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v'v,5-1-20 l7- OO g Z re Ave, tic liza7 5w Suac,(4,A�,�. ��, HORN CONSULTING ENGINEERS LLC Revised Structural Calculations: Project: MHNW-17-26 Date: 8/30/17 Project: New House: RECEIVED Elmwood A Garage Left SW Elmwood &80th Washington CO. OR OCT 9 2017 CITY OF TIGARD BUILDING DIVISION Subject Sheet#'s Lateral Loads L1 — L6 Framing F1 — F11 Footings FTG-1 ' .0 PR vi,„ G I IN51319 CCr— iREe IN v•94, ogs •411D�j NO.RN\' Expires: 6-30-19 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 information provided by the client who is solely responsible for its accuracy. The engineering represents the fmished 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. CAPITAL. PLAZA SUITE 135 9320 SW BARBUR BLVD. • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM L1 /►%1 HCE Horn Consulting Engineers LLC New House: MHNW-17-26 GL Code Basis of Design: 2014 O.S.S.C. and 2014 O.R.S.C. Wind Loading: Per ASCE 7 Fig 28.6-1 See attached elevations for wind loading breakdown per level. 120mph 3-sec gust Exp B. The mean roof height of the house h = 25' approximately. 0$ 0 i,.iai >tptofra o 00 Arop tit s+ �00- �44111 0 o /111.PPPO Case A 414 r1� Case B a = .10*33' = 3.3' orforh = 25' a = .4(h) = .4(25') = 10' a must be larger than .04(33') = 1.3' or 3' a = 3.3' controls Therefore: 2a = 7' see Fig 28.6-1 ASCE 7, and Figure above. CAPITAL PLAZA SUITE 135 9320 SW BARBUR BLVD. • PORTLAND, OR • 97219 PHONE: 503 892 5782 • EMAIL: DAVE@HORNCE.COM L2 /\ HCE Horn Consulting Engineers LLC Seismic Loading: D1 seismic design category per O.R.S.0 SIDS= .72, R = 6.5, W=weight of structure V= [1.2 Sps/(R x 1.4)]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(33')(15+6+4)] = 78.4plf < 163.4plf therefore, wind governs. W2 = [.095(33')(12+12+8)] + 78.4plf= 178.7pIf< 293p1f therefore, wind governs. Seismic in Side to Side: Wr= [.095(61.5')(15+6+4)] = 146.1 plf < 147.3plf therefore, wind governs. W2 = [.095(61.5')(12+12+8)] + [.095(4.5')(15+6+4)] + 146.1 plf = 343.7plf> 285.6plf therefore, seismic governs. Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 C,\PI1-\1. P1.\/\ St'iff. 135 932(1 SW\ 13 1RIltR B1.\'17. • PORI) 1\1), OR • 97219 P7{ONI.: 503.892 5782 • 1'1\I:\ll.: 1J.431 @HORN( (:O\f L3 /\%11 HCE Horn Consulting Engineers LLC Roof Diaphragm: Left Wall Line Back Wall Line P = (0.1634) klf x 10.5' = 1.7k PW= (0.1473) klf x 14.5' = 2.1k V= P/(25)' = 69plf Type A Wall Ps = (0.1461) klf x 14.5' = 2.1k 25' Wall V= PW/(19)' = 111 plf Type A Wall Mot= 15.4kft 6'Wall Mr= 39.0kft No HD Req'd Mot = 6.0kft Mr= 5.2kft Interior Wall Line T = 0.1k No HD Req'd P = (0.1634) klf x 30.75' = 5.0k V= P/(8.5)' = 591 plf Type C Wall Front Wall Line @ Master Bath 8.5' Wall PW= (0.1473) klf x 13.5' = 2.0k(21/61.5) = 0.7k Mot = 45.2kft Ps = (0.1461) klf x 13.5' = 2.0k(21/61.5) = 0.7k Mr= 6.8kft V= PW/ (12)' = 57p1f Type A Wall T =4.5k Type 9 HD 6' Wall Mot= 3.1 kft Right Wall Line Mr= 4.3kft No HD Req'd P = (0.1634) klf x 20.25' = 3.3k V= P/(15.5)' = 214plf Type A Wall 15.5'Wall Front Wall Line @ Bedroom 3 to 4 Mot= 29.8kft Pw= (0.1473) klf x 19' = 2.8k(40.5/61.5) = 1.8k Mr= 16.8kft Ps = (0.1461) klf x 19' =2.8k(40.5/61.5) = 1.8k T= 0.8k Type 7 HD V= PW/ (19)' = 97 /[(1.25-(0.125)(9/2.5)] = 121 plf Type A Wall 2.5'Wall Mot= 2.2kft Mr= 1.4kft T = 0.3k No HD Req'd Check Diaphragm P = (7')(.121) = 0.9k/ 13' = 65plf Dia. OK C r1PIT I, 1'1.:1%:1 Si'1'1Ii 135 9320 S\\ BARHUR 111 \D. • PC)RI1:1\I), OR • 97219 PHONE: 503.892.5782 • 1'.M.1I1.: DAVE a HORNcr..COy1 1, L4 lVAIHCE Horn Consulting Engineers LLC Upper Floor Diaphragm: Left Wall Line Back Wall Line P = (0.1296) klf x 10.5' + 1.7k = 3.1k P,,= (0.1383) klf x 17' + 2.1k= 4.5k V= P/(31)' = 99p1f Type AWall Ps = (0.1976) klf x 17' + 2.1k= 5.5k 31'Wall V= P/(22)' = 248p1f Type A Wall Mot= 27.6kft 5'Wall Mr= 54.3kft No HD Req'd Mot = 11.2kft Mr= 2.8kft Interior Wall Line (Right side of Garage) T = 1.7k Type 1 HD P = (0.1296) klf x 17' + 5.0k= 7.2k Check Diaphragm V= P/(19.5)' = 369p1f Type B Wall P = [(0.204)(11.5')]/ 18' = 130plf Dia. OK 19.5'Wall Mot= 64.8kft Front Wall Line @ Garage Mr= 26.4kft PW= [(0.1383)(15.5')(25.5/66)] + 0.7k = 1.5k T = 2.0k+4.5k = 6.5k Type 4 HD Ps = [(0.1976)(15.5')(25.5/66)] + 0.7k= 1.9k Check Sill Plate V= Ps/ (4.5)' = 419/[(1.25-0.125(7/2.25)] P = (0.0784)(30.75')+(0.1003)(17') = 487p1f Type B Wall =4.1k/ 19.5' = 211 plf No 3x Sill Req'd 3x Sill Req'd 2.25' Wall Interior Wall Line (@ Front Door) Mot= 7.7kft P = (0.1296) klf x 14.5' = 1.9k Mr= 0.9kft V= P/ (8)' = 235plf Type A Wall T = 3.0k Type 1 HD 8'Wall Mot = 16.9kft Front Wall Line @ House Mr= 5.9kft Pte,= [(0.1383)(19')(40.5/66)] + 1.8k = 3.4k T = 1.4k Type 1 HD Ps = [(0.1976)(19')(40.5/66)] + 1.8k=4.1k V= Ps/(12.75)' = 322/[(1.25-0.125(10/3.5)] Interior Wall Line (@ Stairs) = 361 plf Type B Wall P = (0.1296) klf x 13.5' = 1.8k 3x Sill Req'd V= P/(9.75)' = 180plf Type A Wall 3.5'Wall 9.75'Wall Mot = 12.6kft Mot = 15.8kft Mr= 1.9kft Mr= 7.4kft T = 3.1k Type 1 HD T= 0.9k Type 1 HD Right Wall Line P = (0.1296) klf x 5.5' + 3.3k= 4.0k V= P/(12)' = 334plf Type A Wall 12'Wall Mot = 36.1 kft Mr= 10.3kft T= 2.2k + 0.8k= 3.0k Type 1 HD C\I'II-I. I'I.\Z-\ SI III 135 9320 S\\ 1S_1R131'R BI\D. • I'ORII._1ND, OR • 97219 1'IIO\I.: 303.892.3782 • 1.\1.111.: D-\\'I:@HORNCI'.CO\1 .4 AV) .4 457 t .tsz L J k $•td, ,4 yr *tan - c-)s•z z` 1/1V =tri t srf i-2412 swot r i1 -o IVAIII _ SS Ell EINEM MI k AM - _ iiiii � pia ■ ■ - %,, °).1021 +Zn7 MI r _ 11111 °4141141'l Wry 4i ..r .. 91.1rAr NE Ell II am MN INS arl prmi Ell lir NE _ Ng WAIN WA MI v. tfiro .j" 7 " - IVIIIIIMIIIIIMPAINNIMINII211 - -. ' 0,12r iippr .4.1414or L.1. 111 .1 OIL Q g ZN N / ow KT i„0- S2 `-- 1 it°Z •, 0)ti•2 pAX'•Q t.-sz ■i' o/ -k —Lsrpry ,os-t 2 *00t.2 ladW o7i . . ,I7sV frt'sc.E v no Aft# CIA & 3-ser 4..is r 71./.`' A. ts•1 - 8 . Or' b ii.to C• to•V b, i/-0 7 % EVNN•f, . -- \ wt ‘ /y3"/ Ilr 4N q c A + 9:0.0rL„r,- N 1..)2.: 136.3 "A or 7E: .\. \\____ 1;4?-1- \ \ (- / ' r // / atio/ 2014.2 VCI tis IV i• r zsg•- zs v. cm W{' 1 PlRvt.= 2.3o:1 (4> ' 'I" If. 11' t a' -r 'n/l F 0 R T E MEMBER REPORT Upper FLR_HDR,H1 F 1 PASSED 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 r Overall Length:5'3" + + O 0 I 5' I 0 p 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 0 Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 2084 @ 0 3281(1.50") Passed(64%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 1505 @ 8 3/4" 3502 Passed(43%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 2735©2'7 1/2" 3438 Passed(80%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Def.(in) 0.050©2'7 1/2" 0.175 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.076 @ 2'7 1/2" 0.262 Passed(L/826) -- 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and TL(1/240). •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. -- Bearing Loads to Supports(lbs) Supports Total Available Required Dead Snow Total Accessories 1-Trimmer-DF 1.50" 1.50" 1.50" 706 1378 2084 None 2-Trimmer-DF 1.50" 1.50" 1.50" 706 1378 2084 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(PSF) 0 to 5'3" 17'6" 15.0 30.0 Roof Load 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.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.Accessories(Rim Board,Blocking 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.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/15/2017 3:15:09 PM Leo Yu Forte v5.3,Design Engine:V7.0.0.5 HCE ELMWOOD_3559A.4te (503)892-5782 leo@hornce.com Page 2 of 11 u�J fs!F 0 R T E ' MEMBER REPORT Main FLR HDR,H2 F2 PASSED •` 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 r Overall Length:4'3" 1 1 o 0 1 4. 't ,r 0 0 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 @ Location Allowed Result LDF Load:Combination(Pattern) ' System:Wall Member Reaction(lbs) 3095 @ 0 3281(1.50") Passed(94%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 1297 @ 3'6 1/4" 3502 Passed(37%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Moment(Ft-lbs) 1741 @ 3' 3438 Passed(51%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.018 @ 2'2 3/8" 0.142 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.028 @ 2'2 3/8" 0.142 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(L/360)and TL(1/360). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'3"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'3"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead FLive loor Snow Total Accessories I 1-Trimmer-OF 1.50" 1.50" 1.50" 1163 489 1932 3584 None 2-Trimmer-DF 1.50" 1.50" 1.50" 759 489 1124 2372 None Tributary Dead Floor Live Snow Loads Location(Side) Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 4'3" N/A 6.4 1-Point(Ib) 0 N/A 800 - 1600 HDR ABV. 2-Point(lb) 3' N/A 400 - 800 HDR ABV. 3-Uniform(PSF) 3'to 4'3" 17'6" 15.0 - 30.0 Roof 4-Uniform(PSF) 0 to 4'3" 5'9" 15.0 40.0 - FLR 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.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.Accessories(Rim Board,Blocking 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.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/15/2017 3:15:09 PM Leo Yu Forte v5.3, Design Engine:V7.0.0.5 HOE ELMWOOD3559A.4te (503)892-5782 leo@hornce.com Page 3 of 11 FORTE MEMBER REPORT Main FLR HDR,H3 F3 PASSED 1 piece(s) 6 x 8 Douglas Fir-Larch No. 1 Overall Length:6'3" o 0 6' 0 0 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 o Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 2658 @ 0 5156(1.50") Passed(52%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(lbs) 2380 @ 9" 5376 Passed(44%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Moment(Ft-lbs) 5486 @ 2'6" 5930 Passed(93%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:SEC 2015 Live Load Deft(in) 0.067 @ 3'9/16" 0.208 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.108 @ 3'9/16" 0.208 Passed(L/692) -- 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(L/360)and TL(L/360). •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 6'3"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Liver Snow Total Accessories 1-Trimmer-DF 1.50" 1.50" 1.50" 1008 1000 1200 3208 None 2-Trimmer-DF 1.50" 1.50" 1.50" 808 1000 800 2608 None y'' .... Comments 0-Self Weight(PLF) 0 to 6'3" N/A 10.4 1-Point(Ib) 2'6" N/A 1000 - 2000 Roof 2-Uniform(PSF) 0 to 6'3" 8' 15.0 40.0 - FLR 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. Y Weyerhaeuser expressly disclaims 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,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking 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.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/15/2017 3:15:09 PM Leo Vu Forte v5.3,Design Engine:V7.0.0.5 HCE ELMWOOD_3559A.4te (503)892-5782 leo@hornce.com Page 4 of 11 a1 F 0 R T E ` MEMBER REPORT Main FLR HDR,H4 F4 PASSED n1 �` 11 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam Overall Length: 16'9" 1 .1 4 16'3" i El 0 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 @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 3918 @ 1 1/2" 10725(3.00") Passed(37%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(lbs) 3648 @ 1'3" 13409 Passed(27%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 14623 @ 7'6 3/16" 30360 Passed(48%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.279 @ 8'3 5/16" 0.550 Passed(L/710) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.531 @ 8'3 1/4" 0.825 Passed(L/373) -- 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 16'9"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'9"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=16'6". •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 Loads to Supports(lbs) Supports Total Available Required Dead Floorve Snow Total Accessories Li 1-Trimmer-DF 3.00" 3.00" 1.50" 1854 813 1940 4607 None 2-Trimmer-DF 3.00" 3.00" 1.50" 1618 648 1795 4061 None Tributary Dead Floor Live Snow Loads Location(Side) Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 16'9" N/A 16.0 1-Uniform(PLF) 0 to 4' N/A 71.0 30.0 142.0 Low Roof 2-Uniform(PLF) 4'to 12'6" N/A 60.0 30.0 120.0 Low Roof 3-Uniform(PLF) 12'6"to 16'9" N/A 71.0 30.0 142.0 Low Roof 4-Point(Ib) 4' N/A 1253 625 892 Linked from:B2, Support 1 5•Point(Ib) 12'6" N/A 855 333 651 Linked from:62, Support 2 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. l Weyerhaeuser expressly disclaims 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,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking 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.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/15/2017 3:15:09 PM Leo Yu Forte v5.3,Design Engine:V7.0.0.5 HCE ELMWOOD 3559A.4te (503)892-5782 leo@hornce.com Page 5 of 11 .aF 0 R T E ' MEMBER REPORT Main_FLR_BM,81 F5 PASSED 1 piece(s) 3 1/2"x 11 7/8" 24F-V4 DF Glulam Overall Length:9'1" o k o jil 1 8 6" 0 Q 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 5r Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 1602 @ 3 1/2" 3413(1.50") Passed(47%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(lbs) 1229 @ 1'3 3/8" 8444 Passed(15%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 3403 @ 4'3" 18920 Passed(18%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Live Load Defi.(in) 0.022©4'6 1/2" 0.213 Passed(1/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defi.(in) 0.050 @ 4'6 1/2" 0.283 Passed(1/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(1/480)and Ti_(1/360). •Top Edge Bracing(Lu):Top compression edge must be braced at 8'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 8'6"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=8'6". •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 Loads to Supports(lbs) Supports Total Available Required Dead Lt rer Snow Total Accessories 1-Hanger on 11 7/8"DF beam 3.50" Hanger' 1.50" 976 363 613 1952 See note' 2-Hanger on 11 7/8"DF beam 3.50" Hanger' 1.50" 976 363 613 1952 See note' •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 Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 12-SDS self-drilling 6-SDS self-dolling wood 1-Face Mount Hanger HUCQ410-SDS2.5 3.00" N/A wood screw 0.242 dia. screw 0.242 dia.x 1 x 1 3/4" 3/4" 12-SDS self-drilling 6-SDS self-drilling wood 2-Face Mount Hanger HUCQ410-5D52.5 3.00" N/A wood screw 0.242 dia. screw 0.242 dia.x 1 x 1 3/4" 3/4" Tributary Dead Floor Live Snow Loads Location(Side) Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 3 1/2"to 8'9 1/2" N/A 10.1 1-Uniform(PSF) 0 to 9'1"(Top) 3' 15.0 - 30.0 Roof Load 2-Uniform(PSF) 0 to 9'1"(Top) 9' 12.0 - - Wall ABV. 3-Uniform(PSF) 0 to 9'1"(Front) 1'6" 15.0 - 30.0 Low Roof Load 4-Uniform(PSF) 0 to 9'1"(Back) 2' 15.0 40.0 - FLR Load 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.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.Accessories(Rim Board,Blocking 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.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/15/2017 3:15:09 PM Leo Yu Forte v5.3,Design Engine:V7.0.0.5 HCE ELMWOOD_3559A.4te (503)892-5782 leo@hornce.com Page 6 of 11 R ` " MEMBER REPORT Main_FLR_BM,82 F6 PASSED R*� E 1 piece(s) 3 1/2"x 11 7/8" 24F-V4 DF Glulam Overall Length:6'9" + / + • ., a I . I X o El 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 @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 2227 @ 3 1/2" 3413(1.50") Passed(65%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(lbs) 1661©1'3 3/8" 8444 Passed(20%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 4201©3'2 1/2" 18920 Passed(22%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Live Load Dell.(in) 0.013©3'3 1/2" 0.153 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Dell.(in) 0.029 @ 3'3 9/16" 0.204 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(L/480)and TL(L/360). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'6"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=6'1 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 Loads to Supports(lbs) Supports Total Available Required Dead Floor Snow Total Accessories 1-Hanger on 11 7/8"DF beam 3.50" Hangers 1.50" 1253 625 892 2770 See note 2-Beam-DF 5.50" 5.50" 1.50" 855 333 651 1839 Blocking •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 Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 12-SDS self-drilling 6-SDS self-drilling wood 1-Face Mount Hanger HUCQ410-SDS2.5 3.00" N/A wood screw 0.242 dia. screw 0.242 dia.x 1 x 1 3/4" 3/4" Tributary Dead Floor Live Snow Loads Location(Side) Width (0.90) (1.00) (1.15) Comments o-Self Weight(PLF) 3 1/2"to 6'9" N/A 10.1 1-Uniform(PSF) 0 to 3'6"(Top) 6' 15.0 - 30.0 Roof Load 2-Uniform(PSF) 0 to 3'6"(Top) 9' 12.0 - - Wall ABV. 3-Uniform(PSF) 0 to 6'9"(Front) 1' 15.0 - 30.0 Low Roof 4-Uniform(PSF) 3'6"to 6'9" 1' 15.0 - 30.0 Low Roof (Back) 5-Uniform(PSF) 0 to 3'6"(Back) 4'3" 15.0 40.0 - FLR Load 6-Point(lb) 3'6"(Front) N/A 976 363 613 Linked from:BI, Support 1 Weyerhaeuser Notes (ZS)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.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.Accessories(Rim Board,Blocking 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/woodproducts/document-library. • The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/15/2017 3:15:09 PM Leo Yu Forte v5.3,Design Engine:V7.0.0.5 HCE ELMWOOD 3559A.4te (503)892-5782 leo@hornce.com Page 7 of 11 '�J 0 R T E MEMBER REPORT Main_FLR 8M,83 F7 PASSED 1 piece(s) 6 3/4"x 22 1/2" 24F-V4 DF Glulam r Overall Length:22'5" .1. .___t______. 1 o i 1 21'6" i X II 11 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 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 15918 @ 4" 24131(5.50") Passed(66%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(lbs) 13331©2'4" 30856 Passed(43%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 83143 @ 12'9 11/16" 119251 Passed(70%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.351 @ 11'2 5/16" 0.544 Passed(L/744) , -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.630 @ 11'2 3/8" 0.725 Passed(L/414) -- 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(1/480)and TL(1/360). •Top Edge Bracing(Lu):Top compression edge must be braced at 22'5"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 22'5"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 0.91 that was calculated using length L=21'9". •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. Bearing Loads to Supports(lbs) Supports Total Available Required Dead FLr.rer Snow Total Accessories 1-Beam-GLB 5.50" 5.50" 3.63" 7127 3822 7899 18848 Blocking 2-Stud wall-DF 5.50" 5.50" 3.58" 6770 3637 7469 17876 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 Location(Side) Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 22'5" N/A 36.9 1-Uniform(PSF) 0 to 6'6"(Top) 14'3" 15.0 - 30.0 Roof Load 2-Uniform(PSF) 14'to 22'5"(Top) 14'3" 15.0 - 30.0 Roof Load 3-Uniform(PSF) 0 to 6'6"(Top) 9' 12.0 - - Wall ABV. 4•Uniform(PSF) 14'to 22'5"(Top) 9' 12.0 - - Wall ABV. 5-Uniform(PSF) 0 to 6'6"(Front) 2'9" 15.0 - 30.0 Low Roof Load 6-Uniform(PSF) 6'6"to 14'(Front) 1'6" 15.0 - 30.0 Low Roof Load 7-Uniform(PSF) 14'to 22'5" 2'9" 15.0 - 30.0 Low Roof Load (Front) 8-Uniform(PSF) 0 to 22'5"(Back) 7'3" 15.0 40.0 - FLR Load 9-Point(Ib) 6'6"(Top) N/A 1470 - 2940 Girder Truss ABV. 10-Point(lb) 14'(Top) N/A 1470 - 2940 Girder Truss ABV. 11-Point(Ib) 6'6"(Front) N/A 1253 625 892 Linked from:62, Support 1 12-Point(Ib) 14'(Front) N/A 855 333 651 Linked from:62, Support 2 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.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.Accessories(Rim Board,Blocking 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.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/15/2017 3:15:09 PM Leo Yu Forte v5.3,Design Engine:V7.0.0.5 HCE ELMWOOD_3559A.4te (503)892-5782 leo@hornce.com Page 8 of 11 /IF 0 R T E ' MEMBER REPORT Main_FLR_BM,84 F8 PASSED �)) 1 piece(s) 3 1/2"x 11 7/8" 24F-V4 DF Glulam r Overall Length: 11'1" 0 0 10 6" CI 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 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 4552 @ 2" 7656(3.50") Passed(59%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 3499 @ 1'3 3/8" 7343 Passed(48%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 11865 @ 5'6 1/2" 16452 Passed(72%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.202 @ 5'6 1/2" 0.269 Passed(L/640) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Def.(in) 0.281 @ 5'6 1/2" 0.358 Passed(1/460) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(1./480)and TL(11360). •Top Edge Bracing(Lu):Top compression edge must be braced at 11'1"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 11'1"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=10'9". •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. Bearing Loads to Supports(lbs) Supports Total Available Required Dead �,°`°rer Total Accessories 1-Stud wall-DF 3.50" 3.50" 2.08" 1282 3270 4552 Blocking 2-Stud wall-DF 3.50" 3.50" 2.08" 1282 3270 4552 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) (1.00) Comments 0-Self Weight(PLF) 0 to 11'1" N/A 10.1 1-Uniform(PSF) 0 to 11'1"(Front) 14'9" 15.0 40.0 FLR Load 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.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.Accessories(Rim Board,Blocking 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.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator' Forte Software Operator Job Notes 8/15/2017 3:15:09 PM Leo Vu Forte v5.3,Design Engine:V7.0.0.5 HCE ELMWOOD_3559A.4te (503)892-5782 leo@hornce.com Page 9 of 11 oFORTE ' MEMBER REPORT Main_FLR_8M,85 F9 PASSED 1 piece(s) 5 1/2"x 18" 24F-V4 DF Glulam Overall Length:17'11" + + o 0 :141V r 17' r 0 Q 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 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 10220 @ 17'7" 18906(5.50") Passed(54%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(lbs) 7971 @ 15'11 1/2" 20114 Passed(40%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 42136 @ 9'3/16" 66428 Passed(63%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.258 @ 8'11 11/16" 0.431 Passed(L/803) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Def.(in) 0.469 @ 8'11 5/8" 0.575 Passed(L/442) -- 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(L/480)and TL(L/360). •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 0.97 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 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 Loads to Supports(lbs) Supports Total Available Required Dead Floor Snow Total Accessories 1-Stud wall-DF 5.50" 5.50" 2.91" 4519 2626 4703 11848 Blocking 2-Stud wall-DF 5.50" 5.50" 2.97" 4587 2807 4703 12097 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 Location(Side) Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 17'11" N/A 24.1 1-Uniform(PSF) 0 to 17'11"(Front) 16'6" 15.0 - 30.0 Roof Load 2-Uniform(PSF) 0 to 17'11"(Front) 9' 12.0 - - Wall ABV. 3-Uniform(PSF) 0 to 17'11"(Front) 1' 15.0 - 30.0 Low Roof Load 4-Uniform(PSF) 0 to 7'6"(Front) 7' 15.0 40.0 - FLR Load 5-Uniform(PSF) 7'6"to 17'Il" 8' 15.0 40.0 - FLR Load (Front) me— T I /� Yeyerhaeuser Notes (tj)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.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.Accessories(Rim Board,Blocking 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.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/15/2017 3:15:09 PM Leo Yu Forte v5.3,Design Engine:V7.0.0.5 HCE ELMWOOD 3559A.4te (503)892-5782 leo@hornce.com Page 10 of 11 -: r. 0 " E ' MEMBER REPORT FND_BM,86 F l 0 PASSED t* 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Overall Length:9'10 1/2" + + • 0 0 cX 43 XX q3" II 4. 0 0 El 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 @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 7738 @ 4'11 1/4" 12031(5.50") Passed(64%) -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(lbs) 2525 @ 5'11 1/4" 3885 Passed(65%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3563 @ 4'11 1/4" 4492 Passed(79%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.017 @ 7'3 15/16" 0.153 Passed(1/999+) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.022 @ 7'4 1/2" 0.153 Passed(1/999+) -- 1.0 D+1.0 L(Alt Spans) •Deflection criteria:LL(L/360)and TL(L/360). •Top Edge Bracing(Lu):Top compression edge must be braced at 9'11"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 9'11"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Column-DF 5.50" 5.50" 1.50" 929 2097/-257 3026/-257 None 2-Stud wall-DF 5.50" ' 5.50" 3.54" 2597 5141 7738 None 3-Stud wall-DF 5.50" 5.50" 1.50" 929 2097/-257 3026/-257 None Tributary Dead Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 9'10 1/2" N/A 8.2 1-Uniform(PLF) 0 to X10 1/2" N/A 315.0 840.0 FIR ABV. 2-Uniform(PSF) 0 to 9'10 1/2" 9' 12.0 - Wall ABV. (Too) 3-Uniform(PSF) 0 to 9'10 1/2" 1'4" 15.0 40.0 FLR (Top) Weyerhaeuser Notes n SUSTAINABLE FORESTRY INITIATIVEWeyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. �r Weyerhaeuser expressly disclaims 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,builder or framer is responsible to assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking 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.can/woodproducts/document-library. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/15/2017 3:15:09 PM Leo Yu Forte v5.3,Design Engine:V7.0.0.5 HCE ELMWOOD_3559A.4te (503)892-5782 leo@hornce.com Page 11 of 11 i • HORN PROJECT JVl HMV Li) ^ (1-.2.6 SHEET F CONSULTING DATE ' " 4' ' E ENGINEERS LLC SUBJECT F�ZgMZV BY L. = I'il 0 : .ot b $SF )c tg/.,.) '% O .I 4 � 'L)j ' i w . o . 'L44 1y M = (0• t� VI)CraVg = S,a'""st C - �$;�K•1. X. t ) 3 Y = 3o, 01 IY = 234 hi* ;L. hi z4,n i► CSL ga X it t • 3 (sk,) IP!b 'S9 ,C7 in S c u.1,- � y31t-)/b •t T• t-f 1 �3 l ;Kt, • (2L 61-11 a4-i •� ` r; 23171 n'�. ..1,‘,41z _ 6 kx‘r15 *fc c?,A,,, (ol_ grl I•ka, -it 0"-TA L L. ,2 '3 FL.5 e, -2.1",) 1L oOI L' e L -514-,. Fk.`C 1302 SW BERTHA BLVD, • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM a . 0, C HORN H PROJECT 1 Ai�Ij(— 1-2,6 SHEET 4CONSULTING DATE C.41 E ENGINEERS LLC SUBJECT FrC� By �Y @H ' "$x Ix." coVe. FI4 w/ .k- #4's • 183 P = I g.gSk _ i s 14SF - 12.6 f t= 114{-4 if.X tail coNc. FTC k/ 4- #4 ;s 085 36" .xu.'' cow. T6 411/ 3- #4'i G? R. Tkcc.ss k. = o.o4.s v41 (-21•$L)(61..s2) _,46is . 4xo." Codc. FT4 ® se / 64- Gagtz R = 3•oak' + LF.6K = 7.63k 30"rtxu." colic. FTy P 7. 63K /.5 ksF = 5. 1 ft w1 3 - # it's- 1_ 6 ;` 4.1.5 KSF = a.1 { �` may." xis." co src. Fry 1302 SW BERTHA BLVD. • PORTLAND, OR• 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM