel (per ANSI/ AF&PA Shear Wall Type and Type of One or Both Blocked or maximum galvanized Distance, 1-1/2" Min. Edges and Sill SDPWS-2015 Table Sides Unblocked Sheathing box) Maximum Embed.' Plate 4.3A - D) Wind - 364 plf. PW2 7/16"Ply One Blocked 16" OC 8d 6"/ 12" OC 5 in. OC 1.5 in. Seis - 260 plf. PW3 7/16" Ply One Blocked 16" OC 8d 4"/ 12" OC 4 in. OC 1.5 in. Wind - 490 plf. Seis - 350 plf. Wind - 685 plf. PW6 7/16" Ply One Blocked 16" OC 8d 3"/ 12" OC 3 in. OC 2.5 in. 2 Seis - 532 plf. 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. All 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"), or box galvanized nails 8d (0.120"x2.5"), 10d (0.128"x3"). Minimum sizes of all cooler nails: 5d (0.120" x 1.5"), 6d (0.120" Dia. x 1.75"). Footnote 2 3x required panel edge framing may be substitued with two 2x studs nailed together with 16d common wire nails spaced at the spacing required for panel edge nailing. For clarification see ANSI / AF&PA SDPWS - 2015, chapter 4.3.7.5. l • 0 .—f-f ,...,.........: , T cn 6- LI w CD n = .�. , s 4:. w ° Ili o 0 m ,i D r X < Z 1 g 5 XI' 01 Hi • A/ 3 � °26 / 0gag 4-4- / 3, 20 11 I ' I' 1 r.. .. 2 2 0171 . . ft ,... .. lo .11. 6; 47 it M 5.0 / i t 152 ________i/1:; fs I , -� I I, . . it4----11,--- I I ' I l I ,W 1 \ I I N k • I I � I i • I ; • 4 1 r3 � a " I I �-� I `� 1 _ , \ . `�t. p_Tif_i_.... I 4 ,� I I DN I 5o/L..! le, rI ' • I I ' . sro%,ter a11I - . _ I' 1 Ii LA ( � I ° , 1I C 1 . ' . i 11c'epviG� J O• I ' �: i �A Y/Ga - •1 ; - --- _.._ _ ___ I I 1- li _— — _ W } s//o� /N� s 'rP6tGic I I � k I I - 1---.' 1 • 1 . S I i I V \ . ��. I I I 1 ;II \ \ ;� I l � i31 1 • _. \ k n ie II Ix� Sr� GRAD' i �e ! �` 1 Kl 1 e ii. 51 3 I I • , I \` : d 0 ` � �1 � I �IOC fl I I 1 V1 � I IQ o1 i • 11 °D V' 0 �` , I I I� i IT\ \ i_ I l 1 .v 1 I I ; ci, iti_ /0I1 0 1 I U, 1 i ! I 1 ; it• III 4k-JUl \ . i x • 1_ -1" I I I I Lit) I I i Ik 1 • 1 : \1 1 I _ I . • : 1\ i k 7C\1 1 • '� \ , i I 1I - r4- Co A / j - , ( ! ��S�_...�ti%Y%1 }__ . • 1 I 1 ' gAt rip /2 'o •�;',.4c. _it. -. :, . 7 I II I� ; I 1 1 I \\\\\• 11 II - - - -- i - - ----- _ _-- -- - - -._._ _ _ _ _ —__ - - 4 _ • _ __I_J - 1 ‘ j\_ 1 1 ��� �i�/G'G' S "Tf.1 Gf; L/N� -7 I- -- I-_�- _ i i /�'O G/� co S 7�` I I - I 1 MEW /A0oG3Li I ex/5 T'Ca bR/!/� !�/A �' - • I 12 Go/YLR / N \ I `� l `�� "/f� • ice/ • \ ` I r . ...�- _ _ 4 04 J N� I / \ \ 67 / i. . .. _ . . J ---- - . . - \- -.-- - tt_-r-----._-___ .. _ -..__..__._____�.__._._ __. __...__ _ _ . . _ _ _ . - - - _ _ _ _ ,-L /2. 84 ` L1 WY • I N S9 ° 2&- /o4-- se 0 a"nP7P,s 0,9•Zol----L, • i . sr i i ate Per/vce \ ------,. . OWNER 5 ¢ 5 7-5 VE / L. 50/Y1 rAneg /0 O t4/ 1 ' ftIt ' R ' " i ;k • a . dis• f 1 V 6 / J 3 R Y/ V E R Ia I; A4 a/ VVmoV eA / V it G Gr. 5 1YGC \ ` X sr GS h/ f LINE)" ` ` MAY 0 q 201T ' L or 5 / z E : . 24 I AE / &' dS54 5r \ I Ilii .i C es A / S / G'7 a / Ye. Pr /`7' r/ \ CITY OF ANACORTES . 5 / rE IPL_ A /V //c` ��� / , O �� •`i F- ' i o - s �r - --- ... _.. . -.. .., -.. _ . ... . .- . .. . . _.. . -.. ... ......_-..__._..____..._.. .. . . . ._ ..-. . . ... . .. . .. _....- .. . ___I.._._. _. _ __ SOB 122-11 STUDIO-EDISON - NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. SK - 6 OF ` STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 4/24/2011 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY _ DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL PER PLAN 3x OR BOUBLE SILL PLATES WHERE SHEAR WALL IS PW5 AND PW8 ______/ 1--- ANCHOR BOLTS SHEAR WALL PER TABLE BELOW EDGE NAILING OPTIONAL SLAB PER SPECIFICATIONS SLAB PER OR BY OTHERS �' SPECIFICATIONS ,'�� 1 OR BY OTHERS Z a___ D D A p A - - p - D p D A STRUCTURAL FILL /,, .A k/PER °I PER SPECIFICATIONS /� D \PLAN 01 •�/�1/�\ D D ° \ FOUNDATION 2 /� / REINFORCEMENT / A A D PER PLAN //,/ z c D D D D I, 1 ° A —I *ill 1 Op �O A D // a" 1 ° D / ��' I °g p tY IiI 1i p D A D // WCL Er> PER PLAN ��;\ D A \ ALTERNATIVE SLAB / STEM WALL Bottom of Shear Wall Connection' Sole Plate West Coast Eng. 1/2"Anchor 5/8"Anchor 2 3/4" Anchor 16d Nails Allowable Shear Wall Type Bolt Spacing2 Bolt Spacing Bolt spacing2 1-1/2"Minimum shear Embedment Capacity/Ea. 412 lb. 1,328 lb. 1,840 lb. PIN2 30 In. 44 In. 48 In. 5 In.o.c. 364 plf PIn13 21 In. 30 In. 42 In. 4 In.o.c. 532 plf PIN5 22 In. 30 In. 42 In. 3 In.o.c. 644 plf Footnote 1 This table generally applies to full height shear panels only. For shear wall 1,EI A,f^� 1 .- A sections between full height shear panels (i.e. as under windows), the table may be used; or minimum IBC requirements may be used. Where seismic allowable shear exceeds 350 plf (PW5), use 3x (min.). Footnote 2 May use any of the three diameters listed. All anchor bolts shall be N.T.S. embedded 7" min, and shall have 3" square x 1/4" plate washers and nuts. Minimum of 2 anchor bolts per piece of mudsill, and one bolt located not more than 12 inches or less than seven bolt diameters from each end of the piece. JOB 122-17 STUDIO—EDISON — NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. SK - 7 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 4/I2/2011 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE POST PER PLAN (3-1/2x5—I/2 2.OE VERSA—LAM) SHALL EXTEND TO CONRETE WALL. USE ABU46Z POST BASE THAT IS SOLID PACKED WITH GROUT UDER I" STANDOUT PLATE BEFORE POST INSTALATION. CORNER POST BRACKET DOES NOT NEED TO BE LACKED. 01/2" ANCHOR BOLTS AT 4S" O.G. COUNTERSINK OK DECK FRAMING Z SLAB PER PER PLAN SPECIFICATIONS D OR BY OTHERS -_ D 9f D 0 I x \ \i\i\i\` �Th \� m I STRUCTURAL FILL / PER ' PER SPECIFICATIONS %\> \%\% PLAN cv / FOUNDATION 05/5" ACHOR BOLTS \/ REINFORCEMENT z AT 16" O.G., 6" EMBED. /,/�` PER PLAN II 11 IL 1 ° do °g \/ W D \ , ,______,\> \;\\; \> \A\k )el /\, �- I ' PER PLAN / ALTERNATIVE SLAB / STEM WALL SETA I L. 15 N.T.S. JOB -722-11 STUDIO-EDISON - NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. SK - 8 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 4/I2/2O1'7 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL PER PLAN ANCHOR BOLTS PER TABLE BELOW SHEAR WALL EDGE NAILING CONCRETE SLAB PER SPECS. OR t, BY OTHERS D 4 D I > ° D I` ° I D e D D . D CP 611 < ' op �� / FOUNDATION WALL , �' oo / REINFORCEMENT: / D p / `c.d VERT. #4 AT IS" O.G. ' �` 0- HORIZ. #4 AT 16" O.G. I °g D °I• D D A /\ ti I 'V� A moo_ %'`-----'<\\i\\\i\ /\ i. PER PLAN / FOOTING REINFORCEMENT: (2)#4 CONTINUOUS Bottom of Shear Wall Connection' Sole Plate West Coast Eng. 1/2"Anchor 5/8"Anchor 3/4"Anchor 16d Nails Allowable Shear Nall Type Bolt Spacing2 Bolt Spacingz Bolt Spacing2 I-1/2"MdmentinImum Shear Embe Capacity/Ea. 912 lb. 1,328 lb. 1,840 lb. PW2 50 In. 44 In. 48 In. 5 In.o.c. 364 plf P1N3 21 In. 30 in. 42 In. 4 In.o.c. 532 plf PWS 22 In. 30 In. 42 In. 3 In.o.c. 644 plf Footnote 1 This table generally applies to full height shear panels only. For shear wall ETA I L. G sections between full height shear panels (i.e. as under windows), the table may be used; or minimum IBC requirements may be used. Where seismic allowable shear exceeds 350 plf (PW5), use 3x (min.). Footnote 2 May use any of the three diameters listed. All anchor bolts shall be N.T.S. embedded 7" min, and shall have 3" square x 1/4" plate washers and nuts. Minimum of 2 anchor bolts per piece of mudsill, and one bolt located not more than 12 inches or less than seven bolt diameters from each end of the piece. JOB 122-11 STUDIO-EDISON - NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. SK - q OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 4/12/2011 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR HALL PER PLAN V ANCHOR BOLTS F PER TABLE DETAIL A SHEAR WALL EDGE NAILING SLAB PER SPECS OR BY OTHERS SLAB PER SPECS t en OR BY OTHERS f Xk e p u °D ° D° D / A • P D p ‘p • D D DA L /i\/i\/i\/\/i % //\/\/\ // /\ \gip °D A \\ D / Z z �/ D //8� a_ � ° W N \/� p / STRUCTURAL FILL CY .., o D \\\,\ z PER SPECIFICATIONS tu 4' \„ ,N,,y, v _1 „, & do A D_ 11 0OO D A A "' � `� ���j�' \ �\� \� \�: FOUNDATION TI PER PLAN REINFORCEMENT / / PER PLAN N.T.S. ANCHOR BOLTS SHEAR WALL PER TABLE DETAIL A PER PLAN SHEAR WALL SLAB PER SPECS EDGE NAILING I OR BY OTHERS I r'`, D D o p ° SLAB PER SPECS � D D^ • I ° • D A OR BY OTHERS .'a 14144•:•:•:•:•:•:•_:•:•:•:•:•:•:;• _ • //i\/\ /\/\// / p eA //\/i\/i /i\/i\- \/ D /SIt _Hcc z D \ [L - \/�, p • tl STRUCTURAL FILL W \\..- co ° ° /\\\,\ z PER SPECIFICATIONS /\/ _p D `//� Q' / i 00 dO e Q- r,E TA I L r, a I t PER PLAN FOUNDATION ,, / REINFORCEMENT PER PLAN N.T.S. JOB 122-I1 STUDIO-EDISON - NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 10 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 4/I2/2011 1520 PARKER WAY,SUITE#G,MT.VERNON,WA 98273 PHONE: (360)424-3404 FAX:(360)424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE DOUBLE PLATE FOR PW6 SHEAR WALLS SHEAR WALL / PER PLAN FLOOR DIAPHRAGM PER SPECIFICATIONS C i SHEAR HALL K N ,/ /t // EDGE NAILING J SHEAR WALL PANEL JOINT \ * FLOOR FRAMING PER PLAN SHEAR WALL WHERE JOISTS ARE PARALLEL PER PLAN PROVIDE BLOCKS AT 24" O.G., NAIL BLOCKS TO SUBFLOOR r,ET�I L., � IN/(4) IOd,AND TO TOP PLATES WITH (3) IOd N.T.S. DOUBLE PLATE FOR PW6 SHEAR WALLS SHEAR HALL PER PLAN FLOOR DIAPHRAGM PER SPECIFICATIONS —i f I SHEAR WALL II a ,r a EDGE NAILING SHEAR WALL PANEL JOINT SHEAR WALL FLOOR FRAMING PER PLAN PER PLAN (BY OTHERS) 7,ETAIL ,, N.T.S. JOB 122-11 STUDIO-EDISON -NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. 5K- II OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 4/I2/201 7 1520 PARKER WAY,SUITE#G,MT.VERNON,WA 98273 PHONE: (360)424-3404 FAX:(360)424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE FLOOR DIAPHRAGM IOd NAILS AT 4" O.G. PER SPECIFICATIONS ENTIRE WALL LENGTH I-3/4"x 14" LVL RIM JOIST SHEAR WALL FLOOR FRAMING EDGE NAILING PER PLAN i SHEAR WALL �� PER PLAN EXTEND SHEATHING TO SUBFLOOR I 1,E TA I L. G SHEAR WALL PER PLAN EXTEND SHEATHING N.T.S. TO BOTTOM OF BEAM I6d NAILS AT 6" O.G. �\fl� 2x8 LEDGER WITH I6d ENTIRE WALL LENGTH NAILS AT 6" O.G. TO SOLE PLATE AND BEAM. FLOOR DIAPHRAGM ,+`II' ROOF DIAPHRAGM PER SPECIFICATIONS PER SPECIFICATIONS FLOOR FRAMING ROOF FRAMING PER PLAN PER PLAN SHEAR WALL EDGE NAILING 1,E TA I L. I I BEAM PER PLAN N.T.S. (5-I/4x14 2.2E PSL OR 5-I/2xI4 3000 30E-E5 BOISE CASCADE KING BEAM) JOB 722-I-7 5TUD10-EDISON - NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 12 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 4/20/201-1 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE 7y2„ / BEAM PER PLAN PLATE 3/8" 0/2" v2.. (4x6 17F-L#1) II / / / to I \ --- \ N ir �„�II. m \ i ---I----- I ,d = ilk 1 -\ 11111411111111pp,� S �I/2" BOLT AND _\ =N m I WASHERS m POST el= =I=_ PER PLAN P i \ \ (4x6 DF-L#I) PLATE 3/8" 4y2" DECKING AND II I INSULATION, WATER PROOFING /I BY OTHERS vl/2" BOLT AND WASHERS FLOOR DIAPHRAGM PER SPECIFICATIONS gI� =AII: 01/2" LAG m BOLT L=14" — �� �1 = --+111 1 I _ -Ch =IF I v - ■i. 4x6 DF-L#2 - BLOCK {J� @U E'S 4 11 —� J— 1/ 8d NAILS II(qI4 411 AT 8" O.G. r5 // I A i I • I I I/ '7=7 Ii n ojø Ijil I \ \ \ LU526 r l - PER PLAN ti d' 0 J \ k 27�8" O i I \ Sy2" DECK FRAMING/ / PER PLAN DETAIL N.T.S. JOB '122-11 STUDIO-EDISON - NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. SK - 13 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 4/IS/2OI-1 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE 1/I6" OSB IN/ Sd NAILS AT 4" O.G. DECKING AND / INSULATION, WATER PROOFING FLOOR DIAPHRAGM BY OTHERS PER SPECIFICATIONS -H ,- it , --!\ FLOOR DIAPHRAGM IOd NAILS \ (`' -,_ PER SPECIFICATIONS AT 4" O.G. 8d NAILS AT 4" O.G. 1 // ' , 4"-I/2" HEADLOK SCREWS AT 4" O.G. I (STAGGERED) FLOOR FRAMING PER PLAN / DECK FRAMING PER PLAN 8d NAILS AT 4" O.G. BLOCK DECK JOISTS AND NAIL TO BEAM AND TO SUBFLOOR ETAIL. J N.T.S. JOB 122-11 STUDIO-EDISON - NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. SK - 14 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 4/18/201-I 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE BAGKSPAN 2x4 DOUBLE 2x4 DF-L#2 RAFTER TAILS 1.5 TIMES CANTILEVER (ONE ON BOTH SIDES OF 2x12) — AND NAIL N/I6d AT 6" O.G. TO 2xI2 RAFTER 8d NAILS AT 6" O.G. 12 ROOF DIAPHRAGM 2 PERPLAN \ s ___..........................„...... ---_______ -„.--.---. 1 MI4'-0" MAX. CONTINUOUS SOLID BLOCKING (VENT OPENINGS OK) RAFTERS NOTGH FOR (2) 2x4 PER PLAN , C RAFTER TAILS SHEAR NALL EDGE NAILING HI HURRICANE CLIP (TYP.) / g SHEATH NALL WITH PN3 TYPE OF SHEAR NALL r,!TA I 1... K EXTEND TO BOTTOM OF BEAM N.T.S. 8d NAILS AT 4" O.G. / / ROOF DIAPHRAGM `/ PER SPECIFICATIONS ii // n 1 n it ,/ I/ flit i i SHEAR NALL EDGE NAILING SHEAR NALL PER PLAN ROOF FRAMING PER PLAN 1,E TA I 1 L / N.T.S. JOB 122-11 STUDIO-EDISON - NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. 5K - IS OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 4/18/2011 1520 PARKER WAY,SUITE#G,MT. VERNON,WA 98273 PHONE: (360)424-3404 FAX:(360)424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE 8d NAILS 12 AT 6" O.G. CONTINUOUS RAFTERS 1 2 SOLID BLOCKING PER PLAN ar (VENT OPENINGS OK) SHEAR WALL H2.5A HURRICANE CLIP EDGE NAILING 8d NAILS AT 6" O.G. I6d NAILS 12 ROOF DIAPH'M AT 6" O.G. �ir\` 15/ PER PLAN (2) I6d NAILS TO EACH 5111D CEILING JOISTS :A Pli RAFTERS PER PLAN ler PER PLAN (WHERE APPLIES) EXTEND SHEAR WALL SHEATHING (P1^13) FROM UP1,E TA I L. H ERROOF F LEDM V TO TO B BOOTTOM OF LEDGER N.T.S. 12 8d NAILS _ 2 [AT 6" O.G. CONTINUOUS SOLID BLOCKING RAFTERS PER PLAN �_:. (VENT OPENINGS OK) XSHEAR WALL H2.5A HURRICANE CLIP EDGE NAILING 8d NAILS AT 6" O.G. (2) I6d NAILS AT 6" O.G. TO BEAM r--` 12 ROOF DIAPH'M vir 3 f PER PLAN EXTEND SHEAR NALL �,� SHEATHING(PN3) FROM UPPER ROOF DIAPH'M TO BOTTOM OF BEAM 4 6 CEILING JOISTS RAFTERS PER PLAN PER PLAN (WHERE APPLIES) I DE TA I L. N /N.T.S. JOB 122-11 STUDIO-EDISON - NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. 5K - I6 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 4/I8/2017 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE ROOF DIAPHRAGM PER PLAN 2xI2 RAFTERS 8d NAILS PER PLAN AT 6" O.G. .II 111 • ►IT H2.5 RAFTER TO TOP PLATE (OK TO LOCATE OUTSIDE) II SHEAR WALL pill EDGE NAILING T,!TAIL O SHEAR WALL PER PLAN N.T.S. 8d NAILS AT 6" O.G. ROOF DIAPHRAGM �,` aPER SPECIFICATIONS 6y2„ b +21I �2.. � i II II ii (2) 4 TIMBERLOK C.s.,a,C' 1- RAFTER TO BEAM -I II- 05/8" BOLTS 1 1 1 - 4 WASHERS 1 1 1 ;- N 3/16 _ O BEAM PER I PLAN (4xIO DF-L#I) 11511Mir' ._ I I N 3/I6"y�1 1 I 1I 11110 03-1/2" STD. WEIGHT I 4" O T I L PIPE (O.D. = 4") XX XX PER PLAN N.T.S. JOB 122-17 STUDIO-EDISON - NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 17 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 4/18/2017 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE COLUMN PER PLAN (03-1/2" STD. WEIGHT PIPE, O.D. 4") 3y2" / STEEL BRACKET fe 3/8"x5"xl0" PER DETAIL LEFT � 0 5/8" x 10" 5i. NA.B. (2) EACH - /1 3/I6" —1_ \ -N e I/2"x4"x6" \ `fl ii) �' i OK TO CLIP �> • ,- \ \ 1 \CORNERS o N I 11 ° ° , A p D l l d1 I I° D D A -Al D A p ! AD / //�/ I //\// �\ �V �� I p �� // // `// //` \/ p v. 8"x8 OR 08" PLINTH / ��• z • / WITH (4) #4 VERT. ° A �i REBARS AND #3 (V p ° / STIRRUPS @ 6" O.G. \/ A i I-1/2" COVER D / j \%//\% \(i P AD / \/ , \ ° jj D ° I� A- -n p/ ° A P \'b � � to %\ 111 / P D A c / PER PLAN (2'x2') / PER OAN REINRCEMENT (4-#4 BOTH WAYS �ETA IL, Q 3" COVER) N.T.S. cia 6 y/ O ist Q(2, q /41 j cc:4 / RI. tl fil �c t ` - I\ --be ir-i•\ I" /// ' w �q/ �.. �1 ma's 1 x .._flt /...-rs 1...fimis crit) 4 i 4r{' I t ` it / _ Lti 0 �. jai, n,er 11 '� % . ; -n 7A:' cV.- I / .., , / er--4•Ir r 1 ad; / ib( ' . .ylic '. {. . 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A \\N"-N... .`til .... el AL V i e2 0 (.-,. 1 h 4 , \Aa Cer-Lreel wEy, c, , y v I il" 11: \ be. . I 1 li I +7 •_''t!fNr� 'i�[+. y} • 1 ^e�*^-•"'rfv+R..s+�a-,..(:F.ytO,:,+,.w• .r'r�^'_•.•: :r:.. ..�„ . G. / J . i b / r t. f -- : : - cn. t: I.;.. ,_v. ,.,$'fSVc4'bm 7vtisa?r* Mindy e€44 cso.inu ,F'a4i11 ire# etrisk c.�x�..44toP C' „y, .>• �lt . �� / F !T•O..-r.l�.,h. r `..L� 'J1.•",M L..A' K.'�v--N_• I - �._a_.`�-l -. _ ���. � — - JOB 122-I1 STUDIO-EDISON - NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 20 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 4/1E5/2011 1520 PARKER WAY,SUITE#G,MT.VERNON,WA 98273 PHONE: (360)424-3404 FAX:(360)424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE c OF STRAP EQUAL LENGTH OR OR STRAP LENGTH PER PLAN STRAP LENGTH PER PLAN FLOOR JOISTS OR-N TRUSS BLOCKING n-t fififi-11. :___ _rrt ____ ______ ___ ______ BEAM OR HEADER PER PLAN (BY OTHERS)N STRAP PER PLA SHEAR WALL / NAIL ALL STRAP HOLES PER PLAN OK TO NAIL TO BEAM FACE EQUAL LENGTH OR ¢. OF STRAP STRAP LENGTH PER PLAN / OR STRAP LENGTH PER PLAN FLOOR JOISTS OR TRUSS BLOCKING inr ill- -? jr - BEAM OR HEADER PER PLAN (BY OTHERS) STRAP PER PLAN NAIL ALL STRAP HOLES \_/ / / / SHEAR WALL NOTE: PER PLAN DETAIL DEPICS ONLY THE STRAP PLACEMENT 1,E T�I L. T JOISTS,RAFTERS,TRUSSES MAY HANG FROM SIDE OF BEAM OR PLATES,STRAP MAY BE NAILED TO THE SIDE OF PLATES AND BEAM. N.T.S. JOB 122-11 STUDIO-EDISON - NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 21 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 4/20/2011 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE CANOPY RAFTER 01/2" BOLTS AND PER PLAN WASHERS (2x4 DF-L#I AT 24" O.G.) 7 BEAM I PER PLAN (4x6 DF-L#1) I DIAGONAL BRACING PER PLAN I\ (2x6 DF-L#1) PLAN VIEW /_ 01/2" BOLTS AND WASHERS A 1 n /I`/r #Gx3-I/2" WOOD SCREW RAFTER TO BEAM BEAM PER PLAN (4x6 DF-L#1) CANOPY RAFTER PER PLAN \I I (2x4 DF-L#1 r AT 24" O.G.) 1 • i / \ _ I PLAN VIEW SECTION #ax3-1/2" WOOD SCREW RAFTER BEAM TO BEAM CANOPY RAFTER PER PLAN PER PLAN (4x6 DF-L#I) DIAGONAL BRACING (2x4 DF-L#I PER PLAN AT 24" O.G.) (2x6 DF-L#I) .____//____ BEAM �� PER PLAN (4x6 DF-L#U BEAM ,II PER PLAN (3-I/2x12 OR 5-I/2x10-1/2 N 1 GLB) 01/2" BOLTS AND L WASHERS TA I U HANGER PER PLAN ___+_. SECTION (HU46 MAX OR N.T.S. HUG4b MAX) West Coast Engineers, Inc. BI STANDARD STRUCTURAL SPECIFICATIONS: 1) LOADS. a) Following are the loads used for the subject design/analysis: i) Roof live load: 20 psf viii) Floor dead: 12 psf ii) Roof dead load: 10 psf ix) Deck live: 60 psf iii) Snow load: 25 psf(ground) x) Deck dead: 10 psf iv) Snow load: 20 psf(balanced) xi) Exterior wall dead load: 12 psf v) Snow load: 25 psf(unbalanced) xii) Interior wall dead load: 8 psf vi) Floor live: 40 psf(living areas) xiii) Seismic Base Shear, V = 0.121 x W. vii) Floor live: 30 psf(sleeping areas) xiv)Wind: 110 mph 3-second gust wind speed, Exposure'D', 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 (structural concerns only). WCE leaves issues such as thermal / moisture detailing, ingress / egress, insulation, and fire / 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, 2015. All construction shall adhere to the minimum requirements of the 2015 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 722-17 Nelson Strl Specs 4-18-17.doc Page B 1520 Parker Way—Suite'G', Mount Vernon, WA 98273 a Tel: (360)424-3404 " ivank@wcoasteng.com West Coast Engineers, Inc. C I assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. 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. 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, Y2 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. 722-17 Nelson Strl Specs 4-18-17.doc Page C 1520 Parker Way_- Suite'G', Mount Vernon, \N.A 98273 Tel: (360)124-3404 Fax: (360)424-2063 Q ivank©wcoasteng.com West Coast Engineers, Inc. D I 12) STANDARD CONCRETE: a) General. Structural concrete shall be designed and constructed in accordance with the requirements of 2015 IBC, chapter 19, and ACl318-14. b) Strength, Mix, Placing. All concrete, unless otherwise specified in the Plans or Calculations, shall attain a 28 day strength of fc = 2,500 psi for footings and foundations not exposed to weather, and f'c = 3,000 psi for any concrete exposed to weather, 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 = 7/8". Mixing and placing of all concrete and selection of material to be in accordance with IBC and ACI 318 (latest editions). Provide 5% air entraining in all concrete exposed to the earth or weather. c) Concrete Admixtures. All admixtures are entirely at the discretion of the contractor and / 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"x10ga. or #3 at 24" O.C. each way, centered in a 4" slab. As an alternate to this reinforcing, Forta FERRO structural fiber mesh (or equivalent) may be used per the manufacturer's specific instructions and requirements below. Contact Forta at (800) 245-0306 or Marlen 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 Forta 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/ 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 bar diameters 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" ii) Formed surfaces in direct contact with earth 2" 722-17 Nelson Stri Specs 4-18-17.doc Page D 1520 Parker Way—Suite'G', Mount Vernon, WA 98273 0 Tel: (360)424-3404 0 Fax: (360)424 2063 e ivank@wcoasteng.com West Coast Engineers, Inc. E I 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. Development Length Table From ACI 318-14 Section 25.4 fc= 2,500 psi Minimum Concrete Strength 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) 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. c) Anchor Bolts. Anchor bolts to mud sill, use 5/8" diameter x 10" embedment at 48" OC, with 3" x 3" 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 / 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. 722-17 Nelson Strl Specs 4-18-17.doc Page E 1520 Parker Way Suite'G', Mount Vernon,VVA 98273 G Tel: (360)424-3404 Fax: (360)424-2063 ivank©wcoasteng.com West Coast Engineers, Inc. F I 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) Laq 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. m) All connection nailing that is not specifically shown in the attached details defaults to the 2015 IBC Chapter 2304.10 with appropriate table (2304.10.1), and 2015IRC fastener schedule for structural members table R602.3(1) and alternate attachment schedule table R602.3(2), stringer requirement governs. 15) PRE-FABRICATED FRAMING CONNECTORS: a) Manufacturer: Simpson brand is specified, however any other nationally recognized brand (Silver, KC, USP, 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 722-17 Nelson Strl Specs 4-18-17.doc Page F 1520 Parker Way-Suite'G', Mount Vernon, WA 98273 Tel: (360)424-3404 Fax: (360)424-2063 ivank@wcoasteng.com West Coast Engineers, Inc. G I will be corrosion resistant. 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 CC, AC, LCE or equal series ii) Post bases CB, ABU series iii) Joist hangers LUS, IUS, ITS series. iv) Truss and rafter holdowns H1, H2.5A at each heel to double plate. 16) PREFABRICATED WOOD PRODUCTS: a) I-beam Composite Web / 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 / bracing as shown on the Plans and / or as recommended by the manufacturer. All manufacturer's installation recommendations (bearing, blocking, bracing, hangers, provisions for double joist, etc.)shall be followed. b) 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. c) 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. d) 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 (7/16" OSB or CDX w/8d nails at 6" OC panel edges, and 12" OC field, unblocked) or PW2. All shear walls shall be positively connected to horizontal diaphragms at their tops and bottoms per the Callouts herein. Plywood structural panels shall conform to the requirements in DOC PS1 or PS2, CDX plywood unless otherwise noted. Store in accordance with the manufacturer's recommendations, and install per IBC (NDS) requirements 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 may be 722-17 Nelson Strl Specs 4-18-17.doc Page G 1520 Parker Way- Suite'G', Mount Vernon, WA 98273 Tel: (360)424-3404 Fax: (360)424-2063 ivank@wcoasteng.com West Coast Engineers, Ong. H I 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. e) Plywood Roof. If roof diaphragm is not specified in Plans or Calculations, use 5/8" 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. f) Floors. All wood floor diaphragms shall be glued and nailed. Use thickness as shown on the Plans, but not less than 3/" T&G. Contractor to verify all span ratings of plywood or OSB (minimum grade DOC PS2). Where otherwise not shown on Plans, nail floor diaphragm using 10d common wire nail (twisted shank type nails recommended) at 6" on edges, 12" in field, non-blocked, per IBC Case 1 pattern. 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 SK6 — SK20. 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 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. 722-17 Nelson Strl Specs 4-18-17.doc Page H 1520 Parker Way Suite'G', Mount Vernon,WA 98273 0 Tel: (360)424-3409 0 Fax: (360)424-2063 0 ivank@wcoasteng.com JOB -122-17 STUDIO-EDISON - NELSON RESIDENCE WEST COAST ENGINEERS, Inc. SHEET NO. L - I OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 4/II/201-1 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE et-C , LATERAL AN ALYS I S4 - 16 4...,,,,..Lt-fc" ---t- -41-....:, ,... . I_ - R/(.Q, I) WIND L — \ _ 110 MPH, 3 SEC GUST - T---Is - -='--- - EXPOSURE D --= I\' '�' ,t TOPO FACTOR Kzt = 1.00 `�Ii _ :: • • • "' --- DIRECTIONAL PROCEDURE . .. .• -�:.::,psis } I �-� .46o E4457"-- EG /.irrT/on/ 2) SEISMIC /my/.4, 1/sue=.:o.. • s"''" V = 0.121 W WOOD SHEAR WALLS -7' ( E = RoxVx0.7 Ro = 1.3 i' 1A E = 0.110W SHEAR WALLS ll— fl 4 �I EMI' �'I i I! ri! !! WEIGHT_ !i'— =zil ROOF = 10 PSF li 1' I. �,�.. ant,LI' IA i� _ _ _ FLOOR = 12 PSF r - DECK = 10 PSF i - „5 { ri . i EXTERIOR WALLS = 12 PSF INTERIOR WALLS = 8 PSF EQUIVALENT LATERAL 5..0[17 E-z,. v RT�o`I 0 UJ I CJ' 7 i • FORCE PROCEDURE ostic LZ '- I fig 1.11 74457 r t 1',era'',l l /l�t.�ed�iwa-., so� GI EST ELE'!/14T/O/1/ • _ TkTfIr1171-?l ifi 14 TT- . II 0.0 raj¢ 4 I IJ all 1-i J I) -. : 1i ( I `-7I 1 I � n nI ` i _ r L.I -----,-- II ,I t' ,b �J 't . ` //O/RTFf EG .I/ 774/-' 7/////7 %B'c/'o" • J06 122 - 17 STUDIO-EDISON On NELSON RESIDENCE WEST COAST ENGINEERS Inc . — SHEET NO . 1- 2 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 4/11 /2011 1520 PARKER WAY , SUITE # G , MT . VERNON , WA 98273 PHONE : ( 360) 424- 3404 FAX : ( 360 ) 424 - 2063 CHECKED BY DATE WEB : WWW . WCOASTENG . 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A, '1. ._ • -i _ 1' _��f� i T,1 ,:f!' . ...- i •'µ t .!4'- -Ec q�� �sf 4.-.1 jScy Ty•t = ra' b� - -, , .a: ) z _ v �. r' FiF i a a:e---'-'n '1 s_�y_r3"r•.r'%.• : {i.. . •1, J'•l• am% r't-'4+• J t art '` , . r sMS t.-_ s ?'-,•s-v -' = +-j-r ` _'�» t i aE ."a•- 7 - rat^3-_ b-•.:' , 'I..• ' ��'_'`'' '-, t $ �r ..-,� G3'_ s ;,�r ''�;�ar .,s_-�xr'i '1, ., Jx t r Sil'A-4�0'h: r - r+ `.i j1"t t _ t �y f-`4 • .'� L _ 2,r4=,-,1 2_ •�F 1•+, . �R'rt L i)17-`s..'4'• r �c i�11.y_ lrfl. :4a __t. .tt4�N 'Hi r 4f y ;s-4- ,,'ray' .t. k• :, 4 (Q` C-�i0---7�ir4 �t= '�. ,,..4 tvr t •' V:, ct. 2 •i,•k-L,'. L7140 .i;<a 1'. 1•• •� °.•i-'-e a }fi r t. ierritori .. � I is • s ?4' z 4•? • 4c f •1 t' • C..r ram- 1$ 'I = - - -.•- 43 1 _ f 7*: _ tiYr1 E r .y ...:4.... r ' r t' f e #��r' r' c "d j lr� ♦ f ,�'S ; t ,22tr � .,_ r 7 •i.y - {r-r ._- 'ii.r ,-.rj:err t, >lc,- ... 7 gyp+ yF: • :.k - y" r a USG Provided Output SS = 1 .121 g SMS = 1 .179 g SDS = 0.786 g S = 0.444 g SD1 = 0.460 g1 M1 For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. k�n�fl... Respt'ise SvectrIu r`I i1 '.�1r 'l F�t"?S�JLYI � ;,x'lcci`jrn I i_I'I L-•:1 t1,1J I.CQJ i17 Cl�l (1Gt 0:J: 0'l_ 1-7, 0 C•h p G:j Gn CL��J I C1.,. I A:J1 �� Cl 5 CL�. IllL LI IC Ci r 11JC1_• Cl CS't C11J: a a C :'.1 CI U: .C- rt r.o� r.?- I :0 I.i%1 r:J: �.c.,[ = 1.'' rJi U:. CI :•j a r ?.. LC L:: I . _ = F'e. tv_'.l {��_1 1"ena ,I (se_•) For PGAI.1, TL, CRS, and CR, values, please view the detailed report. ------------------------- Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. https://earthquake.usgs.gov/cn2/designmaps/us/sum m ary.php?tem plate=minimal&latitude=48.486512&longitude=-1 22.667546&siteclass=3&riskcategory=0&ed... 1/1 SWC4SAL. Structural Design Loads - IBC 2015 & ASCE 7-10 L 4 Seismic Calculations - Per ASCE 7-10 Project: 722-17 StudioEdison - Nelson Res. Equivalent Lateral Force Procedure ASCE 7-10 (12.8) Earthquake Spectral Response Accelerations Approx. Site Location Anacortes - Skagit County USGS 0.2 Second Response Ss = 1.121 % of gravity USGS 1.0 Second Response S1 = 0.444 % of gravity IE = 1.00 Note: Assuming 5% Critical Damping, Site Class B Skis = 1.179 and 2% Probability Of Exceedance In 50 Years SM1 = 0.691 SIDS = 0.786 Site Class Stiff Soil, D (Typ.) - SDI = 0.461 CTs = 0.020 Risk Category Risk Category II (All Buildings Except Risk Category I, III, & IV) V Ta = 0.234 Cu = 1.400 Structural System Lght frm'd walls w/wood or steel rated panels R=6.5 T = 0.327 Csmax = 0.217 Long-period Transition Period TL = 16 Seattle area TL=6 Csmin = 0.035 Elev. Of Top Of Building hn = 26.50 ft Cs = 0.121 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. / 50 Seismic Base Shear V = 0.121 W Wind Loads Per ASCE 7-10 - Directional Procedure, PART 1 Applicable for Main Force Resisting Systems (MWFRS) of Rigid Buildings of All Heights Building Wind Exposure Exp D - Large Water Bodies >5,000ft, extend 600ft to B and C V Enclosure Classification Enclosed Building (Typical) Wind Speed Type Input 3-Second Gust Wind Speed (New Higher Value) V 3-Second Gust Wind Speed • 110 mph V IV,, = 1.00 Roof Pitch 1 2.00 /12 0 = 9.5 deg Roof Pitch 2 5.00 /12 0 = 22.6 deg Hill Shape Topographic Factor Not Applicable V Downwind no Building Width Perp. To Ridge B = 20 ft Building Length Parallel To Ridge L = 64 ft Mean Height Of Roof (ft) h;n = 26.5 ft Eave Height (ft) heave = 0.0 ft Directionality Factor Kd = 0.85 Height of Hill or Escarpment H = 180 ft Narrowest Half-Width of Hill at Half-Height Lh = 1,750 ft Horiz. Distance From Crest To Bldg. Site x = 0 ft Height Above Ground Level z = 26.50 ft Topographic Factor KZt = 1.000 Gust Effect Factor G = 0.85 Velocity Press. Exposure Coefficient Kh = 1.137 Velocity Pressure qh = 29.95 psf 722-17 Nelson ASCE7-10 Loads 4-11-17.xls 4/11/2017 Windward Wall Pressures Internal Pressure 1 05 Intermed, Value Windward Elev 9z Wall Internal Pressure 0-15 feet 27.13 psf 18.45 psf +/- 5.39 psf 15-20 feet 28.52 psf 19.39 psf 20-25 feet 29.65 psf 20.16 psf Uplift Pressures 25-30 feet 30.60 psf 20.81 psf 30-40 feet 32.17 psf 21.88 psf GCp Constant Pressure 40-50 feet 33.44 psf 22.74 psf 3.7 110.81 psf 50-60 feet 34.52 psf 23.47 psf 2.8 83.85 psf 60-70 feet 35.46 psf 24.11 psf 2.0 59.90 psf 70-80 feet 36.29 psf 24.68 psf 1.7 50.91 psf Transverse (Perp. To Ridge) Longitudinal (Parallel To Ridge) Leeward Wall Side Walls Leeward Wall Side Walls -12.73 psf -17.82 psf -6.11 psf -17.82 psf (Outward) (Outward) (Outward) (Outward) Windward Roof- Windward Roof- Roof Pressures - Slope 1 - 2.00 / 12 Slope 2 - Based On Posn. Pressure 5.00 / 12 Down Ridge Option 1 -32.00 psf -15.15 psf 0 to h/2 -22.91 psf Option 2 -5.02 psf -2.18 psf h/2 to h -22.91 psf h to 2h -22.91 psf > 2h -22.91 psf Leeward Roof- Slope Leeward Roof - 1 - 2.00 / 12 Slope 2 - 5.00 / 12 Typical Elements -18.64 psf -15.27 psf Mid-Wall Studs 38.33 psf (Outward) (Outward) Mid-Roof Rafters 32.34 psf Slope 1 Mid-Roof Rafters 32.34 psf Slope 2 Snow Load Calculato©Ws Per ASCE 7-10 Roof Shelter Selection Partially Exposed (Typical) Thermal Factor i Cold Bldgs., Or Vented Cold Roof Having R-Value > 25 Roofing Material Obstructed, Or Unslippery Surface (Comp., Shingle, Etc.) Calculation Method Choice Calc. Flat Roof Snow Load Using Ground Load Provided Input Ground Snow Load Pin = 25 psf Is = 1.00 i = 0.88 Horiz. Dist. From Eave To Ridge W1 = 12 ft (Max. For Slope 1) Ce = 0.90 Horiz. Dist. From Eave To Ridge (I„) W2 = 12 ft (Max. For Slope 2) Ct = 1.10 Csi = 1.00 Adjusted Flat Roof Snow Load pf = 20.00 psf Cs2 = 1.00 Calculated Ground Snow Load pg = 25.00 psf y = 17.25 pcf Overhang / Ice Dam Load 2 x pf = N/A (Depends On Thermal Factor) Maximum Valley Snow Load pv = 20.00 psf For Nonparallel Reidges (Snow Anal. for WA) Maximum Valley Snow Load p„ = 60.00 psf For Parallel Reidges Reduced Snow Load For Slope 1 Psi = 20.00 psf (On Horiz. Area) Reduced Snow Load For Slope 2 Ps2 = 20.00 psf (On Horiz. Area) Balanced / Unbalanced Snow Loads For Hip & Gable Roofs Slope 1 - 2.00 / 12 Pitch Slope 2 - 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 20.00 psf Case 2 - One Side Only 0.00 psf 25.00 psf Case 2 - One Side Only 0.00 psf 25.00 psf Case 3 - Unbalanced N/A N/A Case 3 - Unbalanced N/A N/A Dist from Ridge for Surch Dist from Ridge for Surch Minimum Roof Snow Load 20 psf 722-17 Nelson ASCE7-10 Loads 4-11-17.xls 4/11/2017 Snow Drift on Lower Structure L-6 Length of roof upwind It,= 20 ft 20 ft Max.Height of drift snow h,= 7.00 ft Calc'd drift depth hd= 1.34 ft Max.drift load Pd= 23.10 psf Wdth of snow drift w= 5.36 ft Wind Pressures Per ASCE 7-10 - Directional Procedure Min.Pressure= 8.00 psf Roof= 13.62 psf Total 0.6W 21.88 psf Slope 1 - 0.6W= 8.17 psf 2.00/12 34.60 psf 20.76 psf -32.00 psf -18.64 psf -5.02 psf 20.81 psf 33.54 psf 20.12 psf 20.16 psf +/-5.39 psf 32.89 psf 19.73 psf +/-5.39 f -12.73 psf 19.39 psf +/-5.39 psf 32.12 psf 19.27 psf +/-5.39 psf 18.45 psf 31.17 psf 18.70 psf f g 20.00 ft t Min.Pressure= 8.00 psf Roof= 13.09 psf Total 0.6W 21.88 psf Slope 2- 0.6W= 7.86 psf 5.00/12 34.60 psf 20.76 psf 41>C/ -15.15 psf -15.27 psf -2.18 psf 20.81 psf 33.54 psf 20.12 psf zs _ _ r 20.16 psf +/-5.39 psf 32.89 psf 19.73 psf +/-5.39 p f ++I 19.39 psf +/-5.39 psf _mow -12.73 psf 32.12 psf 19.27 psf 'r; -� +/-5.39 psf 0 6 I D, 18.45 psf 31.17 psf 18.70 psf // / -k Ey 20.00 ft J 722-17 Nelson ASCE7-10 Loads 4-11-17.xls 4/11/2017 Snow Drift on Lower Structure L-7 Length of roof upwind = 20 ft 20 ft Max.Height of drift snow 7.00 ft Calc'd drift depth hd= 1.34 ft Max.drift load pd= 23.10 psf Wdth of snow drift w= 5.36 ft Wind Pressures Per ASCE 7-10 - Directional Procedure Min.Pressure= 8.00 psf Roof= 11.18 psf Total 0.6W 21.88 psf Slope 1 - 0.6W= 6.71 psf n, 3.00/12 34.60 psf 20.76 psf �c__, -26.93 psf -15.76 psf -4.58 psf 20.81 psf 33.54 psf 20.12 psf 25 20.16 psf +/-5.39 psf 32.89 psf 19.73 psf +/-5.39 f -12.73 psf 19.39 psf +/-5.39 psf__,y. 32.12 psf 19.27 psf +/-5.39 psf p, 18.45 psf 31.17 psf 18.70 psf //.// I - - ///. / 12) 20.00 ft I Min.Pressure= 8.00 psf Roof= 18.66 psf Total 0.6W 21.88 psf Slope 2- 0.6W= 11.20 psf 0.50/12 34.60 psf 20.76 psf ,0 -17.59 psf -29.45 psf -10.78 psf 20.81 psf 33.54 psf 20.12 psf ZS 20.16 psf +/-5.39 psf 32.89 psf 19.73 psf +/-5.39 p f 19.39 psf +/-5.39 psf i. • -12.73 psf 32.12 psf 19.27 psf -/1101 +/-5.39 psf '' 10i 18.45 psf 31.17 psf 18.70 psf O, // //_ / 12) 20.00 ft 722-17 Nelson ASCE7-10 Loads 4-11-17.xls 4/11/2017 JOB 7c2-4 —1 1 F'E 1--'7-0-1-1 WEST COAST EN IN E S6 Inc, SHEET NO. — LJ OF Structural and Civil Engineering 1 DATE 6(-AI A-7 CALCULATED BY 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3404 CHECKED BY DATE Web: www.wcoasteng.com SCALE tut_ (o st((S < !I,-7�Lz,4--- 0 4, i©, 4a 7( lq ,Zr) Il-kteb 0 , -------—7— -7t------1 t !i I-±,cG5 &1QG °I1 ,7v4 1i . t ' — ': lcT, (cot Lo,S t �(n�7<CZ In r,►�2' a j1 46i 1 11�S,w , (z71 9ITi( (ef 4,y a,c c+ ,LC/�� X � 4'� 11AHATR I - NJ o °; C �`P`1I 1vx(0X x2 .- toR��. iI , A LCOYF .Ili f) !1 I , aE!oR ' 1 i 'lj ,e 9 o`t (�j. 77-7, 0 0 — ter-- b �EG� .. � _ � O j,. .�.� . . 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OF tt,, Structural and Civil Engineering CALCULATED BY Itff✓ DATE 4 7(A / 1 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3404 CHECKED BY DATE Web: www.wco_asteng.com SCALE N r It u , to-c. i s 4 G l Ico q' C'ke/12 n`r 42(t5 vt-zi (V) r-c- a (;\c2n to c_ 0,cc:)( I f�o if onn-oil,. ift5' 2 12 l i � ,Dx ,o w (G,'11-/ 0 T. 12 . 211 -0,Co L 6i4i4c, ` Alt 4 8d @, Lttk Q,, 4 k , 1.e 20- w c- (4 `!may r, r lei S`5 e M. k71 L, c'7n'---aQ l L(' TC/2") c-'hv 5(`- (a,f`t z,k-F (00 6.____\J_____—___Le ti) V) f--)o w,. LA-(, -t -2(',1 1 (,/ l `- 10r --)c)t,i + (`• !vtl /\\I`0-(0 t CQ C(Q I * Co t., C -\ r 1 & 4L-r 22:0 -' -- 1`L-t l `r�--7 =1 -f7 r7Ci S-,- A L7-/ ( - ��t")r 1 c�cp`� - `---1`--- N-zi : (c/-7?7,` ux ,,IA—/ \ r1--, -. i w(N(. V)e177t9 Z) cL"F-C\c-1},_,a. r tt CO i-7; (157- 966\ 'I'LJke F\V) FT=T270(77-,Lif -L r .-4 ` . ` 7 f c 4 U ion' f5777Z- LO}. loci t, o L AS/ CT) 1-7 0 1 (1 JOB V—9,—1-7 irl.rl.5—l/73 WEST COAST ENGINEERS, Inc. SHEET NO. . ——I?j OF �/ Structural and Civil Engineering CALCULATED BY {l« ( DATE !/ t`/ � 1520 Parker Way#G,Mount Vernon,WA 98273 ! ((( / � Phone: (360)424-3404 CHECKED BY DATE Web: www.wcoasteng.com SCALE e —i. GI 4-°v . `F, i)-c,L. (L2V-), /5 7 ti Is, G Vp ,' , It,s( z,--o��y z74x c ��,1� ,o, 4e 2 , to ,1_7 _Cp2@(�'( -1,-)L- ,cc-7L-4\ioL 5-z,D -,--k( 0, cb C 7-(m7.\t(.0 Ir,L_4,-z, \ (__ __!:___L_ ____?Qc, C:tti 1w1c .i0 M 3LA J (—' ( 1) 1 2 4 Ccl (148(1 0(o( ) 10.)-5,3D *`e' t2,,flc cc. 6,1,,Ve-.7'F -1;2(--k :1 c-C L c._ 9 A, rop,cs-- ( 0,cp.c.----ziroyi-DiLi-2,,c- 7 , , 2e,,--)1\ -ram k o,co - 16,(eb rqr I I 14.E 6L q(#( r2') 1- Co Dr L Z -- 00 ( t,+\),)L._) 2 I R S-( I2 n► 11, i t z_ `F_)k- Vit,_ 9q5 (-71 (7 Oa7H I47 0L . C !`'_`/ • Bi-Axiai Bending CCoDumn resign Spreadsheet Based on 2015 NDS Design Specifications 2x6 DF L#2 at 16" o.c, L=12°6", DL+SL+WL General Member Specifications Cross-Section Properties Breadth d2 = 1 .500 in Member Type Visually Graded ® Depth d1 = 5.500 in Nominal Size 2 x 6 G' Area A = 8.250 in2 Species Douglas Fir-Larch ® Top Section Modulus SiT = 7.563 in3 Grade No. 2 v Bottom Section Modulus S1B = 7.563 in3 Left Section Modulus S2L = 2.063 in3 • Grade (For CF) I Select, No.i, No.2 or No.3 ® Right Section Modulus S2R = 2.063 in3 Size Classification Dimension Lumber Custom Breadth d2 = ` Depth d1 = Tabulated Strength Properties Bending Strength Fb = 900 psi Unbraced Length 11 = 150 in Shear Strength F„ = 180 psi Loading Type Both ends pinned 7 Compressive Strength Fc = 1350 psi Modulus of Elasticity Emin = 580,000 psi Unbraced Length 12 = 12 in Effective Length let = 150.00 in Loading Type ; Both ends pinned w Effective Length lee = 12.00 in Slenderness Ratio RB1 = 25.259 Duration Factor Ten Minutes (Wind) V Slenderness Ratio RB2 = 3.598 Load Duration Factor CD = 1.60 Min. Compr. Edge Sheathed ? yes Incision Factor (Fb, Fc) Ci = 1.00 Pressure Treated no Incision Factor (E, Emin) Ci = 1.00 Size Factor CFI = 1 .300 Size Factor CF2 = 1 .000 Flat Use Factor Cfu = 1 .15 Repetitive Use Factor (Edgewise) Yes V Modified Modulus of Elasticity Emin' = 580,000 psi Crit. Buckling Stress FbE1 = 1.09E+03 psi Crit. Buckling Stress FbE2 = 5.38E+04 psi Column Lateral Load: (select only one) Repetitive Use Factor Cr1 = 1 .15 Cant. post w/ top load no Basic Mod. Bending Stress Fb1* = 2,153 psi Cant. post w/ uniform load no Basic Mod. Bending Stress Fb2* = 1,656 psi Simly Supp. (SS) uniform load yes Beam Stability Factor CL1 = 1.0000 SS point at mid-pt., no lat. support no Beam Stability Factor CL2 = 0.9984 SS point at mid-pt., w/ lat. support no Allowable Bending Stress Fb1' = 2,153 psi SS point at 1/3pt, w/ lat. support no Allowable Bending Stress Fb2' = 1,901 psi SS point at 1/4pt, w/ lat. support no Buckling Design Value (Comp.) FcE1 = 6.41E+02 psi Buckling Design Value (Comp.) FcE2 = 7.45E+03 psi Basic Mod. Compressive Stres: FC1* = 2,808 psi Basic Mod. Compressive Stres: Fc2* = 2,160 psi Column Stability Factor CP1 = 0.2163 Column Stability Factor CP2 = 0.9311 Allowable Compressive Stress Fc' = 607 psi Applied Forces Axial Load P = 800 lb Compressive Stress fc = 97 psi Edgewise Bending M1 = 541 ft-lb Applied Bending Stress fbi = 858 psi Flatwise Bending M2 = 0 ft-lb Applied Bending Stress fb2 = 0 psi Incidental Eccentricities e1 = 16% x d e2 = 0% x d Unity Check (should be <= 1.0) 0.505 OK West Coast Engineers, Inc. 05 Beam-Column 2-12-08.xls 4/11/2017 Bi=Axial Bending Column Design Spreadsheet Based on 2015 f\IDS Design Specifications C6 2x6 DF-L#2, L=12'6", DL+WL General Member Soecifigtions Cross-Section Properties Breadth d2= 1.500 in Member Type !Visually Graded + Depth d,= 5.500 in Nominal Size 2 x 6 Area A= 8.250 in2 Species Douglas Fir-Larch v Top Section Modulus Sir= 7.563 in3 Grade i No.2 Bottom Section Modulus S1B= 7.563 in3 Left Section Modulus S2L= 2.063 in3 Grade(For CF) Select,No.1,No.2 or No.3 V Right Section Modulus S2R= 2.063 in3 Size Classification Dimension Lumber Custom Breadth d2 Depth di = Tabulated Strength Properties Bending Strength Fb= 900 psi Unbraced Length Ii = 150 in Shear Strength Fv= 180 psi Loading Type Both ends pinned w Compressive Strength Fc= 1350 psi Modulus of Elasticity Emi,= 580,000 psi Unbraced Length 12= 66 in Effective Length Ie1 = 150.00 in Loading Type Both ends pinned Effective Length Ie2= 66.00 in Slenderness Ratio RBI = 25.259 Duration Factor Ten Minutes(Wind) V Slenderness Ratio Reg= 3.598 Load Duration Factor Co= 1.60 Min.Compr. Edge Sheathed? yes Incision Factor(Fb, Fc) C,= 1.00 Pressure Treated no Incision Factor(E, Emin) Ci= 1.00 Size Factor CFI = 1.300 Size Factor CF2= 1.000 Flat Use Factor Cfc= 1.15 Repetitive Use Factor(Edgewise) Yes w Modified Modulus of Elasticity Emin'= 580,000 psi Crit. Buckling Stress FbE1= 1.09E+03 psi Crit.Buckling Stress FbE2= 5.38E+04 psi Column Lateral Load: (select only one) Repetitive Use Factor Cr1 = 1.15 Cant.post WI top load no Basic MOO. Bending Stress Fb1*= 2,153 psi Cant.post w/uniform load no Basic Mod. Bending Stress Fb2*= 1,656 psi Simly Supp.(SS)uniform load yes Beam Stability Factor Cu.= 1.0000 SS point at mid-pt., no lat.support no Beam Stability Factor CL2= 0.9984 SS point at mid-pt.,w/lat.support no Allowable Bending Stress FbI`= 2,153 psi SS point at 1/3pt,w/lat.support no Allowable Bending Stress Fb2'= 1,901 psi SS point at 1/4pt,w/lat.support no Buckling Design Value(Comp.) F0E1 = 6.41E+02 psi Buckling Design Value(Comp.) FcE2= 2.46E+02 psi Basic Mod.Compressive Stress Fc1*= 2,808 psi Basic Mod.Compressive Stress Fc2*= 2,160 psi Column Stability Factor Cpi= 0.2163 Column Stability Factor CP2= 0.1112 Allowable Compressive Stress Fc'= 240 psi Applied Forces Axial Load P= 474 lb Compressive Stress fc= 57 psi Edgewise Bending Ms = 888 ft-lb Applied Bending Stress fbr= 1,409 psi Flatwise Bending M2= 0 ft-lb Applied Bending Stress fb2= 0 psi Incidental Eccentricities e, = 16%x d e2= 0%z d Unify Check(should fie<=1.0) 0.781 OK West Coast Engineers,Inc. 05 Beam-Column 2-12-08.xls 4/11/2017 Bi=Axial Bending Column Design Spreadsheet Based on 2015 NDS Design Specifications C6 2x6 DF-L#2, L=12'6", DL+0.75(SL+WL) General Member Specifications Cross-Section Properties Breadth d2= 1.500 in Member Type visually Graded v Depth d1 = 5.500 in Nominal Size 2 x 6 Area A= 8.250 ink Species Douglas Fir-Larch V Top.Section Modulus SIT= 7.563 in' Grade No.2 v Bottom Section Modulus Sie= 7.563 in 3 Left Section Modulus S2L= 2.063 in3 Grade(For CF) Select,No.1,No.2 or No.3 w Right Section Modulus S2R= 2.063 in3 Size Classification Dimension Lumber Custom Breadth d2= Depth d1= Tabulated Strength Properties Bending Strength Fb= 900 psi Unbraced Length I1= 150 in Shear Strength F = 180 psi Loading Type Both ends pinned w Compressive Strength F,= 1350 psi Modulus of Elasticity Em,n= 580,000 psi Unbraced Length 12= 66 in Effective Length 1e1 = 150.00 in Loading Type Both ends pinned w Effective Length Ie2= 66.00 in Slenderness Ratio RB1 = 25.259 Duration Factor Ten Minutes(Wind) V Slenderness Ratio Reg= 3.598 Load Duration Factor Co= 1.60 Min.Compr. Edge Sheathed? yes Incision Factor(Fb, Fc) C;= 1.00 Pressure Treated no Incision Factor(E, Emin) Ci= 1.00 Size Factor CFI= 1.300 Size Factor CF2= 1.000 Flat Use Factor = 1.15 Repetitive Use Factor(Edgewise) Yes • Modified Modulus of Elasticity Emin'= 580,000 psi Crit. Buckling Stress FbE1= 1.09E+03 psi Crit.Buckling Stress FbE2= 5.38E+04 psi Column Lateral Load: (select only one) Repetitive Use Factor Cn= 1.15 Cant.post w/top load no Basic Mod. Bending Stress Fb1*= 2,153 psi Cant. post w/uniform load no Basic Mod. Bending Stress Fb2*= 1,656 psi Simly Supp. (SS)uniform load yes Beam Stability Factor CIA= 1.0000 SS point at mid-pt.,no lat.support no Beam Stability Factor CL2= 0.9984 SS point at mid-pt.,wl lat.support no Allowable Bending.Stress Fh1'= 2,153 psi. SS point at 1/3pt,w/lat.support no Allowable Bending Stress Fb2= 1,901 psi SS point at 1/4pt,w/lat.support no Buckling Design Value(Comp.) FeE1 = 6.41E+02 psi Buckling Design Value(Comp.) FCE2= 2.46E+02 psi Basic Mod.Compressive Stres: Fd*= 2,808 psi Basic Mod.Compressive Stres: Fc?= 2,160 psi Column Stability Factor Cp1= 0.2163 Column Stability Factor CP2= 0.1112 Allowable Compressive Stress F,'= 240 psi Applied Forces Axial Load P= 1,075 lb Compressive Stress fc= 130 psi Edgewise Bending M1= 666 ft-lb Applied Bending Stress fb1= 1,057 psi Flatwise Bending M2= 0 ft-lb Applied Bending Stress fb2= 0 psi Incidental Eccentricities e1 = 16%x d e2= 0%z d Unity Check(should be<_1.0) 0.924 OK West Coast Engineers,Inc. 05 Beam-Column 2-12-08.xls 4/11/2017 722-17 Nelson Res- Perforated Shear Wall Factor Co=[r/(3-2r)*(Ltot/SL;) GLD main floor r= 1/[1+(Ao/(h*SLi)] Ltot= 17.5 ft h= 9.5 ft width[ft[ height[ft] area[sf] opening width Ao= 1.5 3.5 5 0 5 0 0 5 0 0 6.67 0 0 4 0 Total Ao= 5.3 L;= s-w segment length[ft] 8.00 8.00 0.00 0.00 r= 0.9666 0.00 Co= 0.991 Total L;= 16.00 JOB 74P--\ 1 W(-cat) trat✓ob WEST COAST ENGINEERS, Inc. SHEET NO. CA / OF Structural and Civil Engineering CALCULATED BY �1C- DATE 6c(C9 j(.) 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3404 CHECKED BY DATE Web: www.wcoa$teng.com SCALE Loll O G Lim Zc-- c_.7 S I V1/4-3 I •A il-------,‘' Ii.� im,ci_OSET LI 1 f.U l ,:i I I Bf©RM 1 Le 1,00 1171 /1799 ii 0 CI 1- ,k I 4-`k1 IZ`f / 1--7,) � 1 1 PH . :.-. loporl i to„s 1106. - t, 2 0 ci lalisdli . 1-- +-1- I k 0 O • G, 1 H� �ois,v roa -w — I 1 11 GI - A _I 'tt--- ___----k- " r --=, r I ' ' 1\ . 1 I F 1 j ` if 1 Ci '. 1 .II •• 14Z� �V l .4,z aw (1ti- /k7 co. ) ;CLOSET. 1 '/01,( -(O/t t tj) ri i UPPER FLOOR PLAN V4J-1.'0° /t2/.."- p-,_ H Y (Z97 c171 JOB 7 •tr—1"I -,-6-.4... ._-_-5(-) WEST COAST ENGINEERS, Inc. SHEET NO. ``-- OF Structural and Civil Engineering CALCULATED BY 1(t:. DATE .tt-/(47'."."1 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3404 CHECKED BY DATE Web: www.wcoagteng.com SCALE ,c:41.--6',D 4"1,0) -F7eC--'r c--.'-'. ( 17 /kc Cto) ---- ,` - (--ti )?(cc,C '.j:/.. 71I(0(-�ii /`yt--,f) 3'y 47,5R ,',c--`4 ,iTK "�wt\ `l; M, . I H c 6,7- ( c "7l c aic 1 d(0 o 7'-y-y) 2/r t� ,,�cf© Gc /cv"- ( 1D�-( (i-i, n )Z/ -Pt '')t t cV (,/,1 c / G,--rO mil.( ,,gyp.- , --w=-)_r t -P)) cet 0 1,11-0b,Ci*C 15 A'f t 'DT (--4— D 4 Ar ��0 (-ill (7, 1 ) 6:______..__:. r d jz. GC t-L ( (�-t 9 /1`I Z, �� (�' '�J U Li (9 7 z, p o , /obt (7,-t r.,/ I tit -i) 4,i y lc /2�1 -2- t a /1v-r( I,,. ._ 1.00 ----/'1 , MI) 1,,. t 9,-(,ti (22 0/69-1,4' 5 Ax 2 4 H ( (Cl tiA--Pi o) W ..G q Le lv ,Pc7 ,ot _Ce lir l-.2 0 /.y�(1L� le � pJ � Q t h_( It - \A C t°le JOB 74 — ( "t 'I� 1., �J WEST COAST ENGINEERS, Inc. SHEET NO. '2-I OF Structural and Civil Engineering kJ. Lt./ (7/ CALCULATED BY DATE 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3404 CHECKED BY DATE Web: www.wcoasteng.com SCALE * C. 2(oo°( ( a t)/tuc() (,. k/ c (a(vc p, r_ —1 z(7-� -(2 7K-' F 7 r 97C.PIA(1-r`;[0 I t,(9.) ci 1 k 1.. 17 41Z \'1 l g \cr,° 1-x Co (0 �� 6 ' \°'La1.7 Z�cCo 0 )cjl 2 2 )Qc (k) / C0 Cf-s) --) ,)-e5 /47c Kl_. Iv 1 1 D ?,1,-,(0 - -- i r. cS c c 1 or buy �,,L-- I qii 1c Ct-p k-4 4, JOB 17 `WEST COAST ENGINEERS, Inc o SHEET NO. C't Lt OF Structural and Civil Engineering CALCULATED BY `}� u DATE { 41f/ 1 9 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3409 CHECKED BY DATE Web: vwvw.wcoasteng.com = SCALE Ly .ce ? /-eaCQf('„„,j- ( '1)01 ' •?.-Or C_9 't,IY' '' - - ci 1 \O`r-- 104 XIS, 1 1a Lp —� t I-,�tir't -'7). 0 �; /t7.7 e Cp C927 I t - 1,— *y---Aclu. '1 1 0 -t-, —��_ - , u-s . Ac--, �,4 k. (926,) , S .r21 �r; 1-'3 ( -(4-71--p iT5r1., li't- ---i,1, ,!.,,o, u), to;t-z, T.91- /c--6,1 t vj •S i-k t,1 ,ru,, t0 & I e '! -- CQIbi ....___ , ',4,ts, ),) '1,, b k c71-7,) (o'c (-( 4 U. 0 r— ( -F E `XC-(n -t)L C7L ` '.) 0/ \ ' -'1_ ``bl,+ ,T1 -,-(fi(-f‘02) (kb '/a1 LS( 0. CnQ((4 \C C.t 17611/77 S 6, 440 j 7 -Apr- 17 Mind :• * A SC E 14 0 7 f4 7 K 'jcl n Components and Cladding bi\da s h = 24ft WorB = 20ft Velocity Pressure qh = 0 . 00256 * Kd * Kz * Kzt * V2 [ psi] min . a - - 3 ft a = aft Exposure D Gcpi = 0 . 18 V= 110 mph Kzt= 1 ( see 5trl Des , Loads ) Kz Velocity pressure exposure coef. Kz qh Exposure B C D 0 - 15 ' 1 . 03 27 . 12 0 - 15 ' 0 . 70 0 . 85 1403 15 -20 ' 1 . 08 28 . 44 15 - 20 ' 0 . 70 0 . 9 1 , 08 20- 25 ' 1 . 12 29 . 49 20 - 25 ' 0 . 70 0 . 94 1 . 12 25 -30 ' 1 . 16 30 . 54 25 - 30 ' 0 . 70 0 . 98 1 . 16 30-40 ' 1 . 22 32 . 12 30-40 ' 0 , 76 1 . 04 1 . 22 Window Design Wind Pressure within a ( 4 . lft from the corenr ) [ psi] _ 0o10sf 20sf 50sf 100sf 200sf 500sf 1000sf GCp - 1 . 4e - 1 . 3 - 1 . 15 t - 1 . 0-5 -0-. 95 -0-. 81 -0 . 8 y n WIUIIINUIi UYU.n.Y.NYIIWIIIIIIIUIUI.}1 I WWIYl111auMUfW.U111111WI111111U111111.....u11n111 Q IMNNYI 0- 15 ' 42 . 85t! 40 . 14 € -36 . 071 -33 . 36 _ -30, 65E 26 . 58 {c 26 , 58 - . = I t g n.1W b n1 .1 1. 5 - 20 ' -44 . 931 -42 . 091 -37 . 82 -34 . 98 -32. 13 -27 . 871 -27 , 87 ti rrunlWn111111NYU114Y WIIIIINN4V W WNNI/nWY�Y-I-WYM. Sflnsr 1.YY1N11NY.11NnM11NY1W 1�H1.4.W W1 WIYYNWNNNNUIIIYU E 20- 25 ' -46 . 691 -43-. 64'n 39 . 221 36 . 27 -33 . 32 -28-. 90- -2890 - IInUH111NN1N1WU11M1111N111NUUU111.1y NINNNl14NUBNn1Y111UN/N.WIWIWNIry1N1111111WNYYwN1YWWYWIWWYU WI��111 (1 WIIIYNa-•'•"-'-'•WIWN�NMNINYLM&YN.WiYW*NMIIIINIIIIINIINIII NIl11WN/1YNINNWNNNIINN{YINIINIIIII 25 -30 ' -48 , 26e IIIIII1111nI111T1111111nn11U1.MNI1111111nnY b -40 , 621 -37 . 57134 . 53 1 -29 . 93 -29 . 93 b M 30 -40 ' - 50 . 75 -47 . 541 -42 . 72 -39 . 511 -36 . 301 -31 . 48 -31 ,48 Window Design Wind Pressure not within a [ psf) 0 - 10 20 50 100 200 500 1000 GCp . . 1 - 1 . 05 -0 . 95 - 0 . 9 -0 . 85 - 0 . 8 -0 . 8 I C�0 - 15 ' - 34 : 71 -3 3NH3N6 i1WI..YH.N.N.a.Y 30 : 65 = -29 . 291 -27 : 93 - 26 :68 SIT -26mn5N8 y 1 5 zt 15 - 20 ' -36 .40 = -34 . 98 _ -32 . 13 - 30 . 711 - 29 . 29 s -27 . 87 = -27 . 87 I, I IIIuinnamNI nlnnnifmltU INNUI MmnmIVIUN1n.Nta .nnmI•n.+.WY.,m..,..n.V . 11 nu. 20 - 25 ' -37 . 75 - 36 . 27 -33 . 32 31 . 85 [i[ -30 . 37 i -28 . 90 - 28 . 90 numm�un ulna unuunuunuunullli ii SIYn1Y1..NnY.n.NIN.YY1\/nll/Nor H11111.p Ij W Wnn.....on 25 -30 ' - 39 . 09 F -37 . 57 1 - 34 . 51 1 -32 . 99 1 - 31 . 46 - 29 . 931 - 29 . 93 .O Y. O m 30-40 ' -41 . 12 ~39 . 51 -36 . 30E - 34 . 69 -33 . 09 31 -31 . 48 - 31 . 48 JOB WEST COAST ENGINEERS, Inc. SHEET NO. C OF Structural and Civil Engineering I IC-CALCULATED BY DATE 1520 Parker Way#G, Mount Vernon,WA 98273 Phone: (360)424-3401 CHECKED BY DATE Web: www.vvcoasteng.com SCALE (X) icJ . . 0 kr.- .."- ----77 • / 1Z7C-- li ,, liCir - 1 1---4- Ck)r C7r17 V, , - 4 8 ; ,, .I- - (3 " KITCHE•ri:_..1------- G•RAG s Ilk DI--- VO V't-ec i .• ® , ___Fr— I I o'l . ,.t, . , .b 0 Lt - ,0 . „ A / A .7k.'- N\ 7.417, ,,..,4: • 1 um m I I '4 I — V,/ D I , I - - 1 DI.LILUI _ IkN ,' VI UTILI Y R hi, Ai =--- 0 I s I , i 1 f Lf -tr-' 1111 i , ' I - _._I I Ztri _ I k - .-, tt , NT ti 1 4V lt2-t Lrj- A 1 -14L1114. •Pi L, i N Ri 1 A 1 tp A t U—k---L-F-----Ca----CH- '-aV +/'' I ---c. ---! ''(--------------------_ l , 1 V..;• 1 7 1 - _ i ITLefi - •. 4,A ' 3 - i 0 - ‘A.d1 \.4, ' j - 43 IV C:41 © . -—— ——_ z- -TUDY/Tv RM. 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SHEET NO. 6 P OF Structural and Civil Engineering CALCULATED BY I( DATE I+ f-7/t 7 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3404 CHECKED BY DATE Web: www.wcoaste..ng.com SCALE 6'0 .---_ __ __ [__}0 Z 0 y - f o' t2j tR g/t- S) Coca ` ir' ( 67-7(6 } E 10\i--, (c(0(0/6,6iA (47i) -T (4cllitlyt.'t Cacl ,,L-- --------v-Y---Th tc /t.09 C,1(4/-k c /-'?,01) (4--01 (kLfx,n , .,-,(/(P Pr L-44 tkr 7 '- — w i ' to-I-Lz ` t, 6�17 ( / ) I G -frjc-t'(lq 71 Cad) (pU ©( I�ZC t ( c/\` P) -7-' T1j G e'1 � / Ii k) . ;- (' U, WIC 1(),- 4 _ei ( @ ft(Poc,, it,it-- ramrIz ( /4 , y iy---im,----, -1/_1._ :_11' 94 II-Lir/6 AZ/..,1--'77/1" 1/ -,. .4�c — i(Pa ( _�I' t`Coy, A — ...._____..:77.7-1- ,,, 74-...1; Ce61-11 62 wo-1/2/`-tv-tqui 2R S(2� v 7� (6co i k —( oa ----�. �,' () 9, L' b9�r (Zo(0/& -') (-�.�y G \ \4 (? `.k--"r JOB �1 1 WEST EST COAST ENGINEERS, Inc. SHEET NO. G1 7 OF Structural and Civil Engineering t:.- t-�/� ( CALCULATED BY I DATE ! 1520 Parker Way#G,Mount Vernon,WA 98273 . Phone: (360)424-3404 CHECKED BY DATE Web: www.wcoasteng.com SCALE —�.-` -1 lit 121 �,1 2-/ I E�(p l/�'i't`I i 2v / loss Is 1zG/iI�/^ty� , iOf ctG 4( / Ole, 1 \6966\-P(Li:ovV-/1cry-nZ�I)97 4 d Al tv .tiJz 401 (� . 11- 1 /`"&(2, UtC (P'LI 4' f L-9R. 77 2 fi `-10 �7R 0,Ce `0 6Vi, •IL- a 1.4-2-) 1 i I'L 7 M`CAL' 4'\i C77 v (.. I 0 ( t.2/4-)) f s,I -7��( V r CCU 7? " ' �- . C� e \7�'/(y 1 t1//LPL Ott. 1c/ fl ( ) - .' c cct{.-1. (v\b /Lic17.77) ...._....\.____,.....692.2 0,€) 0 ot,, )/l t ,l urT1 '' , \--1;-;ii" .>‘11---f `C..> (--,..,,,,p-) \c'l ; --. \, (,..1 \___ ,,, TA41, te'\ _,.,,.„_---,_ 1- • ---- , i ' cc' /LEI Cr,r -1_. — _� \ `4- ( 7 Mc ) /i y r ( c 14 --11 ( fti� iAof 1104 `.,, tr 1 / Iva/. t l 1 7L"0 \ / "trj� -tJ r \1)C, La l�t�.p, U 7,4- ;f C" ( /4, L 1__ f C..‹..\'"e7.7\ ---'------' -Ar->\---) —,) --12.„ --,-._,,,,,k Ai_ .,, , ocAs. 174 hit, (-.A. ott,(1) ((/b-R\ 'uD ( ,t7,to ,. ib4 '� LL. [ —__ A7_________ ____ !: _ �,�t t,s' 1&•vr-- 11,OM')(ct/1 A )(; ' ,, '6-1 6 (1/4/4 /.221 /`1-27) 771 Vt)( ! n/c112-7'/ ( 9 ) Vt' . 0 yl �, k t. \> . 4 `, ----,-- ,., . eL__7_71._-_ \ -1/1 „._____ kf 1. . 0 1-k- Orb P qt7 T\i I \I 0 ( ec/(4)Miki 17-7 L, /cli 5- °( -, - JOB l J-g- -FT WEST COAST 6I EE S s Inc. SHEET NO. 4 t) OF Structural and Civil Engineering 1 , �� // ���� CALCULATED BY DATE ((( 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3409 CHECKED BY l( DATE a 171t4 11 I ?'I'77 Web: www.wcoasteng.com SCALE (972 1?i:.k 2.-.7a drIr t I frl- 'r� / "li lc,o 1�F � ry ' (!L-ILi �� -r � 71 Ae. 1,0 -4-(0-(. 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SHEET NO. 61 I OF Structural and Civil Engineering � j(-fn CALCULATED BY 1� DATE 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3409 CHECKED BY DATE Web: www.wcoasteng.com SCALE Io0 /((p0 lop //L 47 _._1 ( 4, r-zr - .,\\T-- ( 17/• --- 14c .c o `v0To (°(Zn/lZ, l ,i( kz- t ac (i-if /Q( (o) M. v b t twit ?5Z2-7 (Z`-(0 / c'b--J cn lti er g f)-1 % C1----- Co —(--- L Iry c� I „„„,„.._Th.„ ________Th,„ 4‹-C 6 r_ )17 ( '9-1 Le /-irr c 1-t/\\ 69-7-7 ifr , ( /qr.) Vr WC, q Ci, ': .yi I t,G, (-1-2\it+/ I°\ct--k ( /*4:7 (5 -.7 71e --e- Jo- - \-\,cfly1-1---1-40) .-k-LE-q.) --------v---1--:---- 0:75 e4.-f 19,'h, -;,- (-tie \J L16; .A.-- &--------r- 4--------i I? --r . 'Gr 1r? C) 101'Cif / 1 {�4) 0 Y ---)-1 e- \urt, ce (� -741 /4 ' ) " -.-.C..-e- (-4-7 i Col ( 1c-H/Il-7-/H-/(kpiel) !,cel...) reff—f.cb u _` lire JOB / " l� WEST COAST ENGINEERS, Inc. ( C SHEET NO. `-'� OF ! Structural and Civil Engineering k( i CALCULATED BY DATE F` l t 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3404 CHECKED BY DATE Web: www.wcoagteng.com SCALE -t ) L. 14, el °77 9,C bT-v CO (0-- I 3' I I( c•<D -:I/t ,9 le.. 11;1/1,/ 07, GGQ Cry ,A, (O A.*,I:Ii: 1/ 'k`A-4 1.te cCul -1,1-1..2 ooc_pl r(it 17 24,c- ` - - `,"_tP- c.,,fi 1 ( c"l .-) 2, .r, --1 l'i 7 ,( F7 \A(A- lag — /kc5f74- GKCe i '{,.2 Q.-271-04 '1, ti115°Ok (4') t--00 c- (--2, '' Co 40'1 (7 L/.17 -14 10 - 5 77c=7-cc-> (p> at_ i t<C0 I7y3D t( i '•Dui . Z C9 OL ` ( [P 1,1 ( 41 -,0 4- ''L) zL( > o `)2,-x c� (a'7%,,41.i t1 xC� t ES 6 1 5-3 a,c( -� IICR) -_)-) 2-,K9 Ile 0 c t (1Go 17 � � � 4 I n�ro(f (7lN - 2-14 (i9CP ill e77,c 4- 4K`4 07— f0t4 t.(„ ,rt , pli.st,t,7 L, 4,,,,,cp -,-- ___ \,+-,,---- (1,1 U I/. ------ - _. C, to \ii\ `-t X x 6 2.l-z\)y c 5 0 t. JOB M/it f WEST COAST ENGINEERS, Inc. /� SHEET NO. GI (A, OF �1 STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY DATE , , / -7 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE P t U C-- 0, '1 Le I r Z (it) 41,,,2 vdt 4, , .,____ proc't4s,_,) ---______ _l_ j s'iq I- it, 1 j t'T 4I t V j ' 1- 1/7_, 17,_ 1 61. c-ri7 r j ( / d5 1/.. 1. CCQ G � �,,(J`k,� `� r) lti2� P -'4 7►FE lie I.Ito F 1--e 114u M c 9, (9c- til ;1117 rc kval olcco-t.t rO rG n* 71(V z 21 (c 1 176 13.1,1-r V11/f, (p-1 Z ft\e' > r -y JOB 7 " `"' WEST CO?ST ENGINEERS,NEERSS, Inc. SHEET NO. ` OF Structural and Civil Engineering CALCULATED BY ( DATE 1 /10/17 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3409 CHECKED BY DATE Web: www.wcoaSteng.com SCALE c.-:: i -C,D'rct:t% i. 1-1 \ 1 ____4h �1 � 1. N r: KITCHEN GA,RAG I 1_. ¢�- �� � -- I . --'-1 1 fff 1 Cy, 1 . . 1.7._ 7-.)4 .1_-____ ' rfA.5\.c., '7.9-D -\;21, I ..' 1. .. UINING I UTILITY Rt4. - I fir--- -' +�(� TrrL _ I il Vi . .t I l 1 Co i___ - ---- 1 C I S 1 I \, SUN RM. II LIVING RM I I I A W l!l Al \ L_ A-70 I_ ` I J 1 I 5 11 I \' In I . is l -(�J 2(�b Z t i- ;1 1� 1 ,I 0 k'7 7 A D C �-- 1T- "Er © - ' Y STUDY/TV R M. B AT Hf1N: . O t '0ci __-k,-, 0 - N Cr w .(.. §0 - 2 2 f Lt e,c 1'.c ( o - c) c9q./I-1, e 5 1 p JOB 7'Vv \- WEST COAST ENGINEERS, Inc. SHEET NO. )77 OF � Structural and Civil Engineering CALCULATED BY (�DATE I /IJ,\ I 7 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3404 CHECKED BY DATE Web: www.wcoasteng.com - SCALE t1 C t5 7'I/." 161/b 1 e, - i r C CL -I `F2, 1, bd,c Ta6o '1 S t g. •car. t�-'ICE r , 1 `7 I V ©s 'L (-' : �i�s-(4.5--f. 1`Z f l5 raj I0 ??0S 21-2'.4 6' 1 I if 77 1, 77&274 77 lco -'-t I2 � , Ti I Vr C35t_ i '`E-7--7 12 b r 9 t. I_1 2 C)4 ( `°1 447 0,v �,4,L v e .�,q \2 a,1 , Iv ;�q 072�e d — 1n G Lt 7-in 1 i �/Z L ti c g� y� JOB i'1 tit— WEST� COAST ENGINEERS, Inc° SHEET NO. 414 OF �7 Structural and Civil Engineering CALCULATED BY � DATE 4-l/+ 1 /fin 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3409 CHECKED BY DATE Web: www.wcoasteng.com SCALE ct6- 10 c0 0 r A--r- 4-1I (t7`r S'b + _ C (o'er 7-q�) ( / ) JOB 72i-- fl WEST EST COAST ENGINEERS, Inc. SHEET NO. q I i OF Structural and Civil Engineering CALCULATED BY DATE LIAlA 1520 Parker Way#G, Mount Vernon,WA 98273 �+ Phone: 424 3409 CHECKED BY DATE P (360) Web: www.wcoasteng.com SCALE C;13 OciAier513 /7,-. ‘0 _> t7C-- 7 I-7J _r;,,_)1,n, i-----.______, ________i___ t��tsr / ,i. A ' , 7 tl I 'OP; / • -c 1C e7. ( lati-9(1(17\ °\)4 1 i �`f l x.r `_Cow (\v o 7�Dfl7 @.-f . fib; igr✓ -i001* �ti ae� �t 1 't ,j 1' �Z� � ,S t T71 SUe t',of dam' �t `l- l. i 17(i-i ( 11(1W, Zq o--4-)4 t4 11"1 (0 ‘1'1 1r po 2 2't,CP G (e, Z / C � _ --tt,...{-alL, , '71c-t 1 4.7-c--- _ (f27) tk-pk, 1-7 `2,, -I w lam- I O�-7-"1 (-) � l �(~i I 0 z ti ,r_ 11 .(p.c- i •I'\ ob/t 7 Co- Co v, ti5 (,) 1-,e,p 1-77 PL• "W:71.-( / ,` '1 1 ThSvc-P� f 1 II nab { '114/ ( 1 J \c,c, I V i_ 4 �, �1 f (poi w-� . ,, ,\. i it u JOB �� ?/ II 1 � WEST COAST ENGINEERS, Inc, SHEET NO. I !� OF Structural and Civil Engineering CALCULATED BY IIC, DATE 4 / 1520 Parker Way#G,Mount Vernon,WA 98273 Phone: (360)424-3409 CHECKED BY DATE Web: www.wcoasteng.com SCALE _.... ,i) —ri,,,,,L..),,, 16-0,0 1 Q\ T> ` -it> -174-Cx-1 - ..„,„„, -;4---- Y- I r 4,...,...,,, III I , -1------C------- 77/1e) (1 fc �_ [ "` 1 l ./t (-t t `-r'I` yt-fti)t --) C'fre- 11)1 0 6. i ij) . 12/1/41A.-- 1, r, (0x(GI ` At- 13 1-7, F 0 R T E ' MEMBER REPORT Upper Roof, RI Top Rafters PASSED 1 piece(s) 2 x 8 Douglas Fir-Larch No. 2 @ 24" OC Overall Sloped Length: 1 T 10 1/8" + _ + o a LI 12 I i. II L I,I 13'6" 4' 1 Q All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design:Results ,;.Actual©Lotation ;;' System : Roof Alllowed 1tesWlt iLDF.. 'Caadr.Combination:'(Patfbern} Meiiiber Reattibn (His) 799 @ 13' 4 1/4" 3327 (3.50") Passed (24 yo) — 1.0 D + 1.0 S (All Span } omember Type :Joist Shear (ibs) 456 @ 12' 7 3/8" 1501 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Moment (Ft=Ibs) 1330 @ 6' 4 5/16" 1564 Passed (85%) 1.15 1.0 D + 1.0 S (Alt Spans) Building Code : IBC 2015 Live Load Defl. (In) -0.345 @ 17' 6" 0.420 Passed (2L/292) -- 1.0 D + 1.0 S (Alt Spans) Design Methodology:ASD Total Load Defl. (in) -0.439 @ 17' 6" 0.560 Passed (21./230) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch: 2/12 Deflection criteria; LL(t/240) and TL(L/180). • Overhang deflection criteria: LL(2L/240) and TL(2L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 7'5"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17'9"o/c unless detailed otherwise. • A 15%o increase in the moment capacity has been added to account for repetitive member usage. • Upward deflection on right cantilever exceeds 0,4", • Applicable calculations are based on NOS: Bearing Length Bads tiro Sups.(lbs} .supports';; Otal ;Available ,Required Dead Snow Total Accessories 1 - Beveled Plate- DF 3:50" 3:50" 1:50" 124 323 447 Blocking 2- Beveled Plate- DF 3.50" 3,50" 1.50" 231 569 800 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dst1dSnow Loads • location:,(Side) :;i pacing (8.90) : (1.1.5} Comments 1 •UniformiPSF) 0 to 17'6" 24" I 10.0 25.0 Roof Snow WeyerhaeulserNotes � � . `.. �. � - SUSTAINABLE FORESTRY iNtTiATivE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software, Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards, For current code evaluation reports refer to http://www.woodbywy,com/services/s_CodeReports,aspx, The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/6/2017 4:11:59 PM Ivan Kaliban 722-17 Studio-Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 1p aFORTF,_, ' MEMBER REPORT Upper Roof, RI Top Rafters PASSED 1 l ce 2 x 12 Douglas Fir-Larch No. 2 @ 24" OC Overall Sloped Length: 17' 10 3/4" + + o Q 12 2I t 13'6" 4' / / ® E] All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0"Location Allowed Rte'suit ' ''` ::LDF :WOO:Combination'(Pattern) •:' _ System : Roof Member Reaction (lbs) 799 @ 13' 4 1/4" 3327 (3.50") Passed (24%) -- 1.0 D + 1.0 S(All Spah's) member Type : Joist Shear(Ibs) 433 @ 12' 3 3/8" 2329 Passed (19%) 1.15 1.0 D + 1.0 S(All Spans) Building Use : Residential Moment (Ft=lbs) 1330 @ 6' 4 5/16" 3138 Passed (42%) 1.15 1.0 D + 1.0 S (Att Spans) Building Code : IBC 2015 Live Load Deft. (In) -0.092 @ 17' 6" 0.420 Passed -- 1.0 D + 1.0 S (Alt Spans) Design Methodology:ASD (2L/999+) Member Pith: 2/12 Total Load Defl. (In) -0.117 @ 17' 6" 0.560 Passed (2L/858) -- ' 1.0 D.+ 1,0 S(Alt Spans) • Deflection criteria: LL(1/240) and TL(L/180). • Overhang deflection criteria: LL(2L/240)and TL(21/180). • Top Edge Bracing (Lu):Top compression edge must be braced at 11' 11"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17'9" o/c unless detailed otherwise: • A 15% Increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Bearing Length • Londe to Supports v(iba) Supports T(ytiai. -Available Required _ . :.:Dead '" Snow Total Accessories 1 - Beveled Plate- DF 3.50" 3.50" 1.50" 124 323 447 Blocking 2 -Beveled Plate -DF 3.50" 3.50" 1.50" 231 569 800 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. :Loads:., Locat,ion`.:(Side) Spacing e (D 90) (115) , Comments 1 -Uniform (PSF) 0 to 17'6" 24" 10.0 25.0 Roof Snow • •W8y @rhd@USeI':NotBS; ' : 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrarits that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The desigiier of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For cunetit code evaluation reports refer to http://www.woodbywy.com/services/s-.CodeReports.aspx, The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/6/2017 4:12:08 PM (van Kaliban 722 1 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17 Job.4fe (360)424-3404 ivank@wcoasteng.com Page 1 of 1 .tqi J F 0 R T E MEMBER REPORT Upper Roof, R2 PASSED . 1 piece(s) 2 x 4 Douglas Fir-Larch No. 2 0 24" OC Overall Sloped Length: 8' 3 3/16" 1 + _ - + I 12 t� 1 E. li i 6" 7' 3" LJ ,i' All locations are measured from the outside fate of left support (or left cantilever end),Ail dimensions are horizontal. :Deslign'ResultS 1, .= ' 'Actual4 Locetiofr . : Allowed Res ilk: [; LDF `Load .Combination,(Pattern) System : Roof fviember Reaction (Ibs) 250 @ 7 8 1/4" 1641 (1.75") Passed (15%) -- 1.0 D + 1.0 S (Alt Spans) Member Type:lolst Shear(Ibs) 220 @ T 3 15/16" 725 Passed (30%) 1.15 1.0 D + 1.0 S (Alt Spans) Building Use : Residential Moment(Ft-Ibs) 424 @ 4' 2 13/16" 456 Passed (93%) 1.15 1.0 D + 1.0 S (Alt Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.337 @ 4' 2 9/16" 0.367 Passed (L/261) -- 1.0 D + 1.0 S (Alt Spans) Design Methodology :ASD Total Load Defl. (in) 0.478 @ 4' 2 9/16" 0.489 Passed (L/184) -- 1.0 D + 1.0 S (Alt Spans) Member Pibsh: 4/12 • Deflection criteria: LL(L/240)and IL(L/180). • Overhang deflection criteria: LL(21./240)and TL(2t/180). • Top Edge Bracing (Lu):Top compression edge must be braced at 8' 2"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 2"o/c unless detailed otherwise. • A 15%increase In the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. 8eann4 l entlth Loads.to Support(lb!) :Supports tat .-;AvaNable ' Required 1 iiiid Show + T6tiii °, Macassar-ies • 1 - Beveled Plate- DF 5.50" 5.50" 1.50" 90 212 302 Blocking 2-Beveled Plate- DF 1.75" 1.75" 1.50" 74 176 250 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Snow ;Loads ...Loocablon(Side) .- .king- (0,9+0) : :(1.15) Comments 1 -Uniform (PSF) 0 to 7'9" 24" 10.0 25.0 Roof Snow Weyerhaeuser`Notei ' ' ; ` SUSTAINABLE FORESTRY INmATIVE Weyerhaeuser warrant that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software, Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards, Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR 1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/6/2017 4:22:59 PM Ivan Kaliban 722 17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 - TE oftit _ MEMBER REPORT Upper Roof, R2 PASSED piece(s) 2 `�2 Douglas Fir-Larch No 2 0 24" OC Overall Sloped Length: 8' 5 3/4" + _ + 0 0 12 „..._ 4r--- ., ., , . _ • _ . . _ _ _ ii . „., If 6" 7' 3„ / 9 E2 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results ' Actnal i,Locatdon Allowed i esiuit LDF Load:Combination(Pattern) System : Roof Member Reaction (lbs) 250 © 7' 8 1/4" 1641 (1.75") Passed (15%) -- 1.0 D + 1.0 S (Alt Spans) Member Type : Joist Shear(Ibs) 176 @ 6' 8 9/161' 2329 Passed (8%) 1.15 1.0 D + 1.0 S (Alt Spans) Building Use : Residential Moment (Pt=Ibs) 424 @ 4' 2 13/16" 3138 Passed (14%) 1.15 1.0 D + 1.0 S (Alt Spans) Building Code : IBC 2015 Live Load Defi. (in) 0.010 @ 4' 2 9/16" 0.367 Passed (L/999+) -- 1,0 D + 1.0 S (Alt Spans) Design Methodology : ASD Total Load Defi. (in) 0.014 © 4' 2 9/16" 0.489 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch, 4/12 • Deflection criteria: LL(L/240) and TL(L/180). • Overhang deflection criteria: LL(2L1240) and TL(2L/180). • Top Edge Bracing (Lu):Top compression edge must be braced at 8' 2" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 2"o/c unless detailed otherwise. o A 15%increase in the moment capacity has been added to account for repetitive member usage. o Applicable calculations are based on NDS. ,Bearing Length , 'loath,to Supports(Ibs) 'Sapp Tofr1 Mailable Requi ed "Mali ,show Total A_ .. ._. _ ___: 1 - Beveled Plate - DF 5.50" 5.50" 1.50" 90 212 302 Blocking 2 Beveled Plate DF 1.75" 1J5" —� + 1.50" 74 176 250 Blocking a Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Snow 'Loads Location(side) . Spacing 40,90) (1.15) Comments 1 -Uniform (PSF) 0 to 7'9" 24" 10.0 25.0 Roof Snow Weyerhaeuser Notes 0SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details, (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards, For current code evaluation reports refer to http://www.woodbywy.tom/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/6/201 7 4:33:47 PM ivan Kaliben 722-17 Studio-Nelson —1 Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Joh.4te (360)424-3404 ivank©wcoasteng.com Page 1 of 1 rq ;a, .,,iiiiiHFORTE MEMBER REPORT Upper Roof, R3 Unbalanced PASSED 1 C iece s) 2 x 4 Douglas Fir-Larch No. 2 @ 24" OC P Overall Length: 16' 6" + , + p 0 5' n 6 56 5'6" ": a o l a All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. :.Design_Results:: , ;;Actual.@ i.ocaition ;' Allowed ;Reedit' -:LDP Load .7CoMfiiilatioti(Pattern) System : Roof Member Reaction (Ibs) 555 @ 11' 3281 (3.50") Passed (17%) 1.0 D + to S (Adj Spaiis) Member Type : Joist Shear(Ibs) 252 @ 5' 3/4" 725 Passed (35%) 1.15 1.0-D + 1.0.5 (Adj Spans) Building Use : Residential Moment (Ft=Ibs) =280 @ 5' 6" 456 Passed (61%) 1.15 1.0 D + 1.0 S (Adj Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.105 @ 13' 10 1/8" 0.176 Passed (L/604) -- 1.0 D + 1.0 S (Aft Spans) Design Methodology :ASD Total Load Defl. (In) 0.116 @ 2' 7 3/4" 0.265 Passed (L/549) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch: 0/12 • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 16'6"o/c unless detailed otherwise, • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16'6"o/c unless detailed otherwise. • A 15%increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. . ;Beerin�Length f�rde toSap (fb>s) Supports _ "Total `':Available ' Required_ „Deal!' Snow ' Total Act ories 1 -Beam- DF 3.50" 3.50" 1.50" 23 196 219 Blocking 2-Beam-DF 3.50" 3.50" 1.50" 59 496 555 None 3 - Beam-DF 3.50" 3.50" 1.50" 59 496 555 None 4- Beam- DF 3.50" 3.50" 1.50" 23 196 219 Blocking • blocking Panels are assumed to carry rio loads applied directly above them arid the full load is applied to the member being designed. -bead Snauv = Load -_ Loca0on (Side)`: Spacii'tg;: (b 9t3) ,(1•16); Comments 1 -Uniform (PSF) 0 to 16'6" 24" 5:0 40:0 Snow �Neyefi aeLISelr,.N4teS SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.Woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this Software. Use of this software is not intended tti circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes ) 4/6/2017 4:32:50 PM Ivan Kaliban 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17Job.4te (360)424-3404 • ivank@wcoasteng.com Page 1 of 1 lieu aFoRTE ' MEMBER REPORT Upper Roof, R3 PASSED 1 piece(s) 2 x 4 Douglas Fir-Larch No. 2 24" OC P ( � 9 � Overall Length: 16' 6" - S L• - i k i. 11 + + 0 0 r r Y 5' 6" 5'6" 5'6" � �` 0 u El 2 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal, Design Results ',, .Actual<,@ Location Allowed:` Result LDF Load:Combination,{Pattern) System : Roof Member Reaction (ibs) 369 @ 5' 6" 3281 (3.50") Passed (11%) -- 1.0 D + 1.0 S(Adj Spans) Member Type :Joist Shear(Ibs) 168 @ 11' 5 1/4" 725 Passed (23%) 1.15 1.0 D + 1.0 S (Adj Spans) Building Use : Residential Moment(Ft=Ibs) =186 @ 5' 6" 456 Passed (41%) 1.15 1.0 D + 1.0 S (Adj Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.066 @ 2' 7 7/8" 0.176 Passed (L/967) -- 1.0 D + 1.0 S (Alt Spans) Design Methodology : ASD Total Load Defl. (In) 0.076 @ 13' 10 5/16" 0.265 Passed (L/834) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch: 0/12 • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 16'6"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16'6"o/c unless detailed otherwise, • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. `,Bearing Length . Loadsto:Support (Ib9) Supports Taal Available Required •Dead Snow Total Accessories 1 -Beam - DF 3,50" 3.50" 1.50" 23 123 146 Blocking 2-Beam-DF 3.50" 3.50" 1.50" 59 310 369 None 3 -Seam -DF 3,50" 3.50" 1,50" 59 310 369 None 4 -Beam - DF 3.50" 3.50" 1.50" 23 123 146 •Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full toad is applied to the Met ber being deigned. Dud -Loads : Location(Side) Spacing :- (0 90) (1.15) '; Comments 1 -Uniform (PSF) 0 to 16'6" 24" 5:0 25:0 Snow Weyerhaeuser;Notes. . • - (4 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software, Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash mocks) are not designed by this software. Use of this software is pot intended to circumvent the need for a-design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project, Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator 1 Job Notes 4/6/2017 4:31:18 PM Ivan Kaliban 722 f 7 Studio Nelson Forte v5.2, Design Engine: V6,6.0.14 West Coast Engineers. inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com I Page 1 of 1---- 77 lr 1,1,10* FIR •, .14 MEMBER REPORT Upper Roof, B1 balanced PASSED - � `'�1 1 piece(s)s} 4 x 6 Douglas Fir-Larch No. 1 p Overall Length: 10' + - • + - o x' 10 All locations are measured from the outside face of left support (or left cantilever end).Ali dimensions are horizontal. Design ResultsActual:'tocatiorl; • Allowed Result LDF T Load Combination(Pattern) System : Roof Member Reaction (lips) 698 @ 9' 10 1/4" 3281 (1.50") Passed (21%) -- 1,0 D 4- 1.0 S (All Spans) Member Type : Drop Beam Shear (Ibs) 620 @ 9' 4 3/4" 2657 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Moment (Ft=Ibs) 1433 @ 5' 8 15/16" 2198 Passed (65%) 1.15 1.0 D + 1,0 S (All Spans) Building Code : IBC 2015 Live Load Defl. (In) 0.220 @ 5' 2 15/16" 0.484 Passed (L/529) -- 1.0 D + 1.0 S (All Spans) Design Methodology: ASD Total Load Defl. (in) 0.276 @ 5' 2 13/16" 0.646 Passed (L/422) -- 1.0 D + 1.0 S (All Spans) Member Pitch: 0/12 • Deflection criteria: LL(L/240) and TL(L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 9' 10" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 10" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Bearing'L Length' • Loads to Supports(Vas) Supports Total, Available Required ; 'ipead Snow Total. ;: Accessories, 1 -Column - DF 3.50" 3.50" 1.50" 73 243 316 Blocking 2 - Hanger on 5 1/2" DF beam 1,75" Hangers 1.50" 140 582 722 See note • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector,:Simpson Stron3-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger LUS46 2.00" N/A 4-10d common 4-10d common Tributary ' Dead Snow !olds Location(Side) Width >'(0,90): (115) Comments. 0-Self Weight(PLF) 0 to 9' 10 1/4" N/A 4.9 1 -Uniform (PSF) 4' to 10' (Front) 5' 6" 5.0 25.0 Roof Snow Weyerhaeuser Notes ®Y :' _ SUSTAINABLE FORESTRY INITIATIVE Weyetaeuser warrants that the siting of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 'I Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified.to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes ` 4/6/20 1 7 4:39:02 PM Forte v5.2, Design Engine: V6.6.0.14 Ivan Kanban 722-17 Studio-Nelson West Coast Engineers, Inc. j 722-17 Job.4te (360)424-3404 I ivank@wcoasteng.com JI Page 1 of 1 aFORTE ' MEMBER REPORT Upper Roof, B1 unbalanced PASSED 1 piece(s) 4 x 6 Douglas Fir-Larch No. 1 Overall Length: 101 t „ + + O 0 J. 10' All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. • ._ '. . • : Roof Design Results Actual 4ocablon Ailotared ";: • Result .LOF Load :Combination(Pattern) System Member Reaction (Ibs) 874 @ 9' 10 1/4" 3281 (1,50") Passed (270/0) -- 1.0 D + 1.0 S(All Spans Member Type : Drop Mani Shear(Ibs) 754 @ 9' 4 3/4" 2657 Passed (28%) 1.15 1.0 D + 1,0 S (All Spans) Building Use : Residential Moment(Ft=Ibs) 1595 @ 5' 11 5/8" 2198 Passed (730/o) 1.15 1.0 D + 1.0 S (Ail Spans) Building Code : IBC 2015 Live Load Deft. (in) 0.251 @ 5' 3 5/8" 0,484 Passed (L/464) -- 1.0 D + 1.0 S (All Spans) Design Methodology: ASD Total Load Defl. (in) 0.306 @ 5' 3 7/16" 0.646 Passed (L/380) -- 1.0 D + 1.0 S (All Spans) Member Pitch: 0/12 • Deflection criteria: LL(L/240) and TL(L/180). • Top Edge Bracing (Li): Top compression edge must be braced at 9'10"o/c unless detailed otherwise. • Bottom Edge Bracing(t_u): Bottom compression edge must be braced at 9' 10"o/c unless detailed otherwise. • Applicable calculations are based on NDS. Bearing I.gth•. Loads to Supports 05s) ,Supports Total ►voila le _Requir d toad , ;Snow Total -Accessories • 1 -Column- DF 3.50" 3.50" 1.50" 73 267 340 Blocking 2-Hanger on 5 1/2" DF beam 1.75" Hanger' 1.50" 140 772 912 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. connector::Simpson.Stroh:' T e.C at cf Support< Model Seat le.. a . tf9th. Top Nails -Face Nails Meruber�Nails -Ades 2 - Face Mount Hanger U46 2.00" N/A 8-10d common 4-10d common Tributary Dead Snows •Loads Location(Side) Width ': (0.90) (xa5) • Comments 0-Self Weight(PLF) 0 to 9' 10 1/4" N/A 4.9 1 -Tapered(PLF) 4' to 10'(Front) N/A 27.5 to 27.5 110.0 to Roof Snow 216.5 WeyerhaeuserNote SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards, Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/6/2017 4:42:55 PM Ivan Kaliban 722 17 Studio-Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com --1 Page 1 of 1 -(, i F o I E ," MEMBER REPORT Upper Roof, B2 PASSED 1 piece(s) 5 1/2„ x 10 1/2, 24F-V4 DF Glulam Overall Length: 16' 6" El a All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design..Resuits ''.'Acbuiat O it noation' ;;Allowed '1R,e ult LDF.Load;Combination:{Patt*en!) , System : Roof Member Reaction (Its) 4504 @ 1 1/2" 10725 (3.00") Passed (42%) -- 1.0 D + 1.0 S (All Spans) Member Type : Drop Beam Shear(ibs) 3755 @ 1' 1 1/2" 11733 Passed (32%) 1.15 1,0 D + 1.0 S (All Spans) Building Use : Residential Pos Moment (Ft=lbs) 17735 @ 8' 3" 23244 Passed (76%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Uve Load Defl. (In) 0.574 @ 8' 3" 0.813 Passed (L/340) -- 1.0 D + 1.0 S (Alt Spans) Design Methodotogy:ASD Total Load Defi. (In) 0.886 @ 8' 3" 1.083 Passed (L/220) -- 1.0 D + 1.0 S (All Spans) Member Pitch: 0/12 • Deflection criteria:LL(1/240) and TL(L/180). • Top Edge Bracing (Lu):Top compression edge must be braced at 16'6"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16'6" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L- 16'3". • The effects of positive or negative camber have no been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS: ; - - �•.Beolring lednttih ,Loges�a�suppoH's Clbi>:) `Supports ; ,:;,.Total -Available :'.Required Dead Snow Total Accessories I -Column- BF 3:00" 3:00" 1:50" 1574 2930 4504 Blocking 2 -Column - DF 3,00" 3.00" 1.50" 1574 2930 4504 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributtgry. Dead 'Snow :Loads L;oc:ation_(side);' Width- ;a040 {1.14) comments 0-Self Weight(PLF) 0 to 16' 6" N/A _ 14.0 1 -Uniform (PLF) 0 to 16'6" (Front) N/A 116.0 285.0 Roof Snow 2-Point(Ib) 0 (Front) N/A 35 193 Roof Snow Deck Canopy 3-Uniform (PLF) 0 to 16' 6" (Front) N/A 48.0 - Wall 4-Point(lb) 5'6" (Front) N/A 70 386 5-Point(Ib) 11' (Front) N/A 70 386 6-Point(lb) 16'6" (Front) N/A 3S 193 Roof Snow Deck _ Canopy •Weyerhaeuser Notes - SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.corn) Accessories(Rim Board, t3tockirig t>ariels and Squash Blocks)are riot designed by this software, Use Of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been eaauated by ICC ES under tiectiiiical reports ESR-1153 and ESR-1387 and/dr hosted in accordance with applicable ASTM standards, For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReporls.aspx, The product application, Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/6/2017 4:51:45 PM Ivan Kalibari 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 aFORTFF MEMBER REPORT Upper Roof, 82 PASSED 1 piece(s) 3 1/2" x 12" 24F-V4 DF GIuIar Overall Length: 16' 6" • 16' 6" fl lJ All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design.Results Actual 'IociAtion • 'Allllowed':;'; 'Result 'LBO :Load.Combination(P ttern) System : Roof Member Reaction (Ibs) 4472 @ 1 1/2" 6825 (3.00") Passed (66%) -- 1.0 D + 1.0 S(All Spans) Member Type : Drop Beam Shear (ibs) 3670 @ 1' 3" 8533 Passed (43%) a 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Pos Moment (Ft;lbs) 17608 @ 8' 3" 19320 Passed (91%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.604 @ 8' 3" 0.813 Passed (L/323) -- 1.0 D + 1.0 S (All Spans) Design Methodology : ASD Total Load Defl. (in) 0.926 @ 8' 3" 1.083 Passed (L/211) -- 1.0 D + 1.0 S (All Spans) Member Pitch: 0/12 • Deflectioncriteria: LL(L/240) and TL(L/180). • Top Edge Bracing (Lu):Top compression edge must be braced at 13'9"o/c unless detailed otherwise. • Bottom Edge Bracing (tar): Bottom compression edge must be braced at 16' 6"o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L= 16'3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on MEG: • Bearing Length :: Loads to Supports(Ibs) _ Supports :. Toff Avaiiable Required Snow Total Accessories 1 - Gelumn- BF 3:00" 3:00" 1.97" 1542 2930 4472 Blocking 2-Column - DF 3.00" 3.00" 1.97" 1542 2930 4472 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead i.Snew Loads Location(Side) (0.90} _(1.15) Comments - _ wtdtn 0-Self Weight(PLF) 0 to 16'6" N/A 10.2 1 -Uniform (PLF) 0 to 16'6" (Front) N/A 116.0 285.0 Roof Snow 2-Point(lb) 0 (Front) N/A 35 193 Roof Snow Deck Canopy 3-Uniform (PLF) 0 to 16'6" (Front) N/A 48.0 - Wall 4-Point(lb) 5' 6" (Front) N/A 70 386 5-Point(lb) 11' (Front) N/A 70 386 6-Point(lb) 16'6"(Front) N/A 35 193 Roof Snow Deck Canopy 'Weyerhaeuser Notes ` . . • V SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy,corii) Accessories(ltim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use Of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products liave been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 eridfor tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes ( 4/6/2017 4:51:59 PM Ivan Keliban 722 17 Studio Nelson 1 Forte v5.2, Design Engine: 1V6.6-0.14 West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com i----------------- --- -- _------------- Page 1 of 1 ii---/ aFORTE ' MEMBER REPORT Upper Roof, 83 PASSED 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length: 24' 0 0 a. t 4-14 - r er 0 0 El All locations are measured from the outside face of left support (or left cantilever end).AIi dimensions are horizontal. .Design:Results. ::; Ac.*01'+ ►LocMion , :Allowed t •• Resuit:_ 1,DF Loa(P;Combination(Part ern) _ System : Roof Merrik&Reaction (Ibs) 3595 @ 6' 9" 5206 (3.50") Passed (69%) -- 1.0 D + 1.0 S (Adj Spans) Member Type : Flush Beam Shear(Ibs) 1685 @ 7' 6" 3502 Passed (48%0) 1.15 1.0 D + 1.0 S (Adj Spans) Building Use : Residential Moment (Ft=lbs) =3090 @ 6' 9" 3438 Passed (90%) 1.15 1.0 D f 1,0 S (Adj Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.155 @ 12' 1 1/2" 0.538 Passed (L/833) -- 1.0 D + 1.0 S (Alt Spans) Design Methodology: ASD Total Load Deft. (in) 0.210 @ 12' 1 9/16" 0,717 Passed (L/615) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch: 0/12 • Deflection criteria: LL(L/240) and TL(L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 24'o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 24'o/c unless detailed otherwise. • Applicable calculations are based on NDS. - clearing--Length Loads to'Supports(Ibs). . - `Supports ` Tool • Available Required Bead,;. •:snow Total - Accessories • . 1 -Stud wall - DF 3.50" 3.50" 1.50" 232 673 905 Blocking 2 -Stud wall -SPF 3.50" 3.50" 2.42" 1060 2534 3594 None 3 -Stud wall -SPF 3.50" 3.50" 2.39" 1047 2508 3555 None 4 -Stud wall - DF 3.50" 3.50" 1.50" 215 643 858 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full toad is applied to the member being designed. Tributary Dead . Snow 'Loads LcaUon:;(Side);:, Width -: ;{lf.3o) `:(1.15) :i Comment 0 -Self Weight(PLF) 0 to 24' N/A 6,4 ,- 1 -Urilforht (PSF) 0 to 24' (Front) 10' 10.0 25.0 Roof Sttow Weyerhaeuser Nop0 a SUSTAINABLE FORESTRY INmATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design a lief is and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction, The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under techiriical repo:Ft ESR-1153 grid E5R-1387 and/or tested in accordance with applicable ASTM standards, For current code evaluation reports refer to http://www.woodbywy.com/services/s,CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/6/2017 4:56:46 PM Ivan Kalihan 722 '17 Studio-NelsonForte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1ofl -LT) r [rf.; `Tr. MEMBER REPORT Upper Roof, B4 PASSED 1 pc ( ) 4 zv oougliesGil ►L_ chbkoo2 Overall Length: 22' 9" + _ _ + o o . .-, T 4,9" 5' r 6' Ef-, ir if , ,r 1' El E 0 El El All locations are measured from the outside face of left Support (or left cantilever end).AII dimensions are horizontal. Eliosigll9:`Results Actual O'Location Allowed ;Result W Combie tion'(Patba ) System : Roof Member Reactibii (Ibs) 2581 @ 7' 5206 (3.50") Passed (50%) -- 1.0 D + 1.0 S (Adj Spans) Member Type : Flush Beam Shear (lbs) 1231 @ 6' 4 3/4" 2657 Passed (46%) 1.15 1.0 D + 1.0 S (Adj Spans) Building Use : Residential Moment (Ft=lbs) =1591 @ 7' 1979 Passed (80%) 1.15 1.0 D + 1.0 S (Adj Spans) Building Code : IBC 2015 Live Load Defi. (in) 0.096 @ 3' 3 5/8" 0.342 Passed (L/854) -- 1.0 D + 1.0 S (Alt Spans) Design Methodology : Asp Total Load Defl. (in) 0.133 @ 3' 3 7/16" 0.456 Passed (L/617) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch:-0/12 • Deflection criteria: LL(L/240) and TL(L/180). o Top Edge Bracing (Lu): Top compression edge must be braced at 22'9"o/c unless detailed otherwise. o Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 22' 9" o/c unless detailed otherwise. o Applicable calculations are based on NDS. Bearing Length . . :. Loads to Supper Ohs) SLippOi .S '#o'tal Available. Required ' D®ead; : ..Snow Total'. -Accessories 1 -Stud wall - DF 3.50" 3.50" 1.50" 309 754 1063 Blocking 2 -Stud wall -SPF 3.50" 3.50" 1.74" 748 1833 2581 None 3 -Stud wall - SPF 3.50" 3.50" 1.50" 389 1169 1558 None 4 -Stud wall -SPF 3.50" 3.50" 1.55" 670 1641 2311 None 5 -Stud wall - DF 5.50" 5.50" 1.50" 270 674 944 Blocking o Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 'tributary Dead :Snow Loads .Location(side) 'Width '(190) (915) ' :Comments 0 -Self Weight(PLF) 0 to 22' 9" N/A 4.9 1 -Uniform (PSF) 0 to 22' 9" (Front) 10' 10.0 25.0 Roof Snow eyerhaeiuseeNote SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values: Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer-is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy,com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/6/2017 5:01:33 PM Ivan Kaliban 722 17 Studio Nelson Forte v5.2, Design Engine: VG.6.0.14 west Coast Engineers. Inc.. 722-17 Joh.41e (360)424-3404 ivank@wcoasteng.com Page 1 of 1 171 i F 0 R T E ''' MEMBER REPORT Upper Roof, f l7 PASSED 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length: 15' 3" + • + a : o II Ia - I.I i i I I II. - - Ii 11 .. 5' 1 1/2" 5' 5' 1 1/2" a All locations are measured from the outside face of left support (or left cantilever end).Alt dimensions are horizontal. Design Results , Actua?il' Loaatlan AllowOd laeailiir -LDF'` t.oedq Combination,(Patteern) System : Roof Meiriber Reaction (lbs) 2609 @ 5' 1 1/2" 6563 (3.00") Passed (40%) -- 1.0 D + 1.0 S(Adj Spans) Member Type : Drop Beam Shear(Ibs) 1076 @ 4' 4 3/4" 3502 Passed (31%) 1.15 1.0 D + 1.0 S (Adj Spans) Building Use : Residential Moment (Ft-ibs) =1233 @ 5' 1 1/2" 3438 Passed (36%) 1.15 1.0 D + 1.0 S (Adj Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.016 @ 2' 4 9/16" 0.256 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Design Methodology : Aso Total Load Defl. (In) 0.024 @ 2' 4 3/16" 0.342 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch: 9/12 • Deflection criteria:IL(L/240) and TL(L/180). • Top Edge Bracing (Lu):Top compression edge must be braced at 15'3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15'3"o/c unless detailed otherwise. • Applicable calculations are based on NDS. Bearing Length toads ioSupports bti ,Supports. oral :, Avaiilable Required Dead _Snow Iota! .. ,At >Rorlles:. 1 - Trimmer- DF 1.50" 1.50" 1.50" 351 622 973 None 2-Column-OF 3.00" 3.00" 1.50" 948 1661 2609 Blocking 3 -Column- DF 3.00" 3.00" 1.50" 948 1661 2609 Blocking 4-Trimmer- DF 1.50" 1.50" 1.50" 351 622 973 None • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead ' -,-'Snow Loads L.nca�on(Si e) Wit7�t: ; (iF 9D) �1 i6 ommenfs 0-Self Weight(PLF) 0 to 15'3" N/A 6.4 1 -Uniform (PLF) 0 to 15'3" (Front) N/A 116.0 285.0 Roof Snow 2-Uniform (PLF) 0 to 15' 3" (Front) N/A 48.0 - Wall We erhaeusefr Notes':,,, •,.,,. SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values; Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.cam/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/6/2017 5:08:25 PM Ivan Kalibas 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. inc. 722-17 Job.4te (360)424-3404 i ivank@wcoasteng.com Page 1 of 1 aFORTE ' MEMBER REPORT Upper Roof, Hi simple PASSED e () K Douglas Fly-Lavcill Goa 2 Overall Length: 5' 3" + _ + 5' 3" a All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual @ t<oeatton Allowed Result LOF ,L d Combination(Pattern) System : Wall Member Reaction (lbs) 1195 @ 0 3281 (1,50") Passed (3600) -- 1.0 D + 1.0 S (All Spans) Merriber Type : Header Shear (Ibs) 863 © 8 3/4" 3502 Passed (25%) 1.15 1.0 D + 1.0 5 (All Spans) Building Use : Residential Moment (Ft=Ibs) 1569 © 2' 7 1/2" 3438 Passed (46%) 1.15 1.0 D 1.0 S (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.027 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Design Methodology : ASD Total Load Defl. (in) 0.044 @ 2' 7 1/2" 0.262 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 5'3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5'3"o/c unless detailed otherwise. • Applicable calculations are based on NDS. Wiring Length Loads to Supports'(!bs) . -. Snow Total. A, cessorie Supports - . Toth, Available Required b®ad- ®_ 1 -Trimmer- DF 1.50" 1.50" 1.50" 447 748 1195 None 2 -Trimmer- DF 1.50" 1.50" 1.50" 447 748 1195 None • Tributary Dead Snow , Loads Location(Side) Width (0.90) (1..15) Comments 0-Self Weight(PLF) 0 to 5'3" N/A 6.4 1 -Uniform (PLF) 0 to 5' 3" N/A 116.0 285.0 Roof Snow 2 -Uniform (PLF) 0 to 5' 3" N/A 48.0 - Wall Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/6/2017 5:11:24 PM Ivan Kaiiban 722 17 Studio - Nelson Forte v5.2, Desion Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job-4fe (3601424-3404 ivank@wcoasteng.com Page 1 of 1 F 0 R T E ' MEMBER REPORT Upper Roof H2 PASSED 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length: 5' 9" + = + 0 0 5'9" Ail locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 'Design Results Actual t ►;wcedan Allowed .Result LDF Loath Combination`(Pattern) _ System : Wall Member Reactlbn (lbs) 1309 @ 0 3281 (1.50") Passed (40%) — 1.0 D + 1.0 S (All Spans) Member Type : Header Shear(Ibs) 977 @ 8 3/4" 3502 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Moment(Ft=Ibs) 1882 @ 2' 10 1/2" 3438 Passed (55%) 1.15 1.0 0 + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Defl, (in) 0.039 @ 2' 10 1/2" 0.192 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Design Methodology : ASD Total Load Defl. an) 0.063 @ 2' 10 1/2" 0.287 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria:LL(L/360)and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 5'9"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 9" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Bearing Length l.oada to Supports Ohs) _Supports Sapp _ 1r�>I + ,�lvaih►ble ; 1-Required � � Dead 'snow`: : .`:Total _ - Aoaessaries:.: 1 -Trimmer- DF 1.50" 1.50" 1.50" 490 819 1309 None 2 -Trimmer- DF 1.50" 1.50" 1.50" 490 819 1309 None Tributary -Dead _ ;Snow • _ Loads Location(Side)' Width ;(190) (1.15) Comments 0-Self Weight(PLF) 0 to 5'9" N/A 6.4 1 -Uniform (PLF) 0 to 5'9" N/A 116.0 285.0 Roof Snow 2-Uniform (PLF) 0 to 5'9" IU%A 48.0 - Wail Weyerhaeuser'Notes - SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For-current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application; input design loads;dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes I 4/612017 5:14:11 PM Ivan hafiban 722 17 Studio-Nelson Forte vJ.2, Deign Engine: V6,6.0.14 West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 Bi Axial Bending Column Design Spreadsheet Based on 2005 KIDS Design Specifications House South Wall C4 Post 5-1/4x5-1/2 Versa-Lam Beam(2.OE) L=13ft, DL+O.75(SL+WL) General Member Specifications Cross-Section Properties Breadth d2= 5.250 in Member Type ;versa-Lam . Depth di= 6.250 in Nominal Size Custom V_ Area A= 32.813 in2 Species i Versa-Lam v Top Section Modulus SIT= 34.180 in' Grade #N/A v Bottom Section Modulus Sig= 34.180 in Left Section Modulus S2L= 28.711 in3 Grade(For CF) select,No.1,No.2 or No.3 V Right Section Modulus S2R= 28.711 in3 Size Classification Dimension Lumber Custom Breadth d2= 5.25 in Depth di = 6.25 in Tabulated Strength Properties Bending Strength Fb= 3100 psi Unbraced Length li = 156 in Shear Strength F„= 285 psi Loading Type !Both ends pinned w Compressive Strength Fc= 3000 psi Modulus of Elasticity Emir = 1,036,825 psi Unbraced Length 12= 96 in Effective Length lei= 156.00 in Loading Type I Both ends pinned V Effective Length 182= 96.00 in Slenderness Ratio RBI= 7.792 Duration Factor Ten Minutes(Earthgk.) v Slenderness Ratio Rd2= 5.999 Load Duration Factor CD= 1.60 Both Edges Sheathed? no Incision Factor(Fb, Fe) Ci= 1.00 Pressure Treated no Incision Factor(E, Emin) C;= 1,00 Size Factor CFI= 1.000 Size Factor CF2= 1.000 Flat Use Factor CfU= 1.00 Repetitive Use Factor(Edgewise) :No v Modified Modulus of Elasticity Emin'= 1,036,825 psi Crit. Buckling Stress FbEi= 2.05E+04 psi Crit. Buckling Stress FbE2= 3.46E+04 psi Column Lateral Load:(select only one) Repetitive Use Factor Co= 1.00 Cant.post w/top load no Basic Mod.Bending Stress Fbi*= 4,960 pal Cant.post w/uniform load no Basic Mod.Bending Stress Fb2*= 4,960 psi Simly Supp.(SS)uniform load yes Beam Stability Factor Co = 0.9846 SS point at mid-pt.,no lat.support no Beam Stability Factor CL2= 0.9918 SS point at mid-pt.,w/let support no Allowable Bending Stress Fbi'= 4,884 psi SS point at 1/3pt,w/lat.support no Allowable Bending Stress Fb2= 4,919 psi SS point at 1/4pt,w/lat,support no Buckling Design Value(Comp.) FcEi= 1.37E+03 psi Buckling Design Value(Comp.) FcE2= 2.55E+03 psi Basic Mod.Compressive Sires: Fci*= 4,800 psi Basic Mod.Compressive Stres: Fc2*= 4,800 psi Column Stability Factor CPi= 0.2658 Column Stability Factor Cm= 0.4550 Allowable Compressive Stress F,'= 1,276 psi Applied Forces Axial Load P= 7,543 lb Compressive Stress fc= 230 psi Edgewise Bending Mi = 4,227 ft-lb Applied Bending Stress fbi= 1,484 psi Flatwise Bending M2= 0 ft-lb Applied Bending Stress fb2= 0 psi Incidental Eccentricities ei = 0%x d e2= 0%k d Unify'Cheek{should be<=1.0) 0.398 OK West Coast Engineers,Inc. 05 Beam-Column Versa-Lam 060612.xls 4/7/2017 'rr Bi=Axia1 Sending Column Design Spreadsheet Based on 2005 NDS Design Specifications House South Wall C4 Post 5-1/4x5-1/2 Versa-Lam Beam(2.CE)L=13ft, DL+WL General Member Specifications Cross-Section Properties Breadth d2= 5.250 in Member Type 1 versa-Lam . Depth di = 6.250 in Nominal Size I Custom v Area A= 32.813 in2 Species ,versa-tam v Top Section Modulus SIT= 34.180 in' Grade #N/A v Bottom Section Modulus S1B= 34.180 in3 Left Section Modulus S2L= 28.711 in3 Grade(For CF) Select,No.1,No.2 or No.3 V Right Section Modulus S2R= 28.711 in3 Size Classification Dimension Lumber Custom Breadth d2= 5.25 in Depth di= 6.25 in Tabulated Strength Properties Bending Strength Fb= 3100 psi Unbraced Length li= 156 in Shear Strength F„= 285 psi Loading Type ;Both ends pinned • Compressive Strength Fe= 3000 psi Modulus of Elasticity Emin= 1,036,825 psi Unbraced Length 12= 96 in Effective Length lei= 156.00 in Loading Type I Both ends pinned V Effective Length lee= 96.00 in Slenderness Ratio RBi= 7,792 Duration Factor Ten Minutes(Earthqk.) v Slenderness Ratio Reg= 5.999 Load Duration Factor CD= 1.60 Both Edges Sheathed? no Incision Factor(Fb,Fe) CI= 1.00 Pressure Treated no Incision Factor(E,Emin) C,= 1,00 Size Factor CFI= 1.000 Size Factor CF2= 1.000 Flat Use Factor Cfu= 1.00 Repetitive Use Factor(Edgewise) i No + Modified Modulus of Elasticity Em;b'= 1,036,825 psi Crit.Buckling Stress FbEi= 2.05E+04 psi Crit. Buckling Stress FbE2= 3.46E+04 psi Column Lateral Load:(select only one) Repetitive Use Factor Cri= 1.00 Cant.post w/top load no Basic MOO.Bending Stress Fbi*= 4,960 psi Cant.post w/uniform load no Basic Mod. Bending Stress Fb2*= 4,960 psi Simly Supp. (SS)uniform load yes Beam Stability Factor CLi= 0.9846 SS point at mid-pt., no lat.support no Beam Stability Factor CL2= 0.9918 SS point at mid-pt.,w/lat.support no Allowable Bending Stress Fbi'= 4,884 psi SS point at 1/3pt,w/lat.support no Allowable Bending Stress F62= 4;919 psi SS point at 1/4pt,w/lat.support no Buckling Design Value(Comp.) FeEi = 1.37E+03 psi Buckling Design Value(Comp.) FcEz= 2.55E+03 psi Basic Mod.Compressive Stres: Fei*= 4,800 psi Basic Mod.Compressive Stres; F2= 4,800 psi Column Stability Factor Cai = 0.2658 Column Stability Factor CP2= 0.4550 Allowable Compressive Stress Fc'= 1,276 psi Applied Forces Axial Load P= 3,148 lb Compressive Stress fe= 96 psi Edgewise Bending MT= 5,637 ft-lb Applied Bending Stress fbr= 1,979 psi Flatwise Bending M2= 0 ft-lb Applied Bending Stress fb2= 0 psi Incidental Eccentricities el= 0%x d e2= 0%x 0 Unity Check,sfioiild be<=1.0) 0.441 OK West Coast Engineers,Inc. 05 Beam-Column Versa-Lam 060612.xls 4/7/2017 Bi Axial Bending Column Design Spreadsheet Based on 2015 NDS Design Specifications South Wall C4(2)2x6 DF-L#1&Bttr, L=13ft, DL+WL Generaenilr Specifications Cross-Section Properties Breadth d2= 1.500 in Member Type Visually Graded . Depth d1= 5.500 in Nominal Size ,2x 6 + Area A= 8.250 in2 Species ,Douglas Fir-Larch • Top Section Modulus SiT= 7.563 in' Grade ,No,1&Btr. v Bottom Section Modulus Sig= 7.563 in3 Left Section Modulus S2L= 2.063 Ina Grade(For CF) select,No.1,No.2 or No.3 V Right Section Modulus S2R= 2.063 in3 Size Classification Dimension Lumber Custom Breadth d2= Depth d1 = Tabulated Strength Properties Bending Strength Fb= 1200 psi Unbraced Length I, = 156 in Shear Strength = 180 psi Loading Type I Both ends pinned . Compressive Strength F0= 1550 psi Modulus of Elasticity Emir,= 660,000 psi Unbraced Length I2= 12 in Effective Length let= 156.00 in Loading Type I Both ends pinned w Effective Length let= 12.00 in Slenderness Ratio RB1 = 25.728 Duration Factor Ten Minutes(Wind) • Slenderness Ratio Rae= 3.664 Load Duration Factor CD= 1.60 Min.Compr. Edge Sheathed? yes Incision Factor(Fb, Fe) Ci= 1,00 Pressure Treated no Incision Factor(E, Em;n) C,= 1.00 Size Factor CFI = 1.300 Size Factor CF2= 1.000 Flat Use Factor Cf„= 1.15 Repetitive Use Factor(Edgewise) Yes w Modified Modulus of Elasticity Em,n'= 660,000 psi Crit. Buckling Stress FbE1= 1.20E+03 psi Crit. Buckling Stress FbE2= 5.90E+04 psi Column Lateral Load: (select only one) Repetitive Use Factor Cn= 1.15 Cant.post W/top load no Basic Mod.Bending Stress Fb1*= 2,870 psi Cant.post w/uniform load no Basic Mod. Bending Stress Fb2*= 2,208 psi Simly Supp. (SS)uniform load yes Beam Stability Factor CL1 = 1.0000 SS point at mid-pt.,no lat.support no Beam Stability Factor CL2= 0.9981 SS point at mid-pt.,w/lat_support no Allowable.Bending Stress Fb1'= 2,870 psi SS point at 1/3pt,w/let.support no Allowable Bending Stress Fb2= 2,534 psi SS point at 1/4pt,w/lat.support no Buckling Design Value(Comp.) FOE1 = 6.74E+02 psi Buckling Design Value(Comp.) FEZ= 8.48E+03 psi Basic Mod.Compressive Stres: Fc1*= 3,224 psi Basic Mod.Compressive Stress Fc2*= 2,480 psi Column Stability Factor CP1 = 0.1993 Column Stability Factor CP2= 0.9304 Allowable Compressive Stress F0= 642 psi Applied Forces Axial Load P= 329 lb Compressive Stress f0= 40 psi Edgewise Bending M1= 1,171 ft lb Applied Bending Stress fb1 = 1,857 psi Flatwise Bending M2= 0 ft-lb Applied Bending Stress fb2= 0 psi Incidental Eccentricities e1= 16%x d e2= 0%x d Unify Cpeck(should.be<=1.0) 0.694 OK West Coast Engineers,Inc. 05 Beam-Column 2-12-08.xls 4/7/2017 Bi Axial Bending Column Design Spreadsheet Based on 2015 KIDS Design Specifications South Wall C4(2)2x6 DF-L#1&Bttr, L=13ft, DL+WL General Member Specifications Cross-Section Properties Breadth d2= 1.500 in Member Type !Visually Graded v Depth di= 5,500 in Nominal Size 12 x 6 V Area A= 8.250 in2 Species I Douglas Fir-Larch v Top Section Modulus SIT= 7.563 in' Grade !No.1&Btr. v. Bottom Section Modulus S18= 7.563 Ina Left Section Modulus S2L= 2.063 ins Grade(For CF) Iseiect,No.1,No.2 or No.3 v Right Section Modulus S2R= 2.063 in3 Size Classification Dimension Lumber Custom Breadth d2= Depth di = Tabulated Strength Properties Bending Strength Fb= 1200 psi Unbraced Length 11= 156 in Shear Strength F,= 180 psi Loading Type 1 Both ends pinned . Compressive Strength Fc= 1550 psi Modulus of Elasticity Emin= 660,000 psi Unbraced Length 12= 12 in Effective Length lei= 156.00 in Loading Type !Both ends pinned 7 Effective Length 1.2= 12.00 in Slenderness Ratio RB1= 25.728 Duration Factor 'Ten Minutes(Wind) V Slenderness Ratio RB2= 3.664 Load Duration Factor Co= 1.60 Min.Compr. Edge Sheathed? yes Incision Factor(Fb, Fb) C;= 1.00 Pressure Treated no Incision Factor(E, Emin) Ci= 1,00 Size Factor CFI= 1.300 Size Factor CF2= 1.000 Flat Use Factor Ce,= 1.15 Repetitive Use Factor(Edgewise) !Yes . Modified Modulus of Elasticity Emin'= 660,000 psi Crit. Buckling Stress FbEI= 1.20E+03 psi Crit. Buckling Stress FbE2= 5.90E+04 psi Column Lateral Load:(select only one) Repetitive Use Factor Ct1 = 1.15 Cant. post WI top load no Basic Mod.Bending Stress Fbi*= 2,870 psi Cant.post w/uniform load no Basic Mod. Bending Stress Fb2*= 2,208 psi Simly Supp.(SS)uniform load yes Beam Stability Factor CLI= 1.0000 SS point at mid-pt.,no lat.support no Beam Stability Factor CL2= 0.9981 SS point at mid-pt.,w/lat.support no Allowable Bending Stress Fbi'= 2,870 psi SS point at 1/3pt,w/lat.support no Allowable Bending Stress Fb2= 2,534 psi SS point at 1/4pt,w/lat.support no Buckling Design Value(Comp.) Fbei= 6.74E+02 psi Buckling Design Value(Comp.) FCE2= 8.48E+03 psi Basic Mod.Compressive Stres: Ft1*= 3,224 psi Basic Mod.Compressive Stress Fc2'= 2,480 psi Column Stability Factor CP1 = 0.1993 Column Stability Factor CP2= 0.9304 Allowable Compressive Stress Fc'= 642 psi Applied Forces Axial Load P= 231 lb Compressive Stress fc= 28 psi Edgewise Bending MT= 1,561 ft lb Applied Bending Stress fbi= 2,476 psi Flatwise Bending M2= 0 ft-lb Applied Bending Stress fb2= 0 psi Incidental Eccentricities e1= 16%x d e2= 0%x d Unity Check(Should be<�1.0) 0.904 OK West Coast Engineers,Inc. 05 Beam-Column 2-12-08.xls 4/7/2017 .t,Ll a iIIel! l ,EEC REPORT Upper Floor, Lower Roof, Roof: Joist PASSED 1 piece(o) 2 Douglas Fare Lard!i W o o % @ 24" OC Overall Sloped Length: 11' 8 15/16" 1 .-j'�- " R..��-�.xr * k c<�-''`(pFn a7'�`t'lx"�Jvi,i-lt'6`tL-3 �15-4'`X. - -. i - ".i iSrl'4g#Ifi-},�A-e ruO: a L sv0 qi.V.rr i't4 F " '175 �f" r -Pr s - tTit _-_. { ¢. . _ _ 3 ii 'f 1'3" i 10' / El a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. :Desig l••-Results Act al 0-LorAttion Allowed Result ;`. LOP : toad'Combanation(P . ) System : Roof Member Reaction (lbs) 383 @ 11' 1 1/4" 1406 (1.50") Passed (27%) -- 1.0 D + 1.0 S (Alt Spans) Member Type : Joist Shear (Ibs) 336 @ 10' 6 3/16" 1501 Passed (22%) 1.15 1.0 D + 1.0 S(Alt Spans) Building Use : Residential Moment (Ft=►bs) 907 @ 6' 4 7/16" 1564 Passed (58%) 1.15 1.0 D + 1.0 S (Alt Spans) Building Code : IBC 2015 Live Load Deft, (in) -0.063 @ 0 0,200 Passed (2L/584) -- 1.0 D + 1.0 S (Alt Spans) Design Methodology : ASD Total Load Defl. (in) -0.099 @ 0 0.203 . Passed (2L/368) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch: 3/12 • Deflection criteria: LL(L/240) and TL(L/180). • Overhang deflection criteria: LL(0.2") and TL(2L/180). • Top Edge Bracing (Lu):Top compression edge must be braced at 11'5"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11'5" o/c unless detailed otherwise. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. deln . p Len� . ,. .�iad�fid:�upp (Its)- ,: 'Supports. 'TOt& Available `.:Requiirred .:Dead -,Snow TWA Accessories 1 - Beveled Plate- DF 5.50" 5.50" 1.50" 198 320 518 Blocking P 2- Hanger on 7 1/4" DF beam 1.75" Nangerl 1.50" 150 245 395 See note 1 ® Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. O At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger U 1 See Connector grid below for additional information and/or requirements. Connector.: Simpson Stron® Tle:Connectors . `&upport > iodei Suit Length ' Top Nails ;Ogee Atolls ' P4errrber.Nails A ssories II 2- Face Mount Hanger LSSU28 3.50" N/A 9-iOd common 5-10d x 1-1/2 _ Dead Snow Loads l tion,((fde) Spacin0 (0 90) (S:IS) Comments,. 1 -Uniform (PSF) 0 to 11'3" 24" 15.0 25.0 Roof Snow We}/eB'haellser':"Notes::,, ': .. ' . _: .•. ' . 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodb'/Wy.com Accessories Rim Board, Blocking Panels arid .. -'} ( g Squash Blocks)are iiot designed by this software. Use Of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is-responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR=1153 and ESR=13B7 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/7/2017 4:36:31 PM Forte v5.2, Design Engine:Ivan Kaliban 722-17 Studio-Nelson V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.corn Page 1 of 1 --if‘ r,, 1E MEMBER REPORT Upper Floor, Lower Roof, R4 unbalanced snow PASSE 1 piece(s) 2 x 8 Douglas Fir-Larch No. 2 © 24" OC Overall Sloped Length: 11' 8 15/16° ¢ + O 0 - 12 rl li '( 1' 3" '41' 101 / All locations are measured from the outside face of left support(or left cantilever end),All dimensions are horizontal. . -. Result LOF , uesI h-R�$i���� 'r ':Acba�al�I,�acatton ... ,Allowed System : Roof � iLo�td�Cpmtilnatian:(paf�,em} : . Member Reaction (Ibs) 426 @ 11' 1 1/4" 1406 (1.50") Passed (30%0) — 1.0 D + 1.0 S (Alt Spans) Member Type : 3Dist Shear (Ibs) 360 @ 10' 6 3/16" 1501 Passed (24%) 1.15 1.0 D + 1.0 S (Alt Spans) Building Use : Residential Moment (Ft=Ibs) 885 @ 6' 7 7/16" 1564 Passed (57%) 1.15 1.0 D + 1.0 S (Alt Spans) Building Cade : IB'C 2015 Live Load Defi. (in) -0.059 @ 0 0200 Passed (21/616) -- 1.0 D + 1.0 S (Alt Spans) Design Methodology: ASD Total Load Defl. (In) -0.096 @ 0 0.203 Passed (2L/380) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch: 3/12 • Deflection criteria: LL(L/240) and TL(L/180). • Overhang deflection criteria: LL(0.2") and TL(2L/180), • Top Edge Bracing (Lu):Top compression edge must be braced at 11'5" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 5"o/c unless detailed otherwise. • A 15%o increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. `Dearin(1 Len jth toads}to Stippbi't's Ibs) . ; .:.Snow. ,'Tagil R let:supports. ,'. . Td>Eal Availa6Je _•RepuiUreci_ , `tF�cf , 1 -Beveled Plate- DF 5.50" 5.50" 1.50" 198 274 472 Blocking 2- Hanger oh 7 1/4" DF beam 1.75" Hangers 1.50" 150 293 443 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed, • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. . nnector: Simpson ,Stron Tie,.Connectors . : . -._. Support .! Modei 5eaitiength. ::Top Nails Paige Neilis Memiier Nails Accessories 2 - Face Mount Hanger LSSU28 3.50" N/A 9-10d common 5-10d x 1-1/2 .bead snow_ Loads Locati-iitt-(Side)' ;Spacing (g.96) (1.15) ldommen 1 -Uniform (PSF) 0 to 11' 3" 24" 15.0 20.0 Roof Snow 2-Tapered(PLF) 6'3" to 11' 3" NJA - 0.0 to 46.0 _Weyelrha'etuser,Notes - - • SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator ( Job Notes 4/7/2017 4:38:06 PM Ivan Kaliban 722 17 Studio NelsonPorte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank©wcoasteng.com Page 1 of 1 i F 0 R T E ' MEMBER REPORT Upper Floor, Lower Roof, R5 PASSED 1 pieces) 2 x 6 Douglas Fir-Larch No. 2 @ 24" OC Overali.Length: 14' { P �1 t >�1.� � zji jLL ty {;17 `,Y•tu t 1 T 0 0 4' 10' All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design,R@_Stt{tS. ::; Actual. <Lq ition Allowed :'. R salt LDF Load:Combination(Pattern) System : Roof Member Reaction (Ibs) 300 @ 13' 10 1/4" 1406(1.50") Passed (21%) -- 1,0 D + 1.0 S (Alt Spans) Member Type : 301st Shear(ibs) 359 @ 4' 9" 1139 Passed (32%) 1.15 1.0 D + 1.0 S(All Spans) Building Use : Residential Moment (Ft=Ibs) 643 @ 9' 6 13/16" 975 Passed (66%) 1.15 1.0 D + 1.0 S (Alt Spans) Building Code : IBC 2015 Live Load Defl, (In) -0.213 @ 0 0.276 Passed (2L/468) -- 1.0 D + 1.0 S (Alt Spans) Design Methodology: ASD Total Load Defl. (in) 0.303 @ 9' 2 15/16" 0.485 Passed (L/384) -- 1.0 D + 1.0 S (Alt Spans) Member Piteht 0/12 • Deflection criteria: LL(L/360) and TL(L/240). • Overhang deflection criteria: LL(2L/360)and IL(2L/240). • Top Edge Bracing(Lu): Top compression edge must be braced at 13' 10"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 10"o/c unless detailed otherwise. • A 15%increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Bearing,Length`: Loads tto Supports(Ibs): Su/O&M Tofa[I ' ..Atiallalfil . , ifbijuire l load s roil Acc:essa�ies 1 -Beam-DF 3.50" 3.50" 1.50" 198 494 692 Blocking 2- Hanger on 5 1/2" DF beam 1.75" Hanger' 1.50" 82 228 310 See mite • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector::;Simpson:Stroh TIe:.Con.iorI _ Seat l ength Top Haile Face;NailS ` Member `Accessoriea 2-Face Mount Hanger LU26 1.50" N/A 6-1Qd common 4-iod x 1-1/2 bead' Snow Loads Locat on(Sede) spacing .. (d ab) ,(1.15) Comments 1 -Uniform (PS1=) 0 to 14' 24" 10.0 25.0 Roof Snow Weyerhaeuser Motes ;'• SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software, Refer to current Weyerhaeuser literature for installation details. www.woodbywy.coiti) Accessories(Rim Board, Blocking Panels and Squash Blocks)a-re hot designed by this software. Use of this sofMare is not intended tii circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is-responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR=1153 and ESR=1387 and/or tested in accordance with applicable.ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/7/2017 4:39:39 PM Ivan Kaliban 722-17 Studio-Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 77 5 `, F O R T E `a MEMBER REPORT Upper Floor, Lower Roof, R5 Unbal PASSED 1 piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 24" OC Overall Length: 14' + - - - - - _ -- - -II r _ _ - _. �i Ems? - 'f 4' F' 10' 0 El All locations are measured from the outside face of left support(or left cantilever end),AII dimensions are horizontal. Design:Results .;Actual4 Location. _ ':Allowed Result. ,.. -; , ; '. LDF Load::Combinadod.(P.atterii) System : Roof McMbe"r Reaction (Ibs) 350 @ 13' 10 1/4" 1406 (1.50") Passed (25%) -- 1.0 D + 1,0 S(Alt Spans) Member Type : Joist Shear(Ibs) 328 @ 4' 9" 1139 Passed (29%) 1.15 1.0 D + 1.0 5(All Spans) Building Use : Residential Moment (Ft=lbs) 656 @ 9' 10 1/16" 975 Passed (67%) 1.15 1.0 D + 1.0 S (Alt Spans) Building Code : IBC 2015 Live Load Defl. (in) -0.232 @ 0 0.276 Passed (21../428) -- 1.0 D + 1.0 S (Alt Spans) Design Methodology: ASD Total Load Defl. (In) 0.310 @ 9' 3 1/2" 0.485 Passed (L/376) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch: 0/12 • Deflection criteria LL(L/360) and TL(L/240). • Overhang deflection criteria: LL(2L/360) and TL(2L/240), • Top Edge Bracing (Lu):Top compression edge must be braced at 13' 10" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 10"o/c unless detailed otherwise. • A 15%increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. :Bearing Length Loads to Supports(lbs) Supports Tbtad Available • , R► qi lied Dead 'l.Snovu' :Total 7,AccesSOPie 1 -Beam- DF 3.50" 3.50" 1.50" 198 415 613 Blocking 2 - Hanger on 5 1/2" DF beam 1.75" Harigerl 1.50" 82 283 365 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connecter grid below for additional information and/or requirements. :Corinoctor,.Si.mpn Sr sotang-Tile Connectors • • 'Supporrt =_: Model Seat:Lengtil: _Top Nails Fade Naila 'Member Nails .Accessories 2-Face Mount Hanger LU26 1.50" N/A 6-1od common 4-i0d x 1-1/2 - i t - ?ead Snow _,Loads ' lLociotkii(Side) Spacing ` (0 90) (i 15) ;. Comments 1 -Uniform (PSF) 0 to 14' 24" 10.0 20.0 Roof Snow 2-Tapered(PLF) 8'9"to 1-4' N/A - 0.0 to 46.0 Weyerhaeuser Notes. ::. -: • - (t�SUSTAINABLE FORESTRY iNmATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. �� Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.cam/services/s_CodeReports.aspx. The product application, input design.loads, dimensions and supportinformation.have_been provided by Forte Software Operator • Forte Software Operator Job Notes 4/7/2017 4:40:43 PM Ivan Kaliban 722 1 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. inc. 722-17 Job.4fe (360)424-3404 ivanr:@wcoasteng.com Page 1 of 1 i��r rl 1 ') t--i' h- MEMBER REPORT Upper Floor, Lower Roof, R6 PASSED r i to \-'" L--_, ri r 2 i Gce(s) 2 H 6 nouigho n'r-Lmsc W.o. 2 26" OC Overall Sloped Length: 4' 10 1/1 6" - 0 0 12 .t F 4' 6" CI All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. _ resign Resul Actual©,Location Allowed : Resulit LOF :.Load:Combination(Pattern) . System : Roof Member Reaction (lbs) 174 @ 4' 2 1/2" 1406 (1,50") Passed (12%) -- 1.0 D + 1.0 S (All Spans) Member Type : Joist Shear (lbs) 148 @ 3' 11 3/16" 725 Passed (20%) 1.15 1.0 D + 1.0 S-(All Spans) Building Use : Residential Moment (Ft=lbs) 169 @ 2' 2 7/16" 456 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Defl, (In) 0.059 @ 2' 1 3/4" 0.219 Passed (L/894) -- 1.0 D + 1.0 S (All Spans) Design Methodology : ASD Total Load Defl. (in) 0.068 @ 2' 1 3/4" 0.291 Passed (L/774) -- 1.0 D + 1.0 S (All Spans) Member Pitch! 4/12 • Deflection criteria: LL(L/240) and TL(L/180). o Top Edge Bracing (Lu):Top compression edge must be braced at 4'5"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 5"o/c unless detailed otherwise. o A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NOS. wring l engl�t_ R eds I Supports(Ib9) SuppoIr Toll Available Required • Dead Snow , Total Accessories. 1 -Beveled Plate- DF i.75" 1.75" 1.50" 23 134 i57 Clocking 2- Hanger on 3 1/2" DF beam 3.50" Hangers 1.50" 25 176 201 See note 1 ▪ blocking panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger 9 1 See Connector grid below for additional information and/or requirements. Connector: Simpson Str on -Tie Connector support.. ;Model,,;, ttength ::Top Nails: Fade Nails, .. .. , , Member-Nails :-Acces es 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A ;dead Snow Leads , - ' Location Spacing 'COO) (1.i5) Comments 1 -Tapered(PLF) 0 to 4' 6" N/A 10.0 to 10.0 52.0 to 86.0 Roof Snow Weyerhaeuser Notes ' - - - 0SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction:The designer of record; builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/7/2017 4:45:42 PM I Forte v5.2, Design Engine: >>6.6.0.14 Ivan Kaiiban 722-17 Studio-Nelsen West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 o MEMBER REPORT Upper Floor, Lower Roof, 7 PASSED aFORTE '' j 1 piece(s) 91 Z" rM 10 0 16" c Overall Length: 20' sl S r- 1 7f + 1t + 0 . 0 INIMINIIIIIIMMEib °t — i �� C dt' it il• CI 0 Alt locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design.ResultS A0ua1, Location ,: : :.Allowed ,'; A01,iit :“1-DF Load?.Combination:(Patttern) i System : Floor Member Reattibri (lbs) 837 @ 9' 1935 (3.50") Passed (43%) 1,00 1.0 D + 1.0 L(All Spans) Member Type : Joist Shear(lbs) 414 @ 9' 13/4" 1342 Passed (31%) 1.00 1.0 D + 1,0 L(All Spans) Building Use : Residential Moment(Ft=ibs) =820 @ 9' _ 2500 Passed (33%) 1.00 1.0 D '+ 1.0 L(All Spans) Building Code : IBC 2015 Live Load Defl, (In) 0.066 @ 14' 7 3/16" 0.351 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl. (In) 0.082 @ 14' 7 7/8" 0.527 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) TJ-ProT"' Rating 53 40 Passed -- -- • Deflection criteria: LL(L/360) and TL(1/240). • Top Edge Bracing(Lu):Top compression edge must be braced at 6' 1" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5'7" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 2,3/32"Weyerhaeuser Edge'" Panel (24"Span Rating)that is glued and nailed down. • Additional considerations for the TJ-Pro" Rating include: None •Beariing.t ength Loads to.$00prts 11 o1 o1 SuPPOits` Totsi Available Required Dead Total Accessories ... • • 1 -Stud wall - DF 5,50" 4.25" 1,75" 53 224/-42 277/-42 1 1/4" Rim Board 2 -Stud wall -SPF 3.50" 3.50" 3.50" 193 644 837 None 3 - Hanger on 9 1/2" DF beam 5.50" Hangers 1.75"/ - 2 74 267 341 See note 1 • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hahge supports, the Rita Bearing . Iriierisiori is equal to the Width of the Material that Is sifppoitirig the iiatiger • i• See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length/ Required Bearing Length with Web Stiffeners Connector: Simpson 5tr0n -Tie;+Connectors:: . Support ''':''':';';'..'1'.:,, ., ,` :: : ', ,. Mod. el Seat'Lebi tri, . ToP:Na. s . .,.. Fat a Nas' . . . .;Member Nails ,. ,Acess.o_r es -- 3 -Face Mount Hanger IUS1.81/9.5 2,00" N/A 8-10d x 1-1/2 N/A Dead Floor Live Loads - tAcal6ors_,(Side) Spading - _(O.IgU) . (1.00) commenC 1 -Uniform (PSF) 0 to 20' 16" 12.0 40.0 Residential - Cluing Areas Weyerhaeuser Notes - - - - (2SJ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. `� Weyerhaeuser expressly disclaims-any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is Tesponsible to assure that this calculation is compatible with theoverall project, Products manufactured at Weyerhaeuser facilities are-third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested n accordance wiffi apfilitiafile ASTM SgaridefdS. Far current code vialbatian repoffs refer to fitfp: Wwi/.woodbywy.coif/sennces/s_Co a eports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/7/2017 4:47:38 PM Ivan Kaliban 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1ofl crf , 1 Lim , ri) F i� EMBER REPORT Upper Floor, Lower Roof,j1 PASSED t Ei _ t. �. i_ piece(s) 117 8" T J) l® 110 @ 16" OC Overall Length: 20' _ i.�y S S� 1 i _ Q .: ._. _ ...,.. .. 0 . ...„ ci - ._K:^P!�^.!'s.'4.�.:---__--•'�S"r "Z� •-- -m-�--r--+.. '__'.'..,r, ...-^�T�..c.+s!�s.-r+--v'r:r.`_1_.=1_-_ .-.. —T-� _„'! ]1 } 9' 11' All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal, 1 '1«esign;Resul Actuai:_@ iaci tton Allowed ' Result ' LIDF .1 Combination(Pattern) System : Floor MerribeP Reaction (ibs) 837 @ 9' 1935 (3.50") Passed (43%) 1,00 1.0 D + 1.0 L(All Spans) Member Type : Joist Shear (Ibs) 414 @ 9'"1 3/4" 1716 Passed (24%) 1.00 1.0-D + 1.0 L(All Spans) Building Use : Residential Moment (Ft=Ibs) =820 @ 9' 3160 Passed (26%) 1.00 1.0 D + 1.0 L(All Spans) Building Code : IBC 2015 — Live Load Defl. (in) 0.043 @ 14' 7 3/16" 0.351 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) Design Methodology : ASD Total Load Deft (in) 0.054 @ 14' 7 7/8" 0.527 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) TJ-ProT"' Rating 59" 40 Passed -- -- • Deflection criteria: LL(L/360) and TL(L/240). o Top Edge Bracing (Lu): Top compression edge must be braced at 6' 11" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6'4"o/c unless detailed otherwise. o A structural analysis of the deck has not been performed. o Deflection analysis is-based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24"Span Rating)that is glued and nailed down. • Additional considerations for the T3=ProTM Rating include: None . Bearing Length. Loads;InSuppoi (abs). ,,,i i t fist as' s 1- , , ; .Suppo Total . Available Required Dead - ' Total Accessories 1 - Stud wall - DF 5.50" 4.25" 1.75" 53 224/-42 277/-42 1 1/4" Rim Board 2 - Stud wall -SPF 3.50" 3,50" 3,50" 193 644 837 None 3 -Hanger on 11 7/8" DF beam 5.50" Hanger, 1.75"/- 2 74 267 341 See note 1 O Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. At haiigef suppoits, the Total Bearing dimension is equal to the width Of the materiel that is siippoi-ting the Banger O , See Connector grid below for additional information and/or requirements, m 2 Required Bearing Length/ Required Bearing Length with Web Stiffeners Connector: Simpson Stron Tie:Connecto Support ' - • • ,Model • • • Seat i englih, ..,.,. ..,_.:Top Nails ;;,:Face Nails- Member,Nails •A srories .. 3 - Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10d x 1-1/2 N/A ;Dead . Fiaor Live Loads Lgsatlaon"(side) Spaeing.. (0.90) . ' :(1.00'f CAanifi 1 -Uniform (PSF) 0 to 20' 16" 12,0 40.0 AreasRed tial - Living WOV*rhieu ITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is riot Intended to circumvent the need for a design professional as determined by the authority having jurisdiction,The designer of record, builder or framer is responsible to assure that this calculation-is compatible-with the overall project. Products manufactured at Weyerhaeuser facilities are-third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTi'4 standards. Far current code evalua$oii repofs refer to fittp://www.woodbjiwy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 4/7/2017 4:47:53 PM Ivan Kaiiban 722 17 Studio-Nelson I Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.core Page 1 of 1 (-,(1,., aFORTEr. MEMBER REPORT Upper Floor, Lower Roof, J2j PASSED 1 piece(s) 11 7/8" TM® 560 12" OC Overall Length: 20' = + _ + a 0 �i= JIB 20' 1 0 E] All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 'Design!Result9 ,actual Locatioq :..Allow$d :Result OF:' Load Com bination;tpstern) System : Floor Member Reaction (Ibs) 498 @ 19' 6 1/2" 1265 (1.75") Passed (39%) 1.00 1.0 D + 1,0 L(All Spans) Mertlbel-Type : Joist Shear(ibs) 498 @ 19' 6 1/2" 2050 Passed (24%) 1.00 1.0 D + 1.0 L(All Spans) Building Use : Residential Moment(Ft=lbs) 2388 @ 9' 11 1/2" 9500 Passed (25%) 1.00 1.0 D + 1.0 L(All Spans) Building Code : IBC 2015 Uve Load Defl. (in) 0.201 @ 9' 11 1/2" 0.639 Passed (L/999+) -- 1.0 D + 1.0 L(All Spans) Design Methodology :ASD Total Load Deft. (In) 0.261 @ 9' 11 1/2" 0.958 Passed (L/880) -- 1.0 D + 1.0 L(All Spans) TJ-Prop"' Rating 51 40 Passed -- -- • Deflection criteria: LL(L/360)and TL(L/240), • Top Edge Bracing(Lu):Top compression edge must be braced at 11'7"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 5"o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser dgeTM Panel (24"Span Rating)that is glued and nailed down. • Additional considerations for the TJ=Pro7M Rating Include: None ,. Bearing LenfiYdh tioadm to.:Supporls(Ihsl 'Supports Total `AVailable RieguIred Fli* Toil! Acceiso'CeCes 1 -Stud wall - DF 5.50" 4.25" 1.75" 120 398 518 1 1/4" Rim Board 2- Hanger on 11 7/8" GLB beam 5.50" Hangers 1.75"/ - 2 121 402 523 See note 1 - Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length/ Required Bearing Length with Web Stiffeners Connector:'Siimpson_Str*St.-fe Connectors - .- .- _. __ Support. - ,. [Moises . , t i.,enytth' Top:Nalls._ :Face'100i•• , Membee'Nails Accesses 2-Face Mount Hanger IUS3.56/11.88 2.00" N/A 12-10d x 1-1/2 N/A Deed Floor i.1�re Lt1a ds Location.(Side)` ,-Spacing . (0.90) :.(i 00), Comments 1 -Uniform (PSF) 0 to 20' 12" 12.0 40.0 Residential - Living Areas Weyei haeuse...Nbt . - _ - 0SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software: Refer to current Weyerhaeuser literature for installation details; (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards, For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. 'the product application, input esign loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/7/2017 4:50:40 PM Ivan Kaliban 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 aFo R T E MEMBER REPORT Upper Floor, Lower Roof, J3 PASSED 1 i piece(s) 11 7/8" TM® 110 @ 16" OC Overall Length: 20' + + 0 0 12'9" 7'3" a o a All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design:Resullts Actu r ioca't on Allowed iResulk 4DF Loaid:Cc mbinaptIon lit +t erns System : Floor Member Reaction (Ibs) 893 @ 12' 9" 1935(3.50") Passed (46%) 1,00 1.0 D + 1.0 L(All Spans) Member Type : Joist Shear(Ibs) 477 @ 12' 7 1/4" 1716 Passed (28%) 1.00 1.0 D + 1.0 L(All Spans) Building Use : Residential Moment(Ft=ibs) =1000 @ 12' 9" 3160 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.070 @ 6' 1 3/16" 0.412 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) Design Methodology: ASD Total Load Defl. (in) 0.090 @ 6' 7/8" 0.619 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) 13-ProTM Rating 56 40 Passed -- -- • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 6'o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5'9"o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"' Panel (24"Span Rating) that is glued and nailed down. • Additional considerations for the TY-Pro" Rating include: None Beat rlq.:Lehigth • Loade t►Sup ;(!bs) :Support$ Total dvailable Required Dead Total Accessoiiea 1 -Stud wall - DF 5.50" 4.25" 1.75" 86 297/-4 383/-4 1 1/4" Rim Board • 2 -Stud wall -SPF 3.50" 3.50" 3.50" 206 687 893 None 3 -Stud wall- DF 5.50" 4.25" 1.75" 27 187/-90 214/-90 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead ' Floor Live l oatl5 i�ocettonn(Side) , Spaa irr� (C.9Oj (1.00) :comments 1--Uniform (PSF) 0 to 20' 16" 12.0 40,0 Residential-Living Areas Weyerhaeuser Notes USTAINABLE FORESTRY INFTtATIVE fi s Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to clrcumverif the need for.a design profes§ionai Si delermined by the aiidiorify having jiirisdlcbon.The designer of record, builder or framer is responsible fa assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance With applicable ASTM standards. For current code evatiiation reports refer to Iittp://Www.woodbywy.cool/ ilees/s_CodeRepoi-ts.a"spx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator I Job Notes 1 4/7/2017 4:53:02 PM Ivan Kaliban 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-T7 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 PASSED r F 0 R T E :._ ,�M_MBER REPORT Upper Floor, Lower Roof, J4 1 piece(s) 2 x 10 Douglas Fir-Larch No. 2 @ 16" OC Overall Length: 14' 6" 0 - 0 1f 4' 10'6" L'I El All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design :Results:; ,adb, i'lm Location Au lr d ' esiult , LDF ;hood`Combinep _(Pattern) y System : Floor Member Reattlbh (Ibs) 851 @ 4' 1 3/4" 3281 (3.50") Passed (26%) — 1.0 D + 1.0 L(All Spans) Member Type :Joist Shear(Ibs) 615 @ 5' 3/4" 1665 Passed (37%) 1.00 1.0 D + 1.0 L(All Spans) Building Use : Residential Moment(Ft=Ibs) 1741 @ 9' 3 1/16" 2029 Passed (86%) 1.00 1.0 D + 1.0 L(Alt Spans) Building Code : IBC 2015 Live Load Defl. (in) -0.250 @ 0 0.276 Passed (2L/398) -- 1.0 D + 1.0 L(Alt Spans) Design Methodology :ASD Total Load Defl. (In) -0.241 @ 0 0.415 Passed (2L/412) -- 1,0 D + 1.0 L(Alt Spans) TJ-ProTM Rating N/A N/A -- -- -- • Deflection criteria: LL(L/360) and TL(1/240). • Overhang deflection criteria: LL(211360) and TL(2L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 6' 1"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 6" o/c unless detailed otherwise. • A 15%increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. - Beerltl ILeltgtll ,LOeds tits°SiVp CIbs3. ,Supports Total Availa le Requited D id uve :Snow Tel A i!«i 1 - Beam- DF 3.50" 3.50" 1.50" 166 685 162 1013 Blocking 2-Beam-OF 5.50" 5.50" 1.50" S4 715 -20 760/-20 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Uve Snow Loa s 1 ttoft`{S ,e) Spacing (O 9O) [ .oej ( .#'S) eomitte its -Uniform (PSF) 0 to 4' 16" 15.0 - 25.0 Roof Snow 2-Uniform (PSF) 4'to 14'6" 16" 10.0 100.0 - Balcony/Deck 1A/eyel'haeuse r'NOtes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards:Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1367 and/or tested in accordance with applicable ASCM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1 4/7/2017 4:54:56 PM Ivan Kaliban 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coact Engineers, Inc. 722-17 Jab.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 LIV JaiF 0 R T E .a MEMBER REPORT Upper Floor, Lower Roof, J4 PASSED 1 piece(s) 2 x 10 Douglas fir-Larch No: 2 @ 16" OC Overall Length: 14' 6" + 0 1 1 1 I - II I II II I IT'11 �w1 ir 4' 10'6" tt 4/ a El All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design:Results. ,Actual:o:Locatlon ;Allowed Result. :LDF System : Floor Load �mbination,(Patitiern) Member Reaction (Ibs) 595 @ 4' 1 3/4" 3281 (3.50") Passed (18%) -- 1.0 D +0.75 L+0.75 S (All Spans) Member Type : Joist Shear(ibs) 397 @ S' 3J4" 1.665 Passed (246/0) i..00 1.0 b + 1.0 L(Ali Spans) Building Use : Residential Moment (Ft=Ibs) 1077 @ 9' 3 13/16" 2029 Passed (53%) 1.00 1.0 D ± 1.0 L(Aft Spans) Building Code : IBC 2015 Live Load Defl. (in) -0.150 @ 0 0.276 Passed (21/664) -- 1.0 D +1:0 L(Alt Spans) Deslgn vieTh dology : ASD Total Load Defl. (in) -0.141 @ 0 0.415 Passed (2L/706) -- 1.0 D + 1.0 I-(Alt Spans) TJ-PitTm Rating N/A N/A -- -- -- • Deflection criteria: LL(L/360) and TL(L/240). • Overhang deflection criteria: LL- (2L/360)and TL(21/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 13'2"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14'6"o/c unless detailed otherwise. • A 15%increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. ::ring Length Loads:tooSupports'(Iba) Supports ` : Total Available `'Required :;Dead IPa Snow :Total Accessories 1 - Beam -DF 3.50" 3.50" 1.50" 166 411 162 739 Blocking 2 - Beam - DF 5.50" 5.50" 1.50" -29 429 -29 483/-29 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed, -Dead iFloor)Live ' °Setlw Leads: !Location moo.: . Svaclnq 04 0Q) if1,001.. . fl,152 Comment 1 -Uniform (PSF) g tb 4' 16" 15.0 - 25.0 Roof glow 2 -Uniform (PSF) 4'to 14' 6" 16" 10.0 60.0 - Balcony/Deck Weyerhaeuser Notes`, SUSTAINABLE FORESTRY INmAT1VE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values: Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project, Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards, For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes I 4/18/2017 10:38:29 AM Ivan Kailban 7 - Studio-Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 Li, aFORTE ' MEMBER REPORT Upper Floor, Lower Roof, 810 Cont. PASSED 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam Overall Length: 33' }T`j r5... "�-elf T-r7 -o —f l� + Irk 1 r i +� r Y ti t 1 =fr e , yet {! i B t , 5t Pr + `� j e 1 L L , r � � � ` t �r i 1. l.._ e V • j' ' .i.l.' y , ., ; f „ ,,. , --,� tl.,tl "4� ' :,i L ' !.l: .. :,., ,._,,,,,,•:„..-,„.,,,,..„t+t1 + O0 t. , . : . ,.. ., . : . . .,_. . _ . . ._ : . .. ,.: . : . VI 4 16' 6" 4, 16'6" 'r o a Q All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. .Design'Results >AcEual,� Location . :Allowed :-Result LDF Load Combinadon,(Pattern) - System : Floor Member Reaction (Ibs) 4730 @ 1 1/2" 10725 (3.00") Passed (44%) -- 1.0 D + 1.0 L (Alt Spans) Member Type : Drop Beam Shear (lbs) 5781 @ 18' 1" 13118 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Building Use : Residential Pos Moment (Ft-lbs) 16064 @ 7' 3/8" 33413 Passed (48%) 1.00 1.0 D + 1.0 L(Alt Spans) Building Code : IBC 2015 Neg Moment (Ft-lbs) -22420 @ 16' 6" 25755 Passed (87%) 1.00 1.0 D + 1.0 L(All Spans) Design Methodology : ASD Live Load Defl. (in) 0.288 @ 25' 1 5/8" 0.546 Passed (L/681) -- 1.0 D + 1.0 L(Alt Spans) i Total Load Deft (in) 0.339 @ 25' 3 3/8" 0.819 Passed (L1580) -- 1.0 D + 1.0 L(Alt Spans) • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 33'o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 33'o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L= 13' 10 1/4". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L= 8' 2 1/4". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. - :'Bearing Length Loadsbo;Supports(1bs) -`Floor _. -- ,supports.::_:",, ,,,:,,.. _ Total Available Required Read l.rve _ Snow Total :Accessories 1 -Column-DF 3.00" 3.00" 1.50" 976 3527/ 1163 5893/-527 None 2 -Column Cap-steel 11.00" 11.00" 3.84" 3174 10541 3471 17186 Blocking 3 - Column-DF 3.00" 3.00" 1.50" 976 3754/ 1163 5893/-527 None 527 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary._ Dead Floor Live Snow Loads Location(Side).': _Width `' (0 90):- _(100), (1.15) Comments 0-Self Weight(PLF) 0 to 33' N/A 18.0 I -Uniform (PLF) 0 to 33' (Front) N/A 124.0 515.0 122.0 Decks and Balcony 2-Point(Ib) 0 (Front) N/A 37 - 134 3 -Point(Ib) 5'6" (Front) N/A 73 - 267 4-Point(Ib) 11'(Front) N/A 73 - 267 5-Point(lb) 16'6" (Front) N/A 73 - 267 6-Point(Ib) 22' (Front) N/A 73 - 267 7-Point(Ib) 27'6" (Front) N/A 73 - 267 8-Point(Ib) 33' (Front) N/A 37 - 134 WeyerhaeuSer:"'.NoteS :.: SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job "totes 1 4/9/2017 8:15:36 AM Forte v5.2, Design Engine: V6,6.0.14 Ivan Kaliban 722-17 Studio-Nelson West Coast Engineers, Inc. 722-17 Job.4te (360)770-7399 ivank@wcoasteng.com Page 1 of 1 i ---::-.:7' "T'ul' ^ "-'°- '41.5 """ ''' I'llElkir.,FP P..r"nr'T Upper Fkr,r, 'nwcr Rrv-,f, B10 PACSIE Dr 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glularn Overall Length: 16' 6" r-Ire ..Ne.: -L,,-;�9r, ,}�� :g..;r-.-.-- -:rS:'- "'u.• ..77C •<+rt•,n..,.yl�_�le�=Cx-=.l�:e-;x?f::3. 'L:E<,�f:��TYS - sl Hl'.;�:;.3 FiKl:,-�'!-+� �? i-�Ln s r}a! i i r i _ :i tg✓" z4rt Y 1 w ff: �"ti. y t 1 MT u' ASS j _ - {s ! r 3''7 _ y �-s fi FfA t''~ r -' r4-� g,.f-tS,t 4 {� ^ �,t-1.. ,f� .,.y -,rams _�.rt t i 'Y�Fr7 Fr 7ay-j !�. �v''d'rh,r� j'r i:g' '+x-7ti "'S x t r. �1,_ i z�{,Sa� 1 .3K,i cy� �r,.5 r7� :. r• ��rf� �''iJ i.t r f'rlrr)) 4r i.Yi !a �5 e FY ftg h!� }-�S;'I W-4 i M 4A W y/gip r'7 Ai�,�, v, ' .i�. �1 4 r '7't�(1 g '� !'�Jd j. si i� err '4,,Vii,: .Vi' Ni0 i� �i r}}S, f�bl tf�.A - +.; 1,Jfy4ecAll L1 ,,VRi w ,`31-5p) } Cf1 F �.K.WIS i ��is 1� J '.i%a-t Simla{ ) i t�i, 4;i14fl> � �1`4p't1 i 0l 0,V: .i., +}i �5� f,!ni. . S�C F*Itcp',",,g !vJ i7;::4g,T.,:e.A*:,,i�fr'k itta��'+r71.1 + 'l Y; t 4'40 ✓�j ;i�,.ri, T>✓. 0N; . �i< 'z,ir4'.f.e f l�, '404 S ( h l�ii ji l_L fir'1 P 1i Alt i ,1;r.K_o rtf h ! Sj i{ ,;,,A + ,n. i -0 ) r�' f !- f r y y>' t P i'l:! 0.2 ,' t. . !P'�f..,I f ¢ 4 z'r j i/tT t,4 s ib �! , 4 2.f�`,:+.'n ifi..:l�:4.1 in�i...t ! -,.:.�[�� r ,a�x fltl �.{e .rr v -Jf 4I,K(ili5�� 1i. t ri i,.. {.P1z}. .:r.t�,. � '�.l�i„ „il a i� o ,, 0 14: 1 6'6" :2 1y n All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 'Design Results_ :Actual @ Location Allowed; l,Result ' L:DF F.oad Combination,(Pattern) System : Floor Member Reaction (ibs) 5531 @ 1 1/2" 10725 (3.00") Passed (52%) -- 1.0 D + 1.0 L (All Spans) Member Type : Drop Beam Shear(Ibs) 4590 @ 1' 4 1/2" 13118 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Building Use : Residential one Mnmant• (Ft-Ihcl ',WWI !al R' 3" 1'141'1 Pasted (66°/n1 1.00 1.0 D + 1.0 L (All Spans) y Building Code : IBC 2015 Live Load Deft (in) 0.398 @ 8' 3" 1 0.542 Passed (L/490) I -- 1.0 D + 1.0 L(All Spans) Design Methodology : ASD Total Load i3efl. (in) ( 0.517 [vim 8' 3 1 0.813 I Passed (L/3T) 1 -- 1 1.0 D + 1.1-.) L(Ali Spans) • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 16'6" o/c unless detailed otherwise. • Bottom Edge Bracino (hi): Bottom compression edge must he braced at 16'6"o/c unlesc detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L= 16'3'. • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. I:. ... :.- . : �{ _ .., . • .:' ,;; ,..,_•..i r . r :.Rn .•n',i il e;,eikl+ .. .. _ 1'n�rle}n Qflnbi 1'1'C't(��r. _- I - .;,... • • l t► 1 a 7-1 f � I ��QDI S 4F ( �:� i-! _ ri .�.a ,r+ Floor , ,,, l ,. .; - MWa .w �av •.4`• rWY- V►►'L/r� L hvVG,f'4►;-iO -^. . . Live� = 1 -Column- DF 3.00" 3.00" 1.55" 1282 4249 1408 6939 None 12-Column- DF 3.00" 3.00" 1.55" 1282 4249 1408 6939 None Tributary Dead Floor Live- Sex I `� toads:- _ Location,(Side) -Widtlfl = (te 90) '(100) .. (1 1 ) Comments , 0-Self Weight(PLF) 0 to 16'6" N/A 18.0 1 -Uniform (PLF) 0 to 16'6" (Front) N/A 124.0 515.0 122.0 Decks and Balcony 2-Point(Ib) 0(Front) N/A 37 - 134 3-Point(Ib) 16'6" (Front) N/A 37 - 134 i 4-Point(lb) 5' 6" (Front) N/A 73 - 267 5-Point(Ib) 11'(Front) N/A 73 - 267 We}/Gl'11aeuser NOSes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator i Forte Software Onerator i Job Notes I 4/8/2017 1:00:55 PM t Forte v5.2, Design Engine: V6.6.0.14 t Ivan Kaliban 722-17 Studio-Nelson 1West Coast Engineers. inc. 7�2-17 Jofb.4te (369)7 7 0-7 399 I ivank@vcoasteng.com Page 1 of 1 t o SOLUTIONS REPORT Upper Floor, Lower Roof, B10 Cont. PASSED ` Current Solution: : 1 piece(s) 5 1/2" x 12" 24F-V8 DF Glulam Overall Length: 33' gr --� -3. i -;.-----far �.-_. a' E /r`•� t t L. ,,�{i•- ^Itr. ^ia r 'Y r t 4. t. '(S • 2 .. "` fzs3. �' -a. 4'r ''- �4 n .y,7:--ai a _Z d� ''��c�� -•___tom' ��`- a�� �-•' � arm`•- -:+s ��' '.�,. r';��, r yr�M '^+ � �fr+`+a+�us., Y.�k T �•., ,� z-"a'r�r'A+x �Y ,��� y.p iirrt-',' <'"'�.-�R q '� - W t N *E'MJ,+i i I ).*' A t`7 j "(Y0 � t-: i 'y._ ` } (4.1i i .Y'ss as' ,!'•zrs�1,!�-r�n.�---�� �t?)'v �i VRi•S'�H� fi F . r:fr t. b.x+r' ; r .`� -^f A ter! S t ri r f r,,,lys fit " R .-----:-�r .t -a -�'�'=�'�' '4, ,z �L T �► ,, rP3r 3 ,.l...c- r5 of .nS' � --' :i,; r- "'''d n a nn•�W ._'x a '�`- r O ' .ir :. 1.r"r ac .t�. v.....t. S- llr.r. r�l5r_ �,_`' .Es . CN,s ,Yl". .><3 t�,...,. .:1.- ,mot., 4 ?Y,.".� t1 el 16' 6" 16 6 die 0 o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual ,`D:esign Results:` Actua►l,: Location Allowed . =Result LDF System : Floor Member Reaction (Ibs) 4718 @ 1 1/2" 10725 Passed (44%) -- Member Type : Drop Beam (3.00") Building Use : Residential Shear (lbs) 5845 1/2" 11 11660 Passed (50%) 1.00 Building Code : IBC 2015 Pos Moment (Ft-lbs) 16027 @ 7' 7/16" 26400 Passed (610/0) 1.00 Design Methodology : ASD Neg Moment (Ft-lbs) -22352 @ 16' 6" 26400 Passed (85%) 1.00 Live Load Defl. (in) 0.41 3 8�T 10 0.546 Passed (L/478) -- Total Load Deft (in) 0.482 @ 25' 3 0.819 Passed (L/408) -- 5/16" �-rs.. ..v�- i-: .S' i •i- -•ysF,•:r:•- _viol:3iir - r.Sf:- .,;yy-,.t - tl-Y,,,Y_'' '"'• .[r�^=' '-!1. lzt.rrl r.'t,y 4,^�+�/ k � .*, r a... _r i•-ri rle Y :.7- c' -:r. rr„Niq' 'r o=cr ; f...r 7 '• - .-i', 1''' _ ._i-,... , ,*l.'y Tiy .f 7- .f•` .F, ..� `';` c+, .y.� .� .z. ,.. 'y'. :v" 1 f + - �w �. 7„"' ' 4 ,r 7 'A' ., .�' 7rr �• �„.� r - ')` -.r,.v ..� i _ �i' � �., '�f ,�';z.t�iR.�r„?,l.:��, s�- �r,�.T- L ��;•, rN r.x, �r -`!�w �_ �'�;���'t,�kk,,,,,, �r � �. 'r° � {y, .t: sir a�a�-^� �,A=?r ;tiy'.*:r Jr '�-.l,r S r J igfs %.7•. 61 .:.9,! r,7:c-7.E. 5 aria , ,c .7.•. hr -}+•• <ri1 5•• (i i ',(� *■ P (�yj[.�-��1[�J '.���{y , ..,�_a... ,lrr� �t ,g� .r �.� ,�+�, �F- , �� f .asp , � _`� .nK :,;I,.,,k�. 's' ;,:e,1 r s,�...r� !�l`.,.r•. �+R T-�-�,.�t��'r��.b.'�Jltf�� i4F�r.,,'�,'-,:r...?�sr:e!4�ff'-t-.'R�,r�:ac„ p:'�,rc�?;t t�, is �:1. , __~-k�3�: �a„ r •fG�.,,"...� �k ��,...� �' tY �.���-�'.�e z ��� r��t!�?�� ..�'_a�i'6�� �. .. , �, m,. n_ �i,. r . ++%b� 4i:91,. -r+f.'.�'_ sifr,tr!r �,Sw. rs, fA lk.. f f �.. • :Depth Series . . . .. ,... : , ^ °$lit; :.Plies 12" 5 1/2" 24F-V4 DF Glulam •1 x 13 1/2" 5 1/2" 24F-V4 DF Glulam 1 0.00 12" 5 1/2" 24F-V8 DF Glulam 1 0.00 13 1/2" 5 1/2" 24F-V8 DF Glulam 1 0.00 Maintaining product costs is the responsibility of the Forte software operator. Product pricing and availability may vary from dealer to dealer. Product pricing and availability may vary from dealer to dealer. Price does not include decking, rim board, connectors, or other framing accessories. The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. =orte Software Operator Job Notes' 4/8/2017 1:05:37 PM Ivan Kaliban 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 i West Coast Engineers, Inc. 722-17 Job.4te (360)770-7399 I ivank@wcoastena.com Page 1 of 1 't0( aFORTE ,, SOLUTIONS REPORT Upper Floor, Lower Roof, 810 Cont. PASSED Current Solution: : 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam Overall Length: 33' 1 r 1 ,) S 4- J 1 t, S - r c J 1 i ).s-, 1 1 r (.`{-, h• -, ,} r r" 1 ),' - .. j- '}. 4 -1 1 r I'�1' r' - 7- { -4 +•'•S r,LS'r r- 'F Z' S IS4 ti S);^�4' , ; 3 �1 z..• I.t 1 . E s ref - F 1L .'r • t tk :,, I ) r �;: _r r�r+ -src r3 �.} r r �}i r+(� 3 r. �f r). c l , '' �� '� } 1 s r + > 1 Ii f 'r r F t� t.L a rh[ y , r ,r 94, rr^1 Y r'' fir t"7�rT[r$I }^ I J+W 1-� 1", f Yp t F rr•r i •r l.J. `I`I 16,6„ 1fi, fi„ ' ot • All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual 'Design Results 'Actual @'Location Allowed ,Result - .:'LDF ^, System : Floor 10725 ° Member Type : Drop Beam Member Reaction (Ibs) 4730 @ 1 1/2" „ Passed (44/o) -- (3.00 ) Building Use : Residential Shear(Ibs) 5781 @ 18' 1" 13118 Passed (44%) 1.00 Building Code : IBC 2015 Pos Moment(Ft-Ibs) 16064 @ 7' 3/8" 33413 Passed (48%) 1.00 Design Methodology : ASD Neg Moment(Ft-Ibs) -22420 @ 16' 6" 25755 Passed (87%) 1.00 Live Load Defl. (in) 0.28 5 8,25' 1 0.546 Passed (L/681) -- Total Load Defl. (in) 0.33 3 8�25' 3 0.819 Passed (L/580) -- '. ev.r F.. 1:-• -•i i:.� ^':t tsn4.y, yn a., "2r,'�y.,.,. _ :'u�pq .{ "'. ...i'cl'- Jr•- -•+"*C ti-irl ,t.-.... �. , ,.:{ L4 , ;-vw ti' t r'- }= _;�, sa. T. }, !'-'s'f.,t . },. �c r ,� 'rK "R'- r., r 1 +y 1 ; ��1 ��,.F" t 7- ,r- '.J.`?✓s..r. r ^7, '}� ;L"`•.1•' .3 .IS' �-t'S7"�S �joS' 'S +i ii ,;.!'I'fir .l! r p..?:- •Y��` rC{��,-.-i:( r•. :,0 �.+-��j /. .ryy!'?Q.^k g- ,./i r• s .�.,,, S f-t J - } .,�;a„y...5?.. Y fi �. -r }_ �A*74 r .! 4. nn:Y .4. ,..1„,..„,„.,:,..,.:-.-...)^ ,,.3. �' xlr�. {` yy��1.411:�"/�[ �iR 0.:. ii 0;1%1r. e:,�._3i ;(4. �,^ .1r- yv, �r . ;'- -t> _ r ) . � x .M� Tr, �`�l�Rt'�%�:���4•: `�'�.,^' i :.� �l��,y...il,,.�7 .s�2��d a�':��L�-T�1. �i-'.;a�,.��a'"�. ?�3:'� ��r.-''..,-���l��e� ���-',��� z'�i �`�� �tl-t„'a,3�.�x'� ,-.vr., al...�...r�, �i.. - g s.r ,fi 3 �' a .� � � r #`'- Y.• i3?.. �. �7.0,$ nYxn_�_1:43., a.n 4`•: -r=v: r - i Ft. =Depth` Series - _ - .- , _ - �1 12" 5 1/2" 24F-V4 DF Glulam 1 x 13 1/2" 5 1/2" 24F-V4 DF Glulam 1 0.00 12" 5 1/2" 24F-V8 DF Glulam 1 0.00 13 1/2" 5 1/2" 24F-V8 DF Glulam 1 0.00 Maintaining product costs is the responsibility of the Forte software operator. Product pricing and availability may vary from dealer to dealer. Product pricing and availability may vary from dealer to dealer. Price does not include decking, rim board, connectors, or other framing accessories. The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. Forte Software Operator Job Notes 4/8/2017 1:05:47 PM Ivan Kaliban j 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17 Job-4fe j 360)770-7399 ivank@wcoasteng.com Page 1 of 1 COfd" ff"¢� § fj; �;.1 _ MEMBER REPORI Upper Floor, Lower Roof, B11 PASSED _` -,1 , 1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam Overall Length: 17' 9" + + 17'9" II Ali locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design-ResL11tS Actual @A Locataee �: Allowed- - ;:- • S m : Floor Result . :LDF :'L.aad:-CiQrr�bimar�rc►ei(Pattern) Sys -Wm Reaction (Ibs) 12367 @ 3" 16088 (4.50") Passed (77%) -- 1.0 D + 0.75 L + 0,75 S (All Spans) Member Type : Drop Beam Shear(Ibs) 12271 @ 15' 9 1/2" 20114 Passed (61%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Building Use : Residential Pos Moment (Ft-Ibs) 62981 @ 11' 11 3/8" 66460 Passed (95%) 1.15 1.0 D + 0.75 L+ 0.75 S (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.459 @ 9' 1 1/8" 0.572 Passed (L/449) -- 1.0 D + 0.75 L+ 0.75 S (All Spans) Design Methodology: ASD Total Load Defl. (in) 0.660 @ 9' 1 3/4" 0.858 Passed (L/312) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 16' 11"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17'9" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L= 17' 2". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Bearing Len th p_.Loads to Sty Ibs . Supports Total Available , ;Required Dead 'Floor Snow Total Accessories 1 -Column - DF 4.50" 4.50" 3.46" 3522 8769 3025 15316 Blocking 2 -Column Cap-stee' 5.50" 5.50" 3.76" 4081 7750 4723 16554 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor.Lire Snow L Dads . Location(Side). Width (0.90) (1.00) (1.15) Comments _: 0 -Salf Weight(PLF) 0 to 17'9" N/A 24.1 'i -Uniform (PLF) 0 to 17'9" (Front) N/A 41.0 538.0 - Decks and Balcony 2 -Unitorrn (PSF) 0 to 12'(Front) 10' 12.0 40.0 - Residential - Living Areas 3-Point(Ib) 1'6" (Front) N/A 726 418 949 4-Point(Ib) 12' (Front) N/A 4075 1061 6799 5 -Uniform (PSF) 12 to 17 9" 3' 12.0 40.0 - Residential Living (Front) Areas Weyerhaeuser Notes -: - :. _ . - _ 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards, For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 3:56:38 PM {van t<aliban 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Enaineers. Inc. 722-17 Joh.4te (360)770-7399 ivank@wcoasteng.com Page 1 of 1 i I ... c-1 aFORTEF MEMBER REPORT Upper Floor, Lower Roof, B12 PASSED 1piece(s) 5 1/2" x 9" 24F-V4 DF Glulam Overall Length: 9' 6" �F� k'��r � '- r 4F- 7, ,-nn �'1� �i L �ty�7}} 5�.. < F' Y ��1 i. -[� `,'a' j�7� i`4.(,.iu'1 �' �'X'C'�iYll , a�s� nF" ���}�f,� ya�.t„r,,r'�z. �si � .s" �' zso r�` u( a,yn �rYirt �1 �' ��s"��ti >So h 'F� o i .JI �h 4 c 1�r"- �tFrYEt�'�"";..� �e'F-� '� +7 ` r�'����}', ,c il�rt ""�'er d.i'�..�� Yr� ,� , �,��T-t� .��`*'���"'L`Y'7�'� �x. . 4 f< -Eti kcF �f� a r ,-- t �.i'/ 5 t .t V`t'.}' 3_�+-`� in- �',,4, s- v ircI '. '� { rF 7r'S .�7 ir�,}(�f'' ra5�( i' ram.J•r- c( 4 z zF/F {T'.k`-, .�` � j �. '� '�N t t,.�" '� .-? t ar s( i r t4 s h �' s t r fit' �.tryAi .11 �y _y: .F'e` 04--*- { { = N;t - w.. J3' ig *' rs;44;,,i° S . g ��_-1,11 N �(h rrj '- � � ra � tikes .,� lt5 Y' ,,y � ev 4� r _Gf a 3 1. 'g Ty. ` t `hr * (,.c( y. 7 tick 0 I r 3 F , � : + L r PAt ,t 4s^'Y- '.1.y4 -5 r 71 cy{it,4�x '. _ (,4%A._ 1( i i�A.,4 o.t;_ �`C + ,' ti f_ { ,0' _ - . 1? r' 1 �." ,� ,,.si( f, it _ ,`Y6 - rr0'-71 r . o I 9' 6" 0 it 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results =Actual'@D Location Allowed ,-Result ` -.LDF ;Load.Combination(Pattern) System : Floor Member Reaction (Ibs) 5162 @ 9' 4 1/2" 10725 (3.00") Passed (48%) -- 1.0 D + 1.0 L(All Spans) Member Type : Drop Beam Shear(Ibs) 4051 @ 1' 2 1/2" 8745 Passed (46%) 1.00 1.0 D + 1.0 L(All Spans) Building Use : Residential Pos Moment (Ft-Ibs) 11354 @ 4' 10 1/4" 14850 Passed (76%) 1.00 1.0 D + 1.0 L(All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.235 @ 4' 10 1/4" 0.301 Passed (L/463) -- 1.0 D + 1.0 L(All Spans) Design Methodology: ASD Total Load Defl. (in) 0.278 @ 4' 10 1/4" 0.452 Passed (L/391) -- 1.0 D + 1.0 L(All Spans) • Deflection criteria: LL(1/360) and TL(1./240). • Top Edge Bracing (Lu):Top compression edge must be braced at 9'6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9'6" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L= 9' 1/2". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. -Rearm -Len th Loads ix!Su orts Ibs - S.,,uPPorts -� ToilAvailableRered Dead -_ - V've -; Total Accessories 1 Column Cap-steel 5.50" 5.50" 1.51" 840 4553 5393 Blocking 2-Column- DF 3.00" 3.00" 1.50" 804 4358 5162 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. _ _ Tributary...;; Dead Floor Live, .loads' . Location(Side);- Width (0:90) ; (100) Comments 0-Self Weight(PLF) 0 to 9'6" N/A 12.0 1 -Uniform (PLF) 0 to 9'6" (Front) N/A 41.0 538.0 Decks and Balcony 2-Uniform (PSF) 0 to 9'6" (Front) 10' 12.0 40.0 Residential- Living Areas Weyerhaeuser.Notes___ .. " _ _ i SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 1:17:40 PM Ivan Kaliban 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 I West Coast Engineers, Inc. 722-17 Job.4fe (360)770-7399 ivank@wcoasteng.com Page 1 of 1 1.-ir'', aFORT 'fi MEMBER REPORT Upper Floor, Lower Roof, B13 PASSED 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Overall Length: 11' �-:-" t, 1 ..,tl 5-f• I r ., 7.- .r 9-r .y?1" .f., t�1 U t. 'r r - - �-ra cFlll;i t 1 r ! ! � t f 1 ` I ' 5I- Pt I r {, l it r !1 f 'Z h ! � 1 ' r t - 10 t 1 .r ) 7iJ'f t f r• r , t �; :1: t ! `r -.,� ' a r _ 'i - j5 rl -i I.1nE7 f b. S ytr. ' , r + 1 ;-:: t �„ + + r -f r ( rr r r F tot L!S t + Y '� # .t r + i i 11 t r r t5 1 .i4 tir [ t f �,r ,l'1 + r _ } t L/ tj ill 1! fr i} • - S-4 'r i ht.,uc , r �f rl + •.G. „�_ to i.r ,, • i, 0 l•^ M. 11' df ]' o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design:Results. Actual @:Location '; ,-Allowed Result -:LDF. Loatl Gombination'(Patterr) System : Floor Member Reaction (Ibs) 942 @ 10' 9 1/4" 1969 (1.50") Passed (48%) -- 1.0 D + 0.75 L+ 0.75 S (All Spans) Member Type : Flush Beam Shear(Ibs) 1551 @ 1' 3 3/8" 4541 Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Moment(Ft-Ibs) 5891 @ 4' 10263 Passed (57%) 1.15 1.0 D + 1.0 S(All Spans) Building Code : IBC 2015 Live Load Def.!. (in) 0.149 @ 5' 1 7/16" 0.265 Passed (L/856) -- 1.0 D + 1.0 S (All Spans) Design Methodology : ASD Total Load Defl. (in) 0.221 @ 5' 1 5/8" 0.530 Passed (L/575) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL(L/480) and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 7'o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10'9"o/c unless detailed otherwise. .. :Bearing Length Leads to Supports'(Ibs)' Supports__ `. Total ;_Available Required Dead loo Snow Total ,Accessories - Vve :. 1 -Stud wall - DF 3.50" 3.50" 1.50" 527 219 1048 1794 Blocking 2-Hanger on 11 7/8" GLB beam 2.75" Hangers 1.50" 341 221 593 1155 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension Is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector:::Simpson Stron Tie Connectors - -- Support -. PP '_ . - Model `_ �; Seat`Leugfdi;; ..:,_.Top Nads _: Face Nails �Nlember Nails �- Accessories 2- Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10d x 1-1/2 2-10d x 1-1/2 Tributary Dead FloorLive Snow Loads `aocation-(Side) Width' (0.90) (1.00) ., (1 15) Comments -- - 0-Self Weight(PLF) 0 to 10'9 1/4" N/A 6.1 1 -Uniform (PSF) 0 to 11' (Front) 1' 12.0 40.0 - Residential -Living _ Areas 2-Point(lb) 4' (Front) N/A 670 - 1641 Weyerhaeuser Notes .`- = - . SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 1:22:24 PM Forte v5.2, Design Engine: V6.6.0.14 Ivan Kaiiban 722-17 Studio-Nelson West Coast Engineers, Inc. 722-17 Job.4te (360)770-7399 ivank@wcoasteng.com Page 1 of 1 . ,:-.\-- i,fIFORTE ' MEMBER REPORT Upper Floor, Lower Roof, B13 PASSED 2 piece(s) 11 7/8" TM® 110 Overall Length: 11' .l�r t-.7,4 a 'i 'i.r t rl./}t{yV1r�,Y•J-r l' 4 2 !O , 'AT. st i 1 -' t �. r ' - - ��,,. , k t r� � x a �s f�+ -t Y psi �t , ig �� r � J r I.�� _ 1 = i �. f rcr� �Y.i- t� r,' d s �{ J! t. p `• �. i. 1 • I- f z Y r^'4 :'x-�Ll l f }Ve {'-'r } !.)'s. i �74 jl :1 -Y v + r F �I .ji! J _ J / . c E (� !� , i !•"a�iq ,.if 4! f f is i`.xr '�'� uliJ T i f rr f r L a'n.. t !<Y 'S �t .. ▪ ca �5 NF s �. a.7'` rY ! r . r i t ii. '.. . ! n, - j..{ ri ti'•v"j-J' x „G;1 -'�r �- J f xry��27e 1 44�.�.y O s- 11' El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. =Design.,Results . ; ,Actual @:'Location Allowed `'Result LDF Load Combination(Pattern) System : Floor Member Reaction (Ibs) 1569 @ 2" 3163 (3.50") Passed (50%) 1.15 1.0 D + 1.0 S (All Spans) Member Type : Flush Beam Shear(lbs) 1564 @ 3 1/2" 3588 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Moment (Ft-lbs) 5877 @ 4' 7268 Passed (81%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.149 @ 5' 1 7/16" 0.265 Passed (L/853) -- 1.0 D + 1.0 S (All Spans) Design Methodology : ASD Total Load Defl. (in) 0.221 @ 5' 1 5/8" 0.530 Passed (L/576) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL(L/480) and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 3'3"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu):Bottom compression edge must be braced at 10'9"o/c unless detailed otherwise. -. -._. _ :.-,Bearing Length - Loads to'Supports abs) _ :Su Outs Floor PP . Total' Available Required --.Dead `=Snow: _Total , Accessories .Live.•. 1 -Stud wall- DF 3.50" 3.50" 1.75" 521 219 1048 1788 Blocking 2-Hanger on 11 7/8" GLB beam 2.75" Hangers 1.75"/-2 335 221 593 1149 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • z Required Bearing Length/ Required Bearing Length with Web Stiffeners Connector:-Simpson:Stroh -Tie-Connectors . ..---- ,Support,' ,.Model •Seat;Length :_TopNails Face:Nails Member'Nails Accessories. 2 -Face Mount Hanger IUS3.56/11.88 2.00" N/A 12-10d x 1-1/2 N/A - Tributry a : Dead Floor Live': Snow `. _ Loads:.; -., Location(Side) Width - (0.9e) ( 00) . ` :(1.15) Comments 0-Self Weight(PLF) 0 to 10'9 1/4" N/A 5.0 1 -Uniform (PSF) 0 to 11' (Front) 1' 12.0 40.0 - Residential-Living Areas 2-Point(lb) 4' (Front) N/A 670 - 1641 Weyerhaeuser.:Notes _= - . • -. SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes _ 4/8/2017 1:24:21 PM Ivan Kaliban 722-17 Studio Neison Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4te (360)770-7399 ivank@wcoasteng.com Page 1 of 1 ;4- MEMBER REPORT Upper Floor, o Lower Roof, 814 PASSED 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Overall Length: 11' 11 ,,.'.,,'','.'-..''','.,:'.,"'-:..':,.,,,:,.:_;,,;.,',,,,:i;:.;".,,,,;.,,,,-.'...,.;!,-,,,'-:-..).:.,.,::,.,',..,:.-',..'..,:':-,'.!-.,.2;:,,_:,.;_:.,.l,7:'-: . s 1 I.:,7,,,,,,,--",.:.--:,,17..,.:,!::;;,:,' 1 ' ( .1 I I 1 L,. i 4 f 1 I i '" 4 1 1 r, Z E1 o - a r r �. I I 1 i Ir 1 7f -1_t t r. t I 4 Ir it i i 1 r 5 1 r I s i 1 3 1 r -5 ' r' � 7 i i f i �r t *3 1 A r - 4: t .' T '1 ,4 '+ ' n/ 1 t .a f f al ` l ) . : ti, 1 cI rr J r �, r r 3 f f t '.r -3. r u},. + T i ' -1I _f ..A .. I' r� �' I J : ,{ (1'' 1 1 If. ' /;1. 0 I - - . : ' . p 7 11' o a All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual@ bon ' ;:Allowed -Result . `:LDF . Load Combination"(Pattern) System : Floor : - Member Reaction (lbs) 712 @ 10' 9 1/4" 1969 (1.50") Passed (36%) -- 1.0 D + 0.75 L+ 0.75 5 (All Spans) Member Type : Flush Beam Shear(Ibs) _ 1070 @ 1' 3 3/8" 4541 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Moment (Ft-Ibs) 4048 @ 4' 10263 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.106 @ 5' 1 7/16" 0.265 Passed (L/999+) -- 1.0 D + 1.0 S(All Spans) Design Methodology: ASD Total Load Defl. (in) 0.153 @ 5' 1 11/16" 0.530 Passed (1./832) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: IL(L/480) and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 10'9"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10'9"o/c unless detailed otherwise. : Bearing Length Loads bar Supports(Ibs) - Supports Total :Available Required Dead Snow Total Accessories 1 - Stud wall -DF 3.50" 3.50" 1.50" 347 219 746 1312 Blocking 2- Hanger on 11 7/8" GLB beam 2.75" Hanger1 1.50" 239 221 423 883 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector: Simpson Stron :Tie:Connectors • ' Support - ' `- ,,,Model , • '-'Seat Length: Top::Nails Pace Nails:. - _Member`Nails Accessories 2 - Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10d x 1-1/2 2-lOd x 1-1/2 _ "Tributary Dead_,. _floor lire -: Snow - . Loads Location(Side), ,'Width - ; (0.90) . (1.00). (I,.1:5) J. Comments _ 0-Self Weight(PLF) 0 to 10'9 1/4" N/A 6.1 1 -Uniform (PSF) 0 to 11'(Front) 1' 12.0 40.0 - Residential- Living Areas J 2-Point(lb) 4' (Front) N/A 389 - 1169 Weyerhaeuser-Notes • - SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 1:27:07 PM . Forte v5.2, Design Engine: V6.6.0.14 Ivan Kaliban 722-17 Studio-Nelson West Cost Engineers. Inc. 722-17 Job.4te (360)770-7399 ivank@wcoasteng.com Page 1 of 1 F,F -(- y r I l ;) �-C ` va��i{lJllER REPORT Upper Floor, Lower Roof, 814 PASSED ' 2 ece(s) ` l 7/ li iE® ii!) Overall Length: 11' + -4 , a a 3-�o:"S.S-'.=��.�,-.�. .....::_aF�F.f++ii..-e���'�S�`.m=-zs_C: f✓.�=�—�-,..� �.��._—�.. .c-_ _ .. ,,.:.-r. ._.s..v�.a:_�� ..,. , ..,.,. ,,t,,, ..,. _ , ,:. , ,,,,,. ,r..{tV,,ttr..V_..1.a a,-.,avr.��F'..2aTJin' .dFl:i.Imiu"�'a ..._,11;6 i.eratu:rV-xf....- u_1garre—, :?'iese,Sn 4vW=ai3..:+'� •tamsne3 v^o?yrsrp,12, :--.'1::,:. 11' / 1 2 All locations are measured from the outside face of left support (or left cantilever end).Atl dimensions are horizontal. Design Results Acbial.@:Location Allowed Result LDF Load;Combination(Pattern) System : Floor Member Reaction (Ibs) 1088 @ 2" 3163 (3.50") Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Member Type : Flush Beam Shear (lbs) 1083 @ 3 1/2" 3588 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Moment (Ft-lbs) 4034 @ 4' 7268 Passed (56%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Deft. (in) 0.106 © 5' 1 7/16" 0.265 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Design Methodology : ASD Total Load Defl. (in) 0.153 @ 5' 1 11/16" 0.530 Passed (L/834) -- 1.0 D + 1.0 S (All Spans) o Deflection criteria: LL(L/480) and TL(L/240). o Top Edge Bracing (Lu):Top compression edge must be braced at 4'o/c unless detailed otherwise. o Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10'9"o/c unless detailed otherwise. Dearing Length 'Loads to Supports(Ibs) Floor tL� P©6 Total Available Required Dead V Snow Total Accessoriesve 1 - Stud wall - DF 3.50" 3.50" 1.75" 341 219 746 1306 Blocking 2 - Hanger on 11 7/8" GLB beam 2.75" Hanger' 1.75"/ - 2 234 221 423 878 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. O At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ▪ 1 See Connector grid below for additional information and/or requirements. ® 2 Required Bearing Length/ Required Bearing Length with Web Stiffeners Connector: Simpson Stron -Tie-Connectors Support Model Seat Length Top Nails Face Nails Member Nails _. "Accessories 2 - Face Mount Hanger_ IUS3.56/11.88 2.00" N/A 12-10d x 1-1/2 N/A Tributary Dead Floor Uve Snow Loads Location(Side) Width (0.90) (1.00) (1,15) Comments 0-Self Weight(PLF) 0 to 10'9 1/4" N/A 5.0 1 -Uniform (PSF) 0 to 11'(Front) 1' 12.0 40.0 - Residential - Living Areas 2 -Point(lb) 4' (Front) N/A 389 - 1169 Weyerhaeuser Notes - _ - SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 1:27:18 PM Forte v5.2, Design Engine: V6.6.0.14 Ivan Kaliban 7 22 17 Studio Nelson West Coast Engineers. Inc. 722-17 Joh.4te (360)770-7399 ivank@wcoasteng.com Page 1 of 1 . CI, a F TE ' MEMBER REPORT Upper Floor, Lower Roof, B15 PASSED 2 piece(s) 11 7/8" TM® 110 Overall Length: 11' + _ 1 a _ v -q r ` r ,1 — _ t i r 1 E t i— _ — , i I 7 x �yt . ryrr )?=r L , 1 �� 1 51 i 0 _ . - : ., _. .. 0 c: El o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design;Results. Actual @ Location_ , :.Allc d Result ,,,LDF L:oad'-Combiinahon;(Pattern) System : Floor Member Reaction (Ibs) 1741 @ 2" 3163 (3.50") Passed (55%) 1.15 1.0 D + 1.0 S (All Spans) Member Type : Flush Beam Shear(Ibs) 1736 @ 3 1/2" 3588 Passed (48%) 1.15 1.0 D + 1.0 S(All Spans) Building Use : Residential Moment (Ft-Ibs) 6538 @ 4' 7268 Passed (90%) 1.15 1.0 D + 1.0 S (All Spans) Building Code :IBC 2015 Live Load Defl. (in) 0.167 @ 5' 1 7/16" 0.265 Passed (L/764) -- 1.0 D + 1.0 S (All Spans) Design Methodology: ASD Total Load Defi. (in) 0.246 @ 5' 1 5/8" 0.530 Passed (L/518) -- 1.0 D + 1.0 S(All Spans) • Deflection criteria: LL(L/480)and TL(L/240). • Top Edge Bracing(Lu):Top compression edge must be braced at 3'o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10'9" o/c unless detailed otherwise. iBear#ng'Lengti~ Loads;to Supports(Ibs) loor Supports: Total ;:Available ,y Requlired . -Dead Snow Total Accessones ' - -. ':Live -. _ 1 -Stud wall-DF 3.50" 3.50" 1.75" 571 219 1170 1960 Blocking 2- Hanger on 11 7/8"GLB beam 2.75" Hangers 1.75"/- 2 363 221 663 1247 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length/ Required Bearing Length with Web Stiffeners Connector: Simpson Stron 'Tie-Connectors .: -- - • Support - Mod Seat<Lengtri-,. -'Top Nails • Face Nails" . Membec_Nails Accessories - 2-Face Mount Hanger IUS3.56/11.88 2.00" N/A 12-10d x 1-1/2 N/A 7lbutary Dead Floor^Live Snow Loads ,,Location(Sidei Width (a 90) (1..00) (3. 15) -Comments . 0-Self Weight(PLF) 0 to 10'9 1/4" N/A 5.0 1 -Uniform (PSF) 0 to 11' (Front) 1' 12.0 40.0 - Residential - Living Areas 2-Point(lb) 4'(Front) N/A 748 - 1833 Weyerhaeuser)Notes _ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR 1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 1:31:06 PM Forte v5.2, Design Engine: V6.6.0.14 Ivan Kaliban 722-17 Studio-Nelson 722-17 Job.4te West Coast Engineers. Inc. (360)770-7399 ivank@wcoasteng.com Page 1 of 1 1 1 `r,) f P ' 7" MEMBER REPORT Upper Floor, Lower Roof, B15 PASSED pece(s) a 3/4b ° 11 ??/ 2.0E kc Clam® L L Overall Length: it ; T + • - '-� + o o 11' 1 C All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. to esign Results Actual-itt Location Allowed -Result LDF Load Combination(Pattern) System : Floor o Member Reaction (Ibs) 1029 @ 10' 9 1/4" 1969 (1.50") Passed (52/o) -- 1.0 D + 1.0 S (All Spans) Member Type : Flush Beam Shear (Ibs) 1724 @ 1' 3 3/8" 4541 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Moment(Ft-Ibs) 6552 @ 4' 10263 Passed (64%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Del. (in) 0.166 @ 5' 1 7/16" 0.265 Passed (L/766) -- 1.0 D + 1.0 S (All Spans) Design Methodology: ASD Total Load Defi. (in) 0.246 @ 5' 1 5/8" 0.530 Passed (L/518) -- 1.0 D + 1.0 S (All Spans) o Deflection criteria: LL(L/480) and TL(L/240). . Top Edge Bracing (Lu): Top compression edge must be braced at 6' 2"o/c unless detailed otherwise. o Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10'9"o/c unless detailed otherwise. Bearing Leng Loads to Supports(Ibs) Supports. Total Available RequiedD Floor Snow Total Accessories 1 - Stud wall - DF 3.50" 3.50" 1.60" 576 219 1170 1965 Blocking 2- Hanger on 11 7/8"GLB beam 2.75" Hanger1 1.50" 369 221 663 1253 See note 1 o Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. -;Conner: Simpson`stron -Tie Connectors. Support Model.._ -Seat Length . Top Nails _ `Face Nails < Member Nails =Accessories 2 - Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10d x 1-1/2 2-10d x 1-1/2 "Tributary ;,- Dead Floor Live Snow Loads Location(Side) Width (0.90) (1.00) (1.15) Comments. 0-Self Weight(PLF) 0 to 10'9 1/4" N/A 6.1 1 -Uniform (PSF) 0 to 11' (Front) 1' 12.0 40.0 Residential Living Areas - 2-Point(lb) 4' (Front) N/A 748 - 1833 Weyerhaeuser Notes. :- 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.tom/services/s_CodeReparts.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 1:30:27 PM Forte v5.2. Design Engine: V6.6.0.14 Ivan Kaliban I 7 22-17 Studio-Nelson West Coast Engineers. Inc. 722-17 Job.4te (360)7 7 0-7399 ivank@wcoasteng.com Page 1 of 1 frf -u� T MEMBER REPORT Upper Upper Floor, Lower Roof, B?6 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Overall Length: 6' o 6' I, E} All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results: ':Actual ©Location Allowed Result - LDF Load:Combination(Pattern) System : Floor Member Reaction (Ibs) 802 @ 0 1116 (1.50") Passed (72%) -- 1.0 D + 1.0 L(All Spans) Member Type : Flush Beam Shear(Ibs) 621 @ 1' 1 3/8" 3948 Passed (16%) 1.00 1.0 D + 1.0 L (All Spans) Building Use : Residential Moment (Ft-Ibs) 1499 @ 2' 6" 8924 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.019 @ 2' 6" 0.146 Passed (L/999+) -- 1.0 D + 1.0 L(All Spans) Design Methodology : ASD Total Load Defl. (in) 0.025 @ 2' 6" 0.293 Passed (L/999+) -- 1.0 D + 1.0 L(All Spans) • Deflection criteria: LL(L/480) and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 5' 10"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 10"o/c unless detailed otherwise. Bearing Length Loads to Supports abs) SUPPOrLc • Total Available Required Dead Total Accessories .Floor - 'llve 1 -Stud wall-SPF 1.50" 1.50" 1.50" 199 603 802 Blocking 2 -Hanger on 11 7/8" LVL beam 1.75" Hangers 1.50" 317 997 1314 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector a ectors Conn Support SIi1YYP56111 Strfyn i Model Seat Length Top Nails Face Nails! Member Nails Accessories 2 -Top Mount Hanger 1TS1.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 2-10d x 1-1/2 Tributary Dead Floor Live Loads Location'(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 5' 10 1/4" N/A 6.1 1 -Uniform (PSF) 0 to 6' (Front) 3' 12.0 40.0 Residential -Living Areas 2-Point(lb) 2'6" (Front) N/A 132 440 3-Point(lb) 6'(Front) N/A 132 440 Weyerhaeuser Notes = ' {dS�SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related in the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job(dotes 4/8/2017 3:32:35 PM Ivan Kaiiban 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17,1ob.4te (360)770-7399 ivank@wcoasteng.com Page 1 of 1 F' i'' I a:ft r - � r E4u'.Mi ER REPORT � Upper Floor, Lower Roof, B18 PASSED �� (" liS piece(s) S Z/4" x 12 Y/r 2" -_ ari' OQa ® PSI Overall Length: 20' 11" m . ,fir. 0 20 4' 2 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design ReSultS. Aral©Location Allowed 'Result ,LDF ,_Lead:_Combination(Pa m) System : Floor Member Reaction (Ibs) 2650 @ 20' T' 13945 (4.25") Passed (19%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Member Type : Flush Beam Shear (Ibs) 2601 @ 19' 5 5/8" 13861 Passed (19%) 1.15 1.0 D + 0.75 L+ 0.75 S (All Spans) Building Use : Residential Moment (Ft-Ibs) 18868 @ 13' 34332 Passed (55%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.483 @ 10' 9 5/16" 0.506 Passed (L/504) -- 1.0 D + 0.75 L+ 0.75 S(All Spans) Design Methodology: ASD Total Load Defl. (in) 0.778 @ 10' 9 3/8" 1.013 Passed (L/312) -- 1.0 D + 0.75 L + 0.75 S (All Spans) o Deflection criteria: LL(L/480) and TL(L/240). o Top Edge Bracing (Lu):Top compression edge must be braced at 20' 10"o/c unless detailed otherwise. o Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 20' 10" o/c unless detailed otherwise. .Sear ng'Length ' Loads to Supports(Ibs) Supports 'Tot d Floor Available Required Dead ., Snow Total Accessories -Live 1 - Beam-GLB 5.50" 5.50" 1.50" 927 1061 939 2927 Blocking 2-Stud wall - DF 5.50" 4.25" 1.50" 1036 582 1569 3187 1 1/4" Rim Board . Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. e Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Snow Loads Location(Side) , Width (0.90) (1,00) _ (1.15) Commence. 0-Self Weight(PLF) 0 to 20' 9 3/4" N/A 19.5 1 -Uniform (PSF) 0 to 6'(Front) 2' 12.0 40.0 - Residential -Living Areas 2Residential - Living Uniform (PSF) 6'ib 20' (Front) 1' 12.0 40.0 - Areas 3-Point(lb) 6' (Front) N/A 199 603 - 4-Point(lb) 13' (Front) N/A 1047 - 2508 Weyerhaeuser N CteS - - SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes I 4/8/2017 3:43:45 PM Ivan Koliban 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Joh.4fe (360)770-7399 ivank@wcoasteng.com Page 1 of 1 ,`6r4: 0 R T E MEMBER REPORT Upper Floor, Lower Roof, Copy of B18 PASSED 1 piece(s)s 5 1/4" x 11 7 S" 2.2E Parallam® PSL Overall Length: 20' 11" + + Q 0 4' All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design.'Re;SillltS: ''>Actual 01 Location ' Allowed Result -': '.LD]F ;LoadvCombination'(Ralterrp) System Floor Member Reaction (Ibs) 2574 @ 20' 7" 13945 (4.25") Passed (18%) -- 1.0 D + 1.0 S (All Spans) Member Type : Flush Beam Shear (Ibs) 2532 @ 19' 5 5/8" 13861 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Moment(Ft-lbs) 18560 @ 13' 34332 Passed (54%) 1.15 1.0 D + 1.0 S (Ali Spans) Building Code : IBC 2015 Live Load Deft. (in) 0.449 @ 11' 2 1/16" 0.506 Passed (L/541) -- 1.0 D + 1.0 S (All Spans) Design Methodology: ASD Total Load Defl. (in) 0.713 @ 11' 1 1/8" 1.013 Passed (L/341) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL(L/480) and TL(L/240). o Top Edge Bracing (Lu):Top compression edge must be braced at 20' 10" o/c unless detailed otherwise. ▪ Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 20' 10"o/c unless detailed otherwise. Bearing Length Loads to-Supports;(Ibs) - Supol Floor Supports Total -,Awailiabte ; Required :Dead SnaW .- Tot211 A�cessuries . 1 -Beam-GLB 5.50" 5.50" 1.50" 726 418 949 2093 Blocking 2 -Stud wall - OF 5.50" 4.25" 1.50" 990 418 1585 2993 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. ® Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • Tributary- Dead Floor Live Snow .1..„08d5 Location(Side) Width (0,90) (1.00) (1.15) Comments - 0 -Self Weight(PLF) 0 to 20'9 3/4" N/A 19.5 1 Uniform (PSF) 0 to 20' 11" 1 12.0 40.0 _ Residential-Living (Front) Areas 2 -Point(lb) 13' (Front) N/A 1060 - 2534 WeyerhaeuserNotes' SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes I 4/8/2017 3:46:51 PM Ivan Ka.iiban 72 17 Studio-Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers: Inc. J 722-17 ,1 ob.Ore (360)770-7399 ivank@wcoasteng.com Page 1 of 1 8Jogabed ,..er , ri,-,4I ll' MEMBER REPORT Upper Floor, Lower Roof, 818 i7�.0-9.9!1 :auibuE ubisaQ S 1 piece(s) 5 1/2" x 14' 24F-V4 DF Glul-arn Overall Length: 20' + + o 0 Fly h.;I u 'o 20' o a All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design'Results Actual;0 Location Allowed:. , Result,• >, tDF: Wad;Combination(Pattern);._` System : Floor Member Reaction (Ibs) 2741 @ 19' 6 1/2" 5363 (1,50") Passed (51910) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Member Type : Flush Beam Shear(ibs) _ 2672 @ 18' 4 1/2" 15644 passed (176/0) 1.15 1.0 b + 1.0 S on Spans) Building Use :-Residential Pos Moment (Ft-lbs) 17058 @ 13' 40767 Passed (42%) 1.15 1.0 D + 1.0 S (All Spans). guliding Code : IBC 2015 Live Load Defl. (in) 0.272 @ 1013 3/4" 0.480 Passed (L/847) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Design Methodology : ASD Total Load D.efl. (in) 0.437 @ 10' 3 13/16" 0.960 Passed (L/528) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria'. LL(L/480) and TL(L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 19'7" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19'7"o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L= 19' 2 1/2". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam Is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. -Bearing Length Loads•to Supports(ibs) Supports Total Available Required Dead ; : Snow , Total Accessories - 1 - Beam- GLB 5.50" 5.50" 1.50" 864 1029 854 2747 Blocking 2 - Hanger on 14" GLB beam 5.50" Hanger' 1.50" 1060 614 1654 3328 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger •``1 See Connector grid below for additional information and/or requirements, Connectort Simpson Strong-Tie Connectors. Support ' Model ' ' :Seat length Toplialls 'Face Nails : - ' Member-Nails Acce sorles 36-SDS self-drilling 24-SDS self-drilling 2-Face Mount Hanger HGU5.62 (H1=11) 5.25" N/A wood screw 0.242 dia. wood screw 0.242 dia, x 2 1/2" x 2 1/2" Tributary Dead Floor Live Snow . Loads . Location(Side) Width (0.90) • (1:00) (Lis) - Comments 0-Self Weight(PLF) 0 to 19'6 1/2" N/A 18.7 1 -Uniform (PSF) 0 to 6' (Front) 2' 12.0 40.0 - Resideniiai-livingAreas 2-Uniform (PSF) 6'to 20' (Front) 1' 12.0 40.0 - Residential-LivingAreas 3-Point(Ib) 6' (Front) N/A 199 603 - 4-Point(Ib) ---- T 13' (Front) ~u �N/A 1047 -_- __--2508 _ J Weyerhaeuser Notes q SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www,woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)-are not designed by this software. Use of this software-is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/18/2017 5:32:37 PM Forte v5.2, Design Engine: V6.6.0.14 Ivan Kaliban 722-17 Studio-Nelson West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 l'isv'' F R T E MEMBER REPORT Upper Floor, Lower Roof, 820 PASSED 1 piece(s) 6 x 10 Douglas Fir-Larch No. 1 Overall Length: 9' +iL r '� t i 1 e fti r,r { p y r n t, k' ` t J r �t• r i r t r.-...f r P { t ri r r ; it t f ;�rl i r r A i r r r r f r , a i i F.fi.G r � t i I At 1 l t I � Y. P � J 1- ,�• t hr r , f r tr4 5 r �t i tr 1.'.'. it IfS ^'� �� L! �. r J-,-, r . i + I 1 r t o G, 'c` J J r_" J ' a r u ! + i • 0 0 ram. c: T. 8'6" ;!, ,i` it 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. .;Design Results. ;=actual`@ Location -:•Allowed ;Result; `LDF :Load:Combination(Patternn) System : Floor Member Reaction (Ibs) 3084 @ 1 1/2" 10313 (3.00") Passed (30%) -- 1.0 D + 1.0 L(All Spans) Member Type : Drop Beam Shear(Ibs) 2370 @ 1' 1/2" 5922 Passed (40%) 1.00 1.0 D + 1.0 L(All Spans) Building Use : Residential Moment (Ft-Ibs) 6558 @ 4' 6" 9307 Passed (70%) 1.00 1.0 D + 1.0 L(All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.121 @ 4' 6" 0.292 Passed (L/871) -- 1.0 D + 1.0 L(All Spans) Design Methodology : ASD Total Load Defl. (in) 0.160 @ 4' 6" 0.438 Passed (L/657) -- 1.0 D + 1.0 L(All Spans) • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 9'o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9'o/c unless detailed otherwise. • Applicable calculations are based on NDS. Wiring Length =- - ;,Loads.oSupports(Ibs) - _SUppor Tour Available Required Dead : Tolai Accessories ' door ts ... ,.; ' '. 1 -Trimmer- DF 3.00" 3.00" 1.50" 757 2327 3084 None 2-Trimmer- DF 3.00" 3.00" 1.50" 757 2327 3084 None - Tributary Dead- Floor;Live -iLoads `. Location;(Sidel l :Width ..,(0.9(!):: : (1:0;0) i Comments - 0-Self Weight(PLF) 0 to 9' N/A 13.2 Residential - Living 1 -Uniform (PLF) 0 to 9'(Front) N/A 155.0 517.0 Areas Weyerhaeuser Notes _ -_ - _ - _ i SUSTAINABLE FORESTRY INITIATIVE I Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 4:02:44 PM Ivan Kaliban 722 17 Studio Nelson Forte v5.2. Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4te (360)770-7399 ivank@wcoasteng corn Page 1 of 1 MEMBER REPORT Upper Floor, Lower Roof, B20 PASS EDP { / 'r j `1 piece(s) 31/2°° 24F-Vell. OF OouDaUl Overall Length: 9' + + 0 0 8' 6" /11 El All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. b.esign ftesults Actual @,location Allowed Result LOP Load:.Combination(Pattern) System : Floor Member Reaction (Ibs) 3058 @ 1 1/2" 6825 (3.00") Passed (45%) -- 1.0 D + 1.0 L(All Spans) Member Type : Drop Beam Shear(Ibs) 2379 @ 1' 5565 Passed (43%) 1.00 1.0 D + 1.0 L(All Spans) Building Use : Residential Pos Moment (Ft-Ibs) 6505 @ 4' 6" 9450 Passed (69%) 1.00 1.0 D + 1.0 L(All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.178 @ 4' 6" 0.292 Passed (L/589) -- 1.0 D + 1.0 L(All Spans) Design Methodology : ASD Total Load Defl. (in) 0.234 @ 4' 6" 0.438 Passed (L/448) -- 1.0 D + 1.0 L(All Spans) • Deflection criteria: IL(L/360) and TL(L/240). o Top Edge Bracing (Lu): Top compression edge must be braced at 9'o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9'o/c unless detailed otherwise. o Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L= 8'9". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Wiring Length Loads to:Supports(lbs) Total Available Required <`Dead FUver Total -Accessories :'>1 -Trimmer - DF 3.00" 3.00" 1.50" 732 2327 3059 None 2-Trimmer- DF 3.00" 3.00" 1.50" 732 2327 3059 None Tributary Dead Floor Live ..loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 9' N/A 7.7 Residential- Living 1 -Uniform (PLF) 0 to 9' (Front) N/A 155.0 517.0 Areas Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blacking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 4:03:16 PM Ivan Kaliban 722 I7 Studio Nelson Forte v5.2. Design Engine: 1/6.6.0.14 West Coast Engineers. Inc. 722-17 Job Ate (360)770-7399 ivank@wcoasteng.com 1 Page 1 of 1 cgcri ;2:4 •, MEMBER REPORT Upper Floor, Lower Roof, B21 PASSED 1 5 1/2" x 15" 24F-V4 DF Glulam piece(s) Overall Length: 17' 11" 1 r `: f t "i it � � J Y- .r 1 -15 r 1 t rl �r 11 :,:;; ! r i 1 : 1 t: t r a<r , r h� 1 t` t 1 t. tE k �_ r { )_ ( 14 r-P i r , � vt r }• t ! r 1' I �fr ;-. ' ttt t ; SJ' C r jsL r ';t1 ,tJ : -�l rtr-• ( t rt J h f n 1 ri f-' + r , O �r :': .. + ... .. -_.. r,='L r rr -r i. c -rr-Ir1 - o - i+ trrz- w: 17' ?.i.Z1 El o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design`Results Actual_:@ Location' , Allo lied ;Result. -:l4DF _Loads Combinatbon,(Pattern) System : Floor Member Reaction (ibs) 10359 @ 4" 12856 (5.50") Passed (81%) -- 1.0 D + 0.75 L+ 0.75 S (All Spans) Member Type : Drop Beam Shear(Ibs) 7295 @ 16' 2 1/2" 16761 Passed (44%) 1.15 1.0 D + 0.75 L+ 0.75 S (All Spans) Building Use : Residential Pos Moment (Ft-lbs) 38541 @ 10' 2 5/16" 46979 Passed (82%) 1.15 1.0 D + 0.75 L + 0.75 S(All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.428 @ 9' 7/8" 0.575 Passed (L/483) - 1.0 D + 0.75 L+ 0.75 S (All Spans) Design Methodology: ASD Total Load Defi. (In) 0.727 @ 9' 7/8" 0.863 Passed (L/285) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 17' 11"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 11"o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L= 17'3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified giulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. 1Bearing:Lengt . Loads t�:Sup (1bs). h - 1Ports . �oor 'SupPolts : Total 1•u - ''Available- � Ltequired Ekvad Shaw " Total: Ac�Cessones 1 -Stud wall-SPF 5.50" 5.50" 4.43" 4242 4213 3942 12397 Blocking 2--Stud wall-SPF 5.50" 5.50" 3.69" 3546 3953 2805 10304 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead . Floor Live Snow _ -Loads 1".' LocationISide);' Width -,, (0 9D) (1.00) _: .(1.15) Comments o-Self Weight(PLF) 0 to 17' 11" N/A 20.0 1 -Uniform (PSF) 0 to 17'11" 10' 12.0 40.0 - Residential - Living (Front) Areas 2-Uniform (PSF) 0 to 17' 11" 4'6" 15.0 - 25.0 Roof-Snow (Front) 3-Uniform (PLF) 0 to 17' 11" N/A 30.0 - 88.0 Roof-Snow (Front) 4-Uniform (PLF) 0 to 17' 11" N/A 134.0 - - Wall (Front) 5-Point(lb) 9" (Front) N/A 990 418 1585 6-Point(lb) 11'(Front) N/A 1037 582 1569 Weyerhaeuser-Notes _- _ _ _ _ _ - . _ __ (Z SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports E5R-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 4:17:25 PM Ivan Kaliban 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 Wiest Coast Engineers, Inc. 722-17 Job.4fe (360)770-7399 ivank@wcoasteng.com Page 1 of 1 aFORTE ' SOLUTIONS REPORT Upper Floor, Lower Roof, 821 FAILED Current Solution: : 1 E iece s) 5 1/2" x 14" 24F-V4 DF Glulam P Overall Length: I7' 11" 0 0 17' iJ All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal,; Drawing is Conceptual Design Results ,Actual Locadon2. Allow ,Result ;LDF' System : Floor Member Reaction (Ibs) 10347 @ 4" 12856 Passed (80%) -- Member Type : Drop Beam (5.50") Building Use : Residential Shear(Ibs) 7350 @ 16' 3 1/2" 15644 Passed (47%) 1.15 38492 @ 10' 2 Building Code : IBC 2015 Pos Moment (Ft-Ibs) 5/16„ 41208 Passed (93%) 1.15 Design Methodology : ASD Live Load Defi. (In) 0.527 @ 9' 7/8" 0.575 Passed(L/393) -- Total Load Defl. (In) 0.893 @ 9' 7/8" 0.863 Failed (L/232) -- �k;:- s r�:- ._j::r' — - .�-- - - -' `��'___�-i¢-ir.-,n�',_ �-� �`4.v .�;.,� �P,•.NL;44- _y�.. .�`„"3°".. �_ _`-'��,.�� }tip»ice --L�'-7 �.y f4�7 r �'�'-�i ^ " tt 3L�-3^-a �i r•,ql``-j Y.: pt� i r5� -; .�;.n�: R� 3= i�r{-"`�.!-= -._•T '-s::.. , -,� .rn Depth'. ' Series $/Ft Pties � , 12" 5 1/2" 24F-V4 DF Glulam 1 x 13 1/2" 5 1/2" 24F-V4 DF Glulam 1 x 14" 5 1/2" 24F-V4 DF Glulam 1 x 15" 5 1/2" 24F-V4 DF Glulam 1 0.00 Maintaining product costs is the responsibility of the Forte software operator. Product pricing and availability may vary from dealer to dealer. Product pricing and availability may vary from dealer to dealer. Price does not Include decking, rim board, connectors, or other framing accessories. The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. Forte Software Operator Job Notes 4/12/2017 1:29:30 Pills Ivan Kaliran 722-17 Studio-Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank cUwcoasteng.cam Page 1 of 1 - f F 0 R T E cf, MEMBER REPORT Upper Floor, Lower Roof, J2j PASSED 1 piece(s) 14" T)I® 560 @ 16" OC Overall Length: 20' + + 0 0 20' !. a Ail locations are measured from the outside face of left support (or left cantilever end).Ail dimensions are horizontal. :Design:Rtesu[ts sActuai;i8?I.or lion Ai owed ;;Result' s LDE iLc d:Conibinst ti(Rat fern) System : Floor Member Reaction (Ibs) 664 @ 19' 6 1/2" 1265 (1.75") Passed (53%) 1.00 1,0 D + 1.0 L(All Spans) Member Type :Jcrlst Shear (lbs) 664 @ 19' 6 1/2" 2390 Passed (28%) 1.00 1.0 D + 1.0 L(All Spans) Building Use : Residential Moment (Ft=ibs) 3184 @ 9' 11 1/2" 11275 Passed (28%) 1.00 1.0 D + 1.0 L(Ail Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.187 @ 9' 11 1/2" 0.639 Passed (L/999+) -- 1.0 D + 1.0 L(All Spans) _ Design Methodology ASD Total Load Defl. (in) 0.243 © 9' 11 1/2" 0.95E Passed (L/945) -- 1.0 D + 1.0 L(All Spans) Ti-Prom Rating 52 40 Passed -- -- • Deflection criteria: LL(L/360)and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 11'o/c unless detailed.otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19'5" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser EdgeTM Panel (24"Span Rating)that is glued and nailed down. • Additional considerations for the TJ;ProT" Rating include: None to Supports(ibs) uppo Total , Avaiil�aible _Required Dead we Tolali Accessories 1 -Stud wall -DF 5.50" 4.25" 1.75" 159 531 690 1 1/4"Rim Board 2 - Hanger on 14" GLB beam 5.50" Hanger1 1,75"/ - 2 161 536 697 See note 1 • Rim Board is assumed to carry all loads applied directly above tt,bypassing the member being designed. • At hanger supports, the Total Bearing dimension Is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional Information and/or requirements. • 2 Required Bearing Length/ Required Bearing Length with Web Stiffeners Connector: SImpeon Stron -Ti.e Connectors Support Modei 'Seat Length Top Nails _ Face iNalls.' Member Naills. Accessories 2 -Face Mount Hanger IUS3.56/14 2.00" N/A 12-10d x 1-1/2 N/A Floor hive Loads Location`(Side}` Spacing {fl.90) • {100) ., Comments 1 -Uniform (PSF) 0 to 20' 16" 12.0 40.0 Residential-Living Areas VeyeFhaeuser;Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software; Refer to current Weyerhaeuser literature for installation details, (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project, Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, iriput design loads, diriierisiaris arid support iriformatiori have beeri provided by Forte Software Operator Forte Software Operator Job Notes 4/12/2017 1:29:04 PM Ivan Y.aiiban 722 17 Studio Nelson Forte v5.2, Design Engine: 0/6.6.0.14 West Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com I Page 1 of 1 „,Q.�� i f „`f��, �f `�Y �, MEMBER REPORT Upper Floor, Lower Roof, B22 PASSE® (.0'-1 �`1 �,�' � L �— piece(s) S 1/z)J x 1 ” 24F-V4 DF Giuliani Overall Length: 24' , 7 fi464 Egb r dryrS441 +: Fl gr _k k � i 1• 0 f 3 A E's4 r am, r A F p 1. S i 24' 1 El Ali locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. ®eSlgti ResLulds _ Actnal;@:l:ocation ;AIlowed °.ReSult :' ,1.DF -=Lod;Combination(Pattern) • System : Floor Member Reaction (Ibs) 8747 @ 4" 18906 (5.50") Passed (46%) -- 1.0 D + 0.75 L+ 0.75 S (All Spans) Member Type : Drop Beam Shear(Ibs) 7272 @ 22' 1/2" 20114 Passed (36%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Building Use : Residential Pos Moment (Ft-Ibs) 49274 @ 12' 3/8" 64451 Passed (76%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Building Code : IBC 2015 Live Load Defl. (In) 0.582 @ 11' 11 15/16" 0.778 Passed (L/481) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Design Methodology : ASD Total Load Defl. (in) 1.005 @ 12' 1.167 Passed (L/279) -- 1.0 D + 0.75 L + 0.75 S (All Spans) o Deflection criteria: LL(L/360) and TL(L/240). o Top Edge Bracing (Lu): Top compression edge must be braced at 24'o/c unless detailed otherwise. o Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 24'o/c unless detailed otherwise. o Critical positive moment adjusted by a volume factor of 0.94 that was calculated using length L= 23'4". o The effects of positive or negative camber have not been accounted for when calculating deflection. o The specified glulam is assumed to have its strung laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. o Applicable calculations are based on NDS. - . %.Bearing'Lengti Loads,to Supports'{Ibs). Suppo>r Total - Available Re�utred Dead FLi Snaw 'Total Accessories 1 -Stud wall - DF 5.50" 5.50" 2.54" 3597 3308 3559 10464 Blocking 2-Stud wall -DF 5.50" 5.50" 2.45" 3558 2692 3808 10058 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. - 'ributary - Dead 'Floor Live ;Snout/ Loads . LOcaliOn(Side) Width (0.90) :.. .(1.00) : (1.15) ,Comment 0-Self Weight(PLF) 0 to 24' N/A 24,1 1 -Uniform (PSF) 0 to 4'(Front) 10' 12.0 40.0 - Residential - Living Areas 2 Uniform (PSF) 4'to 24' (Front) 5'6" Residential- Living 12.0 40.0 - Areas 3-Uniform (PLF) 0 to 24' (Front) N/A 160.0 - 237.0 Roof-Snow 4-Point(Ib) 9' (Front) N/A 363 - 663 5-Point(Ib) 13'9" (Front) N/A 234 - 423 6-Point(lb) 19' (Front) N/A 341 - 593 Weyerhaeuselt:Notes - - . _ 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 4:32:00 PM Ivan I<alihan 722-17 Studio-Nzison Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4fe (360) 770-7399 ivank@wcoastene.com Page 1 of 1 F /7 l� ' �) [ham ° t F‘fiErovilBER. REPORT Upper Floor, Lower Roof, B22alt PASSED 1 piece(s) 5 1./2" x 16" 24F-V4 DF Glulam Overall Length: 24' -. 0 'tea.:.. 1 4' 20' . 4' 1 2 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load Combination(Pattern) System : Floor Member Reaction (lbs) 10464 @ 4' 2 3/4" 19663 (5.50") Passed (53%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Member Type : Drop Beam Shear (lbs) 6291 @ 5' 9 1/2" 17879 Passed (35%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Building Use : Residential Pos Moment (Ft-lbs) 32647 @ 13' 9 1/16" 52617 Passed (62%) 1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Building Code : IBC 2015 Neg Moment (Ft-lbs) -6266 @ 4' 2 3/4" 36178 Passed (17%) 1.00 1.0 D + 1.0 L(All Spans) Design Methodology : ASD Live Load Defl. (in) -0.266 @ 0 0.282 Passed (2L/382) -- 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) -0.424 @ 0 0.423 Passed (2L/240) -- _ 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL(L/360) and TL(L/240). • Overhang deflection criteria: LL(2060) and TL(21440). • Top Edge Bracing (Lu): Top compression edge must be braced at 24'o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 24'o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L= 18' 11 3/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L= 5' 5 5/8". • Upward deflection on left cantilever exceeds 0.4". o The effects of positive or negative camber have not been accounted for when calculating deflection. o The specified glulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. 'wring Length:: _ . ' _.-Loads t6o:SUp'port5.(Ibs) SuPPor`w Total Available ,Required aaead ELoor ve Snow Total- Accessories _ ._,.:.1 -Column - DF 5.50" 5.50" 2.93" 4280 3972 4273 12525 Blocking /- 2-Stud wall -DF 5.50" 5.50" 1.99" 2811 218 3148 8170/-184 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. `fO�"r. try __Dead Floor Live Snow Loads ,Location(Side) Width (0.90): (1.00)' (f.15) Comments 0-Self Weight(PLF) 0 to 24' N/A 21.4 1 Uniform (PSF) 0 to4' (Front) 10' 12.0 40.0 Residential -LivingAreas 2-Uniform (PSF) 4'to 24' (Front) 5' 6" 12.0 40.0 - Residential -Living Areas 3-Uniform (PLF) 0 to 24' (Front) N/A 160.0 - 237.0 Roof-Snow 4-Point(Ib) 9' (Front) N/A 363 - 663 5-Point(Ib) 13' 9" (Front) N/A 234 - 423 6-Point(Ib) 19'(Front) N/A 341 - 593 WeyerhaeuserNotes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested `in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/20 1 7 4:37134 PM Ivan Kaliban 722 17 Studio-Nelson 1 Forte v5.2, Design Engine: V6.6.0,14 West Coast Engineers, Inc 1 1 722-17 Job.4te (360)7 7 0-7399 ivank@wcoasteng.corn 1 Page 1 of I F .Q T E SOLUTIONS REPORT Upper Floor, Lower Roof, B22alt PLED 0 Current Solution: : 1 piece(s) 5 1/ " x 16" 24F-V4 DF Glulam Overall Length: 24' • 0 0 ii • 4' 20' 2, All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.; Drawing is Conceptual Desi9n Resultsl Actual Location A laihr >Fte uIt .LDF System : Floor 1966 Member Reaction (Ibs) 10464 @ 4' 2 3/4" (5 503) Passed (53%) -- Member Type : Drop Beam Building Use : Residential Shear (lbs) 6291 @ 5' 9 1/2" 17879 Passed (35%) 1.15 32647 @ 13' 9 Building Code : IBC 2015 Pos Moment (Ft-lbs) 1/16" 52617 Passed (62%) 1.15 Design Methodology : ASD Neg Moment (Ft-lbs) -6266 @ 4' 2 3/4" 36178 Passed (17%) 1.00 Live Load Defl. (in) -0.266 @ 0 0.282 Passed (2L/382) -- Total Load Defl. (in) -0.424 @ 0 0.423 Passed (2L/240) -- a c_,5 ,y,- ,t�. �' - :r .Vl!�y>d'i:`'` :;.c.:" 1d. _+, ,-�. •. d:...�l,i �£,..., &"�.: C`-,,v - -r .+''i - •�L-� iC.'• .J•%%( _ •tti•" .�.•1 h ..n. -4` 'z?-. 9:' Y/t+d�-•u-�:7.:1. e =r"�"+7s:. �'� Lf� ��� `ltn�.4 l7'- ;�'r tS'` ems. u��=r""� '� ,�_ ,�.�!..i, f .Xs!�_.rE�' r ,.•.,d ..-a_._"=!, ':�.^',,,� '�. r �. '�i _ „2' ;tip' .rr` ra-�� �'�`'r s.c - �..�.3�^'l��'- ,r� _ F r+?: �.-c. -�> `�I r� �- - +s:_ - �'�"F�t�:_ �3" "�7 r`��. r.t{�L, `� .�i ,�' .t _ < .;S+�r T"f. � err•i _ • .?� ✓ti' 1-H 7 r ..,O �.r :'4'=., �..f _�i' �)2.�. . . .i �'�`. ro` "�. F-`.- . f I fE•_ Tr .e x'): eT .�"4"_ f:i�/`�I;_ 1 r /:T'i•, Rg �'0}p e• j� �.�} _ H.G',_e+f�. }:,.�,. a- - � l .-t..�, ��_�t,y...d r �t f rcN>,. `�klir >��'• i►a�`7/'►��',{, � � - �.. i�yJ.1`a�• t �' 7 r T �`�'��},. 4»r+�.<_ ir',.... {'��;"� r' qa rt�r-�?; �1-,y . �:, .�•-.,1�.�"'��.,dti�f�.f��Y'Itt;�1.8 �tr.�.���`-�r�i�;�J�N;',�;-� ;r�,����k r,.�.-,utrt.``�J.-�,. �r,`��1��-� �v�� �:f:�-._'�1., t y ,�"��� •.+l_,. '�•.. e:��cff�, �r� .k.-� `r Depth Seines Plrs $IFt. 1.0 1/2" 5 1/2" 24F-V4 DF Glulam 1 x 12" 5 1/2" 24F-V4 DF Glulam 1 x 13 1/2" 5 1/2" 24F-V4 DF Glulam 1 x 14" 5 1/2" 24F-V4 DF Glulam 1 x 15" 5 1/2" 24F-V4 DF Glulam 1 x 16" 5 1/2" 24F-V4 DF Glulam 1 0.00 16 1/2" 5 1/2" 24F-V4 DF Glulam 1 0.00 Maintaining product costs is the responsibility of the Forte software operator. Product pricing and availability may vary from dealer to dealer. Product pricing and availability may vary from dealer to dealer. Price does not include decking, rim board, connectors, or other framing accessories. The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. Forte Software Operator Job Notes 4/8/2017 4:37:18 PM Ivan Kaliban 722-17 Studio-Nelson Forte v5,2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4te 360)77 0-7399 tvankCwcoasteng.com Page 1 of 1 , - i 7q _ , i) 'j :r_, ` MEMBER REPORT Upper Floor, Lower Roof, B22alt FAILED 1 piece(s) 5 1/2°' x 13 1/2" 24F-V4 DF Glulam Overall Length: 24' + *' * ' ..,•`, ' . .. :4:, . 74 • - , li 4- 0 0 ht'. fit 4' I 20' tfi 1 1 a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Aral @ Location Allowed Result ,`LDF t oadi-Combination'(Pattlern) System : Floor . Member Reaction (Ibs) 10416 @ 4' 2 3/4" 19663 (5.50") Passed (53%) -- 1.0 D + 0.75 L + 0,75 S (All Spans) Member Type : Drop Beam Shear (Ibs) 6384 @ 5' 7" 15085 Passed (42%) 1.15 1.0 D + 0.75 L+ 0.75 S (All Spans) Building Use : Residential Pas Moment (Ft-Ibs) 32504 @ 13' 9 1/16" 38100 Passed (85%) 1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Building Code : IBC 2015 Neg Moment (Ft-Ibs) -6236 @ 4' 2 3/41_., 25755 Passed (24%) 1.00 1.0 D + 1.0 L(All Spans) Design Methodology : ASD Live Load Dell, (i;i) -0,413 @ 0 0.282 Failed (2L,/230) -- 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl, (in) -0.703 @ 0 0.423 Failed (2L/144) -- 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL(L/360) and TL • Overhang deflection criteria: LL(2L/360)and TL(21./240). T ' rn---->0(..--- i braced at 24'o c Lnless detailed otherwise. • Top Edge Bracing (Lu): Top compression n edge must be / • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 24'o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L= 18' 11 3/16". ▪ Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L= 5' 5 11/16". • Upward deflection on left cantilever exceeds 0.4". °:The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. ••Applicable calculations are based on NDS. Bearing Length Loads.tx Supports(Ibs) uppo Total -Avz ilable Required Dead Floor Snow ' Total` Accessories = Live. '1r-Column - DF 5.50" 5.50" 2.91" 4232 3972 4273 12477 Blocking - 2-Stud wall - DF 5.50" 5.50" 1.98" 2779 2211 3148 8138/-184 Blocking 184 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary. . .Dead ; Floor Live .. Snow • Loads Location(Side) - 'Width (0.90) (1-00) (1.15) Comments 0-Self Weight(PLF) 0 to 24' N/A 18.0 1 -Uniform (PSF) 0 to 4' (Front) 10' 12.0 40.0 - Residential - Living Areas 2 -Uniform (PSF) 4'to 24' (Front) 5' 6" 12.0 40.0 - Residential - Living Areas 3-Uniform (PLF) 0 to 24' (Front) N/A 160.0 - 237.0 Roof-Snow 4-Point(Ib) 9' (Front) N/A 363 - 663 5 -Point(Ib) 13'9" (Front) N/A 234 - 423 6-Point(Ib) 19' (Front) N/A 341 - 593 Weyerhaeuser:NoteS . - 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 4:37:12 PM Ivan Kaliban 22 Studio Nelson Forte v5.2. Design Engine: V6.6.0.14 Vvest Coast Engineers. Inc. 722-17 Job.4te (360) 770-7399 ivankOwcoasteng.com I Page 1 of 1 2C)) `a` �(rif MEMBER REPORT Upper Floor, Lower Roof, B23 PASSED i i\ I� piece(s) 4 1E 6 Dougfias l k-Larrch Mon 2 Overall Length: 27' 9" ¢ + 0 it It t2' 6" "1 13' 12' 3" All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. resign Results Aral'@ Location `Allowed Result LDI Load;;Combination(Pattern) System : Roof Member Reaction (lbs) 1561 @ 15' 6" 7656 (3.50") Passed (20%) -- 1.0 D + 1.0 S (Adj Spans) Member Type : Drop Beam Shear(lbs) 724 @ 14' 10 3/4" 2657 Passed (27%) 1.15 1.0 D + 1.0 S (Adj Spans) Building Use : Residential Moment (Ft-lbs) -1924 @ 15' 6" 1979 Passed (97%) 1.15 1.0 D + 1.0 S (Adj Spans) Building Code : IBC 2015 Live Load Defl. (in) -0.191 @ 0 0.265 Passed (2L/332) -- 1.0 D + 1.0 S (Alt Spans) Design Methodology: ASD Total Load Defl. (in) -0.256 @ 0 0.353 Passed (2L/246) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch: 0/12 • Deflection criteria: LL(L/240)and TL(L/180). o Overhang deflection criteria: LL(2L/240)and TL(2L/180). ° Top Edge Bracing (Lu):Top compression edge must be braced at 27'9" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 25'3"o/c unless detailed otherwise. o Applicable calculations are based on NDS. Wiring Length Loads to:Supports:(Ibs) SupportsTotal Available Required Dead : `Snow Total Accessories 1 -Column Cap-steel 3.50" 3.50" 1.50" 275 552 827 Blocking 2 -Column Cap- steel 3.50" 3.50" 1.50" 529 1031 1560 Blocking 3 -Trimmer- DF 3.50" 3.50" 1.50" 163 342 505 None 'Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Loads . Location(Side) Width (g 90) (1.15) Comments 0-Self Weight(PLF) 0 to 27'9" N/A 4.9 1 -Uniform (PLF) 0 to 27'9" (Front) N/A 30.0 67.0 Roof-Snow Weyerhaeuser Notes (Z SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/20 1 7 4:44:55 PM Ivan Kaliban 722 17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers; Inc. 722-17 Job.4ie (350)770-7399 ivank@wcoasteng.com Page 1 of 1 T . aFORTE - MEMBER REPORT Upper Floor, Lower Roof, B23 PASSE 1. piece(s) 3 1. 8" x 6" 24F-V4 DF Glulam Overall Length: 27' 9" I I F:: 1, ll -1 - 1 ! • 1 I `1 / _ 1 •.f 1 I 1 F .. ( , I 1 r r t I + 0 ... _ , .... . 0 • I I II i b I'I I- 2'6" 4, 13' 4, 12' 3n if- 0 II Ill All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. :Design`Results • '.Actual:@'Location Allowed .•Result _:LDF _ :Load:Comb"ut+ation'-(Pattern) System : Roof Member Reaction (Ibs) 1556 @ 15' 6" 7109 (3.50") Passed (22%) -- 1.0 D + 1.0 S (Adj Spans) Member Type : Drop Beam Shear (Ibs) 718 @ 14' 10 1/4" 3809 Passed (19%) 1.15 1.0 D + 1.0 S (Adj Spans) Building Use : Residential Pos Moment (Ft-Ibs) 1225 @ 8' 3/16" 4313 Passed (28%) 1.15 1.0 D + 1.0 S (Alt Spans) Building Code : IBC 2015 Neg Moment(Ft-Ibs) -1918 @ 15' 6" 3324 Passed (58%) 1.15 1.0 D + 1.0 S (Adj Spans) Design Methodology: ASD Live Load Defi. (in) -0.147 @ 0 0.265 Passed (21/432) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch: 0/12 Total Load Defl. (in) -0.196 @ 0 0.353 Passed (2L/324) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL(L/240) and TL(L/180). • Overhang deflection criteria: LL(21/240)and TL(2L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 27'9" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 27'9" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L= 9'9 7/8". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L= 6'2 1/8". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. - . Bearing Length : LoadI Supors:(bs). - : n - Supports : ;Total, Available Required Dead .;Snow:°.. Total Accessories ' 1 -Column Cap-steel 3.50" 3.50" 1.50" 273 552 825 Blocking '-t-Column Cap-steel 3.50" 3.50" 1.50" 525 1031 1556 Blocking 3 -Trimmer- DF 3.50" 3.50" 1.50" 161 342 503 None • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. '.Tributary- Dead ::Snow :.Loads location'(Side)` - .,Width : • (0:90) • (115) Comments • - 0-Self Weight(PLF) 0 to 27'9" N/A 4.6 1 -Uniform (PLF) 0 to 27'9"(Front) N/A 30.0 67.0 Roof-Snow Weyerhaeuser:-Notes - - - - - .• : .. 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 4:45:33 PM Ivan l:aiiban 722-17 Studio-Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4te ( (360)770-7399 ivank@wcoasteng.com Page 1 of 1 -71) _ MEMBER REPORT Upper Floor, Lower Roof, b24 PASSED 1 piece(s) 6 x 10 Douglas Fir-Larch No. 1 Overall Length: 16' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results -: Actual @ Loca ion Alliowed 'Result = LDF •Load Combination(Pattern);, System . Wall • w Member Reaction (Ibs) 2186 @ 0 5156 (1.50") Passed (42%) -- 1.0 D + 1.0 S (All Spans) Member Type : Header Shear(lbs) 1935 @ 11" 6810 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Moment(Ft-lbs) 8744 @ 8' 10703 Passed (82%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.417 @ 8' 0.533 Passed (L/461) -- 1.0 D + 1.0 S (All Spans) Design Methodology: ASD Total Load Defl. (in) 0.712 @ 8' 0.800 Passed (L/270) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL(L/360)and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 16'o/c unless detailed otherwise. • Bottom Edge Bracing (W): Bottom compression edge must be braced at 16'o/c unless detailed otherwise. • Applicable calculations are based on NDS. Bearin Length = Loads.bo Su. _ .rts Ibs . Supports Total :Available Required Dead Snow '. - .'Total :Accessories 1 -Trimmer-SPF 1.50" 1.50" 1.50" 906 1280 2186 None 2 -Trimmer-SPF 1.50" 1.50" 1.50" 906 1280 2186 None Tributary 'Dead Snow •oads -.Location'(Side) Width (0.90) (115}_ comments' 0-Self Weight(PLF) 0 to 16' N/A 13.2 1 -Uniform (PLF) 0 to 16' N/A 100.0 160.0 Roof-Snow Weyerhaeuser Notes • • SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes I 4/8/2017 4:57:46 PM Nan Kaliban 722 17 Studio Nelson Forte v5.2, Design Engine: V6.6.0,14 West Coast Engineers. Inc. 722-17 Job.4tte (360)770-7399 ivank@wcoasteng.com Page 1 of 1 lit a MEMBER REPORT Upper Floor, Lower Roof, b24 PASSED 1 piece(s) 6 x 12 Douglas Fir-Larch No. 2 Overall Length: 16' f t f t a r ! err 1, - ''. sr 1 + � r + rl i. ' 7 _ + rC ,' - - - I 1. • - t ' ' , y t.' icy t. 16' 4' it Q a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. -Design Results -Actual:@Location allowed Result LDF_. L,o'ad:Combination:(Pattern) System : Wall Member Reaction (lbs) 2208 @ 0 5156 (1.50") Passed (43%) -- 1.0 D + 1.0 S (All Spans) Member Type : Header Shear(Ibs) 1909 @ 1' 1" 8244 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Moment (Ft-lbs) 8833 @ 8' 10166 Passed (87%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.260 @ 8' 0.533 Passed (L/737) -- 1.0 D + 1.0 S(All Spans) Design Methodology : ASD Total Load Defl. (in) 0.449 @ 8' 0.800 Passed (L/427) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL(L/360) and TL(1240). • Top Edge Bracing (Lu):Top compression edge must be braced at 16'o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16'o/c unless detailed otherwise. • Applicable calculations are based on NDS. Beane'. g-Length _;. .Loads to;Supports{16s) -Supports _ Total ,:Available Required Dead _-Snow: , ,',Total. :Accessories 1 -Trimmer-SPF 1.50" 1.50" 1.50" 928 1280 2208 None 2-Trimmer-SPF 1.50" 1.50" 1.50" 928 1280 2208 None ' Tributary 'Dead =; ;.`Snow ..Loads Location;(Side),` Width -40 9Q) - (1.15). 1 :Comments 0-Self Weight(PLF) 0 to 16' N/A 16.0 1 -Uniform (PLF) 0 to 16' N/A 100.0 160.0 Roof-Snow :Weyerhaeuser_Notes ` _ _ --_I. r. -- • - _ 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes i 4/8/2017 4:58:03 PM Ivan Kaliban 722-17 Studio-Nelson i Forte v5.2, Design Engine: \/6.6.0.14 West Coast Engineers. Inc. I 722-1 7 Job.4te (360)770-7399 ivank@wcoasteng.com I Page 1 of I MEMBER REPORT Upper Floor, Lower Roof, b24 PASSED M 1 piece(s) 3 1 2" x 10 1/2" 24F-V4 DF Glulam Overall Length: 16' n aggfa f so,r} ��� — +an� t } -,.� ��L'� *Or`" r s-t. T I — 1 lr >' ��E.f rw i} .�"Ys4. , },,,- ° Y �• } -.�� 1�" 1� ! r 1 ,L r': • r I ' f i J 1 r ! r r 4 } } 16' It, D � All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 't o+cat on Allowed -Result LDF :Lima Combination.(Pattern) System : Wall Member Reaction (Ibs) 2151 @ 0 3413 (1.50") Passed (63%) -- 1.0 D + 1.0 S (All Spans) Member Type : Header Shear(Ibs) 1883 @ 1' 7466 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Pos Moment (Ft-Ibs) 8606 @ 8' 14792 Passed (58%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.388 @ 8' 0.533 Passed (L/495) -- 1.0 D + 1.0 S (All Spans) Design Methodology : ASD Total Load Defl. (in) 0.652 @ 8' 0.800 Passed (L/294) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 16'o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16'o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L= 16'. • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. • .Maring Length _ JLoads ba Supports`(16s) Supports Total Available Required Dead Snow Total =Accessories r=, 1 -Trimmer-SPF 1.50" 1.50" 1.50" 871 1280 2151 None 2-Trimmer-SPF 1.50" 1.50" 1.50" 871 1280 2151 None Tributary Dead Snow Loads: Location_(Side) Width (0.90) (115) Comments 0-Self Weight(PLF) 0 to 16' N/A 8.9 1 -Uniform (PLF) 0 to 16' N/A 100.0 160.0 Roof-Snow Weyerhaeuser Notes • SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 4:59:13 PM j Ivan Kaliban 722 1 i Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4te (360)770-7399 ivank@wcoasteng.com Page 1 of 1 -- (r,) iR Ti� `'' MEMBER REPORT Upper Floor, Lower Roof, b25 PASSED 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 Overall Length: 6' n{irr`+ 'nc,y.' g :w.fr`� -s 3 t,, 'f',F ' yx _ L a l,,.r Lr- { r f- ". r h '�Yet r , '� ,y t',. -0. ( ), . t`.. r,;"r i..%., r 2 �s' �'�-� � �� '; t, I. Ir7- ',,AAV.rt+ 11 r .1 7 2'2;q 4i r y r[Ir 1 i?3 � 'iti' i.7.7 '1 r ,F. ..P: 5it ';?"-.S at i+ �1 , i 41 Y 4 � 7. i J . L �, S q+irc gi Sri-5r� V:i1 r p:I rt 5)•S. t lTg-i t. .,1 J 3.}4 .. ..+:pEr-y-fr.'' ' :;: s= r-F: 1-f ! . p' 3}Ff tt t i + r� -a t v ` 3" > aa{ 5 t'�i` 4 r T r. 7 T y 7 it l' Et rr-� h-!T 1� ryn,«t�k�Syr., Y ' T'd°��;�jjxl��x-Tr'y;��f�t���5-}�'�e',1� ,ram _ 5 � '�x tfi.7� Ap'��� f c-.r.> .���pc� 2 yt� ,�.'�i n,r�f�s r d�.tt �a�fir!__. Y g+"' /i FtiAf ,45,1 4 Y`'f l-{Lr">:'SC !hire�Y G'j� .41',1. 1 }."r' `fTi j;f 0 f ram..}+ �. i *-1 , �2A i r:E,1j - t d,r 1 V ' I L '.,' 1$t .},3%-teg at z t;-�Cti -sft,tiA .� .,.�.'Y7F+-'erg'- i` r,V-I s`-"? "li?.is + �` '"rY'-& L r n S r?3 t i r£-F. x i' x�p � ��,,,, �-. �� ,; .- 'i- 1 ?� { ! {Ij 5 . l... 'TI I 7r " I r - J I,' -^t F if". 1' 5' ii 4/ o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results; ;:;Actual_@ Location `�Alllowed :Result _LDF :load. c9000lahon'(Pattern) System : Roof Member Reaction (Ibs) 823 @ 6' 3281 (1.50") Passed (25%) -- 1.0 D + 1.0 S (Alt Spans) Member Type : Drop Beam Shear(Ibs) 689 @ 1' 9" 2657 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Moment(Ft-Ibs) 963 @ 3' 7 15/16" 1979 Passed (49%) 1.15 1.0 D + 1.0 S (Alt Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.037 @ 3' 7 1/16" 0.243 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Design Methodology : ASD Total Load Defl. (in) -0.035 @ 0 0.200 Passed (21/774) -- 1.0 D + 1.0 S (Alt Spans) Member Pitch: 0/12 • Deflection criteria: LL(L/240)and TL(L/180). • Overhang deflection criteria: LL(2L/240) and TL(0.2"). • Top Edge Bracing (Lu):Top compression edge must be braced at 6'o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6'o/c unless detailed otherwise. • Applicable calculations are based on NDS. ,. --':.--- ,: , _ ,• -Bea rit Lengtt ; • Loadstia;Sapports(Los) - - -Su,ppolts::' :Total Available :.:Required Dead Snow:. Total Accessories 1 -Column- DF 3.50" 3.50" 1.50" 389 916 1305 Blocking 2-Trimmer- DF 1.50" 1.50" 1.50" 240 583 823 None • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead =_Snow~ - sLeads :'.Location(Siide)r ,:width ;, , _- (0.90) _,(1 15)- Comments - 0-Self Weight(PLF) 0 to 6' N/A 4.9 1 -Uniform (PLF) 0 to 6' (Front) N/A 100.0 247.0 Roof-Snow Weyerhaeuser.Notes = - ' 'S. 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 5:09:43 PM Ivan Kalman 722 17 Studio-Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4te (360)770-7399 ivank@wcoasteng.com Page 1 of 1 I MEMBER REPORT Upper Floor, Lower Roof, H7 PASSED 1 C iece s) 4 x 8 Douglas Fir-Larch No. 2 p Overall Length: 5' 3" tvf� +r i rn t l { Y Y r t f i f • c i 4 L s°_..tt `t '�7-�� {- �S -3 3- _ {!4i,t i. ', i s R • t.- t - u t1 ' - f 5'ijr 1' o All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results A tual'ihi:.lbcation Allowed` Result LDF Load Combination(Pattern) System : Wall Member Reaction (Ibs) 1030 @ 0 3281 (1.50") Passed (31%) -- 1.0 D + 1.0 L (All Spans) Member Type : Header Shear (Ibs) 744 @ 8 3/4" 3045 Passed (24%) 1.00 1.0 ID + 1.0 L(All Spans) Building Use : Residential Moment(Ft-lbs) 1352 @ 2' 7 1/2" 2989 Passed (45%) 1.00 1.0 D + 1.0 L(All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.025 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 L(All Spans) Design Methodology : ASD Total Load Defl. (in) 0.038 @ 2' 7 1/2" 0.262 Passed (L/999+) -- 1.0 D + 1.0 L(All Spans) • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 5'3"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5'3"o/c unless detailed otherwise. • Applicable calculations are based on NDS. '�earin .Len th - Loads.to:Su Ibs 9 9 PPS( ) Suppo Total. Ava llable Required Dead hoar Total Accessories 1 -Trimmer-SPF 1.50" 1.50" 1.50" 348 683 1031 None 2 -Trimmer-SPF 1.50" 1.50" 1.50" 348 683 1031 None Tributary Dead Floor 1Live Loads Locat ion(Side) width Logo) '( .00) Comments 0-Self Weight(PLF) 0 to 5'3" N/A 6.4 1 -Uniform (PSF) 0 to 5'3" 6' 6" 12.0 40.0 Residential -Living Areas 2-Uniform (PLF) 0 to 5'3" N/A 48.0 - Wall Weyerhaeuser Notes _ • • t SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 5:16:29 PM Ivan I<aliban 722 i7 Studio Nelson Forte v5.2. Design Engine: V6.6.0.14 West Coast Engineers, Inc. 722-17 Job.4te (360)770-7399 ivank@wcoasteng.com Page 1 of 1 . ....._( kj.., 'cd-IFOR TE " MEMBER REPORT Upper Floor, Lower Roof, H2 PASSED ti 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length: 15' 9" h r i y 1 1 r 1 i ).`a7 t 3 rC r j j. r tjfJ - :J ' "1 i ?•_- •� 'J 1 ;5, I.J_. _�F y l` - I t• . - 9 C a r c if • 1 4 f r J 1 . L'.;;- -t . Cy-f - - t + ,' r, , ,r )i + fr S f F 5' 5' _::. 5' -rir 0 0 o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design`-Results Actual @ Location .- Allowed Result :.:.DF _I oad Combination(Pattern) System : Wall Member Reaction (Ibs) 1760 @ 5' 3" 6563 (3.00") Passed (27%) 1.0 D + 1.0 L(Adj Spans) Member Type : Header Shear(lbs) 714 @ 4' 6 1/4" 3045 Passed (23%) 1.00 1.0 D + 1.0 L(Adj Spans) Building Use : Residential Moment (Ft-lbs) -878 @ 5' 3" 2989 Passed (29%) 1.00 1.0 D + 1.0 L(Adj Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.013 @ 2' 6 1/8" 0.175 Passed (L/999+) 1.0 D + 1.0 L(Alt Spans) Design Methodology: ASD Total Load Defl. (in) 0.019 @ 2' 5 7/16" 0.262 Passed (L/999+) 1.0 D + 1.0 L(Alt Spans) • Deflection criteria: IL(L/360) and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 15'9"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15'9"o/c unless detailed otherwise. • Applicable calculations are based on NDS. :,Beari.ng'L,engtfi •::Loads to Supports!(Ibs) •Su oitS Floor ` - PP Total , Available Required -Dead2. Total , Accessories. 1 -Trimmer-SPF 1.50" 1.50" 1.50" 228 425/-47 653/-47 None 2-Trimmer-SPF 3.00" 3.00" 1.50" 626 1134 1760 None 3 -Trimmer-SPF 3.00" 3.00" 1.50" 626 1134 1760 None 4 -Trimmer-SPF 1.50" 1.50" 1.50" 228 425/-47 653/-47 None : Tributary.: ;::Dead : ; Floor:Liye Loads '.Location(Side) Width: ..`(0.90):- (1.00)' Comments o-Self Weight(PLF) 0 to 15'9" N/A 6.4 Residential-Living 1 -Uniform (PSF) 0 to 15'9" 4'6" 12.0 40.0 Areas 2-Uniform (PLF) 0 to 15'9" N/A 48.0 - Wall L`.WeyerhaeuserNotes •• •,. • ._• . SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator 4/8/2017 5:18:59 PM Forte Software Operator Job Notes Ivan Kaliban 722 17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4fe (360)770-7399 ivank@wcoasteng.com --- ----— - — Page 1 of 1 ________-- . i-ci -- FORTE /upper roof PASSED `-� MEMBER REPORT Upper Floor, Lower Roof, H2 w 1 ( iece s) 4 x 8 Douglas Fir-Larch No. 2 P Overall Length: 15' 9" r } 1r r �;r r ., �7 r`r a , A a r , c it - - I. } ' 4 2, -'4 S _y P (- e i y ,t rq , 6 r� Vic' c .;' r ri r r + _i ,4 j + 1� 5' .; 5' 5' D a a [1 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. •Design Results .._: Actual @:L.ocatio_n 'Allowed ; Result 1DF Load Combination(Pattern) System : Wall Member Reaction (Ibs) 3670 @ 5' 3" 6563 (3.00") Passed (56%) -- 1.0 D + 0.75 L+ 0.75 S (Adj Spans) Member Type : Header Shear(Ibs) 714 @ 4' 6 1/4" 3045 Passed (23%) 1.00 1.0 D + 1.0 L(Adj Spans) Building Use : Residential Moment(Ft-Ibs) -878 @ 5' 3" 2989 Passed (29%) 1.00 1.0 D + 1.0 L(Adj Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.013 @ 2' 6 1/8" 0.175 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) Design Methodology: ASD Total Load Defl. (in) 0.019 @ 2' 5 7/16" 0.262 Passed (L/999+) -- 1.0 D + 1.0 L(Alt Spans) • Deflection criteria: LL(L/360) and TL(L/240). • Top Edge Bracing (Lu):Top compression edge must be braced at 15'9"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15'9"o/c unless detailed otherwise. • Applicable calculations are based on NDS. < 'Bearing Length : - ;''Loads.toSupports(Ibs) : , SU 9qs Floor pp . Total Available Required Dead : Live Snow. Total Accessories 1 -Trimmer-SPF 1.50" 1.50" 1.50" 579 425/-47 622 1626/-47 None 2-Trimmer-SPF 3.00" 3.00" 1.68" 1574 1134 1661 4369 None 3 -Trimmer-SPF 3.00" 3.00" 1.68" 1574 1134 1661 4369 None 4-Trimmer-SPF 1.50" 1.50" 1.50" 579 425/-47 622 1626/-47 None : Tributary Dead _ Floor Live-:, Snow Loads'- -> Location(side) ._ Widtth (0.90) (1:D0) .`(1 15) Comments.., - . 0-Self Weight(PLF) 0 to 15'9" N/A 6.4 1 -Uniform (PSF) 0 to 15'9" 4'6" 12.0 40.0 - Residential -Living Areas 2-Uniform (PLF) 0 to 15'9" N/A 48.0 - - Wall 3-Point(Ib) • 0 N/A 351 - 622 4-Point(Ib) 15'9" N/A 351 - 622 5-Point(Ib) 5'3" N/A 948 - 1661 6-Point(Ib) 10'6" N/A 948 - 1661 Weyerhaeuser Notes • SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board, Blocking Panels and Squash Blocks)are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/8/2017 5:22:19 PM Forte v5.2, Design Engine: V6.6.0.14 Ivan Kaliban 722-17 Studio-Nelson West Coast Engineers; Inc. 722-17 Job.4te (360)770-7399 ivank@wcoasteng.com Page 1 of 1 Bi-Axial Bending Column Design Spreadsheet Based on 2015 NDS Design Specifications Main Floor C9 (2)2x6 DF-L#2 DL+WL+SL General Member Specifications Cross-Section Properties Breadth d2 = 1.500 in Member Type I Visually Graded e Depth d1 = 5.500 in Nominal Size ,2 x 6 + i Area A = 8.250 in2 Species I Douglas Fir-Larch w- Top Section Modulus SIT = 7.563 in3 Grade I No. 2 t Bottom Section Modulus SIB = 7.563 in3 Left Section Modulus S2L = 2.063 in3 Grade (For CF) ;Select, No.1, No.2 or No.3 V Right Section Modulus S2R = 2.063 in3 Size Classification Dimension Lumber Custom Breadth d2 = Depth di = Tabulated Strength Properties Bending Strength Fb = 900 psi Unbraced Length Ii = 114 in Shear Strength F„ = 180 psi Loading Type Both ends pinned w Compressive Strength Fe = 1350 psi Modulus of Elasticity Emin = 580,000 psi Unbraced Length 12 = 50 in Effective Length lei = 114.00 in Loading Type Both ends pinned v Effective Length lee = 50.00 in Slenderness Ratio RB1 = 22.239 Duration Factor !Ten Minutes(Earthqk.) w Slenderness Ratio RB2 = 3.167 Load Duration Factor Co = 1 .60 Min. Compr. Edge Sheathed ? yes Incision Factor (Fb, Fc) Ci= 1.00 Pressure Treated no Incision Factor (E, Emin) Ci= 1.00 Size Factor CFI = 1.300 Size Factor Cp2 = 1.000 Flat Use Factor Cfe = 1.15 Repetitive Use Factor (Edgewise) Yes - Modified Modulus of Elasticity Emin' = 580,000 psi Crit. Buckling Stress FbE1 = 1.41E+03 psi Crit. Buckling Stress FbE2 = 6.94E+04 psi Column Lateral Load: (select only one) Repetitive Use Factor Cr1 = 1 .15 Cant. post w/ top load no Basic Mod. Bending Stress Fb1* = 2,153 psi Cant. post w/ uniform load no Basic Mod. Bending Stress Fb2* = 1,656 psi Simly Supp. (SS) uniform load yes Beam Stability Factor CL, = 1.0000 SS point at mid-pt., no lat. support no Beam Stability Factor CL2 = 0.9988 SS point at mid-pt., w/ lat. support no Allowable Bending Stress Fbi' = 2,153 psi SS point at 1/3pt, w/ lat. support no Allowable Bending Stress Fb2' = 1,902 psi SS point at 1/4pt, w/ lat. support no Buckling Design Value (Comp.) FcEI = 1.11E+03 psi Buckling Design Value (Comp.) FcE2 = 4.29E+02 psi Basic Mod. Compressive Stres; Fcii* = 2,808 psi Basic Mod. Compressive Stres! Fc2* = 2,160 psi Column Stability Factor CP1 = 0.3559 Column Stability Factor Cp2 = 0.1898 Allowable Compressive Stress Fc' = 410 psi Applied Forces Axial Load P = 2,185 lb Compressive Stress fc = 265 psi Edgewise Bending M1 = 531 ft-lb Applied Bending Stress fbi = 843 psi Flatwise Bending M2 = 0 ft-lb Applied Bending Stress fb2 = 0 psi Incidental Eccentricities e1 = 16% x d e2 = 0% x d Unity Check (should be <= 1.0) 0.961 OK West Coast Engineers, Inc. 05 Beam-Column 2-12-08.xls 4/9/2017 c 4 MEMBER REPORT Upper Floor, Lower Roof, J4 Cant size FAILED 1 C iece s) 2 x 4 Douglas Fir-Larch No. 2 16" OC p Overall Length: 14' 6" _:.J i'`•?—.lit'�1'-ir�c�Y`j'-+a'11,^ r�. X+i-t tax 'ri �tf �_ - s�- � �-:� � .•1--.r�-_y�t� 2er-t+.jr! r) �_I- �q 1rF'v'�x� as._ - —fr -rt+yFs+l�a.s"-+-d- '�'`.t ,lic.F'•s�4-Sr�F2Fr°+R 7 '9ra� �', ` vF3f°4�; -5�,7 ..y'' J r �f ��r<'1�.�-i � rr !.� f'�..n!- ? `r -1 •s`"tirh 1�.� )e- ! t � h'+�-1 i, fi + � � i-. Q 4' 10' 6" a o All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results• - Actual r`a;Location Allowed_ 'Result L1D� Load ;Colmbmahon(IPatterlt) System : Floor Member Reaction (lbs) 440 @ 4' 1 3/4" 3281 (3.50") Passed (13%) -- 1.0 D + 1.0 S (All Spans) Member Type : Joist Shear (Ibs) 238 @ 4' 7" 725 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Building Use : Residential Moment (Ft-lbs) 437 @ 9' 8 1/16" 456 Passed (96%) 1.15 1.0 D + 1.0 S (Alt Spans) Building Code : IBC 2015 Live Load Defl. (in) -0.631 @ 0 0.276 Failed (2L/158) -- 1.0 D + 1.0 S (Alt Spans) Design Methodology: ASD Total Load Deft, (in) 0,853 @ 9' 4 3/8" 0.499 Failed (L/140) -- 1.0 D + 1.0 S (Alt Spans) TJ-Prom' Rating N/A N/A -- -- -- • Deflection criteria: LL(L/360)and TL(1./240). • Overhang deflection criteria: LL(2L/360)and TL(2L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 8'3"o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14'6"o/c unless detailed otherwise. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Upward deflection on left cantilever exceeds 0.4". • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Bearing';Length` Loads to Supports(Ibs) --Supports Total Available '• :Required -'Dead Snow Toil 'Accessories 1 - Beam - DF 3.50" 3.50" 1.50" 107 333 440 Blocking 2 - Beam - DF 5.50" 5.50" 1.50" 48 164 212 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied ID the member being designed. Loads Location(Side) Spacing, ` (0.90) (1.15) Comments 1 -Uniform (PSF) 0 to 14'6" 16" 8.0 25.0 Roof Snow Weyerhaeuser NOteS - • •SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes I 4/9/2017 8:46:50 AM Ivan Kaliban 722-17 Studio Nelson I Forte v5.2. Design Engine: V6.6.0.14 West Coast Engineers. Inc. i %22-17 Job.4te (360)770-7399 ivank@wcoasteng.com -- ------ ------- - -- ! Page 1 of t FAILEdjivlEtvi ER REPORT Main Floor, J10- Deck Joist 1 1 2 x 8 Hem-Fir No 2 © 16" OC piece(s) Left cantilever length exceeds 1/3 member length or 1/2 back span length. Overall Length: 7' _ o - - 0 rr f' 3' 4' All locations are measured from the outside face of left support (or left cantilever end)All dimensions are horizontal. Design-Results Actual 0 Location Allowed .'Result: LOF Load:Combination(Pattern) System : Floor Member Reaction (lbs) 591 @ 3' 1 3/4" 2126 (3,50") Passed (28%) -- 1.0 D + 1.0 L(All Spans) Member Type : Joist Shear (Ibs) 228 @ 3' 10 3/4" 1088 Passed (21Q/o) 1.00 1,0 D + 1,0 L(All Spans) Building Use : Residential Moment(Ft-Ibs) -462 @ 3' 1 3/4" 1284 Passed (36%) 1.00 1.0 D + 1.0 L (AU Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.071 @ 0 0.210 Pass -- 1.0 D + 1.0 L(Alt Spans) Design Methodology : Asp (-2L/999+) Total Load Defi. (in) 0.080 @ 0 0.315 Passed (2L/946) -- 1.0 D + 1.0 L (Alt Spans) T3-ProTM Rating N/A N/A -- -- -- • Deflection criteria: LL(L/360) and TL(L/240). • Overhang deflection criteria: LL(2L/360) and TL(2L/240), • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 11" o/c unless detailed otherwise. • Bottom Bdgo Bracing (I-u): Bottom compression edge must be braced at 6' 11" oJc unless detailed otherwise. • 15%increase in the moment capacity has been-added to-account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. --Vea11ng Length Loads to Supports(ibs) • f=lbor Supports - Total :Available Required Dead laveTotal Accessories 1 - Plate on concrete-HF 3.50" 3.50" 1.50" 84 507 591 Blocking 2 - Hangei or; 7 1/4" HF beam 1.50" Hanger' 1.50" 9 159/-96 168/-96 See note ' ▪ Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ® At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ® I See Connector grid below for additional Information and/or requirements. Connector:'Simpson.Stroh i4Tie Connectors Support c Model Seat Length;; • 'Fop balls Face Nails: 1 (Iember,Nailc `. ` Accessories 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Deatl r Live Loads • thcation(Side); Spacing (O,+9O) (1,60), 'Comments 1 -Uniform (PSF) 0 to 7' 16" 10.0 60.0 Balcony/Deck Weyerhaeuser Notes - SUSTAINABLE FORESTRY iNFT1ATiVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards: For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/17/2017 3:32:35 PM Ivan Kalihan 722 17 Studio-Nelson Forte v5.2, Design Engine: V6.6.0.14 Nest Coast Engineers, Inc. 722-17 Job.4te (360)424-3404 ivank@wcoasteng.com Page 1 of 1 Bi-Axial Bending Column Design Spreadsheet Based on 2015 NDS Design Specifications Post C6 4x6 DF-L#Se!Stri, L=l3ft, DL+WL General Member Specifications Cross-Section Properties Breadth d2= 3.500 in Member Type ;visually Graded V Depth d1 = 5.500 in Nominal Size 14 x 6 v Area A= 19.250 in2 Species i Douglas Fir-Larch v Top Section Modulus Sir=. 17,646 in3 Grade Select Structural . Bottom Section Modulus Sig= 17.646 Ina Left Section Modulus S2L= 11.229 in3 Grade(For CF) j Select,No.1,No.2 or No.3 V Right Section Modulus S2R= 11.229 in3 Size Classification Dimension Lumber Custom Breadth d2= Depth d1= Tabulated Strength Properiies Bending Strength Fb= 1500 psi Unbraced Length 11= 156 in Shear Strength F„= 180 psi Loading Type j Both ends pinned • Compressive Strength Fo= 1700 psi Modulus of Elasticity Emi = 690,000 psi Unbraced Length I2= 72 in Effective Length let= 156.00 in Loading Type I Both ends pinned • Effective Length Ia2= 72.00 in Slenderness Ratio Ref= 11,026 Duration Factor Ten Minutes(Wind) v Slenderness Ratio RB2= 5.597 Load Duration Factor CD= 1.60 Min.Compr. Edge Sheathed? yes Incision Factor(Fb, Fo) CI= 1.00 Pressure Treated no Incision Factor(E, Emin) C;= 1.00 Size Factor CF1= 1.300 Size Factor CF2= 1.000 Flat Use Factor C,,,= 1.15 Repetitive Use Factor(Edgewise) No . Modified Modulus of Elasticity Ern.;= 690,000 psi Crit.Buckling Stress FbEI= 6.81E+03 psi Crit. Buckling Stress FbE2= 2.64E+04 psi Column Lateral Load:(select only one) Repetitive Use Factor Cr,= 1.00 Cant.post w/tap lead no Basic Mod.Bending Stress Fbi*= 3,120 psi Cant,post w/uniform load no Basic Mod.Bending Stress Fb2*= 2,400 psi Simly Supp.(SS)uniform load yes Beam Stability Factor CL1= 1.0000 SS point at mid-pt.,no lat.support no Beam Stability Factor CL2= 0.9951 SS point at mid-pt,,w/lat.support no Allowable Bending Stress Fbi'= 3,120 psi SS point at 1/3pt,w/lat.support no Allowable Bending Stress Fb2'= 2,746 psi SS point at 1/4pt,w/lat.support no Buckling Design Value(Comp.) FcE1= 7.05E+02 psi Buckling Design Value(Comp.) FcE2= 1.34E+03 psi Basic Mod.Compressive Strew Ft1*= 3,536 psi Basic Mod.Compressive Stress Fc2*= 2,720 psi Column Stability Factor CP1 = 0.1904 Column Stability Factor Cp2= 0.4285 Allowable Compressive Stress Fc'= 673 psi Applied Forces Axial Load P= 1,083 lb Compressive Stress fc= 56 psi Edgewise Bending MI= 1,776 ft=ib Applied Bending Stress fbi= 1,208 psi Flatwise Bending M2= 0 ft-lb Applied Bending Stress fb2= 0 psi Incidental Eccentricities e1= 16%x d e2= 0%x d Unity Cheek(should be<=1.0) 0.431 OK West Coast Engineers,Inc. 05 Beam-Column 2-12-08.xls 4/17/2017 Bi-A►xial Bending Column Design Spreadsheet Based on 2015 NDS Design Specifications Post C6 4x6 DF-L#Se/Stir!,L=13ft,DL+SL General Member Specifications Cross-Section Properties Breadth d2= 8.500 in Member Type ;visually Graded Depth d1= 5.500 in Nominal Size 4 x 6 Area A= 19.250 in2 Species Douglas Fir-Larch ' Top Section Modulus Sir= 17.646 in3 Grade Select Structural V Bottom Section Modulus SIB= 17.646 in3 Left Section Modulus S2L= 11.229 in3 Grade(For CF) Select,No.1,No.2 or No.3 V Right Section Modulus S2R= 11.229 in3 Size Classification Dimension Lumber Custom Breadth d2= Depth d1= Tabulated Strength Properties Bending Strength Fb= 1500 psi Unbraced Length 11 = 156 in Shear Strength F,= 180 psi Loading Type !Both ends pinned . Compressive Strength Fc= 1700 psi Modulus of Elasticity Emin= 690,000 psi Unbraced Length I2= 72 in Effective Length Ie1 = 156.00 in Loading Type Both ends pinned v Effective Length Ie2= 72.00 in Slenderness Ratio RBI = 11.026 Duration Factor Two Months(Snow) i Slenderness Ratio RB2= 5.597 Load Duration Factor CD= 1.15 Min.Compr. Edge Sheathed? yes Incision Factor(Fb, Fc) CI= 1.00 Pressure Treated no Incision Factor(E, Emin) C;= 1.00 Size Factor CF1= 1.300 Size Factor CF2= 1.000 Flat Use Factor Cfu= 1.15 Repetitive Use Factor(Edgewise) No w Modified Modulus of Elasticity Emin'= 690,000 psi Crit.Buckling Stress FbEt= 6.81E+03 psi Crit. Buckling Stress FbE2= 2.64E+04 psi Column Lateral Load: (select only one) Repetitive Use Factor Cri= 1.00 Cant.pest w/top load ne Basic Med.Bending Stress Fbi*= 2,243 psi Cant.post w/uniform load no Basic Mod.Bending Stress Fb2*= 1,725 psi Simly Supp. (SS)uniform load yes Beam Stability Factor CL1 = 1.0000 SS point at mid-pt.,no lat.support no Beam Stability Factor CL2= 0.9965 SS point at mid-pt.,w/lat.support no Allowable Bending Stress Fbi'= 2,243 psi SS point at 1/3pt,w/lat.support no Allowable Bending Stress Fb2= 1,977 psi SS point at 1/4pt,wl lat.support no Buckling Design Value(Comp.) FcE1 = 7.05E+02 psi Buckling Design Value(Comp.) FcE2= 1.34E+03 psi Basic Mod.Compressive Stresi Fc1*= 2,542 psi Basic Mod.Compressive Stresi Fc2*= 1,955 psi Column Stability Factor CP1= 0.2593 Column Stability Factor CP2= 0.5506 Allowable Compressive Stress Fc'= 659 psi Applied Forces Axial Load P= 3,491 lb Compressive Stress fc= 181 psi Edgewise Bending M1= 275 ft=lb Applied Bending Stress = 187 psi Flatwise Bending M2= 0 ft-lb Applied Bending Stress f 2= 0 psi Incidental Eccentricities e1 = 16%x d e2= 0%x d Unity Cheek(should be<=1.0) 0.208 OK West Coast Engineers,Inc. 05 Beam-Column 2-12-08.xls 4/17/2017 C:- Bi.Axial Bending Collvmn Design Spreadsheet Based on 2015 NDS Design Specifications Past C6 4x6 DFL# Se! SW, L 13ft, DL+0.75(SL+WL) General Member Specifications Cross-Section Properties breadth d2 = 3.500 in Member Type visually Graded Depth d, = 5.500 in Nominal Size 4 x 6 ® Area A = 19.250 in2 Species Douglas Fir-Larch I, Top Section Modulus SIB- = 17-.646 in3 Grade Select Structural v Bottom Section Modulus SIB = 17.646 ins Left Section Modulus Say = 11.229 in3 Grade (For CF) Select, No.1, No.2 or No.3 v. Right Section Modulus S2R = 11 .229 in3 Size Classification Dimension Lumber Custom Breadth d2 = Depth di = TabUlated Strength Properties Bending Strength Fb = 1500 psi Unbraced Length = 156 in Shear Strength F, = 180 psi Loading Type Both ends pinned ce Compressive Strength Fc = 1700 psi Modulus of Elasticity Emin = 690,000 psi Unbraced Length 12 = 72 in Effective Length lel = 156.00 in Loading Type Both ends pinned -v Effective Length lee = 72.00 in Slenderness Ratio RBI = 11 .026 Duration Factor Two Months (Snow) 17 Slenderness Ratio RB2 = 5.597 Load Duration Factor CD = 1.15 Min. Compr. Edge Sheathed ? yes Incision Factor (Fb, Fc) Ci= 1 .00 Pressure Treated no Incision Factor (E, Emin) := 1.00 Size Factor CFI = 1.300 Size Factor CF2 = 1.000 Flat Use Factor Cfu = 1.15 Repetitive Use Factor (Edgewise) No v Modified Modulus of Elasticity Emin' = 690,000 psi Crit, Buckling Stress FbE1 = 6.81E+03 psi Crit. Buckling Stress FbE2 = 2.64E+04 psi Column Lateral Load: (select only one) Repetitive Use Factor = 1 .00 Cant. post w/ top load no Basic Mod. Bending Stress FbI* = 2,243 psi Cant. post w/ uniform load no Basic Mod. Bending Stress Fb2* = 1,725 psi Simly Supp. (SS) uniform load yes Beam Stability Factor CLI = 1 .0000 SS point at mid-pt., no lat. support no Beam Stability Factor CL2 = 0.9965 SS point at mid-pt.; w/ lat. support no Allowable Bending Stress FbI` = 2,243 psi SS point at 1/3pt, w/ lat. support no Allowable Bending Stress Fb2' = 1,977 psi SS point at 1/4pt, w/ lat. support no Buckling Design Value (Comp.) FcEI = 7005E+02 psi Buckling Design Value (Comp.) FcE2 = 1.34E+03 psi Basic Mod. Compressive Stres: Fc1* = 2,542 psi Basic Mod. Compressive Stres: Fc2* = 1 ,955 psi Column Stability Factor CP1 = 0.2593 Column Stability Factor CP2 = 0.5506 Allowable Compressive Stress Fc' = 659 psi Applied Forces Axial Load P = 2,903 lb Compressive Stress fc = 151 psi Edgewise Bending M>, = 2,226 ft-lb Applied Bending Stress fbI = 1,514 psi Flatwise Bending M2 = 0 ft-lb Applied Bending Stress fb2 = 0 psi incidental Eccentricities e. = 16% x d e2 = 0% x d Unity Cheek (should be <= 1.0) 0.927 OK West Coast Engineers, Inc. 05 Beam-Column 2-12-08.xls 4/17/2017 Bi-Axial Bending Column Design Spreadsheet Based on 2015 NDS Design Specifications Post C6 4x6 DF-L#Se!Stri, L=93ft, DL+O.75(SL+WL) General Member Soectc_ations Cross-Section Properties Breadth d2= 3.500 in Member Type !Visually Graded ' Depth di= 5.500 in Nominal Size ;4 x 6 'V Area A= 19.250 in2 Species i Douglas Fir-Larch 'V Top Section Modulus SiT= 17:646 Ind Grade !Select Structural ' Bottom Section Modulus SIB= 17.646 in Left Section Modulus S2L= 11.229 in3 Grade(For CF) Select,No.1,No.2 or No.3 V Right Section Modulus S2R= 11.229 in3 Size Classification Dimension Lumber Custom Breadth d2= Depth di= Tabulated Strength Properties Bending Strength Fb= 1500 psi Unbraced Length 11= 156 in Shear Strength F,= 180 psi Loading Type I Both ends pinned w Compressive Strength Fe= 1700 psi Modulus of Elasticity Emin= 690,000 psi Unbraced Length 12= 72 in Effective Length lei= 156.00 in Loading Type i Both ends pinned 1r Effective Length 1e2= 72.00 in Slenderness Ratio RBi= 11,026 Duration Factor 'Ten Minutes(Wind) 7 Slenderness Ratio RB2= 5.597 Load duration Factor Co= 1.60 Min.Compr. Edge Sheathed? yes Incision Factor(Fb, Fe) CI= 1.00 Pressure Treated no Incision Factor(E, Em,n) C;= 1,00 Size Factor CFI = 1.300 Size Factor CF2= 1.000 Flat Use Factor Cfu= 1.15 Repetitive Use Factor(Edgewise) I No • Modified Modulus of Elasticity Emin= 690,000 psi Crit.Buckling Stress FbEi= 6.81E+03 psi Crit. Buckling Stress FbE2= 2.64E+04 psi Column Lateral Load:(select only one) Repetitive Use Factor Co= 1.00 Cant.post w/top lead no Basic Med.Bending Stress Fbi*= 3,120 psi Cant. post w/uniform load no Basic Mod. Bending Stress Fb2"= 2,400 psi Simly Supp.(SS)uniform load yes Beam Stability Factor CLI= 1,0000 SS point at mid-pt., no let. support no Beam Stability Factor CL2= 0.9951 SS point at mid-pt.,w/lat.support no Allowable Bending Stress FbI'= 3,120 psi SS point at 1/3pt,w/lat.support no Allowable Bending Stress Fb2= 2,746 psi SS point at 1/4pt,w/let.support no Buckling Design Value(Comp.) FcE1= 7.05E+02 psi Buckling Design Value(Comp.) Fen= 1.34E+03 psi Basic Mod.Compressive Stres: FFei*= 3,536 psi Basic Mod.Compressive Stres: Fc2`= 2,720 psi Column Stability Factor Cpi= 0.1904 Column Stability Factor Cat= 0.4285 Allowable Compressive Stress F,'= 673 psi Applied Forces Axial Load P= 2,903 lb Compressive Stress fc= 151 psi Edgewise Bending Mi= 2,226 ft=lb Applied Bending Stress fbi= 1,51-4 psi Flatwise Bending M2= 0 ft-lb Applied Bending Stress fb2= 0 psi Incidental Eccentricities ei= 16%x d e2= 0%x d Unity Cheek(should be<=4.0) 0.679 OK West Coast Engineers,Inc. 05 Beam-Column 2-12-08,xls 4/17/2017 ( ) rviiEmBER REPORT Upper Roof, Sunscreen FAILED pijece(s) a Douglas 1Fru'=L t'c -R1E3) - Right cantilever length exceeds 1/3 member length or 1/2 back span length. Overall Length: 3' 0" - l .�--iJ, zL} J -1ur ttt }li Srt t- 00 i� ) t r 1 e 17 i t i g - SN ,, r Zfitirg 4 { n t . . ,11,+ - �' T i x�. L• + o • .-- . 0 11 11 _ - 17 I I1. li 11 e - n Cs 1' 9" is 1'6" ?li 0 CI All locations are measured from the outside face of left support (or left cantilever end).-All dimensions are horizontal. 1 des gn ResuActual Loea oe9 All 1i sult. .. : LDF )> d.-C- 1nr-OEn(later) , System ; Roof Member Reaction (Ibs) 691 @ 1' 10 5/8" 5156 (2.75") Passed (13%) -- 1,0 D + 1,0 S (Adj Spans) Member Type : Drop Beam Shear(ibs) 215 @ 1' 3 3/4" 2277 Passed (9%) 1.15 1.0 D + 1.0 S (Adj Spans) Building Use : Residential Moment (Ft-lbs) -268 @ 1.110 5/8" 1696 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Live Load Defl. (in) 0.007 @ 3'6" 0.200 Passed -- 1.0 D + 1.0 S (Alt Spans) Design Meth...lo9Y : ASD (-21./999+) Mernber Pith:0/12 Total Load Defl. (in) 0.009 @ 3' 6" 0.215 Passed -- 1.0 D + 1.0 S (Alt Spans) ti (21./999+) o Deflection criteria: LL (L/240) and TL(1./180). o Overhang deflection criteria: LL(0.2") and TL(21/180). o Top Edge Bracing (Lu): Top compression edge must be braced at 3'6"o/c unless detailed otherwise. o Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 6" o/c unless detailed otherwise. o Applicable calculations are based on NOS. :Bearing Length :lids to'Supports(Its) Supports 'Total .' Available ' Required Dead ' Snow Watt .ccesscsrl 1 - Column - DF 3,50" 3.50" 1,50" 17 174 191 Blocking 2 - Column - OF 2.75" 2.75" 1.50" 172 519 691 Blocking a Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Trributary ' Dead Snov� Loads Locution(Side) ;Width (0 90) . (1 15) <' Comoo is 0-Self Weight(PLE) 0 to 3' 6" N/A 4.2 1 -Uniform (PSF) 0 to 3' 6" (Front) _ 5' S.0 20.0 Roof Snow 2 -Tapered(PLF) 0 to 3'6" (Front) N/A 25.0 to 25.0 115.0 to 40.0 Roof Snow Weyerhaeuser Notes , SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product designcriteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories(Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of.record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR_1153 and ESRd387 and/or tested • in accordance with applicable AASTM standards. For current code evaluation reports refer to http://www.woodbywy,com/servlees/s_EodeReports-,aspx, The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes I 4/17/2017 5:29:52 PM Ivan Kalih�:n 722-17 Studio Nelson Forte v5.2, Design Engine: V6.6.0.14 West Coast Engineers. Inc. 722-17 Job.4tte (360) 424-3404 vank@ 'c0ten000nh — -- PagElof1 4/18/2017 Pg. 722-17 Nelson Residence For Steel Spline Design for parallel Loads Given Information Notes Dowel Diameter D = 0.63 in No. of Dowels in a row n = 2 Steel Spline Thickness t,,, = 0.38 in Steel Pin Length L = 3.50 in Material Thickness (Or Pin Bearing Length) Ea. Side is = 1.56 in Length from Dowel Center To End of Steel iv = 1.50 in Dowel Bending Stress Fyb = 36,000 psi Steel Dowel Shear Stress Fbe = 12;000 psi Steel Steel Dowel Bearing Stress Fen, = 90,000 psi Steel on Steel Mortise Side Dowel Constants Bearing Stress Fes = 2,800 psi Re = 32.143 Steel Shear Stress Fvm = 14,400 psi k3 = 0.876 Factor of Safety incl. Calculations Mode I,, Z = 10,547 lb Steel Bearing Mode Is Z = 2,734 lb Side Bearing Mode IIIS Z = 2,818 lb Mode IV Z = 3,942 lb Mode V Z = 7,363 lb Dowel Shear Mode VI Z = 6,413 lb Steel Relish Failure Z = 2,734 lb Group Action Factor Cg = 0.951 Drift Pin Factor 1.000 Load Duration Factor Cd = 1.15 Z'= 2,991 lb Allowable Load Use 3/8" A36 PL steel splines, centered on column members. Secure with (2) 5/8"dia.x 4"through spaced 3,5"apart, and 2.5" (min.)from the beam end. Copyright West Coast Engineers, Inc. Wood bolt StiPin Spline 013108.xls (Others Use At Own Risk) g 4/20/2017 Pg. 722-17 Nelson Deck Canopy-top and bttm post For Steel Spline Design for parallel Loads Given Information Notes !Dowel Diameter D = 0.50 in No. of Dowels in a row n = 2 Steel Spline Thickness t,,, = 0,38 in Steel Pin Length L = 3.50 in Material Thickness (Or Pin Bearing Length) Ea. Side is = 1.56 in Length from Dowel Center To End of Steel /v = 1.50 in Dowel Bending Stress Fyb = 36,000 psi Steel Dowel Shear Stress Fva = 12,000 psi Steel Steel Dowel Bearing Stress Fem = 90,000 psi Steel on Steel Mortise Side Dowel Constants Bearing Stress Fes = 5,600 psi R e = 16.071 Steel Shear Stress Fvm = 14,400 psi ka = 0.618 Factor of Safety incl. Calculations Mode Im Z = 8,438 lb Steel Bearing Mode IS Z = 4,375 lb Side Bearing Mode IIIs Z = 3,006 lb Mode IV Z = 3,515 lb Mode V Z = 4,712 lb Dowel Shear Mode VI Z = 6,750 lb Steel Relish Failure Z = 3,006 lb Group Action Factor Cg = 0.959 Drift Pin Factor 1.000 Load Duration Factor Cd = 1.15 Z`= 3,313 lb Allowable Load Use 1/4" A36 PL steel splines, centered on column members. Secure with(2) 1/2"dia. x4"through bolts at each end, spaced 3" apart, and 2" (min.)from the post end. Copyright West Coast Engineers, Inc. Wood bolt St1Pin Spline 013108.xls (Others Use At Own Risk) 4/18/2017 Pg. 722-17 Nelson Residence Deck canopy beam to post For Steel Spline Design for parallel Loads Given Information Notes Dowel Diameter D = 0.50 in No. of Dowels in a row n = 1 Steel Spline Thickness t = 0.25 in Steel Pin Length L = 3.50 in Material Thickness (Or Pin Bearing Length) Ea. Side is = 1.63 in Length from Dowel Center To End of Steel 1„ = 1.50 in Dowel Bending Stress F yb = 36,000 psi Steel Dowel Shear Stress F,,p = 12,000 psi Steel Steel Dowel Bearing Stress Fern = 90,000 psi Steel on Steel Mortise Side Dowel Constants Bearing Stress Fes = 2,800 psi Re = 32.143 Steel Shear Stress Fyn, = 14,400 psi k3 = 0.710 Factor of Safety incl. Calculations Mode Im Z = 2,813 lb Steel Bearing Mode IS Z = 1,138 lb Side Bearing Mode IIIS Z = 950 lb Mode IV Z = 1,261 lb Mode V Z = 2,356 lb Dowel Shear Mode VI Z = 2,250 lb Steel Relish Failure Z = 950 lb Group Action Factor C g = 0.958 Drift Pin Factor 1.000 Load Duration Factor Cd = 1.15 Z'= 1,047 lb Allowable Load Use 1/4" A36 AL steel splines, centered on column members. Secure with (1) 1/2"dia, x4"through in the center of beam. Copyright West Coast Engineers, Inc. Word bolt StiPin Spline 013108.xls (Others Use At Own Risk)