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Report (38)
EWP Studio Client: Date: 4/17/2018 Page 1 of 3 Simpson Strong-Tie® Project: Designer: KAMI HENDERSON Component SOlutionsTm Address: Job Name: calcs Project#: J1 RFPI 20 11.875" 2-Ply - PASSED Level:UPPER Level jt� t1{1t' 11 r11;t zttl f 1 112 MI' 1 t -f g s ! 1 1 " 7° t I , t d1 i 11 ; I I . e mill I fj_ 1i € ILK 1i jl € - li -Il s 1 1 1 I l i 1 'r 1 1S I 1' s 1 s t I I ) t t 1 1 I 1 i I C , I It : 11 1 ll1 t , 1 a 11 i €1 ,i I 1, r )1 t ' ' 1 [ I I I 1.11 1 1 1 11 1 ! 11111 1 1111111 1 1:=3 11 7/8" D.Fir o / 2 D.Fir 23' y31/2" 23' Member Information Reactions UNPATTERNED lb (Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wind Const Double Design Method: ASD 1 460 138 0 0 0 Spacing: 12"o.c. Building Code: IBC/IRC 2015 2 460 138 0 0 0 Moisture Condition: Dry Load Sharing: No Deflection LL: 480 Deck: 3/4 APA Rated Sturd-l- Deflection TL: 360 FloorOSB Nailed and Glued Importance: Normal Ceiling Gypsum 1/2" Temperature: Temp<=100°F Bearings General Load Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Floor Live: 40 PSF 1 -D.Fir 5.500" 21% 138/460 598 L D+L Dead: 12 PSF 2-D.Fir 5.500" 21% 138/460 598 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 3206 ft-lb 11'6" 7280 ft-lb 0.440(44%) D+L L Shear 577 lb 4 3/4" 2840 lb 0.203(20%)D+L L LL Defl inch 0.365(L/730) 11'6 1/16" 0.555(L/480) 0.660(66%) L L TL Defl inch 0.474(L/562) 11'6 1/16" 0.740(L/360) 0.640(64%) D+L L Design Notes 1 Multiple plies must be fastened together as per manufacturer's details. 2 Top loads must be supported equally by all plies. ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 1-0-0 12 PSF 40 PSF 0 PSF 0 PSF 0 PSF Notes chemicals s.Provide lateral support at bearing pcims to avoid Manufacturer Info PACIFIC LUMBER&TRUSS CO. calculated swcmred Designs is reepons�bte only or the Handling&Installation lateral disvlacomorn and rotation 10515 SW ALLEN BLVD,OREGON 6.Web stiffeners for point load as shown Minimum Roseburg Forest Products 97005 stmctai etri'o a or this tom Ponern based on she 1.!Joist flanges must not be cut or drilled point load bearing length>=3s inches 4500 Riddle By-pass Rd design criteria d loadings shown. It is the 2.Refer to latest copy of the IJoist product information 7.For flat roofs provide proper drainage to prevent 503-858-9663 responsibcrry of the customer ano;or the contractor to details for framing details,stiffener tables,web hole pendingRiddle,OR 97469 ensure'the component suitability of the intended oboe,bridging details,multi-ply fastening details and (541)784-4005 application,and to verify the dimensions and loads. handling/erection details www.rosebu rg.corn Lumber a Damaged as umestopst flnogeeabed APA:PR-L259,ICC-ES:ESR-1251 Pacifi umber 1.Dry service conditions,unless noted otherwise 4.Design assumes top flange to be laterally restrained 2.IJoist not to be treated with fire retardant or corrosive by attached sheathing or as specified.n engineering & TRUSS U S s Holes. co.rvnriw EWP Studio Version 18.12 038 Powered by iStructOe Streeens M--. EWP Studio Client: Date: 4/17/2018 Page 2 of 3 ESimpson Strong Tie© Project: Designer: KAMI HENDERSON Component Solutions,M Address: Job Name: calcs Project#: J2 OVER GREAT ROOM RFPI 20 11.875" 2-Ply - PASSED Level:UPPER Level Will! tltil !lift(t !!lilt111111tit 1 tititti(tf lfii ttti Illi IIIil ttitiiI tti tttilltllltitiiitittitlitt t i did! 2 11 � I f f i f 3 i 1 l r r E i '. I ' II 1 E ( it (j{( t E jt f( t [ 3Lit t 1 3 E I it I Th iE IL 'i _ � E3 11 I, , illiiitittii.ittitttliil!lllttiltii Hliiit, tlii.it) Milt ii. l {ii Ittliiiillii tililiitiltllliiil ttit 1 II 7/8 11 „ 1 D.Fir o 2 D.Fir 20'8" y3 1/2" 20'8" Member Information Reactions UNPATTERNED lb (Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wind Const Double Design Method: ASD 1 543 163 0 0 0 Spacing: 16"o.c. Building Code: IBC/IRC 2015 2 559 168 0 0 0 Moisture Condition: Dry Load Sharing: No Deflection LL: 480 Deck: 3/4 APA Rated Sturd-I- Deflection TL: 360 FloorOSB Nailed and Glued Importance: Normal Ceiling: Gypsum 1/2" Temperature: Temp<=100°F Bearings General Load Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Floor Live: 40 PSF 1 -D.Fir 2.000" 35% 163/543 706 L D+L Dead: 12 PSF 2-D.Fir 5.500" 26% 168/559 727 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 3525 ft-lb 102 1/4" 7280 ft-lb 0.484(48%) D-EL L Shear 699th 1 1/4" 2840 lb 0.246(25%) D+L L LL Defl inch 0.326(L/742) 102 5/16" 0.504(L/480) 0.650(65%) L L TL Dell inch 0.424(L/571) 102 5/16" 0.672(L/360) 0.630(63%) D+L L Design Notes 1 Multiple plies must be fastened together as per manufacturer's details. 2 Top loads must be supported equally by all plies. ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 1-4-0 12 PSF 40 PSF 0 PSF 0 PSF 0 PSF Notes chemicals 5 provide lateral supportat nearing points to void Manufacturer Info PACIFIC LUMBER&TRUSS CO. Calculated Structured Designs is responsible only of the Handling&Installation lateral displacement and rotation Roseburg Forest Products 10515 SW ALLEN BLVD,OREGON svucturel adequacy of this component hosed on the S Web stiffeners for point load as shown Minimum 9 t. IJoist flanges must not be cut or drilled point load beano len,th>= 97005 design cdtena and loadings shown. It is the g g 3s'dunes 4500 Riddle By-pass Rd responsibility of the costume.and/or the contractor to 2.Refer to latest copy of me IJoist product information 7.For fiat roofs provide proper drainage to prevent 503-858-9663 details for framing details,stiffener tames,web hole ponding Riddle,OR 97469 ensure the component suitability of the intended chart,bridging details,multi-pry fastening details and (541)784-4005 application,and to verify the dimensions and loads. handling/erection details www.roseburg_com Lumber 3 Damaged!Joists mast not be used APA PR-L259,ICC-ES:ESR-1251 Pcjh Lumber 4 l.Dry service conditions,unless noted otherwise .Design assumes top flange to be laterally restrained ac 2.IJoist not to be treated with fire retardant or corrosive by attached Sheathing or as specified in engineering c o ra v a N "ores. & TRUSS EWP Studio Version 18.12.038 Powered by iStnutee w— EWP Studio Client Date: 4/17/2018 Page 3 of 3 Simpson Strong-Tie® Project. Designer: KAMI HENDERSON EW— Component SolutionsT^^ Address: Job Name: calcs Project#: B8 2.0E Rigidlam LVL 3.500" X 11.875" - PASSED Level:UPPER Level £111 11 1 l 11' € 1j 1 11; 911 1 1111 1 [ IjjI. 7 11 T II i .. € s s l ri 3jjl 1 I£ £ litI i will: £ 1 II 11' £ 'I I 1 I I £1.1 '' I 1 . J E 1 f£ 1 1 a ti, 1 111 1 1 11 £1 2 > j 3£ 1 1 1111111 1' 1 1111 1 1 1,. 11: 111 1 I I111 1 . I. 1 1 I1 Ili TI J 1I111I111I 111111 1 �,: a —' n .0 ._,T_7_m 11 718„ o / 1 D.Fir 2 D.Fir / 23' H3 1/2" / 23' Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 1 Design Method: ASD 1 498 276 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 1052 442 0 0 0 Deflection LL: 360 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F General Load Bearings Floor Live: 40 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 12 PSF 1 -D.Fir 5.500" 6% 276/498 774 L D+L 2-D.Fir 5.500" 12% 442/1052 1493 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 4456 ft-lb 12'3 1/2" 21278 ft-lb 0.209(21%) D+L L Unbraced 4456 ft-Ib 12'3 1/2" 21278 ft-lb 0.209(21%) D+L L Shear 1406 lb 21'7 3/8" 8035 lb 0.175(17%) D+L L LL Defl inch 0.271 (L/985) 11'9 1/4" 0.740(L/360) 0.370(37%)L L TL Defl inch 0.413(L/645) 11'8 3/4" 1.110(L/240) 0.370(37%) D+L L Design Notes 1 Girders are designed to be supported on the bottom edge only. 2 Top must be continuously braced. 3 Bottom must have sheathing attached or be continuously braced. ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 1-0-0 Top 12 PSF 40 PSF 0 PSF 0 PSF 0 PSF 2 Point 21-3-0 Top 189 lb 630 lb 0 lb 0 lb 0 lb Self Weight 11 PLF nemicals 6.P«flat roofs proper drainage prevent Manufacturer Infra PACIFIC LUMBER&TRUSS CO. Notesprowde drains to Calculated Structured Des ns is res onsmle only r the Handling&Installation Ponding 10515 SW ALLEN BLVD,OREGON 9 D yoRoseburg Forest Products structural adequacy of this Component based on the I.LVL beams must not be cut or drilled 97005 design cdtena and loadings shown. b is the 2.Refer to antnactorers product intormaron 4500 Riddle 74Rd 503-858-9663 responsibany et me customer and/or the contractor to regarding installanon requirements, multi-ply Riddle.OR 9746699 ensure ;he component suitabinlp or the intended fastening details,beam strength values,and code (541)784-4005 application,and to verify the dimensions and loads. approvals WWW.roseburg.com Lumber 3. Damaged Beams must not be used APA:PR-L289.PR-L270,ICC-ES: Pac 1.D dilions,unless noted otherwise 4.Design assumes lop edge is laterally restrained i"fr .Lumbe�, VV Dry con 5.Provide lateral support at bearing points to avoid ESR-1210 2.LVL not to be treated with ere retardant or corrosive .a,erai displacement dins'Mallon & TRUSS .°.°."' EWP Studio Version 18 12.038 Powered by iStruct°"