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HomeMy WebLinkAboutPermit File BLD-2019-0629 1207 6th Street (3) MAY 31 2019 2316 Antone Way Tim K. Garrison, P.E. r . ,, , Anacortes,WA 98221 Consulting Engineer J Phone: (360) 708-1865 CITY OF ANACORTES TimG@TimKGarrison.com Structural Analysis: New home and detached garage at 1211 6th St., Anacortes, WA Client: Michael Huber Job Number: T19021 Building Design:Don Finn Date: March 25, 2019 O AR.4 <._ si I li, r, --- SEP 2 742019 ', ' •' `V."' s�sz� CITY 1.)� Ai 1 C:) ;;> SAL .5 /19 0 ,�11 . ( L_P-2-Oiq -ells' - AvDo 6 L ) 26i '7- 06z'-. INDEX: Design Drawings, Callouts and Specifications. Si —S3 (24"x36") Calculations. Cl —C42 .ff Total No. of pages excluding cover sheet: 3, 24x36+42, 8.5x" / ♦ ti „, a +>„. A Notes,Disclaimers: ConstructionCalc,Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further,this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums): FILE. COPY Cl 2316 Antone Way Tim K. Garrison, P.E. Anacortes, WA 98221 Phone:(360) 708-1865 Consulting Engineer l51 Time@TimKGarrison.com ,'rr--rb I—j T rip F4 .1- --__ I r Structural Strategy '_I )°°°^--�I ° 1 I _!1__ 4 F. "r Lateral: -t-- °8a«r a 1 2i,. 1 ° \ ,- I wy,,M .,'6Xsa2°F( 7 Decks and porch roofs, use diaphragms to N- -.- o i I. ) a . m ' horizontal cantilever lateral loads back to F _I I \ building. Posts may be pin-pin-okay. n '\\\ Vbl o�I � C - ° 10) i ll' tom-'' ilk W �=` _ Most intended shear panels have plate to wi i r _�; -1 I' ,r 6X6�P°Fti plate aspect ratio<=3.5:1,thus no shear �— I ,F . 1 I MAST'=ge°FV I+? ��i transfer around openings is needed. In a b-$sA ,`e II __ the few exception areas,use shear m„ . z'"' ram'f2,- f�'�'° r e transfer around opening method with 1 1 a °iaL II 3� I continuous king studs and no joints in ' 2. 4i __ sheathing within 2'of opening to ensure - ' 9 � positive transfer of shear into panel I i I ` �. a,l er ra lleu °'I beside opening. : r4--�-ie ._ 1�= 1i'='=2� a s :�. i s P., 1 lows Q qE°q••M I Upper levels at garage and house,by \ 3 �� . E,,r = i�� _ all ' a • I I� AI SUNg0OM it k m inspection the lateral loads are low so Hall ' al ! .8x ll II r may use 1PW. _- Us. - „ r�6ii�IAI w- „Lr� R c=it �- - 'ii II ' -__ _ B."="E. 11191EM '. aidirrik'' __ 1 '". ___LIIIP111111 - -E2 - 1 I Xxisa- • FIRST FLOOR PON I 2'j - 0 , r- ..1-- 0 : , _, . r • f� ) LZ Structural Design Loads - IBC 2015 & ASCE 7-10 • Seismic Calculations - Per ASCE 7-10 Project Huber Job No t19021 Date 3/21/19 Location 1211 6th St., Anacortes, WA USGS 0.2 Second Response • Ss = 1.104 % of gravity USGS 1 .0 Second Response Si = 0.438 % of gravity No. of stories above ground lev. Two stories •` Site Class 'Stiff Soil Profile,D(Typ.) Risk Factor Comm'l,Industrial,Residential .Med Hazard,Il V Equiv Lateral Force Method Seis importance, IE = 1.00 Structural System Bearing wall wood or tight steel shear wall V .2 sec response, Ss = 1.104 Ss use for Cs = 1.104 Is structure regular and 5 stories or less? Yes r Use Ss 1.5 max for Cs calc 1 sec response, Si = 0.438 Site coef, Fa = 1.058 Redundancy factor, p= 1 Site coef, F„ = 1.562 Period, long-period (Map, ASCE7-10, p. 224, fig 22-12), TL = 16' Response mod coef, R = 6.50 Height of top of building, hn = 25 ft 0 - Str factor, 00= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMS = 1.168 Height Limit (feet) 65 Spectral accel parameter, SM1 = 0.684 Max. Allowable Story Drift 0.015 hsx or L / 67 Design spectral parameter, SDS = 0.779 0 - Str factor, no 3.00 Design spectral parameter, S01 = 0.456 Seismic Base Shear, V 0.120 *W I Building period coef, CTS = 0.020- Horizontal Seismic Load Effect, Eh 0.120 * W Approx fundamental period, Ta = . 0.224 Vertical Seismic Load Effect, Ev 0.156 * W Upper limit period. coef, Cu = 1.400 Seismic Load Effect E = Eh + - Ev 0.276D & -0.036D Building period, use, T = 0.313 LRFD Comb 5 1.356D + Eh + .5L + .2S Csmax = 0.314 LRFD Comb 7 0.744D + Eh Csmin = 0.010 ASD Comb 5 1.109D + .7Eh Seis response coef, Cs = 0.120 ASD Comb 6b 1.078D + .525Eh + .75L + .75S Min diaphragm force, Fpx min = 0.156D ASD Comb 8 • 0.491D + .7Eh Max diaphragm force, Fpx max = 0.312D Wind Loads Per ASCE 7-10 - Analytical Procedure . Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 ' Project Huber Job No t19021 Date 3/21/19 Building Wind Exposure Exp C• where exp.B and D don't apply, r Enclosure Classification Enclosed Building(Typical) r 3-Sec Gust, Basic 120 mph V ASCE7-10 maps, Fig 26.5, p247 ASD,Basic Combos.Stress increases allowed for wood only. V Method Load Comb Factor 0.6 Roof Pitch 1, max. 8.00 /12 Slope 1 6 = 33.7 deg Roof Pitch 2, max. 5.00 /12 Slope 2 6 = 22.6 deg A Mstr - 2012 IBC Loads Calcr 6-6-17 3/21/19 G j Hill Shape Topographic Factor Not Applicable r L/B 0.67 Building Width Perp. To Ridge B = 45 ft h/L 0.60 Building Length Parallel To Ridge L = 30 ft Gust Effect Factor G = 0.85 Mean Height Of Roof (ft) hin = 18.0 ft 3-Second Gust Power Law Exponent a = 9.5 Eave Height (ft) heave = . 10.0 ft Normal Ht. Of Atmosp. Bndry Layer zg = 900 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 0.882 26.8 ASCE 7 Height of Hill or Escarpment (ft) H = . IBC Load Factor for ASD Wind -1605.3.2 C.) = 0.60 Narrowest Half-Width of Hill at Half-Height (ft) .Lh = Topographic Factor Kzt = 1.000 Horiz. Distance From Crest To Bldg. Site (ft) x = Velocity Pressure @ mean roof ht. qh = 27.64 psf Windward Wall Pressures Internal Pressure Intermed. Windward Internal Pressure Elev K Value q, Wall 0-15 feet 0.849 15.96 psf 10.85 psf +/- 4.98 psf 15-20 feet 0.902 16.96 psf - 11.53 psf 20-25 feet 0.945 17.77 psf 12.08 psf Longitudinal (Parallel To Ridge) 25-30 feet 0.982 18.47 psf .12.56 psf 30-40 feet 1.044 19.62 psf 13.34 psf , Leeward Wall Side Walls 40-50 feet 1.094 20.56 psf 13.98 psf - -7.05 psf -9.87 psf 50-60 feet 1.137 21.37 psf . . 14.53 psf • (Outward) (Outward) 60-70 feet 1.174 22.07 psf 15.01 psf Roof Pressures - 70-80 feet 1.208. 22.70 psf 15.44 psf Based On Posn. Pressure Down Ridge 0 to h/2 -13.81 psf Transverse (Perp. To Ridge) h/2 to h -12.12 psf h to 2h . -7.61 psf Leeward Wall Side Walls > 2h - - -5.36 psf -5.64 psf - • -9.87 psf • • (Outward) (Outward) Horiz prof 13.34 psf Slope 1 - 19.0 psf 8.00 / 12 Cit -1.99 psf -8.46 psf . 4.42 psf 12.56 psf 18.2 psf / • 12.08 psf • +/- 4.98 psf 17.7 psf +/- 4.98 psf 11.53 psf .4p +I- 4.98 psf �5.64 psf 17.2 psf ,..... -Ft-4.98 psf I - . 10.85 psf ,...4110 16.5 psf Cs • //, // //f /1,4- /`r�/4-eft,-Y/1` / 45.00 ft 74, . Roof 1 slope: .8:12 0.59 rads 33.69 deg Roof 2 slope: 5:12 0.39 rads 22.62 deg Press, slope 1, roof, horiz prof: 7.1 psf Press, slope 2, roof, horiz prof: 4.9 psf A Mstr - 2012 IBC Loads Calcr 6-6-17 3/21/19 ConstructionCaic, Inc eL4 Lateral Load Calculator Job No.: t19021 Job Name: Huber By: tkg • Architect/Designer: Finn Date: 3/21/2019 Building: house&gar R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.120 (Basic. Ma Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: gar n-s, gar e-w, hse n-s hse e-w dn. dn dn. dn Dim 1 30.00 57.00 Dim 2 28.00 32.00 N_ . do. Mul factor 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 Trib Area 1009.6 0.0 2192.2 0.0 0.0 0.0 0.0 0.0 oo Dead weight,psf.I 15.0 , 15.0 j 15.0 j 15.0 3 15.0 j 15.0 3 15.0 j 15.0 Seismicfactorj 0.120 , 0.120 , 0.120 1 0.120 1 0.120 , 0.120 y 0.120 1 0.120 Calc'd seis load 1817.2 0.0 3945.9 0.0 0.0 0.0 0.0 0.0 Dim 1 136.00 152.00 Dim 2 6.00 8.00 m Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 816.0 0.0 1216.0 0.0 0.0 0.0 0.0 0.0 w Dead weight,psf.; 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Seismic factor:! 0.120 , 0.120 , 0.120 , 0.120 , 0.120 , 0.120 , 0.120 , 0.120 , Calc'd seis load 979.2 0.0 1459.2 0.0 0.0 - 0.0 0.0 0.0 Dim 1 26.00 32.00 Dim 2 25.00 28.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 650.0 0.0 896.0 0.0 0.0 0.0 0.0 0.0 Dead weight,psf.! 15.0 1 27.0 1 27.0 1 27.0 1 27.0 1 27.0 1 27.0 I 27.0 Seismic factor.! 0.120 , 0.120 , 0.120 , 0.120 , 0.120 , 0.120 , 0.120 , 0.120 , Calc'd seis load 1170.0 0.0 2903.0 0.0 0.0 0.0 0.0 0.0 Other GLs 3966.4 8308.2 Seismic Applied V 3966.4 3966.4 8308.2 8308.2 0.0 0.0 0.0 0.0. WIND LOAD CALCULATOR . Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: gar n-s, gar e-w, hse n-s hse e-w 0 0 0 0 dn. dn dn. dn Dim 1 29.00 16.00 84.00 409.00 CV Dim 2 10.00 5.00 1.00 1.00 Co Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5 Trib Area 224.0 80.0 84.0 409.0 0.0 0.0 0.0 0.0 cK Wind psf load` 8.0 j 8.0 j 8.0 j 8.0 j 8.0 j 8.0 j 8.0 I 8.0 Calc'd wind load 1792.0 640.0 672.0 3272.0 0.0 0.0 0.0 0.0 Dim 1 11.00 25.00 396.00 24.00 in . Dim 2 6.00 10.00 1.00 4.50 Mul factor 1.00 0.50 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 66.0 125.0 396.0 108.0 0.0 0.0 0.0 0.0 w Wind psf load! 17.7 j 17.7 j 17.7 j 17.7 j 17.7 j 17.7 1 17.7 I 17.7 Calc'd wind load 1168.2 2212.5 7009.2 1911.6 0.0 0.0 0.0 0.0 Dim 1 32.00 28.00 46.00 31.00 ro Dim 2 7.00 7.00 5.00 4.20 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 < Trib Area 224.0 196.0 230.0 130.2 0.0 0.0 0.0 0.0 w Wind psf load` 16.5 j 16.5 1 16.5 1 16.5 1 16.5 1 16.5 1 16.5 j 16.5 j Calc'd wind load 3696.0 3234.0 3795.0 2148.3 0.0 0.0 0.0 0.0 Other GLs Wind Applied V 6656.2 6086.5 11476.2 7331.9 0.0 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: gar n-s, gar e-w, hse n-s hse e-w• 0 0 0 0 dn. dn dn. dn Controlling V 6,656 lb 6,087 lb 11,476 lb 8,308 lb 0 lb 0 lb 0 lb 0 lb Controlling Force Type wind wind wind seismic - - - - ConstructionCalc, Inc Description: gar n-s, dn. Distribution of Lateral Loads Seismic Adjustments per Grid Total V, unfactored 5,555 lb Building: house & gar R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 3,994 lb Adjst'd multiplier - - Grids 6, 7 8 Percentage V 50% 50% 0% Leftover V/grid 1,997 lb 1,997 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 3,994 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 PnI 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 4.4 If 5.0 If 5.0 If 4.0 If 5.0 If 5.0 If 28.4 If 70 plf 1 PW 6.8 If 9.0 If 9.0 If 24.8 If 81 plf 1 PW Description: gar e-w, dn Seismic Adjustments per Grid Total V, unfactored 5,087 lb R adjust Grid Rho adj Grid- Wind or Seis control? (w or e) wind Total V, factored 3,652 lb Adjst'd multiplier - - r Grids 'e f, g Percentage V 50% 50% 0% Leftover V/grid 1,826 lb 1,826 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 3,652 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 PnI 8 Pnl 9 Pnl 10 Sum Eh PW use 4.0 If 3.0 If 2.5 If 3.0 If • 12.5 If 146 plf • 1 PW 2.5 If 3.5 If 4.3 If 6.5 If 3.5 If - 20.3 If 90 plf 1 PW Description: hse n-s dn. Seismic Adjustments per Grid Total V, unfactored 11,475 lb • R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 6,886 lb Adjst'd multiplier - - Grids 1, 2 4, 5 Percentage V 50% 50% 0% Leftover V/grid 3,443 lb 3,443 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 6,886 lb Sum check OK Min. Grid. Pnl 1 Pnl 2 PnI 3 PnI 4 Pnl 5 PnI 6 Pnl 7. PnI 8 Pnl 9 Pnl 10 Sum Eh PW use 2.7 If 2.8 If 4.6 If 4.0 If 7.8 If 5.6 If 7.9 If 35.4 If 97 plf 1 PW 8.0 If 6.7 If 3.0 If '6.6 If 3.0 If • 27.3 If 126 plf 1 PW Description: hse e-w dn • Seismic Adjustments per Grid Total V, unfactored 8,308 lb • R adjust Grid Rho adj Grid Wind or Seis control? (w or e) seismic Total V, factored 5,816 lb • Adjst'd multiplier - - Grids a b _ Percentage V 50% 50% 0 0% Leftover V/grid 2,908 lb 2,908 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb .0 lb 5,816 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 PnI 9 Pnl 10 Sum Eh PW use 13.5 If 6.4 If 3.0 If 22.9 If 127 plf 2PW 4.9 If 2.4 If 2.4 If 1.8 If 2.0 If 3.2 If 3.4 If 20.1 If 145 plf 2PW Uplift Calculator . • Panell.D. e b Unit lateral load, factored, Eh, plf 146 plf 145 UpliftRange Panel horiz. length, ft. 3.0 ft 3.2 ft Panel ht. (mom-arm), ft. 8.0 ft 7.0 ft Add'I uplift from upper story, Lt. end, lb • Add'I uplift from upper story, Rt. end, lb Dead point load at Lt. end, lbs. 1,000 lb 500 lb Dead point load at Rt. end, lbs. 1,620 lb 370 lb No. AB's to help keep Lt. end down 2.0 ea. 2.0 ea. • No. AB's to help keep Rt. end down 1.0 ea. 2.0 ea. Dead weight UDL, plf 360 plf 185 plf Uplift Lt. end, ASD comb 7, 8 -756 lb -463 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!. #DIV/0! Uplift Rt. end, ASD, comb 7, 8 -628 lb -385 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! c' '-� ProBeam Tim Garrison P.E. C.CC. RUCTION AL:C �: " s n',s_ ,i sn .7 v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity, if any,not shown) Member I.D. 22h Other Info. 3/22/19 • I 2 3 4 5 8 7 Type? I Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ 'Code Minimum- Normal: L/360&L/240 o 360 = 0.20 in Total, L/ 240 = 0.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft Add Self Weight? Yes-Self weight will be added to applied DL V • Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? t.No •v 1 Increase Roof DL for pitch? Yes v Roof Pitch I 4.0 :12 Live Dead Snow Trib. Width Live Dead Snow . Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 8.00 ft - 126.5 lb/ft 200.0 lb/ft Uniform Ld. 2 40 psf 27 psf 11.00 ft 440.0 lb/ft 297.0 lb/ft Uniform Ld. 3 40 psf 27 psf - - , Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load 440.0 Iblft 423.5 lb/ft 200.0 Ib/ft Loads Point loads are 1/10 scale 1500 • • 1000 • 500 0 --- - -500 1 2 3 4 5 6 4x And Smaller(Lumber) Calc'd Member • Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf I4 x 10 Iv Load Duration Snow: 1.15 I ® • % Overdesign - (4) 2 x 8 Moisture., Medium Dry- 18% w i Douglas Fir-Larch ' Repetitive Use? 1 Yes I w Pos Bending 44.8%(2) 2 x 10 3 x 12 Press Treated? i No, Not P.T. ® No. 2_ ® Flat Use? L No I ® Neg Bending NA (3) 2 x 8 4 x 10 Temp Cond. Noo deg F&less I w Fb Pos 1,428 psi Fv 207 psi Shear 63.3% Fb Neg 1,411 psi Fcp 625 psi Span(s) Defl'n 316.8% Allow Pos Mom 5,940 ft-lb 1230.84 in^4 Cantilever(s) Defl'n NA . Allow Neg Mom -5,867 ft-lb E 1,600 ksi Calc'd member OK by: 44.8% Allow Shear 4,468 lb . El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf Cond's Of Use: Load Duration:1.15-Snow For•4 x 10 1.50 in 1.50 in - - Engineered Lumber Calc'd Brand t Trus Joist v Results For(2) 1.75 x 11.25 2.0E Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf Calc'd Member I(2) 1.75 x 11.25 2.0E LVL _ w LVL 3.5 x 7.25 1.3E LSL 3.5 x 20 2.2E PSL Load Duration [Snow: 1.15 V _ % Overdesign 1.75 x 9.25 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? iyes ;® Pos Bending 366.2% 3.5 x 9.25 1.55E LSL J_ - Fb Pos 3,109 psi Fv 328 psi Neg Bending NA 1.75 x 9.25 2.0E LVL - Fb Neg 3,073 psi Fcp 750 psi Shear 214.5% (2) 1.75 x 5.5 2.0E LVL 3.5 x 9.25 Plus PSL, Levi Allow Pos Mom. 19,128 ft-lb E 2,000 ksi Span(s) Defl'n 837.2% (3) 1.75 x 5.5 2.0E LVL 5.25 x 9.25 Plus PSL, Levi Allow Neg Mom. -18,906 ft-lb El 830,566 ksi Cant(s) Defl'n NA (4) 1.75 x 5.5 2.0E LVL ' 3.5 x 9.25 Plus PSL, Lev2 Allow Shear 8,603 lb Calc'd member OK by: 214.5% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev2 1415.28 in^4 Controlling criteria is: Shear 5.25 x 9.25 2.0E PSL 3.5 x 9.25 Plus PSL, Lev3 Self Wt 10.07 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 9.25 2.0E PSL 5.25 x 9.25 Pius PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2) 1.75 x 11.25 2.0E LVL 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,735 lb 2,735 lb - - O ft-ib 0 ft-lb O ft-lb O ft-lb • Min Total 1,295 lb 1,295 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span.3 ' Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.072 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7 WC 2-22-18 Tim Garrison, P.C. 4; r :sn Proeeamcaoarame, v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC.All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,it any,not shown) Member I.D. l ? V j h -� -- Oth• er Info. 3/22/19 Le .r 2 3 4 5 6 Type? Simple span, fully braced w Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.50 ft 6.50 ft Allowable Deflection, Main Spans _ Live Only, L/ rEode Minimum-Normal:L/360&L/240 v • 360 = 0.22 in Total, L/ 240 = 0.33 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.50 ft . Add Self Weight? Yes-Self weight will be added to applied DL 1 O Loads: • Uniform Loads Over Full Length of Member l Loads From Continuous Member? !No v Increase Roof DL for pitch? !Yes v Roof Pitch I 8.0 :12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 3.00 ft - 54.1 lb/ft 75.0 lb/ft Uniform Ld. 2 40 psf 27 psf 1.00 ft 40.0 lb/ft 27.0 lb/ft Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 60 psf 10 psf - • - Uniform Ld. 5 - 10 psf 7.00 ft - 70.0 lb/ft Tot Unif Load 40.0 lb/ft 151.1 lb/ft 7510 lb/ft • Point Loads Measured from left end of member. Member Total Length = 6.5 ft. • 4 Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 4 3,000 lb 2,005 lb 4.60 ft , • Loads . Point loads are 1/10 scale 400 . 300 - 200 - 100 0 1 - -100 6x And Larger(Timber) Calc'd Member Results For 6x12 Solutions Using Self Weight of Engrd(2) 1.75 x 7.25 2.0E LVL, 6.5 plf 6 x 12 I v Load Duration Snow: 1.15 v %Overdesign 6x12 12 x 12 Moisture Medium Dry- 18% ' [Douglas Fir-Larch I w Repetitive Use? No w Pos Bending 29.1 8 x 10 14 x 14 Press Treated? No,Not P.T. WCLIB-No.2 ® Flat Use? 'No t v Neg Bending NA 10 x 10 16 a 16 Temp Cond. 1100 deg F&less w Fb Pos 1,006 psi Fv 196 psi Shear 92.7% Fb Neg 1,001 psi Fcp 600 psi Span(s) Defl'n 489.2% Allow Pos Mom 9,728 ft-lb 1652.59 in^4 • Cantilever(s) Defl'n NA Allow Neg Mom -9,678 ft-lb E 1,300 ksi Calc'd member OK by: 29.1% • Allow Shear 8,064 lb El 848,364 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.82 plf Cond's Of Use: Load Duration:1.15-Snow For 6x12 1.50 in 1.50 in - - • Engineered Lumber Calc'd Brand ITrus Joist i v Results For(2)1.75 x 7.25 2.0E Solutions Using Self Weight of Engrd(2) 1.75 x 7.25 2.0E LVL, 6.5 plf Calc'd Member I(2) 1.75 x 7.25 2.0E LVL W LVL Load Duration Snow: 1.15 I V %Overdesign Repetitive Use? N�o _ Iv Pos Bending 1.4% • • 25 1 55E LSLFb Pos 2,990 psi Fv 328 psi Neg Bending NA Fb Neg 2,967 psi Fcp 750 psi Shear 32.5% (2) 1.75 x 7.25 2.0E LVL Allow Pos Mom. 7,639 ft-lb E 2,000 ksi Span(s) Defl'n 54.4% (3) 1.75 x 7.25 2.0E LVL r 5.25 x 9.25 Plus PSL, Levi Allow Neg Mom. -7,581 ft-lb El 222,296 ksi Cant(s) Defl'n NA (4) 1,75 x 5.5 2.0E LVL 3.5 x 9.25 Plus PSL, Lev2 Allow Shear 5,544 lb Calc'd member OK by: 1.4% 3.5 x 9.25 2.0E PSL [ 5.25 x 9.25 Plus PSL, Lev2 _ 1111.15 in^4 Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 9.25 Plus PSL, Lev3 Self Wt 6.49 plf • Cond's Of Use: Load Duration:1.15-Snow 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2) 1.75 x 7.25 2.0E LVL 1.50 in 1.59 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 . Max Total 2,105 lb 4,184 lb - - 0 ft-lb Oft-lb 0 ft-lb 0 ft-lb Min Total 1,098 lb 1,931 lb - - O ft-lb O ft-lb O ft-lb O ft-lb • Min Load Case • • Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Deft - 0.000 in - - - Allowed 0.325 in 0.325 in 0.325 in Max Dn Deft - -0.211 in - - - Allowed 0.325 in 0.325 in 0.325 in ProBeam_v7 WC 2-22-18 C`;C) Tim Garrison, P.E. CAS I RUCTIONk(- ALC vfi.o Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by.a competent professional. Job t19021 . Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 24h Other Info. 3/22/19 b` 0.5 I 1.5 2 • 2.5 3 3.5 4 .b 5 Type? :Simple span,fully braced w Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.50 ft 4.50 ft Allowable Deflection, Main Spans Live Only, L/ [Code Minimum-Normal: L/360&L/240 V 360 = 0.15 in Total, L/ 240 = 0.23 in . N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 4.50 ft Add Self Weight? 1 Yes-Self weight will be added to applied DL 0 Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No 'w Increase Roof DL for pitch? r.Yes _ w Roof Pitch 1 8.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 2.00 ft - 36.1 lb/ft 50.0 lb/ft Tot Unif Load - 36.1 Iblft 50.0 lb/ft Point Loads Measured from left end of member. Member Total Length = 4.5 ft. - Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf 13.00 ft 12.00 ft - 2,340 lb 3,900 lb 2.20 ft Loads Point loads are 1/10 scale 600 400 - 200 - 0 rzr.......--.... - - -- - ----- -200 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 6x And Larger (Timberl Calc'd Member Results For 6x12 Solutions Using Self Weight of Engrd (2) 1.75 x 7.25 2.0E LVL, 6.5 plf .6 x 12 I ® Load Duration snow: Lis ® % Overdesign 6x12 12 x 12 Moisture [Medium Dry-18% ® Douglas Fir- Larch I ' Repetitive Use? iI No w Pos Bending 36.6% 8 x 10 I 14 x 14 Press Treated? Lo, Not P.T. V I WCLIB No. 2 j ' Flat Use? I No ;® Neg Bending NA w Fb Pos 1 006psi Fv 196 psi Shear 137.4% i0x10 16x16 Temp Cond. PoodegF&less � Fb Neg 1,003 psi - Fcp 600 psi Span(s) Defl'n 795.8% Allow Pos Mom 9,728 ft-lb 1652.59 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -9,693 ft-lb E 1,300 ksi Calc'd member OK by: 36.6% Allow Shear 8,064 lb El 848,364 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.82 plf Cond's Of Use: Load Duration:1.15-Snow For 6x12 1.50 in 1.50 in - - Engineered Lumber Calc'd Brand This Joist V Results For (2) 1.75 x 7.25 2.0E Solutions Using Self Weight of Engrd (2) 1.75 x 7.25 2.0E LVL, 6.5 plf Calc'd Member 51.75 x 7.25 2.0E LVL IV LVL 3.5 x 9.25 1.3E LSL 3.5 x 20 2.2E PSL Load Duration i Snow: 1.15 V V . % Overdesign 1.75 x 11.25 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No v Pos Bending 7.2% 3.5 x 9.25 1.55E LSL - Fb Pos 2,990 psi Fv 328 psi Neg Bending NA 1.75 x 11.25 2.0E LVL - Fb Neg 2,975 psi Fcp 750 psi Shear 63.2% (2) 1.75 x 7.25 2.0E LVL 3.5 x 9.25 Plus PSL, Levi Allow Pos Mom. 7,639 ft-lb • E 2,000 ksi Span(s) Defl'n 134.7% • (3) 1.75 x 7.25 2.0E LVL I 5.25 x 9.25 Plus PSL, Levi Allow Neg Mom. -7,600 ft-lb El 222,296 ksi Cant(s) Defl'n NA (4) 1.75 x 5.5 2.0E LVL 3.5 x 9.25 Plus PSL, Lev2 Allow Shear 5,544 lb Calc'd member OK by: 7.2%' 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev2 1111.15 inA4 Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 9.25 Plus PSL, Lev3 Self Wt 6.49 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2) 1.75 x 7.25 2.0E LVL 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 . Max Total 3,398 lb 3,259 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,292 lb 1,240 lb - - O ft-lb O ft-lb O ft-lb O ft-lb . Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.225 in 0.225 in 0.225 in Max Dn Defl - -0.096 in - - - • Allowed 0.225 in 0.225 in 0.225 in ProBeam v7 WC 2-22-18 Ly • Tim Garrison, P.E. CAS FRUCTIONCALC ProBeam • Wd 6m•o.we r The SUilAin9.industry v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) Memberl.D. 25h .Other Info. 3/25/19 t 2 3 4 5 6 7 8 9 t 10 Type? I Simple span,fully braced i Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length . Lenth of Spans: 9.00 ft 9.00 ft Allowable Deflection, Main Spans . Live Only, L/ [Code Minimum-Normal: L/360&L/240 v I 360 = 0.30 in Total, L/ 240 = 0.45 in N/A = 0.00 in Total, L/ N/A = 0.00 in • • Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9.00 ft Add Self Weight? [vesseIright will be added to applied DL Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? No i v I Increase Roof DL for pitch? Yes w Roof Pitch i 8.0 :12 . Live Dead Snow Trib.Width Live Dead Snow • Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf . 7.50 ft • - 135.2 lb/ft ' 187.5 lb/ft Uniform Ld. 2 40 psf 27 psf - • - . Uniform Ld. 3 40 psf 15 psf 1.00 ft 40.0 lb/ft 15.0 lb/ft • Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 - 10 psf 8.00 ft - 80.0 lb/ft Tot Unif Load 40.0 lb/ft 230.2 lb/ft 187.5 lb/ft Loads o Point loads are 1/10 scale 600 - . • 400 . - 200 • 200 1 2 3 4 5 6 7 8 9 10 4x And Smaller(Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf 4 x 10 . v Load Duration I Snow_1.15 (3/0Overdesign - (4) 2 x 8 Moisture Medium Dry-18% v I Douglas Fir Larch v Repetitive Use? No • Pos Bending 19.8% (2) 2 x 12 3 x 12 Press Treated? !No,Not P.T. V I I No.2 `v Flat Use? No W Neg Bending NA (3) 2 x 10 4 x 10 Temp Cond. 100 deg F&less 0 Fb Pos 1,242 psi Fv 207 psi - Shear 133.1 Fb Neg 1,220 psi Fcp 625 psi Span(s)Defl'n 164.3% Allow Pos Mom 5,165 ft-lb 1230.84 in"4 Cantilever(s) Defl'n NA Allow Neg Mom -5,076 ft-lb E 1,600 ksi Calc'd member OK by: 19.8% Allow Shear 4,468 lb El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 • Self Wt 8.28 plf Cond's Of Use: Load Duration:1.15-Snow For4x10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,917 lb 1,917 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,073 lb 1,073 lb - - 0 ft-lb 0 ft-lb - 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr • Max Up Defl - 0.000 in - - - . - Allowed 0.450 in 0.450 in 0.450 in .. Max Dn Defl - -0.170 in - - - V . Allowed 0.450 in 0.450 in 0.450 in ProBeam v7 WC 2-22-18 - " ProBeam Tim Garrison, P.C. C( NS ,RUCTION CALC L't •• l v 6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t19021 // Spans and Supports(Note.pitch and fixity,if any.not shown) Member I.D. -r-h 7 -- ^ ------ 1 Other Info. 3/25/19 j b I 2 33 • Type? I Simple span,fully braced I©I • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft • Allowable Deflection, Main Spans _ _ . Live• Only, L/ .Code Minimum-Normal:L/360&L/240 , • 360 = 0.20 in Total; L/ 240 = 0.30 in . N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft Add Self Weight? I Yes-Self weight will be added to applied DL p • Loads: ' • Uniform Loads Over Full Length of Member • Loads From Continuous Member? I No 1 t Increase Roof DL for pitch? 1 Yes _ v Roof Pitch i 8.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 4.00 ft - 72.1 lb/ft 100.0 lb/ft Uniform Ld. 2 40 psf 27 psf - - • Uniform Ld. 3 40 psf 15 psf 6.50 ft 260.0 lb/ft 97.5 lb/ft . Uniform Ld. 4 60 psf 10 psf . - . - • Uniform Ld. 5 - 10 psf • 8.00 ft - 80.0 lb/ft Tot Unif Load 260.0 lb/ft 249.6 lb/ft 100.0 lb/ft Point Loads • . Measured from left end of member. Member Total Length =6 ft. Live Dead Snow Trib.Width . Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf . 13.00 ft 12.00 ft - 2,340 lb 3,900 lb 1.00 ft ' Point Load 2 10.00 psf . - - - Point Load 3 - 10.00 psf - - - - Point Load 4 • 2,340 lb 3,900 lb 5.00 ft Point Load 5 Loads Point loads are 1/10 scale 800 - . 600 - 400 • - 200 - - A LA • -200 b 1 2 a 4 5- 6 7 6x And Larger(Timborl Calc'd Member Results For 6x12 Solutions Using Self Weight of Sawn 6x12, 15.8 plf [6 x 12 Iv Load Duration ,Snow: 1.15 I® I % Overdesign 6x12 12 x 12 Moisture Medium Dry- 18% I® t 15 uglas Fr-Larch Iv Repetitive Use? J No l'' Pos Bending 23.4% 8 x 12 14 x 14 Press Treated? No,Not P.T. WCLIB-No.2 t Flat Use? [No ;w Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 deg F&less I W Fb Pos 1,006 psi Fv 196 psi Shear 9.9% Fb Neg 1,001 psi Fcp 600 psi Span(s)Defl'n 343.5% Allow Pos Mom 9,728 ft-lb 1652.59 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -9,682 ft-lb E 1,300 ksf Calc'd member OK by: 9.9% Allow Shear 8,064 lb El 848,364 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.82 plf Cond's Of Use:Load Duratlon:1.15-Snow For 6x12 2.22 in 2.22 in - - Engineered Lumber Calc'd Brand i Trus Joist ® Results For(2) 1.75 x 11.25 2.0E Solutions Using Self Weight of Sawn 6x12, 15.8 plf Calc'd Member j(2) 1.75 x 11.25 2.0E LVL ® LVL 3.5 x 9.25 1.3E LSL 3.5 x 20 2.2E PSL Load Duration [Snow: 1.15 I t I • %Overdesign ' - 7 x 20 2.2E PSL Repetitive Use? No ,w Pos Bending 133.3% ' 3.5 x 9.25 1.55E LSL - Fb Pos 2,989 psi Fv 328 psi Neg Bending NA 1.75 x 20 2.0E LVL - Fb Neg 2,955 psi Fcp 750 psi Shear 17.3% (2) 1.75 x 11.25 2.0E LVL 3.5 x 11.875 Plus PSL, Levi Allow Pos Mom. 18,392 ft-lb E 2,000 ksi Spans) Defl'n 334.2% (3) 1.75 x 7.25 2.0E LVL 5.25 x 9.25 Plus PSL, Levi Allow Neg Mom. -18,178 ft-lb El 830,566 ksi Cant(s)Defl'n NA (4) 1.75 x 5.5 2.0E LVL 3.5 x 14 Pius PSL, Lev2 Allow Shear 8,603 lb • Calc'd member OK by: 17.3% 3.5 x 9.5 2.0E PSL 5.25 x 11.875 Plus PSL, Lev2 1415.28 inA4 Controlling criteria is: Shear 5.25 x 9.25 2.0E PSL 3.5 x 16 Plus PSL, Lev3 Self Wt 10.07 plf Cond's Of Use:Load Duration:1.15-Snow 7 x 9.25 2.0E PSL 1 5.25 x 11.875 Plus PSL, Lev3 Support 1 . Support 2 Support 3 Support 4 Req'd Bearing For(2) 1.75 x 11.25 2.0E LVL 2.79 in 2.79 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 • Max Total 7,336 lb 7,336 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 3,136 lb 3,136 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case • • Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.068 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam v7 WC 2-22-18 • Tim Garrison P.E. CvtJSj 'RUCTION ALC Voeean, � I T_Cs s,upf,t5 ng-by?r' al v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t19021 • • Spans and Supports(Note,pitch and fixity, if any,not shown) Member I.D. 30b . • /\ Iy Other Info. 3/22/19 2 4 6 8 10 12 14 lb Type? Simple span, fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lentil of Spans: 13.50 ft 13.50 ft Allowable Deflection, Main Spans Live Only, L/ 1 Code Minimum-Normal: 1./360&L/240 -_ i v J • 360 = 0.45 in Total, L/ 240 = 0.68 in N/A = 0.00 in Total, L/ N/A = 0.00 in • Pitch if Member Being Designed is Sloped: 8.0 :12 Mem True Len: 16.22 ft Add Self Weight? No-Self weight is included In applied DL . 0 , Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? ! � No w Increase Roof DL for pitch? j Yes , o Roof Pitch I 8.0 :12 I • Live Dead Snow Trib. Width Live Dead Snow Uniforrr Ld. 1 - Roof 20 psf 15 psf 25 psf 9.00 ft - 162.2 lb/ft 225.0 lb/ft Uniform Ld. 2 40 psf 27 psf " - - . Uniform Ld. 3 40 psf 27 psf - Uniform Ld. 4 60 psf 10 psf - - , Uniform Ld. 5 10 psf 10 psf - - Tot Unif Load - 162.2 lb/ft 225.0 lb/ftt Loads Point loads are 1/10 scale 600 - 400 • 200 -- -_ _ - .__- _ _ _ -200 w 2 4 6 8 10 12 14 16 4x And Smaller(Lumber) Calc'd Member Results For(3) 2 x 12 Acceptable Solutions (3)2 x 12 _ _ ® Load Duration •snow: 1.15 ® % Overdesign - (4) 2 x 10 Moisture Medium Dry- 18% I® I [Douglas Fir-Larch ,w Repetitive Use? Pos Bending 6.7% - - Press Treated? I No, Not P.T. ,• : No. 2 ;® I Flat Use? [No ;® Neg Bending NA (3) 2 x 12 4 x 14 - Temp Cond. 1100 deg F&less ® Fb Pos 1,190 psi Fv 207 psi . Shear 167.3% Fb Neg 1,168 psi Fcp 625 psi. Span(s) Defl'n 99.3% Allow Pos Mom 9,414 ft-lb 1533.94 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -9,239 ft-lb E 1,600 ksi Calc'd member OK by: 6.7% Allow Shear 6,986 lb El 854,297 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.56 plf Cond's Of Use: Load Duration:1.15-Snow For(3) 2 x 12 1.50 in 1.50 in - - Engineered Lumber Calc'd Brand j Trus Joist o Results For 1.75 x 11.875 2.0E Acceptable Solutions • Calc'd Member 1.75 x 11.875 2.0E LVL ®I LVL 3.5 x 11.25 1.3E LSL_____[--- 3.5.x 20 2.2E PSL Load Duration Snow: 1.15 w % Overdesign 1.75 x 14 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No v • Pos Bending . 16.1% 3.5 x 11.25 1.55E LSL - Fb Pos 2,988 psi Fv 328 psi Neg Bending NA 1.75 x 11.875 2.0E LVL - Fb Neg 1,533 psi Fcp 750 psi Shear 73.7% (2) 1.75 x 9.25 2.0E LVL 3.5 x 11.875 Plus PSL, Levi Allow Pos Mom. 10,240 ft-lb E 2,000 ksi Span(s) Defl'n 13.9% (3) 1.75 x 9.25 2.0E LVL 5.25 x 9.25 Plus PSL, Levi Allow Neg Mom. -5,253 ft-lb El 488,413 ksi Cant(s) Defl'n NA (4) 1.75 x 7.25 2.0E LVL J 3.5 x 11.875 Plus PSL, Lov2 Allow Shear 4,541 lb Calc'd member OK by: 13.9% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev2 1244.21 in^4 Controlling criteria is: Defl - Span 5.25 x 9.25 2.0E PSL 3.5 x 11.875 Plus PSL, Lev3 Self Wt 6.39 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev3 Support 1 Support 2 Support3 Support 4 Req'd Bearing For 1.75 x 11.875 2.0E LVL 1.99 in 1.99 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,614 lb 2,614 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,095 lb 1,095 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case • Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr ' - Max Up Defl - 0.000 in - - - Allowed 0.675 in 0.675 in 0.675 in Max Dn Defl - -0.593 in - - - Allowed 0.675 in 0.675 in 0.675 in • ProBeam_v7 WC 2-22-18 • Tim Garrison, P.E. CCA1S I RUCTIONCALC ProBeam INi Empower The Building YndUstr v6.0 .I Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC.All designs should be checked by a competent professional. Job t19021 - Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 31b Other Info. 3/22/19 /0 1 2 3 4 5 6 7 8 9 1 . Type? Simple span,fully braced v • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: - 9.50 ft 9.50 ft Allowable Deflection, Main Spans Live Only, L/ [ de Minimum-Normal:L/360&L/240 V 360 = 0.32 in- Total, L/ 240 = 0.48 in N/A = 0.00 in Total, L/ N/A . = 0.00 in Pitch if Member Being Designed is Sloped: 8.0 :12 Mem True Len: 11.42 ft Add Self Weight? No-Self weight is included In applied DL V Loads: • Partial Distributed Loads (Uniform or Trapezoidal) • Measured from left end of member. Member Total Length= 9.5 ft. Start Start End End Live Dead Snow Trib.Width Location Trib.Width Location Roof 20 psf 10 psf 25 psf 6.00 ft 0.00 ft 0.00 ft 9.50 ft Floor 1 40 psf 28 psf • Floor 2 - 10 psf Loads Point loads are 1/10 scale 200 - 150 • - 100 50 0L-� -50 11 2_______3 9^___€ 6 8 9 49 • 4x And Smaller (Lumber) Calc'd Member Results For 2 x 8 Acceptable Solutions j 2 x 8 v Load Duration Snow: 1.15 !V %Overdesign 2 x 8 (4)2 x 5 Moisture [Medium Dry-18% IV I ouglas Fir-Larch v Repetitive Use? No . V Pos Bending 11.8% (2) 2 x 6 3 x 6 Press Treated? No,Not P.T. v i No.2 V Flat Use? No V Neg Bending NA (3)2 x 5 4 x 5 Temp Cond. 100 deg F&less v Fb Pos 1,241 psi Fv 207 psi Shear 125.7% Fb Neg 912 psi Fcp 625 psi Span(s) Defl'n 87.8% Allow Pos Mom 1,359 ft-lb 147.63 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -998 ft-lb • E 1,600 ksi Calc'd member OK by: 11.8% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 3.34 plf Cond's Of Use: Load Duration:1.15-Snow For2x8 1.50 in 1.50 in . - - . Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 665 lb 333 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 190 lb 95 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case - Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - • - ' Allowed . 0.475 in 0.475 in 0.475 in Max Dn Defl - -0.253 in - - - Allowed 0.475 in 0.475 in 0.475 in • ProBeam_v7 WC 2-22-18 C L� Tim Garrison, P.E. CdJS S RUCTIONCALC ProBeam 4 Empo.wer.The Bu118-.ng Iodgatr v6.0 I Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 32b Other Info. 3/22/19 • 2 4 6 $ t0 12 14- IL - Type? I Simple span,fully braced [ . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.50 ft 14.50 ft • Allowable Deflection, Main Spans Live Only, L/ i Code Minimum_Normal:L/360&L/240 i V 360 = 0.48 in Total, L/ 240 = 0.73 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 14.50 ft Add Self Weight? Yes-Self weight will be added to applied DL j V Loads: Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length= 14.5 ft. . Start Start End End Live Dead Snow Trib.Width Location Trib.Width Location Roof 20 psf • 10 psf 25 psf 11.00 ft 0.00 ft 11.00 ft 12.501t Floor 1 40 psf 28 psf Floor 2 - 10 psf • Loads . Point loads are 1/10 scale 300 • 200 100 - 0 ., , -100 0 2 4 6 8 10 12 14 16 Engineered Lumber Calc'd Brand Trus Joist V Results For 1.75 x 14 2.0E LVL Solutions Using Self Weight of Engrd 1.75 x 14 2.0E LVL, 6.3 plf Calc'd Member 11,75 x 14 2.0E LVL IV 3.5 x 11.25 1.3E LSL ' 3.5 x 20 2.2E PSL Load Duration Snow: 1.15 V %Overdesign . 1.75 x 14 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? [No V Pos Bending 40.9% 3.5 x 11.25 1.55E LSL - Fb Pos 2,928 psi Fv 328 psi Neg Bending NA 1.75 x 142.0E LVL - Fb Neg 1,231 psi Fcp 750 psi • Shear 92.3% (2) 1.75 x 11.25 2.0E LVL 3.5 x 11.875 Plus PSL, Levi Allow Pos Mom. 13,949 ft-lb E 2,000 ksi Span(s)Defl'n 56.0% (3) 1.75 x 9.25 2.0E LVL 5.25 x 9.25 Plus PSL, Levi Allow Neg Mom. -5,864 ft-lb • El 800,333 ksi Cant(s)Defl'n NA . (4) 1.75 x 9.25 2.0E LVL 3.5 x 11.875 Plus PSL, Lev2 Allow Shear 5,353 lb Calc'd member OK by: 40.9% 3.5 x 11.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev2 1400.17 in^4 Controlling criteria is: Pos Bending . 5.25 x 9.25 2.0E PSL 3.5 x 11.875 Plus PSL, Lev3 Self Wt 6.26 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 9.25 2.0E PSL 5.25 x 11.875 Pius PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1.75 x 14 2.0E LVL 2.12 in 1.62. in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,784 lb 2,120 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 828 lb 638 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case - Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr . - -Max Up Defl - - 0.000 in - - . - Allowed 0.725 in 0.725 in 0.725 in Max Dn Defl - -0.465 in - - - Allowed 0.725 in 0.725 in 0.725 in ProBeam_v7 WC 2-22-18 c. c4- Tim Garrison, P.E. CAS ii ucTION C All ProBeam N6a--Efn•ow:ni The suiF_tl'En;g thtiu;at:ry V6.O t Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19021 • Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. . . 33b Other Info. 3/22/19 1 2 3 4 5 6 7 8 Type? Simple span,fully braced I V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.50 ft 8.50 ft Allowable Deflection, Main Spans _ Live Only, L/ 1 Code Minimum-Normal:L/360&L/240 _ _I V • 360 •= 0.28 in Total, L/ 240 = 0.43 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0-0 :12 Mem True Len: 8.50 ft • . ' Add Self Weight? Yes-Self weight wit be added to applied DL ' Loads: • ' Uniform Loads Over Full Length of Member Loads From Continuous Member? i No 0 Increase Roof DL for pitch? I Yes ;• Roof Pitch- I 4.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 7.00 ft - 110.7 lb/ft 175.0 lb/ft Uniform Ld. 2 40 psf 27 psf - . - Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5• 10 psf 10 psf - - - • • Tot Unif Load - 110.7 lb/ft 175.0 lb/ft Loads Point loads are 1/10 scale 400 300 200 • 100 - ' -100 6 1 2 3 4 5 6 7 8 0 4x And Smaller(Lumber) Calc'd Member - Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8,6.5 plf [4 x s I v Load Duration I Snow: 1.15 V %Overdesign 2 x 12 (4)2 x 6 Moisture l M ium Dry-18% V 1 Douglas Fir-Larch Ti Repetitive Use? LNo !v Pos Bending 30.3% - (2)2 x 8 3 x 10 Press Treated? No,Not P.T. No.2 ,v Flat Use? No V Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. 100 deg F R.less l Fb Pos 1,345 psi Fv 207 psi Shear 182.0% Fb Neg 1,328 psi Fcp 625 psi Span(s) Defl'n 120.3% Allow Pos Mom.3,437 ft-lb 1111.15 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -3,393 ft-lb E 1,600 ksi Calc'd member OK by: 30.3% Allow Shear 3,502 lb El 177,836 ksi . Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 plf Cond's Of Use: Load Duration:1.15-Snow For4x8 1.50 in 1.50 in - - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,242 lb 1,242 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 498 lb 498 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case - Deflections Lt Cantivr Span 1 Span 2 - Span 3 Rt Cantivr Max Up Defl • - . 0.000 in - - - Allowed 0.425 in 0.425 in 0.425 in Max Dn Defl - -0.193 in - - - Allowed 0.425 in 0.425 in 0.425 in ProBeam_v7 WC 2-22-18 • Tim Garrison, P.E. C CAISTRUCTIONCALC Proeeam We ErnpoWer The Building Industry v6.0 1 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 34b - Other Info. 3/22/19 A 1 2 3 4 5 6 Type? Simple span,fully braced v • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360" 14240 v 360 = 0.20 in Total, L/ 240 - = 0.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in • Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 ft • • , Add Self Weight? I Yes-Self weight will be added to applied DL _ V Loads: . Uniform Loads Over Full Length of Member Loads From Continuous Member? [No E Increase Roof DL for pitch? LYes Iv Roof Pitch I. 4.0 :12 Live Dead Snow Trib.Width Live Dead .Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 4.00 ft - 63.2 lb/ft 100.0'lb/ft Uniform Ld. 2 40 psf 27 psf • - - Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 60 psf 10 psf - . - Uniform Ld. 5 10 psf 10 psf - - Tot Unif Load - 63.2 lb/ft 100.0 lb/ft • • - - - Loads Point loads are 1/10 scale • 200 150 -1 • 10 0 - - 50 - -506 1 2 3 4 5 6 4x And Smaller (Lumber) ' Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8, 2.8 plf 2 x 8 li v . Load Duration Snow: 1.15 V %Overdesign 2 x 6 (4)2 x 4 Moisture Medium Dry-18% I. Douglas Fir-Larch Iv Repetitive Use? FN-co v Pos Bending 81.9% (2)2 x 4 1 3 x 5 Press Treated? No,Not P.T. V 1 No.2 V Flat Use? No V Neg Bending NA - (3)2 x 4 4 x 4 Temp Cond. 1100 deg F&less V Fb Pos 1,241 psi Fv-207 psi . Shear 201.3% Fb Neg 1,121 psi Fcp 625 psi Span(s) Defl'n 372.3% Allow Pos Mom 1,359 ft-lb 147.63 in^4 - Cantilever(s) Defl'n NA Allow Neg Mom -1,228 ft-lb E 1,600 ksi Calc'd member OK by: 81.9% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 plf Cond's Of Use: Load Duration:1.15-Snow For2x8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 498 lb 498 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total • 198 lb 198 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case • Deflections Lt Cantivr Span 1 . San 2 Span 3 Rt Cantivr - • • Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.064 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7 WC 2-22-18 Tim Garrison, P.E. CAS rRUCT1ONCALC Pro Beam We firepower The eliding Industry v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 35b Other Info. 3/22/19 1 2 3 4 5 6 7 8 Type? 1 Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length - Lenth of Spans: 8.00 ft 8.00 ft Allowable Deflection, Main Spans Live Only, L/ j Code Minimum-Normal: L/360&L/240 V • 360 = 0.27 in Total, L/ 240 = 0.40 in . N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8.00 ft Add Self Weight?: 1 yes-Self weight will be added to applied DL I V • .Loads: • Point Loads • Measured from left end of member. Member Total Length= 8 ft. • . Live Dead Snow Trib.Width . Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf 4.00 ft 5.00 ft - 300 lb 500 lb 4.00 ft Point Load 2 4C psf 15.00 psf - - - - Point Load 3 10.00 psf - - - - Point Load 4 Point Load 5 Loads ' Point loads are 1/10 scale 60 40 - 20 - o • � -20 1 2 3 4 5 6 7 8 9 4x And Smaller(Lumber) Calc'd Member Results For(2)2 x 6 Solutions Using Self Weight of Sawn (2)2 x 6,4.2 plf (2)2 x 6 v Load Duration Snow: V %Overdesign 2 x 10 • (4)2 x 5 Moisture f Medium Dry-18% V Douglas Fir-Larch v Repetitive Use? No v Pos Bending 3.8% (2)2 x 6 3 x 8 Press Treated? No,Not P.T. V I No.2 j w Flat Use? No v Neg Bending NA (3)2 x 5 4 x 6 Temp Cond. 100 deg F&less Iv Fb Pos 1,345 psi . . • Fv 207 psi Shear 446.2%. Fb Neg 1,328 psi Fcp 625 psi - Span(s) Defl'n 75.9% Allow Pos Mom 1,696 ft-lb 141.59 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -1,674 ft-lb E 1,600 ksi Calc'd member OK by: 3.8% Allow Shear 2,277 lb El 66,550 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.22 plf Cond's Of Use: Load Duration:1.15-Snow For(2)2x6 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 417 lb 417 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 167 lb 167 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr . Max Up Defl - 0.000 in - - - Allowed 0.400-in . 0.400 in 0.400 in • . Max Dn Defl - -0.227 in - - - Allowed 0.400 in 0.400 in 0.400 in • ProBeam v7 WC 2-22-18 • 1 7 :*'-, ProBeam Tim Garrison, P.C. vt‘,IS t2UCT1ONCALC ? y . 1 v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 40b Other Info. 3/22/19 . 2 - 4 tS 8 10 12 Type? Simple span, fully braced V • Left Cantilever Span 1 Span 2 Span 3 Right•Cantilever Tot Member Length Lenth of Spans: 10.00 ft 10.00 ft Allowable Deflection, Main Spans Live Only, L/ [Code Minimum- Normal: L/360&L/240 J • 360 = 0.33 in Total, L/ 240 = 0.50 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 10.00 ft Add Self Weight? [Y_es-Self weight will be added to applied DL I V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Iv Increase Roof DL for pitch? Yes I o Roof Pitch I 4.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 27 psf 10.00 ft 400.0 lb/ft 270.0 lb/ft Uniform Ld. 3 40 psf 27 psf - - . Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load 400.0 lb/ft 270.0 lb/ft - • Loads Point loads are 1/10 scale - 1000 500 - 0 r- - _ - _ _-_ -- -r-_------ ------ -- 0 2 4 6 8 10 12 -500' Glu Lam Calc'd Member Results For 3 x 10.5 Solutions Using Self Weight of Glulam 3 x 10.5, 8.1 plf LMisc manufacturers :V Load Duration % Overdesign ~ 2.5 x 10.5 I 5 x 7.5 8.75 x 9 ] Moisture ' Medium Dry- 18% V 3 x 10.5 w 'Live: 1,00 VI Pos Bending 30.0% 3 x 10.5 I 5.125 x 7.5 'Press Treated? I No, Not P.T. I- '24F-V4, DF/DF V Neg Bending NA ' 3.125 x 10.5 1 6.75 x 7.5 Temp Cond. 100 deg F&less V Fb Pos 2,399 psi Fv 265 psi Shear 64.1% Fb Neg 1,757 psi Fcp 650 psi Span(s) Defl'n . 70.7% Allow Pos Mom 11,022 ft- Cantilever(s)1289.41 in^4 Cantilever(s) Defl'n NA Allow Neg Mom 8,070 ft Ib E 1,800 ksi Calc'd member OK by: 30.0% Allow Shear 5,565 lb El 520,931 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.05 plf Cond's Of Use: Load Duration:1.0-Live - For 3 x 10.5 1.74 in 1.74 in - Engineered Lumber Calc'd Brand Trus Joist I v Results For(2) 1.75 x 9.25 2.0E Solutions Using Self Weight of Glulam 3 x 10.5, 8.1 plf Calc'd Member (2) 1.75 x 9.25 2.0E LVL v LVL 3.5 x 11.25 1.3E LSL 3.5 x 20 2.2E PSL Load Duration I Live: 1.00 I ® % Overdesign 1.75 x 14 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No v Pos Bending 27.6% 3.5 x 9.25 1.55E LSL - Fb Pos 2,600 psi Fv 285 psi Neg Bending NA 1.75 x 11.875 2.0E LVL - Fb Neg 2,562 psi Fcp 750 psi Shear 81.4% (2) 1.75 x 9.25 2.0E LVL 3.5 x 9.25 Plus PSL, Levi Allow Pos Mom. 10,813 ft-lb E 2,000 ksi Span(s) Defl'n 51.3% (3) 1.75 x 7.25 2.0E LVL 5.25 x 9.25 Plus PSL, Levi Allow Neg Mom. -10,656 ft-lb El 461,681 ksi Cant(s) Defl'n NA (4) 1.75 x 7.25 2.0E LVL 3.5 x 11.875 Plus PSL, Lev2 Allow Shear 6,151 lb Calc'd member OK by: 27.6% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev2 1230.84 inA4 Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 11.875 Plus PSL, Lev3 Self Wt 8.28 plf Cond's Of Use: Load Duration:1.0-Live 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Levi Support 1 Support 2 Support 3 Support 4 Req'd Bearing For (2) 1.75 x 9.25 2.0E LVL 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,390 lb 3,390 lb - - O ft-lb O ft-lb 0 ft-lb 0 ft-lb Min Total 1,390 lb 1,390 lb . - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case . • Deflections Lt Cantivr Span 1 Span 2 Span 3 • Rt Cantivr` Max Up Defl - 0.000 in - - - Allowed 0.500 in 0.500 in 0.500 in . Max Dn Defl - -0.293 in - - - Allowed 0.500 in 0.500 in 0.500 in ProBeam_v7 WC 2-22-18 . ..16 Tim Garrison, P.E. CAS RUCTIONCALC ProBeam We Empoyrer The Buildin' Industry v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 41b Other Info. 3/22/19 L 2 4 6 8 10 12 14 16 1 18 Type? I Simple span,fully braced 'V Left Cantilever Span 1 • Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16.00 ft • Allowable Deflection, Main Spans Live Only, L/ I Code Minimum-Normal: L/360&L/240 - V 360 = 0.53 in Total,L/ 240 = 0.80 in N/A = 0.00 in Total, LI N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 16.00 ft . • Add Self Weight? Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I No _F • Increase Roof DL for pitch? Yes y Roof Pitch L 4.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 13.00 ft • - 205.5 lb/ft 325.0 lb/ft Uniform Ld.5 - • 10 psf 8.00 ft - 80.0 lb/ft Tot Unif Load - 285.5 lb/ft 325.0 Iblft Point Loads Measured from left end of member. Member Total Length= 16 ft. . Live • Dead • Snow Trib.Width Trib Length Live Dead Snow Location Point Load 4 985 lb • 2.50 ft ' Loads Point loads are 1/10 scale • 800 • • 600 - 400 • 200 p • -200 2 6 8 10 12 14 16 18 Engineered Lumber Calc'd Brand Trus Joist I V Results For(3)1.75 x 11.25 2.0E • Solutions Using Self Weight of Engrd(3) 1.75 x 11.25 2.0E LVL, 15.1 pif Calc'd Member (3)1.75 x 11,25 2.0E LVL V LVL - 3.5 x 20 2.2E PSL Load Duration Snow: 1.15 I V %Overdesign - 7 x 20 2.2E PSL Repetitive Use? I No v Pos Bending 34.9% 3.5 x 14 1.55E LSL - Fb Pos 3,109 psi Fv 328 psi Neg Bending NA • 1.75 x 18 2.0E LVL - Fb Neg 3,064 psi Fcp 750 psi Shear 121.1% (2)1.75 x 14 2.0E LVL 3.5 x 14 PIus PSL, Levi Allow Pos Mom. 28,695 ft-lb E 2,000 ksi Span(s)Defl'n 0.8% (3)1.75 x 11.25 2.0E LVL 5.25 x 14 Plus PSL,Levi Allow Neg Mom. -28,280 ft-lb El 1,245,850 ksi Cant(s)Defl'n NA (4)1.75 x 11.25 2.0E LVL 3.5 x 16 Plus PSL, Lev2 Allow Shear 12,905 lb Calc'd member OK by: 0.8% 3.5 x 14 2.0E PSL 5.25 x 14 Plus PSL,Lev2 1622.92 inA4 Controlling criteria is: Defl-Span 5.25 x 11.25 2.0E PSL 3.5 x 16 Plus PSL, Lev3 Self Wt 15.10 pif Cond's Of Use: Load Duration:1,15-Snow 7 x 11.25 2.0E PSL 5.25 x 14 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(3)1.75 x 11.25 2.0E LVL 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments . Support 1 Support 2 Support 3 Support 4 Max Total 5,836 lb 5,159 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 3,236 lb 2,559 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections • . Lt Cantivr Span 1 . Span 2 Span 3 Rt Cantivr• ' Max Up Defl - 0.000 in - - - • Allowed 0.800 in 0.800 in 0.800 in • Max Dn Defl - -0.793 in - - - Allowed 0.800 in 0.800 in 0.800 in ProBeam_v7 WC 2-22-18 • � )7 Tim Garrison, P.E. CC S I RUCTIONCALC ProBeam rm • We Efl!.P Wer nth BUlldfn• Industr.y v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2012-2003 IBC.All designs should be checked by a competent professional.. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.Q. 42b Other Info. 3/22/19L-----'i 4 6 8- - 10 I Type? !Simple span,fully braced . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 11.20 ft 11.20 ft Allowable Deflection, Main Spans Live Only, L/ ,Code Minimum-Normal:L/360&L/240 V 360 = 0.37 in Total, L/ 240 = 0.56 in N/A = 0.00 in Total, L/ , N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 11.20 ft Add Self Weight? I Yes-Self weight will be added to applied DL V • Loads: Uniform Loads Over Full Length of Member • Loads From Continuous Member? I No ;" Increase Roof DL for pitch? Yes Tv Roof Pitch I 4.0 :12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf i 25 psf 13.00 ft - 205.5 lb/ft 325.0 lb/ft Uniform Ld.5 - 10 psf 8.00 ft - 80.0 lb/ft Tot Unif Load - 285.5 lb/ft 325.0 lb/ft • Point Loads Measured from left end of member. Member Total Length= 11.2 ft. • Live Dead Snow Trib.Width Trib Length Live Dead Snow Location - Point Load 4 985 lb 2.50 ft Loads Point loads are 1/10 scale 800 • 600 . - 400 - - 200 0 A. v • -200 2 1 -6 8 10 . 12 Engineered Lumber Calc'd Brand Trus Joist v Results For(2)1.75 x 11.25 2.0E Solutions Using Self Weight of Engrd (2) 1.75 x 11.25 2.0E LVL, 10.1 plf Calc'd Member (2)1.75 x 11.25 2.0E LVL I.I . LVL 3.5 x 11.25 1.3E LSL 3.5 x 20 2.2E PSL Load Duration Snow: 1.15 I V %Overdesign . 1.75 x 14 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No i v Pos Bending 67.2% 3.5 x 11.25 1.55E LSL - Fb Pos 2,989 psi Fv 328 psi Neg Bending NA 1.75 x 14 2.0E LVL - . Fb Neg 2,910 psi Fcp 750 psi Shear 102.9% (2)1.75 x 9.25 2.0E LVL 3.5 x 11.875 Plus PSL, Levi Allow Pos Mom. 18,392 ft-lb E 2,000 ksi Span(s)Defl'n 85.4% (3) 1.75 x 9.25 2.0E LVL 5.25 x 9.25 Plus PSL, Levi Allow Neg Mom. -17,904 ft-lb - El 830,566 ksi Cant(s)Defl'n NA (4) 1.75 x 9.25 2.0E LVL 3.5 x 11.875 Plus PSL,Lev2 Allow Shear 8,603 lb Calc'd member OK by: 67.2% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev2 1415.28 in^4 Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 11.875 Plus PSL, Lev3 Self Wt 10.07 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev3 Support 1 Support 2 • Support 3 Support 4 Req'd Bearing For(2) 1.75 x 11.25 2"0E LVL 1.62 in 1.50 in' - - Reactions Support 1 Support.2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total .4,241 lb 3,695 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,421 lb 1,875 lb - . - 0 ft-lb 0 ft-lb - 0 ft-lb 0 ft-lb Min Load Case • Deflections ' - Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.560 in 0.560 in 0..560 in • Max Dn Defl - -0.302 in - - - • Allowed 0.560 in 0.560 in 0.560 in ProBeam_v7 WC 2-22-18 ProBeam Tim Garrison, P.E. dN5`RUCr The,f nON ALCWe Mir, letclustr v6A Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity.if any,not shown) Member I.D. 43b 3/22/19 " Other Info. 1 2 3 5 6 T • Type? Simple span,fully braced 1• Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 7.50 ft • 7.50 ft • • Allowable Deflection, Main Spans _ Live Only, U Code Minimum_Normal:L/360&L/240 ,• • 360 = 0.25 in Total, L/ 240 = 0.38 in N/A = 0.00 in Total, L/ - N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 . Mem True Len: 7.50 ft ' Add Self Weight? No-Self weight is included In applied DL I eJ • . Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? 540 I v Increase Roof DL for pitch? j Yes 1• Roof Pitch 1 8.0:12 1 Live Dead Snow Trib.Width Live Dead Snow • Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - • Uniform Ld. 2 40 psf 27 psf - - . Uniform Ld. 3 40 psf 15 psf - • - . Uniform Ld. 4 60 psf 10 psf 3.00 ft 180.0 lb/ft 30.0 lb/ft • Uniform Ld. 5 - 10 psf - . - • Tot Unif Load 180.0 lb/ft 30.0 Ili/ft - . • Loads ' Point loads are 1/10 scale . . . 300 200 100 • -• -• ' L • .• 0 -100 1 2 3 4 5 6 7 0 4x And Smaller(Lumber). Calc'd Member Results For 4 x 8 Acceptable Solutions - 4 x 8 I•I Load Duration Live:1.00 • %Overdesign 2 x 12 (4)2 x 5 Moisture Medium Dry-18% V Louglas Fr-Larch V Repetitive Use?' No __{I Pos Bending 62.0% • (2) 2 x 8 3 x 8 Press Treated? Yes,P.T. . V No. � 2 •l Flat Use? No I•• Neg Bending . NA (3) 2 x 6 4 x 8 Temp Cond. 100 deg F&less •I Fb Pos 936 psi . Fv 144 psi Shear 209.3% Fb Neg 929 psi Fcp 625 psi Span(s)Defl'n 229.6%• • Allow Pos Mom 2,391 ft-lb 1111.15 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -2,374 ft-lb E 1,520 ksi Calc'd member OK by: 62.0% Allow Shear 2,436 lb El 168,945 ksi Controlling criteria is: Pos Bending • • Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 plf . Cond's Of Use:Load Duratlon:1.0•Livo • For 4 x 8 1.50 in 1.50 in • - • 6x And Larger(Timber) Calc'd Member . Results For 6x12 • Acceptable Solutions 6 x 12 • Load Duration I Live:1.00 • %Overdesign .6 x 8 12 x 12 . Moisture ,edium Dry-18% V Douglas Fr-Larch • Repetitive Use? No I• Pos Bending 358.3% 8 x 8• • 14 x 14 Press Treated? !Yes,P.T. V WCUB-No.2 j• Flat Use? No • Neg Bending NA 10 x 10 16 x 16 Temp Cond. [100 deg F&less _I Fb Pos 700 psi Fv 136 psi S r=-r 612.4% • . y1 Fb Neg 697 psi Fcp 600 psi •. (s)Defl'n 1472.3% • • �'�.� Allow Pos Mom 6,767 ft-lb 1652.59 in^4 Cantilever(s)Defl'n NA '0-:.: % Allow Neg Mom -6,740 ft-lb E 1,235 ksi Calc'd member OK by: 358.3 --Allow Shear 5,610 lb El 805,.946•'iksi Controlling criteria is: Pos Bending . Req'd Bearing Support 1 Support 2 Support-,, Support 4• S t 15.82 plf --t,, Cond's Of Use:Load Duratlon:1.0-Live • For 6x12 1.50 in 1.50 in - ---.-- , - Engineered Lumber Calc'd Brand I Tres Joist i• Results For(2) 1.75 x 7.25 2.0E Acceptable Solutions . Calc'd_Member (2)1.75 x 7.25 2.0E LVL i� • LVL 3.5 x 5.5 1.3E LSL 3.5 x 20 2.2E PSL Load Duration Live:1.00 '� %Overdesign 1.75 x 9.25 1.55E LSL 7 x 20 2 E'P L ' Repetitive Use? No-^.„. • Pos Bending 349.9% _ 3.5 x 9.25 1.55E LSL .,,.,`-', - Fb Pos 2,600 psi •-Fv,-285 psi Neg Bending NA 1.75 x 7.25 2.0E LVL ...--0.-. - Fb Neg 2,580 psi Fcp 750''psi. Shear 512.2% • (2) 1.75 x 5.5 2.0E LVL,.-".'- 3.5 x 9.25 Plus PSL, Levi Allow Pos Mom. 6,643 ft-lb E 2,000 ksi Span(s)Defl'n 333.7% . (3) 1.75 x'.$.0E'tVL 5.25 x 9.25 Plus PSL, Levi Allow Neg Mom. -6,592 ft-lb El 222,296 ksi 'ea04(s)Defl'n NA (4) 1 7.5'-lc 5.5 2.0E LVL 3.5 x 9.25 Plus PSL, Lev2 Allow Shear 4,821 lb Calc'd member O 333.7% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev2- 1111.15 in^4 Controlling criteria is: fl-Span 5.25 x 9.25 2.0E PSL 3.5 x 9.25 Plus PSL, Lev3 Self Wt 6.49 plf Cond's Of Use:Load Duration: 9-Live 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 . Req'd Bearing For(2) 1.75 x 7.25 2.0E LVL 1.50 in 1.50 in - - Reactions •- Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 788 lb 788 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb - . - Min Total 113 lb 113 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case • Deflections • Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr • Max Up Defl - 0.000 in - - - . Allowed 0.375 in 0.375 in 0.375 in • Max Dn Defl - -0.088 in - - - I Allowed 0.375 in 0.375 in 0.375 in ' ProBeam_v7 WC 2-22-18 ' • IJ 1N. ProBeam Tim Garrison, P.E. CAS .RuCTIoNCALc We Ern.outer the Building"Inauetry v6.O Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC. All designs should be checked by a competent professional. Job t19021 - Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 50b . Other Info. 3/22/19 1 2 3 4 5 6 7 8 9 I Type? Simple span,fully braced _ V Left Cantilever . Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 ft • 9.00 ft Allowable Deflection, Main Spans Live Only, L/ 1 Code Minimum-Normal:L/360&L/240 360 = 0.30 in Total, L/ 240 = 0.45 in N/A • = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9.00 ft Add Self Weight'? F No-Self weight is included In applied DL ! V • • . Loads: Uniform Loads Over Full Length of Member . Loads From Continuous Member? I No I w I Increase Roof DL for pitch? res ,w Roof Pitch 1 8.0 :12 •Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf • 25 psf 5.00 ft • - 90.1 lb/ft 125.0 lb/ft Uniform Ld. 2 40 psf • • 27 psf - - • Uniform Ld. 3 40 psf 15 psf - - • Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 - 10 psf - - • Tot Unif Load - 90.1 lb/ft 125.0 lb/ft • . Loads Point loads are 1/10 scale : 300 . 200 100 0 . -100 1 2 •3 4 5 6 7 8 9 10 • • 4x And Smaller(Lumber) Calc'd Member Results For 2 x 12 Acceptable Solutions 2 x 12 v Load Duration LSnow: 1.15 V %Overdesign i 2 x 12 (4)2 x 5 Moisture Medium Dry-18% f Douglas Fir-LarchI v Repetitive Use? No w Pos Bending 25.2% (2)2 x 8 • 3 x 8 Press Treated? [,Not P.T. W i No.2 _ Flat Use? l No Neg Bending NA (3)2 x 6. 4 x 8 Temp Cond. no deg F&less v Fb Pos 1,034 psi - Fv 207 psi Shear 140.5% • Fb Neg 651 psi Fcp 625 psi Span(s)Defl'n 303.5% Allow Pos Mom 2,726 ft-lb . 1177.98 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -1,716 ft-lb E 1,600 ksi Calc'd member OK by: 25.2% Allow Shear 2,329 lb El 284,766 ksi Controlling criteria is: Pos Bending Rend Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf Cond's Of Use: Load Duration:1.15-Snow For 2 x 12 1.50 in 1.50 in - - I Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 968 lb, 968 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 406 lb 406 lb - - 0 ft-lb 0 ft-lb 0 ft-lb • 0 ft-lb Min Load Case • • 'Deflections Lt Cantivr Span 1 Span 2 • Span 3 Rt Cantivr Max Up Defl - 0.000 in - • - - Allowed 0.450 in 0.450 in 0.450 in Max Dn Defl - -0.112 in - - - . Allowed 0.450 in 0.450 in 0.450 in . ProBeam_v7 WC 2-22-18 - Gz-Z G ` '" ProBeam Tim Garrison, P.E. cCIIVS 1 RUCTION CALC vv,.om;Ower The'Building t'r,du43r., V6.0 1 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19021 • Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 51b Other Info. 3/22/19 2 4 6 8 10 1 • Type? ', Simple span,fully braced i V . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 10.00 ft 10.00 ft Allowable Deflection, Main Spans . Live Only, L/ Code Minimum-Normal:L/360&L/240 w • 360 = 0.33 in- Total, LI 240 = 0.50 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 10.00 ft . Add Self Weight? . No-Self weight is included In applied DL I V Loads: Uniform Loads Over Full Length of Member • r I • Loads From Continuous Member? I No lw • Increase Roof DL for pitch? Yes w Roof Pitch ' I 8.0 :12 Live Dead Snow Trib.Width Live Dead • Snow - Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 1.50 ft - 27.0 lb/ft 37.5 Ib/ft Tot Unif Load - 27.0 lb/ft 37.5 lb/ft • Point Loads Measured from left end of member. Member Total Length= 10 ft. • Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf .5.00 ft 5.00 ft - 375 lb 625 lb 5.00 ft • Loads . Point loads are 1/10 scale 80 - • 60 - 40 - 20 - • ' • 0 -200 2 4 6 8 10 12 4x And Smaller(Lumber) Calc'd Member Results For(2)2 x 12 Acceptable Solutions r(2)2 x 12 w Load Duration Snow:1.15 V %Overdesign 2 x 14 (4)2 x 6 Moisture Medium Dry-18% 0 TDougias Fir-Larch Iv Repetitive Use? No I V Pos Bending 65.0% (2) 2 x 10 3 x 10 Press Treated? Lot P.T. I V `No.2 i Flat Use? No Iv Neg Bending ' NA (3)2 x 8 4 x 8 Temp Cond. 100 deg F&less 1 W Fb Pos 1,035 psi • Fv 207 psi Shear 466.1% . Fb Neg 1,002 psi Fcp 625 psi Span(s)Defl'n 463.6% Allow Pos Mom 5,457 ft-lb 1355.96 in^4 Cantilever(s) Defl'n NA . Allow Neg Mom -5,286 ft-lb E 1,600 ksi Calc'd member OK by: 65.0% Allow Shear 4,658 lb El 569,531 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.63 plf Cond's Of Use: Load Duration:1.15-Snow For(2)2x12 1.50 in 1.50 in - - - k . Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 . Support 3 Support 4 Max Total 823 lb 823 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 323 lb 323 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.500 in 0.500 in 0.500 in Max Dn-Defl - -0.089 in - - - Allowed • 0.500 in 0.500 in 0.500 in ProBeam v7 WC 2-22-18 CZ • iM Tim Garrison, P.E. CC3<NSFRUCTIONCALC ProBeam L"iL-nf. uiz.a, S,ir c�1�ee.fr� .04 ■.ita/ v6.O Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012- 2003 IBC. All designs should be checked by a competent professional. Job t19021 - . Spans and Supports(Note,pitch and fixity,if any,not shown) • . Member I.D. 51 b case 2 Other Info. 3/22/19 2 4 6 8 10 12 14 Type? Simple span,fully braced 12 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 12.00 ft 12.00 ft Allowable Deflection, Main Spans Live Only, L/ . Code Minimum-Normal:L/360&L/240 _ _ ;V 360 = 0.40 in Total, L/ 240 = 0.60 in N/A . = 0.00 in Total, L/ N/A = 0.00 in • Pitch if Member Being Designed is Sloped: 8.0 :12 Mem True Len: 14.42 ft • Add Self Weight? No-Self weight is included In applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? 1 No w Increase Roof DL for pitch? Yes 0 Roof Pitch I 8.0 :12 1 Live Dead Snow Trib.Width Live Dead Snow 'Uniform Ld. 1.- Roof 20 psf 15 psf 25 psf 6.00 ft - 108.2 lb/ft 150.0 lb/ft Uniform Ld. 2 40 psf 27 psf - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 60 psf - 10 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 108.2 lb/ft 150.0 lb/ft Loads • Point loads are 1/10 scale 300 . 200 - • 100 - 0 . — -100 • 2 4 6 8 10 A 14 • 4x And Smaller(Lumber) Calc'd Member Results For(2)2 x 12. Acceptable Solutions (2)2 x 12 ,v Load Duration ow: 1.1s , v %Overdesign - (4)2 x 8 Moisture Medium Dry-18% V Douglas Fir-Larch w Repetitive Use? ,±±o Ti Pos Bending 17.4% (2) 2 x 12 3 x 14 Press Treated? I No,Not P.T. w1 [No.2 I v Flat Use? [-No Iv Neg Bending NA (3) 2 x 10 4 x 10 Temp Cond. 1100 deg F&less v Fb Pos 1,035 psi Fv 207 psi Shear 200.7% Fb Neg 991 psi Fcp 625 psi Span(s)Defl'n 183.7% Allow Pos Mom 5,457 ft-lb 1355.96 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -5,228 ft-lb E 1,600 ksi Calc'd member OK by: 17.4% - Allow Shear 4,658 lb El 569,531 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 10.37 plf Cond's Of Use: Load Duration:1.15-Snow For(2)2x12 1.50 in 1.50 in - - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,549 lb 1,549 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 649 lb 649 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr . Span 1 - Span 2 Span 3 Rt Cantivr - Max Up Defl - 0.000.in - - - Allowed 0.600 in 0.600 in 0.600 in Max Dn Defl - -0.211 in - - - Allowed 0.600 in 0.600 in 0.600 in • ProBeam_v7 WC 2-22-18 zdr Pro[team Tim Garrison P.C, CcN R S UCTION LC , IL"�'Ji'x�zT'�� A,%'���a: t�7i�i�,.�itllia.' v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports (Note,pitch and fixity, if any,not shown) Member I.D. 52b L L Other Info. 3/22/19 - 0 -, - L, Type? Simple span,fully braced .v • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length . Lenth of Spans: 25.50 ft 25.50 ft Allowable Deflection, Main Spans Live Only, L/ 'Code Minimum - Normal: L/360&L/240 _ i 360 = 0.85 in Total, L/ 240 = 1.28 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 25.50 ft Add Self Weight? i Yes-Selfweightwill be added to applied DL Loads: Uniform Loads Over Full Length of Member . Loads From Continuous Member? i No '© Increase Roof DL for pitch? Yes I© Roof Pitch 8.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 12.00 ft - 216.3 lb/ft 300.0 lb/ft Uniform Ld. 2 40 psf 27 psf - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 - 10 psf . - - Tot Unif Load - 216.3 lb/ft 300.0 Ib/ft Loads Point loads are 1/10 scale 600 400 200 - 200 5 10 15 20 25 3t0 Glu Lam Calc'd Member Results For 5 x 16.5 Solutions Using Self Weight of Glulam 5 x 16.5, 21.1 plf ; Misc manufacturers 17 Load Duration % Overdesign - 1 5 x 18 8.75 x 15 Moisture (Medium Dry_18% ,® !5 x 16.5 ® Snow: 1.15 ® Pos Bending 14.0% 3 x 21 5.125 x 18 Press Treated? `No, Not P.T.- I'40 '24F-V4, DF/DF i® Neg Bending NA 3.125 x 21 6.75 x 16.5 Temp Cond. 100 deg F&less 1 ® Fb Pos 2,634 psi Fv 305 psi Shear 144.6% Fb Neg 1,822 psi Fcp 650 psi . Span(s) Defl'n -19.0% Allow Pos Mom 49,797 ft-lb 11871.72 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -34,444 ft-lb E 1,800 ksi Calc'd member FAILS by: -19.0% Allow Shear 16,761 lb El 3,369,094 ksi Controlling criteria is: Defl - Span • Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 21.09 plf Cond's Of Use: Load Duration:1.15-Snow • For 5 x 16.5 2.11 in 2.11 in - - Engineered Lumber Calc'd Brand ITrus Joist _ Results For(3) 1.75 x 18 2.0E LVL Solutions Using Self Weight of Glulam 5 x 16.5, 21.1 plf Calc'd Member I(3)1.75 x 18 2.0E LVL - 3.5 x 20 2.2E PSL Load Duration [Snow: 1.15 ; e % Overdesign - 7 x 20 2.2E PSL Repetitive Use? No ;V Pos Bending 59.2% - - Fb Pos 2,943 psi Fv 328 psi Neg Bending NA ` - l Fb Neg 2,927 psi ' Fcp 750 psi Shear 201.3% (2) 1.75 x 20 2.0E LVL 1 - Allow Pos Mom. 69,523 ft-lb E 2,000 ksi Span(s) Defl'n 27.3% (3) 1.75 x 18 2.0E LVL - Allow Neg Mom. -69,152 ft-lb El 5,103,000 ksi Cant(s) Defl'n NA (4) 1.75 x 16 2.0E LVL - I Allow Shear 20,648 lb Calc'd member OK by: 27.3% - I 12551.50 in^4 Controlling criteria is: Defl - Span 5.25 x.18 2.0E PSL - Self Wt 24.16 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 16 2.0E PSL - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(3) 1.75 x 18 2.0E LVL 1.74 in 1.74 in • - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,852 lb 6,852 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 3,027 lb 3,027 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr - Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.275 in 1.275 in • 1.275 in . Max Dn Defl - -1.518 in - - - Allowed 1.275 in 1.275 in 1.275 in ProBeanl v7 WC 2-22-18 • c zj Tim Garrison, P.E. CCAIS`RUCTIONCALC ProBeam - We Empowlr The :ultdin• Industry v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t19021 • • Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 53B • Other Info. 3/25/19 5 10 t5 20 5 Type? I Simple span,fully braced I V Left Cantilever Span 1 3 Span 2 Span Right Cantilever Tot Member Length . Lenth of Spans: 20.50 ft 20.50 ft Allowable Deflection, Main Spans _ - Live Only, L/ [Code Minimum-Normal:L/360&L/240 I v . • 360 = 0.68 in Total, L/ 240 •= 1.03 in • N/A = 0.00 in Total, L/ N/A = 0.00 in . Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 20.50 ft • Add Self Weight? .Yes-Self weight will be added to applied DL V - Loads: ' Uniform Loads Over Full Length of Member Loads From Continuous Member? No ;•I Increase Roof DL for pitch? j Yes I" Roof Pitch l . 8.0 :12 1 Live Dead Snow • Trib.Width Live Dead Snow - Uniform Ld. 1 - Roof 20 psf • 15 psf 25 psf - - - • • Uniform Ld.2 • 40 psf 27 psf • - - • Uniform Ld.3 40 psf 15 psf 13.00 ft 520.0 lb/ft • 195.0 lb/ft Uniform Ld.4 60 psf • 10 psf - - • Uniform Ld.5 • - 10 psf . - - • Tot Unif Load 520.0 lb/ft 195.0 Ib/ft - Loads . Point loads are 1/10 scale 1000 500 0 - L ----- 5 10 15 20 25 .-500 • Engineered Lumber Calc'd Brand Trus Joist H Results For(3) 1.75 x 16 2.0E Solutions Using Self Weight of Engrd(3)1.75 x 16 2.0E LVL,21.5 plf Calc'd Member [(3)1.75 x 16 2.0E LVL V LVL . - 3.5 x 20 2.2E PSL Load Duration [Live: 1.00 v %Overdesign - 7 x 20 2.2E PSL Repetitive Use? No v Pos Bending 25.5% - - . . Fb Pos 2,600 psi - Fv 285 psi Neg Bending NA - . - Fb Neg 2,600 psi Fcp 750 psi Shear 111.4% (2)1.75 x 18 2.0E LVL - Allow Pos Mom. 48,538 ft-lb E 2,000 ksi Span(s)Defl'n 18.5% (3)1.75 x 16 2.0E LVL - Allow Neg Mom. -48,538 ft-lb El 3,584,000 ksi Cant(s)De rn NA (4)1.75 x 14 2.0E LVL - Allow Shear 15,960 lb Calc'd member OK by: 18.5% 3.5 x 18 2.0E PSL - 11792.00 inA4 Controlling criteria is: Defl-Span 5.25 x 16 2.0E PSL - Self Wt 21.48 plf Cond's Of Use: Load Duration:1.0-Live 7 x 14 2.0E PSL - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(3) 1.75 x 16 2.0E LVL 1.92 in 1.92 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 7,549 lb 7,549 lb - • - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • Min Total 2,219 lb 2,219 lb - - 0 ft-lb 0 ft-lb 0 ft-lb . 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in � � 2 1.., S� Allowed 1.025 in 1.025 in 1.025 in P s Max Dn Defl - -0.817 in - - - Allowed 1.025 in 1.025 in 1.025 in ProBeam_v7 WC 2-22-18 • • Tim Garrison, P.E. • %CANS IRUCTIONCALC ProBeam We.umpoworThe outldln. Ynduatry. v6.0 E Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 55b Other Info. 3/25/19 • 1 2 3 4 5 d Type? j Simple span,fully braced _ v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft • 6.00 ft Allowable Deflection, Main Spans • • Live Only, L/ Code Minimum-Normal:L/360&L/240 • I V . 360 = 0.20 in Total, L/ 240 = 0.30 in N/A = 0.00 in• Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 • Mem True Len: 6.00 ft Add Self Weight? 1 Yes-Self weight will be added to applied DL I V Loads: Uniform Loads Over Full Length of Member - Loads From Continuous Member? No • Increase Roof DL for pitch? Yes J• Roof Pitch I 8.0 :12 Live .Dead Snow Trib.Width Live Dead Snow • Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 14.00 ft• - 252.4 lb/ft 350.0 lb/ft . Uniform Ld. 2 40 psf 27 psf - - . Uniform Ld. 3 40 psf 15 psf " 1.50 ft 60.0 lb/ft 22.5 lb/ft . Uniform Ld. 4 60 psf - 10 psf - - Uniform Ld. 5 - 10 psf 8.00 ft - 80.0 lb/ft • Tot Unif Load 60.0 lb/ft _ 354.9 lb/ft 350.0 Ib/ft - Loads • . Point loads are 1/10 scale 1000 500 - 0 - A ii 1 2 3 4 5 6 • -500 4x And Smaller(Lumber) Calc'd Member Results For(2)2 x 10 Solutions Using Self Weight of Sawn (2)2 x 10,7.1 plf I (2)2 x 10 Iv Load Duration [snow: 1.15 I V I %Overdesign 2 x 14 (4)2 x 6 - Moisture Medium Dry-18% V [Douglas Fir-Larch I V Repetitive Use? No I v Pos Bending 26.7% (2) 2 x 10 3 x 10 Press Treated? [No,Not P.T. V • No.2 V Flat Use? No v Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. too deg F&less v Fb Pos 1,138 psi Fv 207 psi Shear 79.3% Fb Neg 1,123 psi Fcp 625 psi Span(s)Defl'n 357.5% Allow Pos Mom 4,058 ft-lb 1197.86 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -4,003 ft-lb E 1,600 ksi Calc'd member OK by: 26.7% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.09 plf Cond's Of Use: Load Duration:1.15-Snow For(2)2 x 10 . 1.50 in 1.50 in - - . Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,136 lb 2,136 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,086 lb 1,086 lb - - 0 ft-lb 0 ft-lb . 0 ft-lb 0 ft-lb Min Load Case ` Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr . Max Up Defl - 0.000 in - • - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl -0.066 in - - - Allowed 0.300 in 0.300 in 0.300 in • • ProBeam_v7 WC 2-22-18 C2d7 P.E. C©NIS'RUCTION C ALC ProBeam Tim Garrison, E We Ern•P.w.er;:The Building Znduatry V6.0 . 1 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) • Member I.D. 56b - Other Info. 3/25/19 2m. 4 8 8 10 12 A 14 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 12.50 ft 12.50 ft Allowable Deflection, Main Spans Live Only, L/ .1 Code Minimum-Normal:L/360&L1240 _ V - 360 = 0.42 in Total, L/ 240 • = 0.63 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.50 ft . Add Self Weight? Yes-Self weight will be added to applied DL V Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? I No Increase Roof DL for pitch? Yes V Roof Pitch I 8.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 5.00 ft - • 90.1 lb/ft 125.0 lb/ft • Uniform Ld. 2 40 psf 27 psf - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 - 10 psf - - • Tot Unif Load - 90.1 lb/ft 125.0 lb/ft Loads - Point loads are 1/10 scale 300 - . 200 . • 100 • • 0 . -100 2 4 6 ' 8 10 12 14 • • 4x And Smaller (Lumber) Calc'd Member • Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf Lx 10 V Load Duration Snow: 1.15 I v % Overdesign - (4)2 x 8 Moisture I Medium Dry-18% ,v LDouglas Fir-Larch v Repetitive Use? I No v Pos Bending 18.4% (2) 2 x 12 3 x 12 Press Treated? No,Not P.T. Iv No.2 V Flat Use? No I v Neg Bending NA (3) 2 x 10 4 x 10 Temp Cond. ,o deg F&less iv Fb Pos 1,242 psi Fv 207 psi Shear 220.0% Fb Neg 1,208 psi Fcp 625 psi Span(s)Defl'n 88.1% Allow Pos Mom 5,165 ft-lb 1230.84 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -5,025 ft-lb E 1,600 ksi Calc'd member OK by: 18.4% Allow Shear 4,468 lb El 369,345 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf • . Cond's Of Use: Load Duration:1.15-Snow For 4 x 10 1.50 in 1.50 in - - r Reactions Support 1 Support 2 Support 3 Support 4 . Moments Support 1 Support 2 Support 3 Support 4 Max Total . 1,396 lb 1,396 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 615 lb 615 lb - - 0 ft-lb - 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case • Deflections • Lt Cantivr Span 1 Span 2 Span 3 - Rt Cantivr . Max Up Defl - 0.000 in - - - Allowed 0.625 in 0.625 in 0.625 in - Max Dn Defl - -0.332 in - - - Allowed 0.625 in 0.625 in 0.625 in ProBeam_v7 WC 2-22-18 . Ca. a :� '' Prof3eari Tim Garrison, P.E. NS RUCTION ALC ut r t v 6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 60r . Other Info. • 3/22/19 C� f\`, b 2 4 6 8 ,0 i2 14 16 Type? ;Simple span, fully braced I v I Left Cantilever Span 1 Span 2 . Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.50 ft 14.50 ft Allowable Deflection, Main Spans Live Only, L/ [Code Minimum Normal: L/360&L/240 360 = 0.48 in Total, L/ 240 = 0.73 in N/A = 0.00 in - Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 8.0 :12 Mem True Len: 17.43 ft Add Self Weight? No - Self weight is included In applied DL V Loads: Uniform Loads Over Full Length of Member • Loads From Continuous Member? No o I Increase Roof DL for pitch? i Yes ; o Roof Pitch 1 8.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof . 20 psf 10 psf • 25 psf 1.30 ft - 15.6 lb/ft 32.5 lb/ft Uniform Ld. 2 40. psf 27 psf - - Uniform Ld. 3 40 psf 27 psf • - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 15.6 lb/ft 32.5 lb/ft Point Loads . • Measured from left end of member. Member Total Length = 14.5 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 . 20 psf 10.00 psf 25.00 psf - - - Point Load 2 40 psf 15.00 psf - - - Point Load 3 10.00 psf - - 1.30 ft 8.00 ft - 104 lb - 2.50 ft Point Load 4 Point Load 5 Loads Point loads are 1/10 scale . 60 40 - - 20 -20 ii 2 4 6 8 10 12' 14 16 • 4x And Smaller (Lumber) Calc'd Member Results For 2 x 8 Acceptable Solutions L x 8 l w Load Duration ;Snow: 1.15 v % Overdesign 2 x 8 (4) 2 x 6 Moisture Medium Dry- 18% v Douglas Fir-Larch ® Repetitive Use? Yes v Pos Bending 11.8% (2) 2 x8 3 x 8 Press Treated? No, Not P.T. I w I No. 2 1 v Flat Use? No w Neg Bending NA (3) 2 x 6 4 x 6 Temp Cond. 1100 deg F&less ! w Fb Pos 1,427 psi Fv 207 psi Shear 245.0% Fb Neg 652 psi Fcp 625 psi Span(s) Defl'n 3.2% Allow Pos Mom 1,563 ft-lb 147.63 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -714 ft-lb E 1,600 ksi Calc'd member OK by: 3.2% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria is: Defl - Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 3.34 plf • Cond s Of Use: Load Duration:1.15-Snow For 2 x 8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 435 lb 367 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 199 lb 131 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr - • Max Up Defl - 0.000 in • - - - Allowed 0.725 in 0.725 in 0.725 in . Max Dn Defl - -0.010 in - - - Allowed 0.725 in 0.725 in 0.725 in ProBeam v7 WC 2-22-18 ,N Tim Garrison, P.E. CC3NS IRUCTIONCALC ProBeam Wa.:Em••ower--Yh'e Bultdtn•,:Inaustr v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 60r case 2 . Other Info. 3/22/19 A 2 4 6 8 10 12 14 I L . • Type? Simple span,fully braced I V I . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.50 ft 14.50 ft - Allowable Deflection, Main Spans Live Only, L/ Code Minimum_Normal:L/360&L/240 ,V I 360 = 0.48 in Total, L/ 240 = 0.73 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 8.0 :12 Mem-True Len: 17.43 ft • Add Self Weight? it No Self weight is included In applied DL V Loads: Uniform Loads Over Full Length of Member • Loads'From Continuous Member? I V Increase Roof DL for pitch? ryes v - Roof Pitch I 8.0 :12 I I o Live Dead Snow Trib.Width Live - Dead Snow Uniform Ld. 1 -Roof' 20 psf • 15 psf . 25 psf 1.30 ft • • - 23.4 lb/ft 32.5 lb/ft Uniform Ld. 2 40 psf 27 psf - . - Uniform Ld. 3 40 psf 27 psf - , - . Uniform Ld. 4 60 psf 10 psf - • - Uniform Ld. 5 - 10 psf . - - • Tot Unif Load - 23.4 lb/ft 32.5 lb/ft Loads . Point loads are 1/10 scale- 60 40 • 20 . . -20 2 4 6 8 10 12 14 16 4x And Smaller (Lumber) Calc'd Member Results For 2 x 8 Acceptable Solutions {2 x 8 l w Load Duration Snow: 1.15 7 %Overdesign 2 x 10 (4)2 x 6 - Moisture Medium Dry-18% V DouglaL- :'ir-Larch V Repetitive Use? Yes V Pos Bending 6.3% (2)2 x 8 . 3 x 8 Press Treated? I No,Not P.T. 1:1 Ho.2 V Flat Use? I No V Neg Bending NA (3)2 x 6 4 x 6 Temp Cond. , 100 deg F&less V Fb Pos 1,427 psi Fv 207 psi . Shear 270.1% Fb Neg 652 psi Fcp 625 psi Span(s) Defl'n -0.7% `%e.— Allow Pos Mom 1,563 ft-lb 147.63 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -714 ft-lb E 1,600 ksi Calc'd member FAILS by: -0.7% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria is: Defi -Span . Req'd Bearing - Support 1 Support 2 Support 3 Support 4 Self Wt 3.34 plf Cond,s Of Use: Load Duration:1.15-Snow For2x8 1.50 in 1.50 in - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 406 lb 406 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 170 lb 170 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case • Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr - • • Max Up Defl - 0.000 in - - - - Allowed 0.725 in 0.725 in ' 0.725 in Max Dn Defl• - -0.730 in - - - Allowed 0.725 in 0.725 in 0.725 in ProBeam_v7 WC 2-22-18 ( 6 ProBeam Tim Garrison, P.E. Sf RUCTION ALC - r : ; �u�t�� _>>�i"��t1f7f�d�aiX�l.zd',in1y�'�L1 V Important_ Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. • Job t19021 Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 61 r at dormer wall _ AOther Info. 3/22/19 2 4 B 8 10 12 14 16 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.50 ft 14.50 ft Allowable Deflection, Main Spans Live Only, L/ I Code Minimum - Normal: L/360& L/290 360 = 0.48 in Total, L/ 240 = 0.73 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 8.0 :12 Mem True Len: 17.43 ft Add Self Weight? No - Self weight is included In applied DL 1 SV . Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No © • Increase Roof DL for pitch? Yes ! v Roof Pitch i 8.0 :12 I ' Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 10 psf - 25 psf 3.00 ft - 36.1 lb/ft 75.0 lb/ft Uniform Ld. 2 40 psf 27 psf - - Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 60 psf 10 psf • - - Uniform Ld. 5 • - .10 psf - - Tot Unif Load - 36.1 lb/ft 75.0 lb/ft Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length = 14.5 ft. • Start Start End End Live Dead Snow •Trib. Width Location Trib. Width Location Roof 20 psf 15 psf 25 psf Floor 1 40 psf 28 psf Floor 2 - 10 psf 0.00 ft 0.00 ft 4.00 ft 14.00 ft • ,P Loads • Point loads are 1/10 scale 150 100 -- 50 1 -50 2 4 6 8 10 12 14 16 • 4x And Smaller (Lumber) Calc'd Member - - Results For (2) 2 x 10 Acceptable Solutions l(2) 2 x 10 l w Load Duration ;Snow: 1.15 1 v % Overdesign • 2 x 14 (4) 2 x 8 Moisture [Medium Dry- 18% V Douglas Fir-Larch w Repetitive Use? LYes w Pos Bending 34.8% (2) 2 x 10 3 x 10 • Press Treated? No, Not P.T. V No. 2 ! w Flat Use? I No I w Neg Bending NA (3) 2 x 8 I 4 x 10 Temp Cond. 10o deg F&less V Fb Pos 1,309 psi Fv 207 psi • Shear 288.6% Fb Neg 1,226 psi Fcp 625 psi - Span(s) Defl'n 75.3% Allow Pos Mom 4,667 ft-lb 1197.86 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -4,372 ft-lb E 1,600 ksi Calc'd member OK by: 34.8% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.53 plf Cond's Of Use: Load Duration:1.15-Snow For(2) 2 x 10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support.3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 905 lb 985 lb - - 0 ft-lb 0 ft-lb Oft-lb 0 ft-lb • Min Total 361 lb 442 lb - - 0 ft-lb 0 ft-lb 0 ft-Ib 0 ft-lb Min Load Case • Deflections Lt Cantivr Span 1 • Span 2 Span 3 • Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.725 in 0.725 in 0.725 in Max Dn Defl - -0.414 in - - - • • Allowed 0.725 in • 0.725 in 0.725 in ProBeam v7 WC 2-22-18 C3( ,r Tim Garrison, P.E. CAS RUCTIONCALC ProBeam W:e Entpower The'Bulittin9 Tndustr v6.O Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC-All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 62j Other Info. 3/22/19 � t'16 2 4 6 8 10 12 1�1 Type? Simple span,fully braced w Left Cantilever - Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.50 ft 14.50 ft Allowable Deflection, Main Spans Live Only, L/ I Code Minimum- Normal:L/360&L/240 _ v - 360 = 0.48 in Total, L/ 240 = 0.73 in N/A = 0.00 in Total, L/ NIA • = 0.00 in Pitch if Member Being Designed is Sloped: 8.0 :12 Mem True Len: 17.43 ft Add Self Weight? I No-Self weight is included In applied DL V Loads: • Uniform Loads Over Full Length of Member - No _ . Increase Roof DL for pitch? [Yes !w Roof Pitch 1 8.0 :12 Loads From Continuous Member? Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 27 psf - - • Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 60 psf 10 psf -. - Uniform Ld. 5 10 psf 10 psf 1.30 ft 13.0 lb/ft 13.0 lb/ft Tot Unif Load 13.0 lb/ft 13.0 lb/ft - Loads Point loads are 1/10 scale 30 20 • - 10 - 0 ;; -10 2 4 6 8 10 12 14� 16 4x And Smaller(Lumber) Calc'd Member Results For 2 x 8 Acceptable Solutions 2 x 8 v Load Duration [Live: 1..00_ V % Overdesign 2 x 8 (4)2 x 5 . Moisture Medium Dry-18°h I v i Douglas Fir-Larch V Repetitive Use? Yes v Pos Bending. 98.9% (2)2 x 5 3 x 6 Press Treated? No,Not P.T._ V No.2 V Flat Use? No V Neg Bending NA (3)2 x 5 4 x 5 Temp Cond. 100 deg F&less V Fb Pos 1,241 psi Fv 180 psi Shear 592.3% • Fb Neg 645 psi Fcp 625 psi Span(s) Defl'n 113.7% Allow Pos Mom 1,359 ft-lb 147.63 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -706 ft-lb E 1,600 ksi Calc'd member OK by: 98.9% - • Allow Shear 1,305 lb El .76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 3.34 plf Cond's Of Use: Load Duration:1.0-Live For2x8 1.50 in 1.50 in - • - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 189 lb 189 lb - - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 94 lb 94 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case - Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - . 0.000 in - - - . Allowed 0.725 in 0.725 in 0.725 in Max Dn Defl - -0.339 in - - - Allowed 0.725 in 0.725 in 0.725 in ProBeam_v7 WC 2-22-18 n'i Tim Garrison, P.E. CQ�I'1S TRUCTIONCALC ProBeam we.`gm. ower:The-bun:d'i- s industry v6.0 Important:.Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 63r Other Info. 3/22/19 1 T 3 4 5 6 A I Type? j Simple span,fully braced . '• Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.50 ft 6.50 ft Allowable Deflection, Main Spans Live Only, L/ I Code Minimum-Normal: L/360&L/240 _ I• . 360 = 0.22 in Total, L/ 240 = 0.33 in N/A = 0.00 in Total, L/ N/A = 0.00 in • Pitch if Member Being Designed is Sloped: ' 8.0 :12 Mem True Len: 7.81 ft Add Self Weight? No-Self weight is included In applied DL V Loads: Uniform Loads Over Full Length of Member . Loads From Continuous Member? No '• • Increase Roof DL for pitch? Yes l• Roof Pitch I 8.0 :12 • Live Dead Snow Trib.Width Live Dead Snow . Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 2.00 ft , . - 36.1 lb/ft 50.0 lb/ft • Uniform Ld. 2 40 psf 27 psf - - Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 10 psf 10 psf - - Tot Unif Load - 36.1.lb/ft 50.0 lb/ft Loads Point loads are 1/10 scale 100 - 50 - 0 A----- L. 0 1 2 3 4 5 6 -50 - 4x And Smaller (Lumber) - Calc'd Member Results For 2 x 6 Acceptable Solutions - 2 x 6 v Load Duration Snow: 1.15 • %Overdesign - 2 x 5 (4)2 x 3 • Moisture Medium Dry-18% • 1 Douglas Fir-Larch 13 Repetitive Use? 1 Yes 0 Pos Bending 114.4% (2)2 x 4 3 x.4 Press Treated? I No,Not P.T • No.2 • Flat Use? No Neg Bending NA (3) 2 x 4 4 x 4 Temp Cond. 100 deg F&less 0 Fb Pos 1,546 psi Fv 207 psi Shear 307.1% Fb Neg 1,389 psi Fcp. 625 psi Span(s)Defl'n 212.9% Allow Pos Mom 974 ft-lb 120.80 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -875 ft-lb E 1,600 ksi Calc'd member OK by: 114.4% . Allow Shear 1,139 lb El 33,275 ksi Controlling criteria is: Pos Bending Req'd Bearing . Support 1 Support 2 Support 3 Support 4 Self Wt 2.54 plf Cond's Of Use: Load Duration:1.15-Snow For 2 x 6 1.50 in 1.50 in - - . Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 280 lb 280 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 117 lb 117 lb - - . 0 ft-lb • 0 ft-lb 0 ft-lb 0.ft-lb Min Load Case • • Deflections Lt Cantivr Span 1 Span 2 . Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.325 in • 0.325 in 0.325 in Max Dn Defl - - -0.104 in - - - Allowed 0.325 in 0.325 in 0.325 in ProBeam_v7 WC 2-22-18 Tim Garrison, P.E. C.d iS RUCTIONCALE ProBeam We Empower The Buil4tng Industry v6.0 I . Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note, pitch and fixity,it any,not shown) Member I.D. 63r case 2 Other Info. 3/22/19 • 00 t 2 3 . 4 3 6 7 8 9 A t Type? Simple span,fully braced _ I', . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.50 ft 9.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum_Normal:L/360&L/240 _ V 360 = 0.32 in Total, L/ 240 = 0.48 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 4.0 :12 Mem True Len: 10.01 ft Add Self Weight? � No-Self weight is included In applied DL V Loads: • Uniform Loads Over Full Length of Member • Loads From Continuous Member? j No wj Increase Roof DL for pitch? Yes • Roof Pitch I 4.0:12 Live Dead Snow . Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf .15 psf 25 psf - 2.00 ft - 31.6 lb/ft 50,0 lb/ft Uniform Ld. 2 • 40 psf 27 psf • - - Uniform Ld. 3 40 psf 27 psf - - - . Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 10 psf 10 psf - - - Tot Unif Load - 31.6 lb/ft 50.0 lb/ft • Loads . Point loads are 1/10 scale • 100 50 1 2 3 4 5 6 7 8 9 10 -50 - 4x And Smaller(Lumber) Calc'd Member Results For 2 x 6 Acceptable Solutions T x 6 v Load Duration Snow: 1.15 V % Overdesign . 2 x 6 (4)2 x 4 Moisture Medium Dry-18% Iv 'Douglas Fir-Larch v Repetitive Use? Iles v Pos Bending 5.8% (2)2 x 5 3 x 6 Press Treated? No,Not PT. V No.2 v Flat Use? No I V Neg Bending NA • (3)2 x 5 4 x 5 Temp Cond. 100 deg F&less iv Fb Pos 1,546 psi Fv 207 psi Shear 193.6% Fb Neg 1,179 psi Fcp 625 psi Span(s) Defl'n 5.7% Allow Pos Mom 974 ft-lb 120.80 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -743 ft-lb E 1,600 ksi Calc'd member OK by: 5.7% Allow Shear 1,139 lb El 33,275 ksi Controlling criteria is: Defl-Span• Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.22 plf Cond's Of Use: Load Duration:1.15-Snow For2x6 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 388 lb 388 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 150 lb 150 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case . • Deflections . Lt Cantivr . Span 1 Span 2, Span 3 Rt Cantivr . Max Up Defl - 0.000 in - - - Allowed 0.475 in 0.475 in 0.475 in Max Dn Defl - -0.450 in - - - Allowed 0.475 in 0.475 in 0.475 in ProBeam_v7 WC 2-22-18 34 ,N • Tim Garrison, P.E. cC i�ISSRUCTIONCALC ProBeam We,'empewer.The'Beire 2ndhetry v6.0 J Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC.All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 64j Other Info.' 3/22/19 Il 2 � 6 8 i0 I . Type? Simple span,fully braced 1 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 11.00 ft 11.00 ft Allowable Deflection, Main Spans Live Only, L/ i_Code Minimum-Normal: L/360&L/240 _ v I - 360 . = 0.37 in Total, L/ 240 = 0.55 in • N/A = 0.00 in Total, L/ N/A • = 0.00 in • Pitch if Member Being Designed is Sloped: 8.0 :12 Mem True Len: 13.22 ft - Add Self Weight? I No-Self weight is included In applied DL • Y Loads: Uniform Loads Over Full Length of Member • • Loads From Continuous Member? _No__ Increase Roof DL for pitch? Yes w Roof Pitch I 8.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 27 psi - - Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 • 60 psf 10 psf - - Uniform Ld. 5 10 psf • 10 psf 2.00 ft 20.0 lb/ft 20.0 lb/ft • Tot Unif Load 20.0 lb/ft 20.0 lb/ft - Loads Point loads are 1/10 scale - 60 40 - 20 - -20 2 4 6 8 10 12 4x And Smaller(Lumber) Calc'd Member Results For 2 x 6 Acceptable Solutions 2 x 6 v Load'Duration Live: 1.00 V %Overdesign 2 x 6 (4)2 x 4 Moisture ITMedium Dry-18% I V Douglas Fir-Larch I VI Repetitive Use? Yes V Pos Bending 40.1% • (2) 2 x 5 3 x 5 Press Treated? No,Not P.T. 0 No.2 I V Flat Use? I No j V Neg Bending NA (3) 2 x 4 4 x 5 Temp Cond. 1.00 deg F&less i' Fb Pos 1,345 psi Fv 180 psi Shear 350.0% Fb Neg- 1,021 psi Fcp 625 psi Span(s)Defl'n 38.9% • Allow Pos Mom 847 ft-lb 120.80 in'4 • Cantilever(s)Defl'n NA Allow Neg Mom -643 ft-lb . E 1,600 ksi Calc'd member OK by: 38.9% • Allow Shear 990 lb El 33,275 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 • Support 2 Support 3 Support 4 Self Wt 2.54 plf Cond's Of Use: Load Duration:1.0-Live For 2 x 6 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 - Support 2 Support 3 Support 4 Max Total 220 lb - 220 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total. 110 lb 110 lb - - .0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case 1 Deflections Lt Cantivr' Span 1 . _ Span 2 Span 3 Rt Cantivr . • . Max Up Defl - 0.000 in - • - - i Allowed 0.550 in 0.550 in 0.550 in • I Max On Defl - -0.396 in - - - Allowed 0.550 in 0.550 in 0.550 in ProBeam_v7 WC 2-22-18 G3 4 . • Tim Garrison, P.E. CC�NSRUCTIONCALC r 0 eam . EmpowerWe t Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 65r Other Info. 3/22/19 Aio 2 4 6 8 1 12 Type? 'Simple span,fully braced • • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length - Lenth of Spans: 10.50 ft 10.50 ft • Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal: L/360&L/240 i•J 360 = 0.35 in Total, L/ 240 = 0.53 in N/A = 0.00 in • Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 4.0 :12 Mem True Len: 11.07 ft Add Self Weight? No-Self weight is included In applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? !No I•I Increase Roof DL for pitch? Yes • Roof Pitch I 4.0 :12 Live Dead Snow Trib.Width Live ' Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 1.30 ft - 20.6 lb/ft 32.5 Ib/ft Uniform Ld. 2 40 psf 27 psf • - - Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4. 60 psf 10 psf - - Uniform Ld. 5 10 psf 10 psf . - - • Tot Unif Load - 20.6 lb/ft 32.5 lb/ft Loads Point loads are 1/10 scale . 60 40 • - 20 o , v-- -20 4 6 8 10 12 4x And Smaller(Lumber.) Calc'd Member Results For 2 x 6 Acceptable Solutions 2 x 6 'v Load Duration Snow: 1.15 V %Overdesign 2 x 6 (4)2 x 4 Moisture I Medium Dry-18% I• [ ouglas Fir-Larch I• Repetitive Use? Yes • Pos Bending 33.3% (2)2 x 5 3 x 5 Press Treated? No,Not P.T. • No.2 I v Flat Use? I No l• Neg Bending NA (3)2 x 5 4 x 5 Temp Cond. 100 deg F&less • Fb Pos 1,546 psi Fv 207 psi Shear 308.7% Fb Neg 1,102 psi Fcp 625 psi Span(s) Defl'n 20.4% - Allow Pos Mom 974 ft-lb 120.80 in"4 Cantilever(s)Defl'n NA Allow Neg Mom -694 ft-lb E 1,600 ksi Calc'd member OK by: 20.4% Allow Shear 1,139 lb - El 33,275 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.22 plf Cond's Of Use: Load Duration:1.15-Snow For2x6 1.50 in 1.50 in - - i Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2. Support 3 Support 4 Max Total 279 lb 279 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb 1 Min Total 108 lb 108 lb - - • 0 ft-lb 0 ft-lb 0 ft-lb . 0 ft-lb Min Load Case Deflections Lt Cantivr . . Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.525 in 0.525 in 0.525 in Max Dn Defl - -0.436 in - - - • • Allowed 0.525 in 0.525 in 0.525 in ProBeam_v7 WC 2-22-18 • cc IN, Tim Garrison, P.E. CC11;JS;RUCgTIONCALC etiding inoustry v6 0 • eam t Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 66r z.Other Info. 3/22/19 0.5 1 1.5 2 2.5 3 3.5 4 4.5 Type? j Simple span,fully braced w Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 4.00 ft • Allowable Deflection, Main Spans Live Only, L/ r Code Minimum-Normal:L/360&L/240 w 360 = 0,13 in • Total, L/ 240 = 0.20 in N/A = 0.00 in Total, U N/A = 0.00 in • Pitch if Member Being Designed is Sloped: 4.0 :12 Mem True Len: 4.22 ft . Add Self Weight? I No-Self weight is included In applied DL • V Loads: • Uniform Loads Over Full Length of Member . Loads From Continuous Member? I No__ V increase Roof DL for pitch? Yes 1 w Roof Pitch I . 4.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 2.00 ft - 31.6 lb/ft _ 50.0 lb/ft . Uniform Ld. 2 40 psf 27 psf • - - . Uniform Ld. 3 40 psf 27 psf • - - Uniform Ld, 4 60 psf 10 psf - - • Uniform Ld. 5 10 psf 10 psf - - . . Tot Unif Load - 31.6 lb/ft 50:0 lb/ft Loads Point loads are 1/10 scale 100 50 • - 0 - 0.5 1 1.5 2 2.5 3 3.5 4 4 5 -50 4x And Smaller(Lumber) Calc'd Member Results For 2 x 4 Acceptable Solutions 2 x!-1 __ ,v Load Duration f Snow: 1.15 • w % Overdesign 2 x 3 (4) 2 x 3 Moisture 1 Medium Dry-18%0 C 1 Douglas Fir-Larch _ w Repetitive Use? Yes 1 w Pos Bending 179.0% (2)2 x 3 .3 x 4 Press Treated? No,Not P.T. I w ro.2 I v I Flat Use? No I w Neg Bending NA (3)2 x 3 - 4 x 4 Temp Cond. 100 deg F&less v Fb Pos 1,784 psi Fv 207 psi Shear 343.8% • - Fb Neg 1,740 psi Fcp 625 psi Span(s)Defl'n 264.8% Allow Pos Mom 455 ft-lb 15.36 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -444 ft-lb E 1,600 ksi Calc'd member OK by: 179.0% Allow Shear 725 lb El 8,575 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 1.41 plf Cond's Of Use: Load Duration:1.15-Snow For 2x4 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support'3 Support 4 _ Moments Support 1 Support 2 Support 3 Support 4 Max Total 163 lb 163 lb - - ' 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • Min Total 63 lb 63 lb - - 0 ft-lb 0 ft-lb 0 ft-lb - 0 ft-lb Min Load Case . Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr . • Max Up Defl - 0.000 in - - - • Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl - -0.055 in - - - Allowed 0.200 in 0.200 in 0.200 in ProBeam_v7 WC 2-22-18 Tim Garrison P.E. (�Y . S T RUCTION ��"AL mx-I �i 9 tly .����.t=.airr # 1 rtaa.'•f -tomm v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job • t19021 Spans and Supports(Note, pitch and fixity, if an', not shown) Member I.D. 67j ,Y-.. _. - .. ._ _ _ '\ 3/22/19 U Other Info. 0 2 6 8 i0 14 16 Type? 1 Simple span, fully braced Left Cantilever Span 1 . Span 2 Span 3 Right Cantilever Tot Member Length . Lenth of Spans: 14.00 ft 14.00 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stiff: L/600&L/980 o • 600 = 0.28 in Total, L/ 480 = 0.35 in N/A = 0.00 in Total; L/ N/A , = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 14.00 ft Add Self Weight? I No- Self weight is included In applied DL 0 • Loads: Uniform Loads Over Full Length of Member • Loads From Continuous Member? No © Increase Roof DL for pitch? Yes © Roof Pitch 1 4.0 :12 Live Dead Snow Trib. Width Live • Dead Snow. Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - • Uniform Ld. 2 40 psf 27 psf . 1.30 ft 52.0 lb/ft 35.1 lb/ft Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 10 psf 10 psf - - Tot Unif Load 52.0 lb/ft 35.1 lb/ft - 0 • Point Loads • Measured from left end of member. Member Total Length = 14 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf - - - Point Load 2 10.00 psf 1.30 ft 8.00 ft - - 104 lb 3.50 ft Point Load 3 10 psf 10.00 psf - 1.30 ft 6.00 ft 78 lb 78 lb - 3.50 ft Point Load 4 . Point Load 5 Loads Point loads are 1/10 scale . . 100 • 50 • 0 . P - -,- -____... _ -- - - 0 • 2 4 . 6 8 10 12 14 16 -50 - 4x And Smaller (Lumbers Calc'd Member Results For 2 x 12 Acceptable Solutions 1 2 x 12 _ - 1 IFLoad Duration Live: 1.00_ 1 o % Overdesign 2 x 12 (4) 2 x 8 Moisture F Medium Dry: 18% ! V ' Douglas Fir-Larch 1.w Repetitive Use? ;Yes w Pos Bending 12.9% (2) 2 x 10 3 x 10 Press Treated? No, Not P.T. w • ( 2 I® Flat Use? No 1 w Neg Bending NA ' (3) 2 x 10 4 x 10 Temp Cond. 100 deg F&Tess I w . Fb Pos 1,034 psi Fv 180 psi Shear 178.7% • Fb Neg 438 psi Fcp 625 psi Span(s) Defl'n 16.1% Allow Pos Mom 2,726 ft-lb 1177.98 in^4 Cantilever(s) Defl'n NA' Allow Neg Mom -1,154 ft-lb E 1,600 ksi Calc'd member OK by:• 12.9% Allow Shear 2,025 lb El 284,766 ksi Controlling criteria is: • Pos Bending - Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf Cond's Of Use: Load Duration:1.0-Live For 2 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 727 lb 649 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 304 lb 265 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case • Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr ' Max Up Defl - 0.000 in - - - Allowed 0.350 in 0.350 in 0.350 in Max Dn Defl - -0.302 in - - - • Allowed 0.350 in 0.350 in 0.350 in ProBeam_v7 WC 2-22-18 • ' �f v 3c Tim Garrison, P.E.• (NS!J UCTION ALC Pvodeam t" „tiSTrc vattr ii �� v6.0 li- Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. .Job t19021 l Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 68j Other Info. 3/22/19 / \ �\ 2 4 6 8 ID 12 14 16 Type? li Simple span, fully braced iv Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length • Lenth of Spans: 14.00 ft 14.00 ft . Allowable Deflection, Main Spans Live Only, L/ 1 Extra Stiff: L/600&L/480 1 600 = 0.28 in Total, L/ 480 = 0.35 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 14.00 ft Add Self Weight? ; No - Self weight is included In applied DL j 0 • Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No o Increase Roof DL for pitch? l Yes w Roof Pitch I 4.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - . Uniform Ld. 2 40 psf 27 psf 1.30 ft 52.0 lb/ft 35.1 lb/ft • Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 10 psf 10 psf - - Tot Unif Load 52.0 lb/ft 35.1 lb/ft - • • Point Loads Measured from left end of member. Member Total Length = 14 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location. Point Load 1 20 psf 10.00 psf 25.00 psf 7.00 ft 7.00 ft - 490 lb . 1,225 lb 2.50 ft Point Load 2 10.00 psf - - - Point Load 3 - 10.00 psf - 1.30 ft 8.00 ft • - 104 lb - 2.50 ft • Point Load 4 Point Load 5 • Loads • Point loads are 1/10 scale 150 - 100 50 0 U -50 2 4 6 8 10 12 14 16 •4x And Smaller (Lumber) Calc'd Member Results For (2) 2 x 12 Acceptable Solutions [(2) 2 x 12 w Load Duration I snow: 1.15 v % Overdesign - (4) 2 x 10 Moisture Medium Dry - 18% ; ® !Douglas Fir-Larch ® Repetitive Use? [Yes . w Pos Bending 48.1 (2) 2 x 12 3 x 12 Press Treated? No, Not P.T. W ' j No. 2 I ® Flat Use? t±io ® Neg Bending NA (3) 2 x 10 J 4 x 12 Temp Cond. 1oo,deg F&less v Fb Pos 1,190 psi Fv 207 psi Shear 164.4% • Fb Neg 1,104 psi Fcp 625 psi Span(s) Defl'n 40.8% Allow Pos Mom 6,275 ft-lb 1355.96 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -5,824 ft-lb E 1,600 ksi Calc'd member OK by: 40.8% Allow Shear 4,658 lb El 569,531 ksi Controlling criteria is: Defl - Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.63 plf • Cond's Of Use: Load Duration:1.15-Snow • For (2) 2 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 • Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,761 lb 789 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 734 lb 352 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 •Rt Cantivr • Max Up Defl - 0.000 in - - - Allowed 0.350 in 0.350 in 0.350 in . Max Dn Defl -0.249 in - - - Allowed 0.350 in 0.350 in 0.350 in 1 • ProBeam v7 WC 2-22-18 -~ '" Pro Beam Tim Garrison, P.C. :�Nj RUCTION CALC . .At_Uraraiilr3" '9 v 6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC. All designs should be checked by a competent professional. Job t19021 Spans and Supports(Note,pitch and fixity.if any.not shown) • Member I.D. 1j under dormer - __ Other Info. 3/22/19 Type? Simple span,fully braced 'v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.00 ft 14.00 ft • Allowable Deflection, Main Spans Live Only, L/ Extra Stiff:L/600&L/480 [V 600 = 0.28 in Total, L/ 480 = 0.35 in N/A = 0.00 in Total, L/ - N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 14.00 ft • Add Self Weight? No-Self weight is included In applied DL ' p Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I No Fvr Increase Roof DL for pitch? I Yes_ Roof Pitch i 4.0 :12 Live • Dead Snow ' Trib. Width Live Dead Snow . Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - • Uniform Ld. 2 40 psf 27.psf • 1.30 ft 52.0 lb/ft 35.1 lb/ft Uniform Ld. 3 40 psf 27 psf . - - Uniform Ld. 4 60 psf 10 psf - - Uniform Ld. 5 10 psf 10 psf . - - Tot Unif Load 52.0 Ib/ft 35.1 lb/ft - Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length = 14 ft. Start Start End End • Live Dead Snow Trib.Width Location Trib.Width Location Roof 20 psf 10 psf 25 psf 5.00 ft 2.50 ft 5.00 ft 14.00 ft Floor 1 40 psf • 28 psf • Floor 2 - 10 psf 8.00 ft 2.50 ft 8.00 ft 10.00 ft . Loads Point loads are 1/10 scale 150 100 50 - 0 ----- -- -. %, LA 50 2 4 6 8 10 12 • 14 16 • 4x And Smaller(Lumber) Calc'd Member Results For(3) 2 x 12 Acceptable Solutions 1(3)2 x 12 ® Load Duration Snow: 1.15 ® %Overdesign • l (4)2 x 12 Moisture Medium Dry- 18% ® Douglas Fr-Larch i®I Repetitive Use? Yes l® Pos Bending 42.0% (2) 2 x 14 1 3 x 16 Press Treated? No,Not P.T. ® l No.2 I®I Flat Use? I No 1©] Neg Bending NA (3) 2 x 12 1 4 x 12 Temp Cond ! too deg F&less ;it, Fb Pos 1,190 psi • Fv 207 psi Shear 296.8% Fb Neg 1,167 psi Fcp 625 psi Span(s) Defl'n 29.9% Allow Pos Mom 9,414 ft-lb 1533.94 iO4 Cantilever(s) Defl'n NA • Allow Neg Mom -9,230 ft-lb E 1,600 ksi Calc'd member OK by: 29 3% • Allow Shear 6,986 lb El 854,297 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 12.94 plf Cond's Of Use: Load Duratlon:1.15-Snow For(3) 2 x 12 1.50 in 1.50 in - - • Engineered Lumber Calc'd Brand i This Joist o Results For(2) 1.75 x 11.25 2.0E Acceptable Solutions Calc'd Member (2)1.75 x 11.25 2.0E LVL ic7 LVL - 3.5 x 20 2.2E PSL Load Duration [snow: 1.15 _ , V, %Overdesign 1.75 x 16 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? Yes ; Pos Bending 188.6°/0 3.5 x 11.875 1.55E LSL - Fb Pos 3,109 psi Fv 328 psi Neg Bending NA 1.75 x 14 2.0E LVL - Fb Neg 2,993 psi Fcp 750 psi Shear 388.6% • (2) 1.75 x 11.25 2.0E LVL • 3.5 x 11.875 Plus PSL, Levi Allow Pos Mom. 19,128 ft-lb E 2,000 ksi Span(s) Defl'n 26.3% . (3) 1.75 x 9.25 2.0E LVL 5.25 x 11.875 Plus PSL, Levi Allow Neg Mom. -18,413 ft-lb El 830,566 ksi Cant(s) Defl'n NA (4) 1.75 x 9.25 2.0E LVL 3.5 x 11.875 Plus PSL, Lev2 Allow Shear 8,603 lb Calc'd member OK by: 26.3% 3.5 x 11.25 2.0E PSL 1 5.25 x 11.875 Plus PSL, Lev2 1415.28 in'4 Controlling criteria is: Defl -Span 5.25 x 9.25 2.0E PSL 3.5 x 14 Plus PSL, Lov3 Self Wt 10.07 plf Cond's Of Use:Load Duratlon:1.15-Snow . 7 x 0.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lov3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2) 1.75 x 11.25 2.0E LVL 1.50 in . 1.50 in - - • Reactions . Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 • Max Total 1,530 lb 1,761 lb - - 0 ft-lb 0 ft=lb 0 ft-lb 0 ft-lb Min Total 814 lb 852 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • Min Load Case • Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr . Max Up Defl - 0.000 in - - - Allowed 0.350 in 0.350 in 0.350 in • Max Dn Defl - -0.277 in - - - I Allowed 0.350 in 0.350 in 0.350 in ProBeam v7 WC 2-22-18 G ' ProBeam Tim Garrison, P.E. C..,Ji S`iRUCTloNCALC v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. • Job t19021 • Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 160j . Other Info. 3/22/19 b 2 4 6 8 to 12 4 Type? I Simple span,fully braced__ I t Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 12.00 ft 12.00 ft Allowable Deflection, Main Spans _ • ' Live Only, U i Extra Stiff:L/600&L/480 'V . 600 = 0.24 in Total, L/ 480 = 0.30 in N/A = 0.00 in Total, U N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 12.00 ft Add Self Weight? i No-Self weight is included In applied DL_ V ' Loads: . . Uniform Loads Over Full Length of Member Loads From Continuous Member? ;N Jo_ l Increase Roof DL for pitch? Yes V Roof Pitch S 4.0 :12 1 • • Live Dead Snow Trib.Width Live Dead Snow • ' Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 3.00 ft - 47.4 lb/ft 75.0 lb/ft Uniform Ld. 2 40 psf 27 psf 0.70 ft 28.0 lb/ft 18.9 lb/ft • Uniform Ld. 3" . 40 psf 27 psf - - • Uniform Ld. 4 60 psf 10 psf - - . Uniform Ld. 5 - 10 psf 14.00 ft - 140.0 lb/ft • Tot Unif Load 28.0 Ib/ft 206.3 lb/ft 75.0 lb/ft Point Loads - = Measured from left end of member. Member Total Length = 12 ft. Live Dead Snow Trib.Width Trib Length Live . Dead Snow Location Point Load 1 20 psf 10.00 psf 25.00 psi 8.00 ft . 9.00 ft - 720 lb 1,800 lb 3.60 ft Point Load 2 10.00 psf - • - • - Point Load 3 - 10.00 psf - - - - • Point Load 4 • Point Load 5 - - . • • • Loads Point loads are 1/10 scale • 400 ' 300 - • 200 - 10 0 - • L . -100 /6 2 4 6 8 1-9 12 14 4x And Smaller(Lumber) Calc'd Member Results For(4)2 x 12 Acceptable Solutions (4)2 x 12 I_I . Load Duration Snow:1.15 t %Overdesign - (4)2 x 12 Moisture Medium Dry-18% t Douglas Fir-Larch I t I Repetitive Use? Yes t Pos Bending 18.4% - - Press Treated? No,Not P.T. t No.2 'VI Flat Use? I No Neg Bending NA (3)2 x 14 4 x 16. Temp Cond. 1100 deg F&less V Fb Pos 1,190 psi . Fv 207 psi Shear 169.8% Fb.Neg 1,181 psi. Fcp 625 psi Span(s)Defl'n 33.4% . Allow Pos Mom 12,553 ft-lb 1711.91 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -12,453 ft-lb E 1,600 ksi Calc'd member OK by: 18.4% Allow Shear 9,315 lb El 1,139,063 ksi Controlling criteria is: Pos Bending . Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 17.26 plf Cond's Of Use:Load Duratlon:1.15-Snow . For(4)2 x 12 1.50 in 1.50 in - • Engineered Lumber Calc'd Brand Trus Joist t Results For(2)1.75 x 11.25 2.0E • ' Acceptable Solutions . • Calc'd Member (2) 1.75 x 11.25 2.0E LVL I V LVL - 3.5 x 20 2.2E PSL Load Duration snow:1.15 t %Overdesign 1.75 x 16 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? [Yes j t Pos Bending 80.4% 3.5 x 14 1.55E LSL - . Fb Pos 3,109 psi Fv 328 psi Neg Bending NA 1.75 x 16 2.0E LVL - - Fb Neg 3,018 psi Fcp 750 psi Shear 149.2% (2) 1.75 x 11.875 2.0E LVL 3.5 x 14 Plus PSL, Levi Allow Pos Mom. 19,128 ft-lb E 2,000 ksi Span(s)Defl'n -2;8% ' (3)1.75 x 11.25 2.0E LVL 5.25 x 11.875 Plus PSL,Levi Allow Neg Mom. -18,566 ft-lb . El 830,566 ksi. Cant(s)Defl'n NA (4)1.75 x 9.25 2.0E LVL 3.5 x 14 Plus PSL, Lev2 Allow Shear 8,603 lb Calc'd member FAILS by: -2.8% 3.5 x 11.875 2.0E PSL 5.25 x 11.875 Plus PSL, Lev2 1415.28 inA4 Controlling criteria is: Defl-Span 5.25 x 11.25 2.0E PSL 3.5 x 14 Plus PSL,Lev3 Self Wt 10.07 plf , Cond's Of Use:Load Duration:1.15-Snow 7 x 9.25'2.0E PSL 5.25 x 11.875 Plus PSL,Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2) 1.75 x 11.25 2.0E LVL 1.50 in 1.50 in - - • • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,452 lb 2,444 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • • Man Total 1,742 lb 1,454 lb - . - . 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • Min Load Case • . • Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl . - 0.000 in . - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.225 in - - - Allowed 0.300 in 0.300 in 0.300 in • ProBeam_v7 WC 2-22-18 . 6 ' e Tim Garrison, P.E. CCD'iqi.:CiZLICTION1ALC ProBeam i lmm,_ - n um= v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job• t19021 Spans and Supports(Note,pitch and fixity.if any,not shorn) Member I.D. 161j _- Other Info. 3/22/19 6- t 2 3- 4- 5 u Type? Simple span,fully braced w Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lentil of Spans: 5.20 ft 5.20 ft • Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L1240 • 360 = 0.17 in Total, L/ 240 = 0.26 in N/A = 0.00 in Total, L/ N/A = 0.00 in . Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 5.20 ft Add Self Weight? I No-Self weight is included In applied DL ©j Loads: . • Uniform Loads Over Full Length of Member Loads From Continuous Member? No !.o Increase Roof DL for pitch? Yes 91 Roof Pitch 8.0:12 ; Live Dead Snow Trib.Width Live Dead Snow ' Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 27 psf - - Uniform Ld. 3 40 psf 15 psf - - • Uniform.Ld. 4 60 psf 10 psf 1.30 ft 78.0 lb/ft 13.0 lb/ft • • Uniform Ld. 5 - 10 psf, - - • Tot Unif Load 78.0 lb/ft ' 13.0 lb/ft - . Loads Point loads are 1/10 scale 100 i • 50 - 50 /i l 1 2 3 4 5 L 6 4x And Smaller(Lumberl Calc'd Member Results For 2 x 4 • Acceptable Solutions [2 x 4 w Load Duration uve:1.00 • w %Overdesign 2 x 4 . (4) 2 x 3 Moisture tledium Dry-18% ® :Douglas Fir-Larch v Repetitive Use? Yes I v Pos Bending 3.0% (2) 2 x 4 3 x 4 Press Treated? rYes,P.T ® I No.2 v Flat Use? [No I w Neg Bending NA (3) 2 x 3 4 x 4 Temp Cond. 100 deg F&less I v Fb Pos 1,242 psi Fv 144 psi Shear 113.0% Fb Neg 1,215 psi Fcp 625 psi Span(s) Defl'n 10.0% Allow Pos Mom 317 ft-lb 15.36 in^4 •Cantilevers) Defl'n NA Allow Neg Mom -310 ft-lb E 1,520 ksi Calc'd member OK by: 3.0% Allow Shear 504 lb El 8,146 ksi Controlling criteria is: Pos Bending Req'd Bearing - Support 1 Support 2 Support 3 Support 4 Self Wt 1.34 plf Cond's Of Uso:Load Duration:1.0-Live For 2 x 4 1.50 in 1.50 in - - 6x And Larger(Timber) Calc'd Member Results For 6x12 r Acceptable Solutions • . `6 x 12 I® Load Duration 11.I ..00 V %Overdesign 6 x 6 12 x 12 Moisture I Medium Dry-1845 1'I 'Douglas Rr-Larch v Repetitive Use? I Yes • I v Pos Bending 2100.1°/ 8 x 8 14 x 14 Press Treated? Yes,P.T. i^® FNCLIB-No_2 _ I® Flat Use? !No v Neg Bending A 10 x 10 .1,6 x 16 Temp Cond. 1100 deg F&less IV Fb Pos 700 psi Fv 136'psi She 2271.1% Fb Neg 698 psi Fcp 600 psi Span Defl'n 10786.7% Allow Pos Mom 6,767 ft-lb 1652.59 in^4 CCa ti ever(s) Defl'n NA �'".._ Allow Neg Mom -6,748 ft-lb E 1,235 ksi C 14 member OK by: 2100.1% Allow Shear 5,610 lb El 805,946 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Supdort 3 Support 4 Self Wt 15.82 plf - Cond's Of Uso:Load Duration:1.0-L1vo For 6x12 1.50 in 1.50 in - - • >- Engineered Lumber • '-.., Calc'd • rr -,Trus Joist o Results For(2) 1.75 x 7.25 2.0E Acceptable Solutions 'Cal ' Member '(2)1.75 x 7.25 2.0E LVL I v LVL 3.5 x 4.375 1.3E LSL 3.5 x 20 2.2E PSL Load Duration Live. 1200 ' l w %Overdesign 1.75 x 9.25 1.55E LSL 7 x 20 2.2E PSL - ' Repetitive Use� ,Y ;w Pos Bending 2146.0% • 3.5 x 9.25 1.55E LSL - Fb Pos 2,704 psi Fv 285 psi Neg Bending NA 1.75 x 5.5 2.0E LVL - Fb Neg 2,690 psi �Fc�750 psi Shear 1937.7% (2) 1.75 x 5.5 2.0E LVL 3.5 x 9.25 Ju�PSL, Levi Allow Pos Mom. 6,908 ft-lb E2,0QQ ksi Span(s) Defl'n 2902.8% (3) 1.75 x 5.5 2.0E LVL 5.2 -9�25 Plus PSL, Lev1 Allow Neg Mom. -6,873 ft-lb El 222,296'Asi Cant(s) Defl'n NA (4) 1.75 x 5.5 2.0E LVL _,..-----.3.5 x 9.25 Plus PSL, Levi Allow Shear 4,821 lb Cal`ed,mombor OK by: 1937.7% 3.5 x 9.25 2.0E P,SS_-" 5.25 x 9.25 Plus PSL, Lov2 . 1111.15 inA4 Controllinghriteria is: Shear . 5.25 x 9.25.2-.0E PSL 3.5 x 9.25 Plus PSL, Lev3 Self Wt 6.49 plf Cond's Of U`s`b-:,Load Duration:l.0-Llvo 7 x-9:25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2) 1.75 x 7.25 2.0E LVL 1.50 in , 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 237 lb 237 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 34 lb 34 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case • Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.260 in 0.260 in 0.260 in. Max Dn Defl - -0.184 in - - - Allowed 0.260 in 0.260 in 0.260 in ProBeam_v7 WC 2-22-18 . . C4 z- Tim Garrison, P.E. DNS > UCWe• Ern-Power The �T!©r�1f CALC r o eam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC.All designs should be checked by a competent professional. Job t19021 ' Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 163j Other Info. 3/25/19 b 2 4 6 8 10 12 14 Type? 1 Simple span,fully braced I v 1 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 13.00 ft 13.00 ft • • Allowable Deflection, Main Spans 1— Live Only, L/ Extra stiff; L/600&L/480 I. . 600 = 0.26 in Total, L/ 480 = 0.33 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 i Mem True Len: 13.00 ft Add Self Weight? ' No-Self weight is included In applied DL V - - Loads: Uniform Loads Over Full Length of Member l , Loads From Continuous Member? I No _ 1 v • Increase Roof DL for pitch? Yes 0 - Roof Pitch I 8.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld, 1 - Roof 20 psf 15 psf 25 psf - - - - Uniform Ld. 2 40 psf 27 psf - - Uniform Ld. 3 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft Uniform Ld. 4 60 psf - 10 psf - - • Uniform Ld. 5 , - 10 psf - - - Tot Unif Load 52.0 lb/ft 19.5 lb/ft - - - Loads Point loads are 1/10 scale 100 50 0 - . - - 2 4 6 8 10 12 14 • -50 • • 4x And Smaller LLumb- 1 Calc'd Member . Results For 2 x 10 ` Acceptable Solutions 2 x 10 1 v Load Duration Live: 1.00 "1 % Overdesign 2 x 10 (4)2 x 8 Moisture LMedium Dry-18% V I Douglas Fir-Larch v Repetitive Use? i Yes i V I Pos Bending 34.2% (2)2 x 8 3 x 10 Press Treated? No,Not P.T. 0 I No.2 j V I Flat Use? [ ]w I - Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. ! 100 deg F&less 1 V Fb Pos 1,138 psi Fv 180 psi Shear 258.3% Fb Neg 566 psi Fcp 625 psi Span(s) Defl'n •12.0% Allow Pos Mom 2,028 ft-lb 1 98.93 in^4 Cantilever(s) Defl'n NA Allow Neg Morn -1,010 ft-lb E 1,600 ksi Calc'd member OK by: 12.0% -Allow Shear 1,665 lb El 158,291 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 3.55 plf Cond's Of Use: Load Duration:1.0-Live For 2 x 10 1.50 .in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 465 lb 465 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 127 lb 127 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-Ib Min Load Case • Deflections Lt Cantivr •Span 1 Span 2 Span 3 Rt Cantivr • . Max Up Deft - 0.000 in - - - . Allowed 0.325 in 0.325 in 0.325 in Max Dn Defl - -0.290 in - - - - Allowed 0.325 in 0.325 in 0.325 in • ProBeam_v7 WC 2-22-18