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Specifications (20) M4 /),_,/s-_, ,0/0 H( , C3S ? Sw 4x F HORN CONSULTING ENGINEERS LLC Digitally signed by Dave /� Horn Structural Calculations. oN:cn=DaveHorn, Structural V �(� I =Hornconulting jiVll � Emgineers,ou, Project: JTS-15-18 a ail=dave@hornce com, Visit c=o5 Date: 6122/15 Date:2015.06.231518:34 Project: New House: 38 Lot 513537 SW Ash Avenue Tigard, OR 1.0 c3 2545_ELB_GR2 CAR AVN $ Subject Sheet#'s L1 fit C; 1) B� Lateral Loads L1 — L6 Framing Fl — F8 Footings FTG-1 ,, Ro, ) .vi' < 51119PE 9 2 `JORE /,)) 0 j. NO Expires: 6-30-17 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. All retaining wall designs should be verified by the geotechnical engineer of record prior to construction. Failure to do so invalidates their design. The design is based on intbrmation provided by the client who is - solely responsible for its accuracy. The engineering represents the finished product Discrepancies from ilormation provided by the client invalidate this design. Horn Consulting Engineers shall have no liability(expressed.or implied).with respect to the means and methods of construction workmanship or the actual materials used in construction. Horn Consulting Engineers shall have no obligation of liability.whether arising in contract(including warranty).Tort((including active.passive.or imputed negligence) or otherwise.for loss or use.revenue or profit.or for any other incidental or consequential damage. Lt ficE HORN CONSULTING ENGINEERS LLC New House: 2545 Elevation B Code Basis of Design: 2014 O.R.S.C.and 2014 O.R.S.C. Wind Loading: Per ASCE 7 Fig 6-2 See attached elevations for wind loading breakdown per level. 120mph 3-sec gust Exp B. The mean roof height of the house h = 24' approximately. -IAN,401 _.- 11101111 ik'''';')1110.. ,,,,,-6:„."- Direction 111141 End Zones . ► iii''ak>2.a,,,,.....-------gllb,..4_aiiholl1011 ' 1114111r011° -..)--114 j,, fvFRS Direction 2a - End Zones Note:End zone may occur at any corner of the building. a = .10*34' = 3.4' or for h = 24' a = .4(h) = .4(24') = 9.6' a must be larger than .04(34') = 1.4' or 3' a =3.4' controls Therefore: 2a = 7' see Fig 6-2.ASCE 7, and Figure above. CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD. • P ORTLAND, OR • 97219 PHONE:5 03.$92.5 782• E MAIL: DAVE@HORNCE.COM (-2 E HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per O.R.S.0 Sips= .72, R = 6.5, W=weight of structure V= [1.2Sips/(Rx1.4)]W V= .095W Roof Dead load = 15 psf Exterior Wall Dead load = 12 psf Interior Wall Dead load = 8 psf Floor Dead load = 12 psf • Seismic in Front to Back: Wr= [.095(47')(15+6+4)] = 111.6pIf < 137.1 plf therefore, wind governs in both directions. W2 = [.095(52')(12+12+8)] + 111.6plf= 269.7pIf< 270.2p1f therefore, wind governs in both directions. Seismic in Side to Side: Wr= [,095(34')(15+6+4)] = 80.75p1f W2 = [.095(34')(12+12+8)] = 103.4plf Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 CAPITAL PLAZA'SUITE 135 9 320 S W BARBUR BLVD.• P ORTLAND, OR • 97219 PHONE: 5 03.892.5 782• E MAIL: DAVE@HORNCE.COM L3 HE: E HORN CONSULTING ENGINEERS LLC Roof Diaphragm: Grid Line A Grid Line 2 P = (0.1371) klf x 17' = 2.3k P = (0.1563) klf x 23.5' = 3.7k V= P1(37)' = 63p1f Type A Wall V= P/(13.25)' =277p1f Type A Wall Mot = 8.6kft Mot = 14.4kft Mr= 18.6kft No HD Req'd Mr= 3.9kft T = 1.6k Type 8 HD Grid Line B P = (0.1371) klf x 17' = 2.3k Grid Line 5 V= P/(42)' = 56p1f Type A Wall P = (0.1563) klf x 27.5' =4.3k Mot= 8.4kft V= P/(12.5)' = 344p1f Type A Wall Mr= 22.6kft No HD Req'd Mot = 6.9kft Mr= 1.0kft T=2.4k Type 8 HD CAPITAL PLAZASUITE135 9 320 S W BARBUR BLVD.• P ORTLAND, OR • 97219 PHONE:S 03.892.5 782• E MAIL: DAV Eca UORNCE.COM JJC E HORN CONSULTING ENGINEERS LLC 2nd Floor Diaphragm: Grid Line A Grid Line 1 P = (0.1331) klf x 17' + 2.3k=4.6k P = (0.0925) klf x 2.75' = 0.3k V = P/(41)' = 111 pif Type A Wall V= P/(8.75)' = 29p1f Type A Wall Mot = 16.0kft Mot = 0.9kft Mr= 16.8kft No HD Req'd Mr= 1.5kft No HD Req'd Grid Line B Grid Line 2 P = (0.1331) klf x 17' + 2.3k= 4.6k P = (0.0925)(2.75')+(0.1309)(14.5') + 3.7k= 5.9k V= P/(44)' = 104plf Type A Wall V= P/(11.25)' = 520plf Type B Wall Mot = 18.7kft Mot = 14.1 kft Mr= 24.7kft No HD Req'd Mr= 1.6kft T=4.2k Type2HD Check Sill Plate P = (0.08075)(19.75')+(0.1034)(17.25') = 3.4k/ 11.25' = 300plf No 3x Sill Req'd Grid Line 3 P = (0.1309) klf x 24.5' = 3.2k V= P/(16)' = 200pIf Type A Wall Mot =28.9kft Mr= 31.5kft No HD Req'd Grid Line 5 P = (0.1309) klf x 10.5' +4.3k= 5.7k V= P/(6)' = 946p1f Type E Wall Mot =25.5kft Mr= 1.3kft T= 8.1k Type5HD Check Sill Plate • P = (0.08075)(31.75)+011034)(15') =4.1k/6' =683p1f 3x Sill Req'd • • CAPITAL PLAZA SUITE 135 9 320 S\V BARBUR BLVD.- P ORTLAND, OR • 97219 PHONE:5 03.892.5 782• EMAIL: DAVE@HORNCE.COM • 04 Ascc '4 no MPH a 73 7-sec Misr a= t.o A :22.8 8m0° I. 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' N� . -4..4(g�- o (FPz z 3zI 2,4 • 4 • 1302 SW BERTHA BLVD. •PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE(Q�HORNCE.COM C HORN PxorECT .�'��-/$'-�� ECONSULTING j'z ENGINEERS LLC SUBJECT r ,LM/J SHEET rzDATE 4^ - 7— BY t -11 (S-AK (l'i 1 Igit(a.J ..., so IA • z Fri : Po 1< ; IA ks . F{--". " X12.? i. rel. ve/ -043 *---- ! Z xCalli'M ' • logic(bs.>1. S a -0 0,0411 II / c 2.112. 1n 44. z ‘ �1 . eta'?(VI) g °. ?rg , 2 jj r30Z 1_ . #!1.‘'l 101 LS 4 1 rA IAA 7- 575.1 1. • 3 a4 ;4.40 • .016r z ‘ . � �.�' 9X1 Z „j______,..... w z2,4,1`Z e4c(ioti..t,ib 1°Ir 0,0.4. �1 . c.ib .___.1.:;,1.1q% q X1 0 a-- �1 011.(.1) {'.,�T'"L • Si - .2",(_,, , ,Din(-1.. 5... ' 3%1 A. //12.(17 1'L n r I302 SW BERTHA BLVD. •PORTLAND, OR • 97219 -I�� ,t�(,11 "� teat.: PHONE: 503.892.5782 • EMAIL: DAVE L@HORNCE.COM j� CONSULTING PRCUICT 1 "M" 1es Li' ENGINEERS LLC Stainer SET 3 c___ t/V BYAE +27/S tO . OM 4..°111) \N‘f 0 . 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Member Reaction(lbs 685 @ 22'41 v ' :Z V 1'' a "`!-}i . •�� - ., a7 z 'f. �m:Floor Shear Member R /Z 1396(2.25") Passed(49%) 1.00 1.0 D+1.0 L(Alt Spans) Member T 672 @ 22'3 1/2" 2050 Passed(33%) 1.00 1.0 D+1.0 1.(Alt S..ns see R eDidt Moment(Ft-lbs) 3317 @ 12'71/8" 9500 Passed 35%) 1.00 1.0 D+1.0 L(Alt Spans) Building Useo ::iec Residential Ute Load Den. In) 0.321 @ 12'3 1/8" 0.506 Passed 57 Pe ) Building Code:IBC Total Load Deft. n 0.388 @ 12'41/2" ) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD T7-Pro,,,Rating 43 140 Passed(U6 — 1.0 D+1.0 L Alt Spans •Deflection criteria:U.(1./480)and TL(11240). Passed -- -- •Overhang deflection criteria:U.(211480)and Ti-(211240). racing ):All compression •bbracing Is required to achieve memeber stability. )must be braced at 8 5 3/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral •A structural analysis of the deck has not been performed. •Deflection analysis Is based on composrbe action with:a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the 73-Pro"Rating include:None -_..77-1,77 S'7. .3T `^kC h .., At)��4 -;'-;.-27 f� 'z3R evitin„.61 ,-I. l �1 3,1. t aC" �' .T; ! , ',.,ate'. , tee` _,,... 0,..,,�„_.‘,..,-,-442,..--,,,L.3,-, :_-.:1:-.1,_, `fi ��'3F°j 22:6,w'M`F fi :,,e1,;--..- ,r,,,'".,,-,..,,,,-9',-,..--.=.--.-;,,;P . ry 3.50" 3.50" 3.50" 419 �` �� a Z-Stud wall-DF 3.50" 2.25" 660 37 1116 Bbc[dng •Rim Board Is assumed to pry a0 loads applied dl 1.ssi -4 693/5 1 1/4"Rim Board PP rectiy above R.bypassing the member being designed. •Bloddng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. - t 1 k"._fir � e a ` . l '. F ', t z"""' '1 -,.� � „, t -:``C " ' t-Uniform{PSS �.�--f. ��" �Lr ",_. �a 0 to 22'7" 16" 12.0 40.0 v 2-Point(PLP) 0 16" 150.0 - 25.0 A-':` P f r: 1 J fir 's C--- .u'- rte h. sf -;'��"`,*'1.,(2, _';=:$:'-L.:. '4","',fid'i Y '.zrL ri . 'a' F`�, yK - Weyrrhaeuser wareants that the sizing of its products will be In accordance with WSTAiNABtE'rOtSESTRY INRL4TIVE W� y disclaims any other warranties related to the software.Refer to currreennt�u�design literature criteria eno Installation designto values. (www.woodbywywm)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designedWeyerhaeuser of ra re, for of ths ft are is. circumvent the need far a design professional as determined by the authority by designere software.Use builder this software is not Intended to assure that this calculation is compatible with the overall project.Products manufactured atl Won.The Weyerhaeuser facilities of seare t paor framer to responsible l to forestry standards. P 7 eyerhaeuser fadOties are third party certified sustainable The product application,input design loads,dimensions and support information have been provided by Forte Software Operator FccI04.1*..r P1*.satpc::. - Job Notes - ... David Hem 4/28/201512:40:32 PM Horn Consiufting Engineers Forte v4,5,Design Engine;V6.1.1.5 (503)892-5782 dave@hornoe.c urn ,________..____ _______ Page 1 of 1 FORTE' MEMBER REPORT Level,Copy of Fbor.Joist 1 piece(s) 317/8"TM®360 @ 16" OC FS PASSED Overall Length:18'7" b ,,,,,f1:,,,,,,,, ,,.044V411441,;:45,,t,x-pix+ktill;r1,.,,i:=F.W. ,y,,,,_,t4XV•il..,‘,..144--,,A,;1111,'Ev''',,,A4ttpleArt,e,00. pmt .:z?r ilei' 18' El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. -' ,,-` ; • �4c.:-Cx-') .',".3 'C's-'4''x'Jut 7� Member Reaction l� Jt w '� ��} system:Ffoor 0 627 @ 31/2" 1080(1.75"). Passed(58%) 100 1.0 D+1.0 L(All Spans) MemberT Shear lbs} 627 @ 3 1/2" 1705 o YPe�7olst Shear (Ft-lbs) Passed 37/o) 1.00 1.0 D+1.0 L(Alf Spans) Building use:Residential 2834 @ 9'4" 6180 Passed(46%) 1.00 1.0 D+1.0 L(Ail Spans) Building Code:lac Live Load Deft.(In) 0.297 @ 9'4" 0.452 Passed (L/730) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft. In 0.387 @ 9'4" T3-Promi Rating 0.904 Passed 4561) -- 1.0 D+1.0 L(Ali Sans) 4 42 40 Passed •Deflection criteria:LL(11480)and TL(/2403. — •Bracing(Lu):All compression edges(top and bottom)must be braced at 4'10 7/16"o/c unless detailed otherwise.Pro attachment and lateral bracing Is required to achieve member stability. Per positioning of •A sbtrctural analysts of the deck has not been performed. •Deflection analysts 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 Ti-Pro,"Rating include:None a s, r ,, .- s j 3s '1,,,L-5•- r.,, -'� _ -_J .,.,C-T. 5`..'•a(ui .tIr-- _,�5 " �i t irl-iPh"�x�., J�X;,6 f '�'a �4�- f-'r - ' . 14 1-Hanger on 117/8"DF beam ._ _y3 t, £€8 � __ ? 3.50" Hangers1.75" 349 498 33 , r-� 2-Stud wall-OF 3.50" 2.25" 1.75" 148 493 641 See note 1 •Rim Board is assumed to carry all loads applied directly641 11/4 Rim Board •At hanger supports,the Total Bearing dimension above l to the width of the the member being designed.t •t See Connector grid below for additional information and/or equirementse material that is supporting the hanger a 4 4 S + err 7 k L �r's J , i71.-- 3 � �� I� !{ �.u� P ts„r - . x'`Dl= � nfi _-1_3-,-s,m _.1 Face Mount Hanger IU52.37/1188 2.00" N/A 10 lOd x l-1/2 N/A --- sh �:'l � � � ..::±::f,, �# 1?ils�C`},ykri:/� �r �7 7, '� "� � �iy 1-Uniform(PSF) o 12._ s c 2.. � a'u - xt 12.0 40.0 Priallan - 2-Point(PLF) 0 16" 150.0 - 25.0 �-4[ '..i,,.+ `, r -ci � � ki',Si'ft .YY - ...S > ' "fi Weyerhaeuser warrants that the sizing of Its aa' 0 SUSTAINABLE FORESiRtr IMr1AiIVE Products will be in accordance with a rtoCurrWeyerhaeuser product design criteria and published design values. �`ii Weyerhaeuser yxprreessly disclaims any other warranties related to the software Refer to current Weyerhaeuser literature for installation details. 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. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator 'FrIlfiN6fin ai0.Qjx�felks Job Notes • David Horn Horn PM troy"coriskukting EngineersForte v4.5,Design Engine:V6.1.1.5 (503)892-5782 deve@hornoe.com —.. _ �._�.�- ._. __._.-__ Page 1 of I NFORTE.G MEMBER REPORT Level,Copy of Copy of Floor:Jost 1 piety(s) 1i 7/8" TJI® 210 @ 16"OC r(0 PASSED Overall Length:28'10 1/2" '-'-,-, 7,,,,,w,..0,-;,„,44,, .;Y E ,, fes ^ r' ' t'a �,d crtE � .',. s^ -��- .'.�^ > � 7 P. ` a rr .KeY'^`;,-q' t a 4` .l t '.1 a.. trs • -_:- � ,,,,,P,;:- '1- , , -`�414 r e' t 3"r,-,S i +?, i. ,.: t ,}� ,'v S " -.4.. o�� 3 �° " ' of ,-it 1 17' 1 a o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal, El ,i..Y J ;. I. hT 7..: 7,: -Z:-4if`� 7AAT:*-_` - T l l f:l-ki�- �1,ag, r _ Member Reaction(lbs) 2277 @ il'51 4 (3.50") • _c ... tee ��7 �y y System:Floor Shear bs / " 2145(3.50) Passed(60%) 1,00 1,0 D+1.0 L.(All Spans) Member T 673 @ 11'7" 1821 Passed(37%) 1.00 1.0 D+1.0 L(All Spans) Use R Joist Moment(Ft-lbs -1985 @ 11'5 1/4" 3795 PasSed(52%) 1,00 1.0 D+1,0 L(All Spans) Buldi g Use;Residential Live Load Deft, n) 0.210 @ 20'715/16" 0.431 Passed L/984 Building Code:IEC Total Load Deli,(In) 0.265 @ 20'8 5/8" t/ -- 1.0 D+1.0 L(Alt Spans) Design Methodology T3-Prom Rating • 0.861 Passed(E/779) -- 1.0 D+1.0 L Alt Spans) 09y ASD 44 40 Passed 'Deflection criteria:LL(L/489)and TL(L j240). -- •Bracing(Lu):All compression edges(top and bottom)must be braced at 4'6 5/16"o/c unless detailed o — bracing Is required to achieve member stability. therwlse Proper attachment and positioning of lateral • •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 1 `-� 4 '"icP e� -x £73 Jn ' '31,i"� ^'a �r.� - 9 E —i .t s T 'Y r 7 t,I x, -* ,,-.,,v'" '...x , �,' a _--�� .7-t �x�""rf) r:,'1'::-'-c--,1-1F:'i ; h i70r -3'..', 'ogiv-7 k11 E �£,, 4 1-Hanger on 117/8"DF beam 3.50" Hangers ,��c.; -'!L- 4/-97 ia�'yJ1 3 1' 3 ' 1,,::,. ._-,1-,-,„,,,--,1-1--,:, tiger ®l `n 284/-92Mil570/-92 I 2-Stud wall-DF 3.50" 3.50" 3.50" 510 2 _ 3-Stud wall-DF 3.50" 2.25" � . •Rim Board is assumed to carryall loads applied directlyabove �® 40des3 516/-13 1 1/4"Rim Board •Atha hanger �bypassing the member being designed. n9 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. la: , • V �.---" ' Y., _.... _"- - , --=1-F--7. � ? Y-o. �i,„ -ter-s<�r . . ,,,, 'y* . t r ,,.rr4 ` 4-'tic3 s+ r ,• s%-- ;--- 7eY7 ' l �`- -},- _ - -,3�t: -r .�-Yom... -' ag .E.o ”.�a4A ''3 rIt, = rx, G � -4v5 1 - ii fA t r' < �� ti «1'rate Mount Hanger IU52 O6/lI 88 N/A 30-l0d x 1-1/2 N/A� r � 7-Unibrm(P89 _ - saw' �� 0to 28'io Ilr' 16° �� ��^"�"� 12.0 40.0 2-Point(PLF) 0 16" 150.0 25.0 / r _ - ZA,Y�`y! 41-.A Y F t�irJ C 1 1� • a -7, ',.._,;.:;.=;:t.-, .. ff.,--, �� M -- ' -,p I� ,a te R4' Y ,:i:, E,, .i;+ :tom n - - I} air Weyerhaeuser warrants that the sizing of its products will be In accordance with W f� � � � �' #.aal -' cf.11`.�,�! {M��JS7AItdABLEf�RFSTRYlNIT1A11Yf Weyerhaeuser expressly disclaims any other warranties related to the software,Refer to c�We act a euser critena end installation nstalls i n dela values, Y (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and ed Weythiserhaeuser o f literature for of st is s ft deteiis circumvent the need for a design professionalSquash having are not on.Theed by nsoftware.Usebbuilder this software is not responsible to to assure that this calculation Is compatible withthe overall project the authority having jurisdiction. designer of record,bu oder or framer is to forestry standards. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable The product application,input design loads,dimensions and support information have been provided by Forte Software Operator • • dro'SoftwaraOperato Job Nates ,. M Horn Horn4/28/201512:43:19 PConslulting Engineers Forte v4.5,Design Engine:V6.1.1.5 DavdHo (503)8925782 dave@homce.com JTS 15 11.4te Page 1 of 1 CHORx PROJECT Q�C1` ��-/S- SHUT _ ENGINEERS LLC St1BJEC't' �:AM 1!y (�► DAT f0- ._.• -,,,„,,,,.,,,.,,,,, 'Y3' 74-6, PLS" ®,R asa • 1 • swag. 5149. d .2:,..g o.G. • • "rep •-ssAtit L=-10.0 -- . . wc fhc + J a a,t;y, . . p" .0.t3t` : /-,- vg 0.4.'0' 604A IA do)iql*(h.Ves = 1.. 4.7 14 1 . 4x$ a #2 e 'a- " Off✓ . . 5, 1.1.>623. y 22.:41403 - . r 04' 8 .n 7VJ.2:_ iii fir, c,,,,e.... .. 1.33./4 F4 .....j .i.... ......... • • bits a 01.10F4 '~--14 ie_ .. ?4 4 E • • r • i • t • 1302 SW-BERTHA BLVD. •PORTLAND,OR•97219 PHONE: 503.092.5782 •EMAIL:_DAVE.HCEOQWEETOFFICB.NET C HORN14 PROJECT 31--S-IS-lQ E CONSULTING ENGINEERS LLC SUBJECT DATE 44.-21.15. 2 wcj STET "'CI,"'CI,By D.1 ti 3 f AJ'^ AT fid? 'M' t"ct• 1iw&ZsT CAIS 3 :7- , -o S:2. Z-_ 4 . d ll��.}, O, 4z L. l.3 : 2j .. _t A f..3v C), 9' 2 _ a Q� n ! 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