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Specifications (91) �_ ,,((�a�1 O ISS- oc0('�lx�. REL/F-7, " x+ "� �ki� ' `aCt102 gitally signed by Dave ,� \ ..� Horn uvvYll DN:cn=Dave Horn, FEB o=Horn Consulting 2018 Engineers LLC.,ou, i v email=dave@hornce.co 11111,1111 H C EDate:2017.12.04 _... BU1LUii'��t� DIVISION 14:18:53-08'00' Horn Consulting Engineers LLC Structural Calculations HCE Project#: LEN_17_178 Date: 11/30/17 Project Description: New House: MADELINE HEIGHTS LOT 9 Tigard, Oregon Redwood American 2857A GL Subiect Sheet#'s Lateral Loads L1 — L7 Framing F1 — F15 Deck Framing DB1 — DB2 Guard Rail GR — 1 Footing FTG-1 .ED PRi GIN . F s�o ff 319' 'p 0 ON 41//0 12 H0\v‘ Expires: 6-30-19 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information 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. 9320 SW Barbur Blvd,Ste 135 Portland, OR 97219 Phone:503.892.5782 Email:dave@hornce.com �, L I E HORN CONSULTING ENGINEERS LLC New House: LEN-17-178 Redwood 2857A GR Lot 9 Code Basis of Design: 2015 I.B.C. and 2015 I.R.C. with State Amendments Wind Loading: Per ASCE 7 Fig 28.6-1 See attached elevations for wind loading breakdown per level. 135mph 3-sec gust Exp B. The mean roof height of the house h = 29' approximately. -- „- }j ,/ C ,/CO 1 EZZ O LY "41 -,I01 j 400104, - mac/�.- 0 Case A r (�•i G 4,,,,, . � l + c •�.. �.''WhMrd�'� a'' Care �/ Case B -42 a = .10*34' = 3.4' or for h = 29' a = .4(h) = .4(29') = 11.6' a must be larger than .04(34') = 1.4' or 3' a = 3.4' controls Therefore: 2a = 7' see Fig 28.6-1 ASCE 7-10, and Figure above. C,APIFAl. PLAZA Sung: 135 9320 SW BARBGR BLVD. • PORTLAND, OR • 97219 PnONE: 503.892.5782 • EMAIL: DAVE@FIORNCE.COM HC E HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per 1.R.C. SPS= .83, R=6.5, W=weight of structure V = [1.2 Sos/(R x1.4)]W V = .109W 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= [.109 (52')(15+6+4)] = 141.7pIf > 113.5plf therefore, seismic governs. W2 = [.109 (52')(12+12+8)] + 141.7 = 323.1 plf > 245.9pIf therefore, seismic governs. W1 = [.109 (27')(12+10+6)] + 323.1 = 405.5pIf > 364.4plf therefore, seismic governs. Seismic in side to side: Wr= [.109 (34')(15+6+4)] = 92.7plf < 124.30 therefore, wind governs. W2 = [.109 (34')(12+12+8)] + 92.7 = 211.2plf < 285.3plf therefore, wind governs. W1 = [.109 (34')(12+10+6)] +211.2 = 329.8pIf < 405.2plf therefore, wind governs. @ 15' Depth Wr= (.109 (15')(15+6+4)] = 40.9plf @ 15' Depth W2 = [.109 (15')(12+12+8)] = 52.3plf Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 CAPITAL PLAZA SUITE 135 9320 SW BARBUR BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM L3 HE HORN CONSULTING ENGINEERS LLC Roof Diaphragm: Right Wall Line Back Wall Line P = (0.1417) klf x 17' = 2.4k P = (0.1243) klf x 25' = 3.1k V = P/(31.75)' = 76p1f Type A Wall V= P/(17.75)' = 175plf Type A Wall 5'Wall 17.75'Wall Mot= 3.0kft Mot = 24.9kft Mr=4.1 kft No HD Req'd Mr= 20.1 kft T= 0.3k No HD Req'd Left Wall Line P = (0.1417) klf x 17' = 2.4k Front Wall Line V = P/(28.5)' =85plf Type A Wall P = (0.1243) klf x 30' = 3.7k 10.5'Wall V= P/(15.75)' = 237pIf Type A Wall Mot = 7.1 kft 5.25' Wall Mr= 14.8kft No HD Req'd Mot= 9.9kft Mr= 2.9kft T= 1.3k Type8HD CAPITAL PLAZA SUITE 135 9320 SW BARBUR BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM G� HE HORN CONSULTING ENGINEERS LLC 2"d Floor Diaphragm: Right Wall Line Back Wall Line P = (0.1814) klf x 10.25' + 2.4k = 4.3k P = (0.161) klf x 13.5' + 3.1k = 5.3k V= P/ (45.5)' = 94p1f Type A Wall V= P/ (8.5)' = 620/[(1.25-0.125(9/4.25) 12.5'Wall =629p1f Type J Wall Mot = 10.5kft Mot = 23.7kft Mr= 14.4kft No HD Req'd Mr= 2.1 kft T= 5.1k+ 0.3k+ 0.4k= 5.8k Type 9 HD Above Interior Wall Line Type 4 HD Below P = (0.1814)(17') = 3.1k Check Sill Plate V= P/(16.5)' = 187plf Type A Wall P = (0.0927)(25')+(0.1185)(13.5') 16.5'Wall = 3.9k/ 8.5' =461p1f Mot = 27.8kft Note: No 3x Sill Req'd w/DBL A.B.'s Mr= 23.6kft No HD Req'd T= 0.3k Wall Line @ Back of Garage P = (0.161) klfx25' = 4.0k Left Wall Line V= P/ (20)' = 201 plf Type A Wall P = (0.1814) klf x 6.75' + 2.4k= 3.6k Mot = 36.2kft V = P/(34.75)' = 104plf Type A Wall Mr= 27.6kft 6' Wall T = 0.4k No HD Req'd Mot = 5.6kft Mr=3.7kft Front Wall Line T = 0.3k No HD Req'd P = (0.161) klf x 16.5' +3.7k= 6.4k 21' Wall V= P/ (8)' = 800plf Type D Wall Mot = (0.085)(18')(18')+(0.104)(21)(9) Mot = 11.2kft =47.2kft Mr= 0.8kft Mr= 30.5+20.6 = 51.1 kft No HD Req'd T= 5.2k Type 3 HD Check Sill Plate P= (0.0927)(26)+(0.0409)(4)+(0.1185)(11.25') +(0.0523)(5') =4.17k/8' = 521 /[(1.25-0.125(7/2)] = 641 plf 3x Sill Req'd (@ Garage Only) Note: No 3x Sill Req'd w/DBL A.B.'s @ House Wall CAPITAL PLAZA SUITE 135 9320 SW BARBUR BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM 4. S HORN CONSULTING ENGINEERS LLC Main Floor Diaphragm: Right Wall Line Back Wall Line P = (0.0824) klf x 17' +4.3k= 5.8k P = (0.1199) klf x 18' + 5.3k = 7.5k V = P/(50)' = 116pIf Type A Wall V= P/(34)' = 219p1f Type B Wall 27' Wall 21'Wall Mot = 9.4kft Mot = 27.6kft Mr=26.5kft Mr= 22.2kft T= 0.3k Left Wall Line P = (0.0824) klf x 17' + 2.4k= 3.8k V= P/(46)' = 83p1f Type A Wall 46' Wall Mot = 11.4kft Mr=67.1kft CAPITAL PLAZA SUITE 135 9320 SW BARBUR BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM .b. at , 1,„,ATI' t`e-) orcZ.•711d I ZM 9 sstZ 161 s.siz J .t .02 .t. i ---- car)s'tbt 1 '7evl I 1 t `'`tet — ��n�o► 't I .02 , .t ! '4'1(1 •�* s''8 1 1 siat.2 z"1 s'�Jh2 $c.11 t , Z'6 o1 1 1 t—' _ 0:tb1T\Z — \--1 1* sQ// _ 'r1 + . ii = Rill ii I Ia 01P�— , -- II 111141 II 1► - --.t_ _.___ ReesitioA wimp I "74 II1011 falai If A NINE Vii, ,KIM ,IM 5t)1 :icy — • — .N\ � \ . \ \ • — ;A 4%%444%.•;,-1,1/- O Zq. Z'6I '7 p '2 ,Oz® J47 . 95.-E 2 d2C Hd$0 S£/ -t 9 $' .t ,1h .t 54- -)-,f-viz ..14'11 I I _ZM .t .i1, .•k .1. ,11/ .t- ___,--- _ - I* b'bel t 1.,,,I. t..14,‘ b'bb VW, 'LUZ. Q•sb2 1 --_ . _ . . _ . _ . _ . - -. - - - - - - - - - - I!I'1111 !II1111i1!Il 11111111111 11111111111 ) .,,,,, .4... 0 ,q1 t 741 y 7 ' d \ raZN,211, ie4 SIM'Ian s \\\\c/N*\. Cy ,•0.._6a z 1Abf 1 f..•Q/4 S 4,a=. A-21 II t.•4z• 4 _Lc,,- , ',9c-t. 2 cos'► wow S£1 't 3jW F a R T E ' MEMBER REPORT Upper FLA HDR,HI F l PASSED 1 piece(s)4 x 8 Douglas Fir-Larch No. 2 r Overall Length:5'3" • + j ; £ Y ors s • t �� 5' a M locations are measured from the outside face of left support(or left cantilever end).All dimensions are honzontal.;Diawing is Conceptual lyr°s "« ' � system:Wall Member Reaction(lbs) 2202 @ 0 3281(1.50') Passed(67%) — 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 1590 @ 8 3/4" 3502 Passed(45%) 1.15 1.0 D+1.0 S(All Spans) Building use:Residential Moment(Ft-lbs) 2890 @ 2'71/2" 3438 Passed(84%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.053 @ 2'71/2" 0.175 Passed(1/999+) — 1.0 D+1.0 S(All Spans) Design Methodology:Aso Total Load Defl.(in) 0.081 @ 2'7 1/2' 0.262 Passed(1/781) — 1.0 D+1.0 S(All Spans) •Deflection arteria:LL(1./360)and TL(1/240). •Top Edge Bracing(LuY:Top compression edge must be braced at 5'3"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge mut be braced at 5 3"o/c unless detailed otherwise. •Applicable calculations are based on NDS. scru '-s 1-Trimmer-OF 1.50" 1.50" 1.50' 745 1457 2202 None 2-Trimmer er-DF 1.50" 130' 1S0' 745 1457 2202 None —177 h q� 0-Ser Weight(PI.F) 0to5'3° N/A 6.4 1-Uniform(PSF) O to 5'3" 18'6" 15.0 30.0 Roof - T SUSTAINABLE FORESTRY INMATNE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expnessly disdalms any other warranties related to the 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,bulkier or framer is responsible to assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Bloddng Panels and Squash Blocks)are not designed by this software.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,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.corn/woodproduds/doasnent-library. The product appication,input design bads,dimensions and support information have been provided by Forte Software Operator • Forte Software Operator Job.Notes 10/31/2017 10:02:52 AM Leo Yu Forte v5.3,Design Engine:V7.0.0.5 HCE (503 REDWOOD 2557A.4te L. `_._ `__� Page 2 of 16 O F 0 R T E+ MEMBER REPORT Main FLR_HDR,,H2 c PASSED 1 piece(s)5 1/2"x 12" 24F-V4 DF Giulam r 2SE Overt Length:16'9" • 0 + W 3" 0 AN locations are mearased from the outside face of left support(or left cantilever end).Ail dimensions are hortzont al.;Drawing Is Conceptual .. . SysOem:Walt Member Reaction(lbs) 4717 0 1 1/2" 10725(3.00') Passed(44%) — 1.0 D+0.75 I.+0.75 S(All Spans) Member Type:Header Shear(lbs) 410101'3" 11660 Passed(35%) 1.00. 1.0 0+1.0 L(AO Spans) Building the:Residential Pos Moment(Ft-lbs) 13969 O 3'8" 26400 Passed(53%) 1.00 1.0 D+1.0 L(AB Spans) Building Code:18C 2015 Live load Deb.(In) 0.190 fp 7'71/8" 0.550 _Passed(1./999+) — 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total toad Deft.(In) 0.414 0 7'611/16" 0.550 Passed(L/478) — 1.0 D+0.75 L+0.75 S(All Spans) •Dellectlon creeds:U.(1./360)and TI.(11360). •Top Edge Bradng(Lu):Tbp canp.esalon edge must be brazed at 16'9"o/c unless detailed otherwise. •Bataan Edge Bradnng(tu):Bottom ocmpre olon edge must be braced at 16'9"o c unless detailed otherwise. •Qitkai pce8Bve momerit adjusted by a volume fad=of L00 that was calculated using length L=16'6'. •The eabcta of partite or negative amber have not been amounted for when alahtlng deflection. •The apedlled glulam la manned to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Amiable alo4Mlors ars based an NOS. , 1-'Dinner-DF 3.00" 3.01? 150" 2638 1765 1006 5409 None 2-Trimer-DF 3.00" 3.00" 1.50" 861 807 228 1896 Nene 0-Set Weight(PLF) 0 to 16'9' WA 16.0 I-Uniform(PuF) 0 to 3'r 3' 15.0 - 30.0 Roof 2•Uniform(P8F) 0 to 3'8' 9' 12.0 - - Wail ABV. 3-Uniform(PSI) 0 to 16'9" 1'4" 15.0 40.0 - PLR 4-Poke( ) 3'r N/A 2335 1679 904 Weierhasueer warrants that the sQhtg of ICs croducts we be in azmrdena with Weyerhae ser product design aft is and pcd,l&wd design values. Weyerhaeuser 8qr sdy ddadakr a any other warranties related to the soflwNe.Use of this software is not Intended to dicumvent the need for a design professional as debennkad by the seaway haft Nagaoka.The designer of record,bulkier or framer is responsible to assure that this alatlaon is compatible with the overall prOact.Accessories(Rim Baud,Blocking Panels and Squash Buda)are not designed by this software.Products manufactured at Weyerhaeuser fadNtles are third-party artlaed to sustainable foresty standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-I153 and produtt Yherahre and kstaArton details refer to www«iveyerhatested eirsea•.cc arrant code evaluation reports,Weyerhaeuser The product application,input design bads,dimensions and support bAonnation have been provided by Forte Software Operator Forte Bdllrars.Qpatatior'. .:',."..1A `Join incise.:.. Leo Yu 10/31/2017 10:02:52 AM Hue Forte v5.3,Design Engine:V7.0.0.5 (603)892-5782REDWOOD 2557A.4te leoehornce.cam Page 3 of 16 F 0 R T E s MEMBER REPORT Main FLR_HDR,H3 F3 PASSED 1 plece(s)6 x 10 Douglas Fir-Larch No. 1 Overall Length:8'6' 0 0 I X x 0 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are h ortzontaL;Drawing is Conceptual Member (3• Reaction •- 4707 011X 10313 00" Passed 46%) a 1.0 D+0.75 L+0.75 S Ail Spans Member Type:Header Shear lbs 3553 01'1/2" 6810 Passed 52% ®bfrl"I3rl►i y>irarl.YYoL-,err' Budding the:Residential lee.u::i(ssJ.3illi.111 942204'3" 10703 L.;,-.j(:D'® 1.0 0+0.75 L+0.75 5 All Building Cale:IBC 2015 Live Load Ddb. 0.113 0 4'3" 0.275 Passed L/879 01111�7�Z3.�i 7 .(.E.T'-' Design Methodology:ASD Total Load Den. In 0.20404'3" 0.275IJ '.Iy ;L1101.00+0.75L+0.755 All •. -•Deflection areas U.0/360)and TL(11360). •Top Edge Bracing(Lu):Top compression edge must be braced at 8'6'o/c unless detailed otherwise. •bottom Edge Bradng(Lu):Bottum compression edge must be braced at 8'6"o%unless detailed otherwise. •Applicable aladatione are based on NOS l 1-Trimmer-DF 3.00' 3.00" L50' 2109 1105 2359 5573 None 2-Trimmer-DF 3.00" 3.00' 1.50' 2109 1105 2359 5573 None 0-8af Weight(PLF) 0 to 8'6' N/A 13.2 --- 1-UrWm(PSF) 0to8'6' 18'6' 15.0 - 30.0 Roof 2-Unromr(PSF) 0 to 8'6" 9' 12.0 - - Wall ABV. 3-Odors(PSF) 0 to 8'6' 6'6' 15.0 40.0 a FIR _ ,_-._. ...._-�. .- `' -.^. (�)4JSL4rNABLEPORESfR1•WrnATiVE Weyerhaeuser warrants that the sting of Its products wig be M aocarden a with Weyerhaeuser product design criteria and published design values. Weyerhaeuser eras*dIsannts any other wreaths related to the software.Use d this se tware Is not intended to circumvent the need nor a design pror'bsannel as deb:maned by the audiorty haring jurbdcoon.The designer d record,bugler or framer is respond*to risen that this aladation is cornpetbkr with the overall pt. (Rim Board,8loddng Panels and Squash Blocks)are net designed by this sdtwee.Products manufactured at me third-party certified to sustabable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technics!reports ESR-1153 and ESR-1367 and/or tested in aomrdsroe with product literature and installation dsatb refer to wenv.iveyetheareer.com/woodproducts/doarnent-ilbrary.ASTM standards.For current code evaluation reports,Weyefnagrse .cart/woodpnodutts/doaasuerd-lgxary. The product appWaelon,Input design loads,dimensions and support Information have been provided by Forte Software Operator • ( F°61 Lao Yu ' 10/31/2017 10:02:52 AM Forte v5.3,Design Engine:V7.0.0.5 HOE (503)892-5782REDWOOD 2557A.4te leoehomce.com L, _ Page 4of16 ... FORTE* MEMBER REPORT Main FLR_HDR,H4 F4 PASSED 1 piece(s)4 x 8 Douglas Fir-Larch No. 2 Overall Length:4'3" + IIIIIIIIIIIIIIIIr + o o _ - • 4' It It CI gl All locations are measured from the outside face of left support(or left cantilever end).All dimensions are hatontal.;Drawing Is Conceptual Member Reaction(bs) 2698 0 0 3281(1.50") Passed(82%) — 1.01)+0.75 L+0.75 S(All Spans) Member Type:Header Shear(lbs) 1772 08 3/4" 3502 Passed(51%) 1.15 1.0 D+0.75 L+0.75£(M Spans) Building Use:Reside** Moment(R-lbs) 2866 0 2'11/2" .. 3438 Passed(83%) 1.15 1.01)+0.75 L+0.75 S(M Spans) Building Code:IBC 2015 Uve Load Dan.(In) , 0.030 0 2'1 1/2" 0.142 Passed(1/999+) — 1.01)+0.75 L+0.75$(AO Spans) Design Methodology:ASD Total Load Defl.(in) 0.052 0 2'1 1/2" 0.142 Passed(L/973) — 1.0 D+0.75 L+0.75 S(Ail Spans) •oenection chefs:U.(1/360)end 77.(1/350). •Top Edge Bracing(Lu):Top compassion edge mug be braced at 4'3"o/c unlees detailed otherwise. •Bottom Edge Bracing(le):Bottom compression edge must be traced at 4'3**Meta detailed edleredae* •Applicable calculations are based on NDS. . . . .. .,..,.. , .. . ... . . . , . . . .. . --- •-•• •. . , - - - 1-Trimmsr-DF LS? 1.50" 1.50' 1160 871 1179 3210 None 2-Trimmer.OF 1.50' 1.50' 1.50' 1160 871 1179 3210 None . . .. 0-fiett Weight(PLF) 0 to 4 3" N/A 6.4 1.Uniform(PliF) 0 to 4'3" 18'6' 15.0 - 30.0 Roof 2.Uniform(PI3F) 0 to 4'3" 9. 12.0 - - Wail AIM 3-Uniform(%F) 0 to 4'r 10'3' 15.0 40.0 - RR WeYerbeeueer warrants that the sWng of its products will be In accordance with Weywhaeuser product&sir criteria and pubashed design values. Weyerhaeuser exixesgy dlecialms any otter warranties related to the software.Use of this softeare Is not Wended to drcumvent the need for a design professional as debenntied by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this orlcuiaticit is congeal*vdth the am*project.Accawories(Rim Board,Mooing Paneh and Squash Soda)are not designed by this software.Prods:Is manufactured at Weyateeuser Wilda are third-party certified to sustainable forestry standards.Weyerhaeuser Engineers:I Lumber Products have been evaluated by Mc ES under tedatIcel reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards.For current code iwwkation resists,Weyerhaeuser product literature end instaligion details refer to www.weyerliaeuser.condwoodorodisets/dosanent4lbfarY- The product appicatiort,input design loads,dimensions and support information have been provided by Fate Software operator 10/31/2017 10:02:52 AM ' 1 Leo Yu Forte v5.3,Design Engine:V7.0.0.5 I l HCE REDWOOD 2557A.4te (503)892-5762 1 leogjhomce.com Page 5 of 16 ,....... r U K T E MEMBER REPORT Mein F R, HDR,H5 F5 PASSED i plece(s) 6 x 10 Douglas Fir-Larch No. 1 Overall Length:6'6' +0 + 0 y 9 4' a AlEl locations am measured from the outside face of left support(or left cantilever end).Ail dimensions are horfmntaL;Dravring is Conceptual System:Wee Member Reaction bs 38460 1 1 2 10313 3.00° R' ii._.rc(w'iel 1.0 D+1.0 L Al •.its Member Type:Header Shear 2613 O 1'1J2" 5922 Passed 44% 1.00 1.0 D+1.0 L All -4•-ns 9uNd4�g Use:Residents ay:u.uili�il'jIIIIIIIIIII 5778@Y3" 9307 47-7-r-7; ( ' 1.00 1.0 D+1.0 L Al •-ns Building Code:IHC 2015 Live Load DEC : 0.052 0 3'3' 0.208 Passed LJ999+ a 1.0 D+1.0 L All Spans Design Total Load Dell. 0.072 0 3'r 0.208 ■ A� •Detection ate*it(1/360)and Ti.0./360). «� �n 1.0 D+1.0 L AN ••ns •Top Edge Bradtg(Lu):Top compression edge must be braced at 6'6"o/c unless debited otherwise •Bottom Edge Bredng NO:Sottisen compression edge newt be braced at 6'6'o/c unless detailed otherwise, •Applkable calculations are based on NDE. 1-Trimmer-OF •_._ 3.07 3.00' 1.50" 1083 2763 3846 None ---Trimmer2-Trimmer-OF 3.00' 3.00" 1.50" 1083 2763 3846 None 0-Ser Weight(PLF) 0 to 6'6' N/A 13.2 1-tlrlfarrn(PLF) 0 to 6'6" N/A 320.0 850.0 Ft.R Weyerhaeuser warrants that the sizing db Products we be kr a000rdance withanpublished design yokes. - • Y SUSTA/NABLE FORESTRY MAUVE 'Weyerhaeuser awe*disclaims any other awr ti related to the softnere.Useof software is not Intended to drwnventthe need for design Y ocompatible de hiving by the aut os ty )rabdWorr.The designer of record,builder or framer is responsisle to assure that this cami.t on is the weal projett.Acme:eta(Rem Board,8foddrg Panes and Squash Blocks)are not designed by this saibares Products manufe:t asd at Weyerhaeuser fames we tl*d-party certified to antainabie forestry standards.Weyerhaeuser Engineered Lumber Prcducts have been evahrmed by IOC ES under technical reports ESR-11S3 and 1387 and/or tasted in aominiance with applicable ASTM standards.For arrant code evaluation reports,Weyerhaeuser product literature and bsbiarker denies refer to iwnvaveyerhaerner.com/woodpnaducts/document-library. Tlw product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator 10/31/2017 10:02:52 AM e _� 1td1>;IffoMa LAO Yu Forte v5.3,Design Engine:W.0.0.5 HCEREDWOOD 2557A.4te (503)892-5782 aochwrrce.com -- Page 6 of 16 iiiirVil 1 C rrcr•rocn ewwrVKi marr_rL tAM,131 FG PASSED 1 plteoe(s)31/2"x 16"BIG BEAM VV Overall Length 13' o + _ IIIIIIIIIIIIIII0 •1. 4 12 6' All locations are measured from the outside face of left support(or left cantilever end).Ail dimensions are horfzrintal.;Drawing is Conceptual Member Reaction(lbs) 1912 01 1/2" 6563(3.00") Passed(29%) 1.0 D+0.75 I.+0.75 S(All Spans) Member Type:Rush Beam Shear(lbs) 1446 01'7" 11377 Passed(1.3%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building use:Residential Poe Moment(Ft-the) 5976 0 6'6" 34347 Passed(17%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building code:IBC 2015 live Load Dell,(n) 0.030 0 6'6" 0.319 Passed(L1999+) — 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:A SD Total Load Deft.On) 0.0810 6'6" 0.425 Passed(1/999+) — 1.0 D+0.75 L+0.75 S(All Spans) •Dell lion criteria:LL(1/480)and TL(1/360). •Top Edge Bracing(Lu):Top cu pression edge must be braced at 13'o/c caress detailed otherwise. •Bottom Edge Bracing(la):Bottom compression edge mast be braced at 13'o/c Caress detailed of henvise. •Oscal poetfira moment bijustad by a volume tactor of 1.00 that was okufated using length 1 s 12'9'. •The effects of positive or negative have not been adroonted for when caiculatlng deflection. •The specified gluten is assumed to have as strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable eale0atlona am bred on NOS. 1-Stud wail-OF 3A0" 3.00' 150" 1213 347 585 2145 Bkxdckrg 2-Colasm-DF 3.00' 3.00" 1.50" 1213 347 585 2145 None •Bloddrg Panes are assumed to darty no loads applied directly above then and the full load is applied to the member being designed. 0-See Weight(PLF) 0to13' N/A 13.6 __, — 1-Uniform(P8F) 0 to 13'(Top) 3' 15.0 - 30.0 Roof 2-Uniform(PSF) 0 to 13'(Top) 9' 12.0 - - Wall ABV. 3-Uniform(P8F) 0 to 13'(Front) 1'4" 15.0 40.0 - F R .•` [=S)Sl15TAWABtE FC4ESTRY WtTWTNE Weyerhaeuser warrants that the Acing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhneueer expressly dbdabrra any other sonorities related to the software.Use of this software Is not Intended to circumvent the need for a design cceriPatthe�determined authority by he ahaving jurisdiction.The designer of record,builder cc framer a responsible to assure that this abraders the overall Pmt Accessories(Ran Board,Bb[bng Panels and Squash Blocks)are not designed by this snrbvare.Products manufactured at Weyer oar tar reports ESR-11.53 amend ESRifed7to A � wstandards. Engineered Lumber Products have been evaluated by ICC Es prod ct Ibrahim and Installation details roller to wvewmw yertaeus th apPBcabie ASTM standards-For current code evak+atlorh resorts,Weyerfiaaaer .mrth/vwodaodhrcls/doaarrchrt-dbrary. The prods application,Input design loads,dimensions and support infomnetion have been provided by Forte Software Opener • • Farr Sottyran Opuirawloir , ..a . ... . •.H. ..4Pt Nota '. 10/31/2017 10:02:52 AM Leo Yu HCE Forte v5.3,Design Engine:V7.0.0,5 REDWOOD 2557A.4te ___ Page 7 of 16 iO F Q R T E r MEMBER REPORT Mala FLR BM,132 F7 PASSED 1 plece(s) 31/2"x 16"BIG BEAM (( Overall Length:9' o + 1111111111111111111[- o ,.: a NI locations are measured from the outside face of left support(or left cantilever end).All dimensions we hoilaontnl.;Drawing Is Conceptual 12=1==10511111I 4985 011/2 . t i r ,��-..:.M 'llell 1.01)+0.75 L+0.75 S All ._ Member Type:Rush Beam Shear 323101 7" 11377 Passed 28% ® 1.0 D+0.75 L+0.75 5 All aa.:ar..uL:ttsli�'�3' 10603 0 4'6" - � Bu�9 use:Residential Passed 31% ®irwi >t tiza.�•*�_' Building code:IBC 2015 Live Load Dell. 0.037 0 4'6" 0.219 -. trk'r'r]�'ii i0kmutagsnat(;jE�r�-)' Design Methodology:iso Total Load Deft. , 0.068 0 4'6" 0.292 Passed 1./999+ 1111 L r e+r. +0. •Deflection alert:LI.(11480)and T1.(J360).• 4.1=1.11 Top Edge Bradng(Lu):Top compression edge must be braced at 9'olc ursless detailed othwwise. •Bottom Edge Brading(Lu):Bottom compression edge must be braced at 9'o/c unless detailed athrwise. •Critical positive moment agitated by a vokima fader of 1.00 that was calculated using length L a 8'9". •The directs d positive or negative camber have not been a daunted for when calculating deflection. •The specified ghdam is assumed to have Its strong larnimtlons at the bottom of the beam.Instal with proper side up as indicated by the manufacturer. •Applicable celluurefbna we based on NOS. 2-Stud vwa9-OF 3.00" 3.00' 2.78" 2235 1170 2498 5903 glloudtkng 2-Glenn-DF 3.00' 3.00' 2.19' 2235 1170 24% 5903 None • Sig Panels are assumed to tarty no loads applied directly above them and the full load Is applied to the member being designed. 0-SeCVWight(PLF) 0 to 9' WA 13.6 1-()nib=(P ) 0to9'(fop) 18'6" 15.0 - 30.0 Roof 2-thttarrn(PSF) 0 to 9'(Top) 9' 12.0 - - Wel ABV. 3-LkiWam(PSF) 0 to 9'(Bach) 6'6" 15.0 40.0 - FLR Weyerhaeu s r warrants that theaozarc . :_. SUSTAINABLE FORESTRY lNrT1ATIYE roduct dodo albino and puteished design values. as Weyerhaeuser egrearly disclaims any other vvanartlee related to the software.Use software notsIntended to drcurnvent the need tion a design prcl compete Itheaget by the authority having Resection.The designer of record,builder or framer a responsible to assure that this calapatlon is Weyerhaeuser f overall e are third-party to Panels and Squash Mody standards. aeuse4)are not designed by the sas have products manufactured at under tedmical reports FSR-1153 and 1387 and/or tested among v er�tandad .Forrer Products been reports, e ICC B product aberabre and Installation delete refer to waiw.weyerhaasag•�d cvssrlt code evaluation teporty IAkyrteeuar The Product appnoatlon,input design loads,dknerteiors and support lnkcmatlon have been provided by Forts Soigne Operator • Forte So4>rva ::ck tf*':.. : i'i'a a Leo Yu • • 10/31/2017 10:02:52 AM Hoe Forte v5.3,Design Engine:V7.0.0.5 (503)892-5782 leoahomce cath REDWOOD 2557A.4te Page 8 of 16 • y ■. ■ ..--' -,.u_unit w F8 PA's"1 pleoe(s)31 j3"X 16" BIG BEAM Overall Length:9'6" 0 + ,r 9' 0 Ni locations are measued from the outside fax of left support(or left cantilever end).Ml.dimensions are Nortzor l.; _ - Drawing is conceptual Sri :Roos Member _.. h : n�6�r� 6563 3.00 Passed 21% ��Reaction �- a1.0 D+0.75 I.+0.75 S • •--) Member Type:Rush Beam 1111.11111111111 931 f 1 7" 11377 -T_--.; f•.Yid'® rl►7E3r1,i.l lEsr7r�.rl :. iril Stiling Use:Residential C2=2F271111111 3146 0 4'9" 34347 1�. _.rte'® 1.0 0+0.75 L+0.75 S All Spans Budding Code:IBC 2015 Live Load Dail. 0.008 0 4'9" 0.231 ommnisi 1.1 s +O. +0. G'IE=' Design Methodology:ASD Total Load Def. 0.0230 4'9" 0.308 r••= •Deffectbn atria:LL(L/480)and TI.(1360} ` �0 1.0 D+0.75 L+0.75 S Ni .. . •Top Edge Bracing(Lu):Top compre non 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 wdess detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was uiaiated using length L.9'3'. •The effects of partitive or negative camber have not been aancmted for when calculating deflection. •The specified*len is aswmed to have its stung lamination at the bottom of the beam.Install with proper side up as indicated by the menu er. •Applicable calculations are bared on NOS. 1-Stud wap-DP .. .. :.... 3.00' 3.00" 1.93" 886 253 886 253 428 2-Column-DF 3.00' 3.00" 1.50' 886 253 428 1567 None •Blodd g Panels am assured to carry no loads applied directly above them and the full bad is wiled to the member being designed. 0'Self Waicht(PLF) 0to9'6" 13.6 �- 1-Unnom(P8?) 0 to 9'6'(Top) 15.0 30,0 Roof 2-UnBomt(PSF) 0 to 9'6"(Top) 9' 12.0 Wall ABV. 3-Uniform(PSF) 0 to 9'6"(Front) 1'4' 15.0 40.0 RR Weyeriwdaer warrents that the sizing of liar products wit be In aooadance with ._: Y SUSTANJpBLE FDRESTRY a rnA11VE Weyerhaeuser pmfessionel as determined m pressly disdains any other twenties related to the software Use of not intended to the a and puttished need for a design Y with by the authority having mon.The designer or record,bulider or framer is responsible to assure that this calculation is =Pot le Weyerhaeuser facilities[Wall are tiled-party certified to sustainable forestry standards( Panels and Squash Boris)are not designed by this cis have been evaluated manufactured by ICC at under Metrical reports 831t-1153 and ESR-1387 and/or testa accordance W Products been reports, ICC ES product literature and Mstalatlon details refer to www.waye ttaeteer. aPplfcubla ASTM Rarary. s Par arrest code ewekfatlan reports,Weyerhaeuser �Vvroodpmduas/dacurhrnt-Ibrary. The product application, design loads,dimensions and support information have been provided by Porte Software Operator ' Fothi.808iAlie Ofi aEor. ,. t.. •..deh.Na u .. , 10131/2017 10:02:52AM Leo Yu " I Here Forte v5.3,Design Engine:W.0.0.5 (503)882-5782 ieoigthomce.com REDWOOD 2557A.4te Page 9 of 16 Mil a V 111 III G --.____ "•" arae, r1_/[ rsM,t.4 PASSED 1 piece(s)3 1/2"x 16" BIG BEAM F9 Overall Length:13'6" o o gM # j ^~e� *^Sit"' "lk ' f'L.�a Js r*s "'g:. ":t�� of '�4 �'. .t4/14;.(14'''A'44,',. _ �.ka" :? w `naFv' i', a"`, 13' - C All locations are measured from the outside face of left support(or left cantilever en d).Ai1 dimensions are horizontal.;Drawing Is Conceptual Member Reaction(Ips) 1912 @ 3" 3413(150") Passed(56%) — 1.01)+0.75 L+0.75 S(AllSpans) a .. Member:Typeper Shear Otis) 1520 CO 1'7" 11377 Sports) :tush Beam She Moment) (R-lbs) Passed(13%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential 6213 r 6'6" 34347 Passed(18%) 1.15 1.0 D+0.75 L+0.75 5(All Live Load Deft.(in) 0.032 @ 6'9" 0.325 Passed ( Spans) Building code:IBC :AS Total Load Deft. n) 0.088 @ 6'9" 0.433 (L/999+) — 1.0 D+0.75 L+0.75 5(Ali Spans) Design Methodology 0 • Passed(1/999+) — 11.0 D+0.75 L+0.75 S(All Spans) Deflection ahold:LL(1/480)and 11(1/360). 'Top Edge Bracing(W):Top compression edge must be braced at 13'o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 13'o%unless deruled ot erwise- 'Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length l...-13'. •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 indicates)by the manufacturer. •Applicable calarLations are based on NDS. ,-7.-.,---.7:7- 7 Manger on 16'OF beam 3.00" Hanger* 1.50' 1256 360 608 w 3.00' Hanger.2-Hanger on 16'DF beam 2224 See note 1.50' 1256 360 608 2224 See rate' •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. i-Face Mount Hanger .�.....f ..�._.:1- �..--=..--..-1..- --,,,---;..": --''c'"'.,`.."'_"'°_ 2.50' N/A 16-10d x 1-1/2 LL� 2-10d x 1-1/2 2-Face Mount Hanger 2.50" N/A 16.10d x 1-i/2 2-10d x 1-1/2 0 Self VYaght(PLP) 3'to13 3" N/A ..._ 13.6 1-Uniform(PSF) 0 to 13'6'(rop) 3' 15.0 - 30.0 Roof 2-Uniform(PSF) 0 to 13'6'(fop) 9' 12.0 3-Uniform(PSF) 0 to 13'6"(Front) p 15 4" - Wall ABV. .0 40.0 FIR ..__...�... _.. .... '�'' m .-.;� r�<.. -r Z `'i4.;gym yY L4 . �'1 1„�,F ��.�v ti ,� � * %�� Weyerhaeuser warrants that the string of Its car , .. er sand la rs d de ? .` ILS susT.vr FCeESTRY m IT reVE Weyerhaeuser�' y disclaims any other will be in acelated to cordance so oar with Weyerhaeuser product design intended 1a and Iwb design values ll professional as determinedby the authority having jurisdiction.The software.r of Use record, of builder or this software m not W circumvent t the need for a design Wfacilities the overall project Accessories are (Rim Board,Bloddng Panels and Squash Biods)are framer s responsible ytos thatthisProducts mis Wrier third-party certified to sustainable forestry standards.W this software.been evaluated manufactured at be dmical reports 6R-1153 and ESR-1387 and/or tested in accordance with applicableEngineeredaFor been evalort, ICC 6 Product literature and installation moils refer to www, ASTM standards. current ode evaluation Weyerhaeuser weYerhaetser.rDrcywoodpr odu<Wdoarment-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator �iPb.Mobrt Leo Yu 10/31/2017 10:02:52 AM Hee Forte v5.3, Design Engine:V7.0.0.5 (503)892-5782 eo@homce.am REDWOOD 2557A.4te __ Page 10 of 16 per r V R ' G .�. ...rvnI lYNIUI rLrt CSM,MOO PASSED 1 piece(s)3 1/2"x 16"BIG BEAM OMEN Length:9'8112 0 0 9. C All locations are measured from the outside face of left support(or left cantilever end).All dimensions are haizontai.;Drawing is Conceptual Member Reaction(lbs) 3241 r(s 9'T 6825(3.00") Passed(47%) 1.0 D+0.75 L+0.75$(All Spans) Member Type:Mush Beam Shear(Ibs) 2160 01'91/2" 11377 Passed(19%) 1.15 1.0 0+0.75 L+0.75 S(All Spans) Building use:Residential Pos Moment(R-lbs) 7297 0 4'111/2* 34347 Passed(21%) 1.15 1.0 0+0.751.+0.75 5(IW Spans) Building Code:1BC 2015 Live Load Dell,On) 0.027 0 4'11 1/2" 0.231 Passed(1/999+) — 1.0 D+0.75 L+0.75 S(An Spans) Design Methodology:ASD Total Load Dell.(in) 0.052 0 4'111/2" 0.308 Passed(L/999+) — 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:U.(1/480)and TL(L/360). •Top Edge crating(Lu):Top compression edge must be braced at 9'9"o/c unless detailed otherwfae. •Bottom Edge Bracing(tui:Bottom compression edge must be braced at 9'9'o/c unless detailed otherwise. •Critical positive moment adjusted by a vnksne factor of 1.00 that was caudated using length I.m 9'3". •The affects of path*or negative amber have not been accounted for when calculating defection. •The sperdled gkdarn is assumed to have its slag laminations at the bottom of the beam.Install with proper side up as Indicated by the manufacturer. •Mplleable calculations are based on Nob. 1-Stud wall-CF 5.50' 5.50' 1.55" 1644 942 1376 3962 Blodcmg 2-r7,lurm-OF 3.00" 3.00' 1.50" 1575 903 1318 3796 None •Moddg Panels are assumed to any no loads applied directly above them and the full load Is applied to the member being designed. 0-fief Weight(PLF) 0to781/2' N/A 13.6 1-Uniform(PPP) 0 to 7 81/2"(Top) 7 3" 15.0 • 30.0 Roof 2-Uniform(PSF) 0 to 9411/r(Top) 9' 12.0 - - Wall ABV. oto vs 3•Uniform(ASF) r:.. 4'9" 15.0 40.0 RR .:. 1 .. SUSTA{PWBLE Fi7RBiKY WfiATIVE 1Neyetaeuser warrants that the string of Its products we be in accordance with Weyerhaeuser product design criteria and publshed design values. Weyerhaeuser expressly disclaims any other warrardhes rotated to the software.Use of this sofbvare Is not ktended to droanvent the need for a design ptoAwtonel es detsm*ied by the aWtorlty laving Jurisdiction.The designer of record,builder or framer Is responsible to assure that this calculation is compatible wett the meal pedea.Accessories(Rim Board,Blocking Panels and Squash Blocks)we not designed by this software.Products mw-a4Ia tured at Weyerhaeuser facilities are third-party attired to sustainable forestry standards. under tenurial reports Ese 1 ESR-1387 and/or tested aaadrpe with appp Lumber Products have been evaluated by ICC ES product itratae and Installation details refer to www.weryerhneuse•. ASTM standmas For aurerht code evaluation reporter Weyerhaatser The Product application,Incut design bads,dknersbns and support Information have been provided by Forte Software Operator Forte Satwre ...,; •• r:,. ..: ,rot tee , . .. 10/31/2017 10:02:52 AM LHCE eo u Forte v5.3,Design Engine;V7.0.0,5 (W3)892-5782 REDWOOD 2557A.4te Ieoehornce.eom Page 11 of 16 r Vim it n•acrlDGK KCI+UKT Main FLR BM,Be F 11 PASSED 1 pieces)3 1/2"x 16" BIG BEAM Overall Length:4' • o + 0 1 T 0 All locations are measured from the outside face of left support(or left cantilever end).Ail dimensions are horiaontal.;Drawkig Is Conceptual Member Reaction(lbs) 4273 0 2'9 1/4k 1.2031(5.50') Passed(36%) 1.0 0+0.751+0.75 S(NI Spans) Member Type:Plush Beam Shear(lbs) 1487 0 4' 11377 Passed(13%) 1.15 1.0 0+0.75 L+0.75 S(Alt Spans) Bulking Use:Residential Pos Moment(Ft-lbs) 0 0 N/A N/A Passed(N/A) — N/A Building Nag Moment(Ribs) -2795 0 2 �l (All_Spans) Design Methodology 6 4 26476 Passed 11%) 1.15_1.0 D+0.75 L+0.75 SConk'log 2015:ASO Passed Live Load Deg.(In) 0.0010 4' 0.200 { /999+) -- 1.0 D+0.75 L+0.75 S(Alt Spans) Total Load Den.(In) 0.003 0 4' 0.200 Passed — 1.0 D+0.75 L+0.75 S(Alt Spans) (21/999+) •Deflection ciboria:U.(1/480)and Ti.(OM. •overhang detection criteria:LL(0.2")and T1.(0%). •Top Edge Ikadrg(Lu):Top compreadon edge mint be braced at 3'9"o/c unless detailed otlwrvdee. •Bottom Edge Bracing(Lu):Bottom compress on edge must be braced at 3'9"o/c unless deluged otlxnvise. •Cham negative moment adjusted bye vohrae factor el 1.00 that vena calculated using length L.•3'9". •-782 ins upOR at support 0".Strapping or other restraakt may be required. •The effect of positive or'woe camber have not been accounted for when calculating deflection. •The specified attain is assumed to have its strong laminations at the bottom of the beam.install with proper side up as indicated by the manufacturer. •Amicable nfadeeons are based on NDS. 1-Wenger on i6"DF beam 3.00' Hangers 1.50' -413 619/--196 -296 619/-905 See note= 2-Std wag-DF 5.50' 5.50" 1.95" 2335 1679 904 9918 Blocking •Blocking Panels are agitated to carry no loads applied directly above them and the full bed is applied to the member being designed. •At hanger supports,the Torii Bearing dimension Is equal to the width of the material that is supporting the hanger •s Sae Corrector grid below for additional kNonnatbn and/or requirements. 1-Face Mount Hanger .-:6d . 1/2:I_., Fg154u 2.00' N/A 10-16d x 3 10.16d x 3-1/2 Doublel 0-Ser Weight(PLF) r to 4' N/A 13.6 t-Uniform(P8F) 0 to 4'(Front) 10'3" 15.0 40.0 - — 2-Point(lb) 4'(Front) N/A 1256 360 609 . ._ _ ....:'. 7 SUSTAtNA81E FORESTRY INITIATIVE us Weyerhaeer warrants that then _•' 7YY product design criterla and pubished design values. Weyerhaeuser determined y disdains any other warrantee related to the software.Use ofaccordance with sofwoenods intended to dnaanment the need for a design oomprofessional ssio a las the by the authority having .The designer of record,bulbar or framer is responsible to assure that this calculation is comtinfiaeuw with t o are pr rear.Accessories certified(Rim Board,Blodd>g Panels and Squash moths)are not designed by this software.Products manufactured at Engineered Products have been evaluated under technical reports ESR-1153 and ESR-1387 and/or tested aagdarte with applicableASTM sta standards.Fear current code evaluation j,y� product gtelatae and keaallatlon details refer to www.weyenhaeusx tom/wcodProducWdocrne t-gt cry. The Predict appMa on,Input design bads,dimensions and support information have been provided by Forte Software operator Fora °!l !V!= +tor. fa:+ { Leo Yu �/ 10/31/2017 10:02:52 AM HCE Forte v5.3,Design Engine:W.0.0.5 (503)892.5782 REDWOOD 2557A.4te Iso2homce.com Page 12 of 16 nisi• •• 111• it NMI 1 plece(S)31/2"x 16" BIG BEAM F 12 PASSED Overall Length:21' 0 - ,f. 20'1" 0 M locations are measured from the outside face of left support(or left cantilever end)All dimensions are horizontal.;Drawing Is Conceptual : -: _ Sy+cLern:Roar Member Medial 1067 0 4 12031 5.50 k 49%'1011 1.. •+1.8 L •�",.]e_ Member type:Flush Beam MTMIIIIIIIIIIIIIIII 91101'9 1/2" 9893 Lv..1_:.rt}llill 1.00 1.0 D+1.0 L MI Spans 1] Boding use:Residential Pos Moment Ft-lbs 50410 9'10 3 4" 29667 Passed 17%' Moment(+s'st s'3� -1415 0 5'6" 26476 Passed 5% 1.00 ., e +1.r CI G1ali TG�E"�.:�L3IO� DesignBulldoCode:IBC 2015 ® >El � r:asp Live Load Ddl. • 0.156 0 10'5/8' 0.508 Passed(L/999+ a r e r l n510' Total Load Dell. . 0.176 010'4 3/8" 0.678 li:-,'_.r(i/ 11101 1,0 D+1.0 L MI . 1] •Deflection criteria:LL(1/480)and TL(1/360). •Top Edge Bracing(lu):Top oompmslon edge must be braced at 21'o/c unless detailed otherwise. •Bottom Edge Bradttp(Lu):Bottom compressbn edge must be braced at 21'o/c unless detailed otherwise. •Crlttu[pogtive moment adjusbed by a volume factor of L00 that was calculated using length 1:20'4'. •ORvui n■gethe moment adjuaeed by a volume factor of 1.00 that was calculated using length L-10'8 5/8". •The effects of positive or negative camber have not been accounted for when calalatkg deflection. •The spelled glularn Is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as Indicated by the mnanufacixer. •Applicable calculations**based on 1D6. • 1-Stud nal-DF _.'... ... 5.50" 5.50' 1.50" 45 1022 -221 1067/-221 8loddrg 2-Stud wall-DF 5.50' 5.50" 1.50" 248 717 -75 965/-75•Bbddrp Panels are awned to9 �no bark applied dledly overs them and the full load is app8ed to the member lx[ng designed. 0-Self Weight(PtF) 0 to 21' ' N/A 13.6 —_— 1-ihwam(P8F) 0 to 21'(Front) 1'4" 15.0 40.0 - RR 2-Pont(b) 5'6'(Front) N/A -413 619/-196 -296 SUSTAINABLE FORESTRY INmATivE Weyerhag■er warranter that the _emressly sting of Its products caul be to accordance with Weyerhaeuser product design atterta and published design values. professions(yerhaueras d ems any the �warrandes related to the software.Use of this software is not Intended to dm:ssvrnt the need for a design with the minedoverall authority�g jurisdiction.The designer of record,builder or framer b responsible to assure that this calculation is facilities am third-party Accessories Panda and S4�Blocks)are notmstutadwee at under reports1153 and ESR-1387 and/or testy acx roar withy Lruorem thiscude have evaluatedby IOC e product literature and Instalation detals refer to wv�nv w erhseuser, d oumevt Dods evaluation reports,Weyerhaeuser The product appiuOo, input design bads,dme slows and support information have been provided by Fate Software Operator I n see tipera ,c.. roil otea r:.. • 10/31/2017 10:02:52 AM Leo Yu Leo Forte v5,3,Design Engine:V7.0.0.5 ( )892-5782 REDWOOD 2557A.4(e leoehomce.wm Page 13 of 16 r u K T E MLMBER REPORT MainFLR_BM,B8 C F13 PASSED 1 piece(s)51/2"x 16" BIG BEAM (- Overaq Length:18'5+ + o + o i. 1T e" 4. CI gl Ali locations are measured from the outside face of left support(or left cantilever end).All dimensions are hwibont l.;Drawirg is Conceptual Member Readiorrlbs 8300 4 _.:.. System:Floor t ) � • 18905(530") Passed(44%) 1.0 D+1.0 L(al Spans) member Type:Flush earn Shear(lbs) 6685 0 1'9 1/2" 15547 Passed(43%) • 1.00 1.0 D+1.0 L(AN Spans) &Ming Use:Reside tial Pos Moment(R lbs) 35499 0 9'21/2" 46049 Passed(77%) 1.00 1.0 D+1.0 L(All Spans) Building code:Mc 2015 Live Load Def.(in) 0.423 0 9'21/2" 0.444 Passed(L/504) — 1.0 D+1.0 L(All Spans) Design Methodology:A50 Total Load D .(In) 0.596 0 9'21/2' 0592 Passed(L/358) — 1.0 D+1.0 L(All Spans) •Deflection criteria:U.(LAO and 1t(1/360). •Top Edge Bracing(Lu):Top compassion edge must be braced at 18'5"a/c unless derailed otherwise_ •Bottom Edge&adng(1u):Bottom compression edge mut be braced at 18'S"o/c unless detailed otherwise. 'Critical positive moment adjusted by a volume tactor of 0.98 that was calculated using length I.:17 9". •The affects of positive a negative camber have not been accounted for when calculating deflection. •The assailed gluier is assumed to have its strong laminations at the bottom of the beam.install with proper side up as indicated by the manufacban.. •Meltable calculations are based on NCS. 1-Stud well-OF8 ._.. 5.50" 5.50" 2.41" 2407... 5893 8300 g 2-Stud was-Of u 5.50' 5.50" 2.41' 2407 5883 8300 elocldrig •Bloddng Panels are assumed to pay no bads applied dins*above them and the huff load is applied to the member being designed. 0'Seif(YVridit(P1F) Oto 18'S N/A 21.4 1-Uniform(P8F) 0 to 18'S"(front) 10' 15.0 40.0 F.R 2-Unlorm(PSF) 0 to 18'5"(Beat) 6' 15.0 40.0 PR _ SttSTA1NABLE FORBTRY WITIATIVE Weyerhaeuser warrant that the sizing of lb products wilt be in accordance with Weyerhaeuser product design olterte and published design values. express*disclaims YY professional etas de any other warranties related to the sotheere.Use of this software b not intended to duo anent the need for a design camped*ion l m determined by qty having mon.The dee erier of realm,Milkier or framer is responsible to assure that this alaaation Is prated.Accessories(Rim Board,Bloddng Panels and Squash Bloats)are not designed by this software.Products manufactured at Weyerhaeuser fariWs are tad-party certified to sustainable forestry standarcb.Weyerhaeuser under tsdvical reports ESR-1/53 and ESR-1387 and/or tested in accordance with applicable ASTM Forraaara t code eProducts have p>aticn repbeen ute We ICC ES ser product literature aid l> ton details refer to www.weehaeLtier.cornAvoodproducts/docanent-ilbrary. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator FarteSCftwme t>per ator., yby10/31/2017 10:02:52 AM Leo Yu ,,...• .. Hee Forte v5.3,Design Engine:W.0.0.5 (503)892-5782 REDWOOD 2557A.4te le ehomoe.00m ` Page 14 of 16 kil r ■' n ' ., .•.�r■ocn rcCrvK t meinF(.�6M,89 /' PASSED �■I 1 pieces)3 1/2"x 16" BIG BEAM F "!' Overall Length:11'1/2" + + 0 —1111.1.111111-- 0 ,1. 10's• 1 El All locations are measured from the outside face of left support(or left cantilever end).Af dimensions are t !.;Drawing Is Conceptual Member Reaction lbs 1523 0 3" 3413 1.50 Passed 45% lell 1.0 D+1.0 L All •- . Member Type:Rush Beam Shear Is 1140 0 1 7" 9893 ..,-.7_77: will 1.00 1.0 D+1.0 L All •=ns Building Use:ResymOtai Pos Moment Ft-lbs 4044 0 5'3 3 4" 29867 Passed 14% 1.00 1.0 0+1.0 L •I •-ns euiti g Code:IBC 2015 Live Load Daft. In 0.016 0 5'6 3/4" 0.266 ( moi:; J11511 1.0 D+1.0 L Ail •-ns Design Methodology:ASD Total Load Den. , 0.03805'63/4' 0.354 ��.:=.'i 1 1.0D+1.01_ All •. . • •Deflection Criteria:LL(1/480)and TL(1!360), •Top Edge>adrg(Lu):Top compression edge must be braced at 10'10"o/c unless detailed otherwise. •Bottom Edge 8redrg(Lu):Bottom compression edge must be braced at 10'10"o/c unless detailed o herwbe. •Critical positive moment adjusted b/a volume factor of 1.00 that was calculated uslg le gth 1....10'71/2'. •The Who&of positive or negative camber have not been aomunted for when ealpdatIny deflection. •The specmed glulam le assumed to have Its strong len inations at the bottom of the beam.Instal with proper side up as Indicated by the manufacturer. •Apologia alalanoro are based on NOS. .. L 1-Hangar on 16'DF beam 3.00' • Hengera 1.50" 923 668 1591 Sae nose i 2-Stud well-DF 3.50' 3.50' 1.50' 913 656 1571 Bloddmg •Bbddrg Panels am asaaned to any no loads applied directly above them and the full load is applied to the member being designed •At huger supports,the Tata)Bearing dimension is equal to the width of the matniai that is supporting the huger •t See 0:ansctor grid below for additional informatlors and/or requirements. may. 1 Face Mount Hanger THP35112 2.50" WA 16•l0d x 1-1/2 2-l0d x 1-1/2 I � 0-SelbNeight(PLF) 3"to 1v 1/r N/A 13.6 1-Uniform(KIP) 0 to 1v 1/r(Top) 9' 12.0 • Wal M. 2-Uniform(P8F) Oto 11.3/2' 3' 15.0 40.0 FLR . .W_. - . - SUSTAItJABIE FOREri1RY iNtMTNE Weyerhaeuser warrants that the sizing of its products silt be in accordance with Weyerhaeuser product design criteria and published design values, Weyerhaeuser r speselany��artier related to the:amens.Use of this software Is not intended to drum e,t the need fur a design com sofa web the mined ell the authority having mon.The designer of record,builder or framer Is responsible to assure that this calculation Is project.Accessories(Rim Board,Blocking Panels and Squash Diode)are not Weyerhaeuser facAties are third-party certified to sustainable forestry standards.Weyerhaeuser designed by this Products have.Products manufactured at under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with a Engineered Lumber been evaluated e IOC ES product ll aabaa and installation debala refer to www.weyahamar aom/woodprodu doq For aural code evaluation reports,Weyerhaeuser The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator 10/31/2017 10:02:52 AM Leo vu Forte v5.3,Design Engine:W.0.0.5 HCE REDWOOD 2557A.4te (503)892-6782 -_ Page 15 of 16 al r v K 1 C rocrWnCK KtFE7RT Main FLR BM,B10 F15 PASSED 1 piece(s)3 1/2"x 16" BIG BEAM Overall Length:8' 0 o •I'' 7'3" X El lig Ail locations are measured from the outside face of left support(or left cantilever end).AU dimensions are horiaor►tal.;Drawtng is Conceptual Member Reaction(lbs) 2089 0 7 10" 7656(3.50") Passed(27%) 1.0 D+1.0 L(Apr Spans) member'Noe:Rush Beam Shear(ice) 1524 0 6'41/2" 9893 Passed(15%) 1.00 1.0 D+1.0 L(All Spans) Budding Use:Residential Pos Moment(Ft-its) 2545 0 5'5 5/16" 29867 Passed(9%) 1.00 1.0 D+1.0 L(Apr Spans) Building Code:IBC 2015 Live Load Den.(In) 0.004 0 4'4" 0.188 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Met cdology:ASD Total Load Deft.(In) 0.012 0 4'3 7/16" 0.250 Passed(L/999+) — 1.0 D+1.0 L(AB Spans) •Deflection criteria:LL(L/480)and TL(11360). •Top Edge Bracing(Lu):Top compression edge must be braced at 8'o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 8'ale Wen detailed otherwise. •Credit positive remnant adjusted by a volume factor of 1.00 that was calculated using length L-7 6'. •The effects of poedtive or negative amber have not been accounted for when calculating deflection, •The specified glades is assn ed to have Its strong lamknatona et the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable caladatctn are based on NOS. 1-Stud wall-DF 5.50" 5.50" 1S0" 732 329 1061 Bbddng 2-Stud well-DF 3.50' 3.50' 150' 1324 766 2090 BlocId g •B oddhg Panels are assumed to cony no beds applied directly above them and the full load is applied to the member being designed. . 0-Self Weight(PLF) 0 to 8' N/A 13.6 �- 1-Uniform(PBF) Qto8'MP) 1'4" 15.0 40.0 FR 2-Uniform(Pili) 0 to 8'(Top) 9' 12.0 - Wali ABV. 3-Paint(m) 6'T(Back) N/A 923 668 lY SUSTA1NA8LE FORESTRY lNm&TIVE Weyerheeraer warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser as determinedexpressly eau ��werrandes related to the sefware.Use of this software Is not k,tended to draanvent the need fora design compel* professional with the overallamdlnority g .The designerof�'budder or framer is responsible to aware that this demon is project.Accessories(Rim Board,BlOddng Panes and Squash Blocks)are not designed his=bore.Products neinufactured at Weyerhaeuser fadetles are third-party certified to sustainable forestry standards.Weyertawrer EngineeredProducts have been evaluated by DX ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with smokable ASTM standards.For cumene code evaluation reports,Weyerhaeuser product ilAerabue and installation decals refer to vistw.weyertdeusenconywoodproducts/docurnenbilbrarY. The product applat on,Input design loads,dimensions and=pat Infannation have been provided by Forte Software Operator • ! 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IP ,.3K ' ' , ..__ ,. • ; • i I w/ 3- f 4 . • • P: 1•6z5'4 + A.g'" = .36ki-:, /•5 KzF 3.57 ie' st�'r9-.x�a;� y�•, • • f' = 8: 6,13K1.5 k►sF. _ 6-?S i. „ 'x ►� c c. FT4 • • 'u/.3_*Wes 8s/1t 6 s • 'o/ 3-7 *4.ti's" • •• • • . • 9320 SW BARBUR BLVD. SUITE 135 • PORTLAND, OR • 97219 PHONE: 503.892,5782 • EMAIL: DAVE@HORNCE.COM