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32C-260 (8) ) -, l'orne - 1-1_ . _..... i Non bail N11 t 80 lam ktr,BraT.? -1,60'ic i kinEic .,',' (,,,..0y liat3b'Ise I :;69 I II Member Data , Description: . Member ype: Joist Application: Floor .. . Top Lateral Bracing: Continuous . Bottom Lateral Bracing Continuous r, Standard Lo, c. Moisture Condition: Dry Building Code: IBCIIRC ' 1 I Dead Load* 10 P F Deflection Criteria L/350 live, L7242 total 1.250" max. LL Live Load: AO PSF s Deck Connection: Glued & Nailed Filename: 18 ft girder 0 f „, ' ,'- - ' ,,,, , ',A, , ,., `, - ■ , ,' , -,,;,,,,,,'', , x,,, , ,, , ,,,,, , -, ^ ' , - - , ' , , , „„'” „);;,,,,,, ,, ., :, _ , ,,_",,,,>, .i,',, - , ,,, , , ,, , , / / 12 0 0 0 05 r 7 '12 0 0 Bearings and Reactions 1 input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0 0.000" Wall N/A N/A 1 500" 405# -- 2 12' 1.750" Wall N/A NIA 1.500" 405# -- Maximum Load Case Reactions Js,J hrt applying point loads or One oaJs) to carrying members Dead Live 1 81#(61p1f) 324#(243p1f) 2 81#(61pir,1 324#(243p1f) Design spans 12 1.753" Product: SP PT #1 2 x B 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.50" bearing required at bearing # 1 Minimum 1.50" bearing required at bearing # 2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1229.'# 1889.'# 65% 6.07' Total load D+L Shear 365.# 1269.# 28% 12.14' Total load D+L LL Deflection 0.3225" 0.4049' L/451 6.07' Total load L TL Deflection 0.4031' 0.6073" , 11361 6.07' Total load D+L Control LL Deflection DOLs: Live=100°/0 Snov\r Roof= Wind=160% Design assumes a repetitive member se increase in bending stress. '.5 % This member has been designee in accordance with NDS 2005 Ali piduct names are trademarks of the, , owners n i a 7, i cu;.,,,,ght (C)1987.2012 by Kcvmat Et le prr.,,,, LLC ALL IGFTS RESERVED "Paswq,,, .defIneo as whe, hp member, flool jolst bcom or girder, Shown or this drawing meets app' cab 'e design criteria for 1 GarrS Loads [;orl:Inons, an Sons hstc-d en ',is thee' The ciestprl must be r,,ewed Sy a c.alitied tiestgn,sr en 0000n proies,olal as req aired w N,,,ovat This claw,: assumes produ01 imtalla a,corritng 1 o I. rnamtacturer s specA.: •^ V V V 1 R)rrsfcrl lancock�.a � ,, . �/�� � l 12 Northampton o qo � © �V�V�f a.n ` QQQ l0 l at t. nt COOP i g p 2 o 1 3 - 014 6 lant3e mEngitt 4 Oh_ 1 ten T ) t alrai:.:3G Member Data r Description: Member Type: Beam Application: Fioor • Top Lateral Bracing: Continuous Bottom Lateral Bracing: None I Standard Ln d' Moisture Condition: Dry Building Code: IBC,IRC Ti Dead Lo 10 PLF Deflection • Criteria: L'360 3ive, Lit .0 iota) 1.250" max. LL � ' I Live Loa : 40 PLF Deck Connection: Nailed Member Weight: 8.8 PLF Filename: KYB1 Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category i t Replacement Uniform (PSF) Top 0' 0.00" 18' 0.00" 6' 0.00" 10 40 Live I i 11 I v 13 0 0 5 0 0 0 0 / 18 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Spruce -Pine -Fir 5.500" 1.500" 1880# -- 2 12' 7.375" Wall Spruce -Pine -Fir 5.500" 2.979" 3798# -- Maximum Load Case Reactions Used for applying point loads for fine loads) to carrying members Dead Live 1 366# 1514# 2 846# 2952# 2 Design spans 12' 7.375" 5' 0 000" (right cant) Product: SP PT #1 2 x 12 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0" oc Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5712.'# 6592.'# 86% 6.31' Odd Spans D +L Negative Moment 3860.'# 6592.'# 58% 1261' Total load D +L Negative Unbrcd 3860.'# 6132.'# 62% 12.61' Even Spans D +L Shear 1964.# 3938.# 49% 11:98' Total load D +L Max. Reaction 3798.# 7491.# 50% 12.61' Total load D +L LL Deflection 0.2260" 0 4205" L1669 6.31' Odd Spans L TL Deflection 0.2663" 0.6307" L1568 6.31' Odd Spans D +L LL Defl., Rt. - 0.2866" 0.3333" 2L!418 17.61' Odd Spans L TL Deft, Rt. - 0.3018' 0.5000" 2L/397 17.61' Odd Spans D +L Control: TL Deti , Rt. DOLs: Live =100% Snow =115% Roof =125% Wind =160°1 This member has been designed in accordance with NDS 2005 All product names are trademarks of their leap °olive owners i'att td411. Copyright (0)1907 -2112 by Kefloarn Ea - pris s, Li.C. ALL RIGHTS RESERVED - "Passing s dofined as when the membe fluor joi5', Learn or Barger, shown Grp this grawjnc meets applicaote des-9n cnter_d far _o01's, Loading CondRions and Spann • sted on this sheet The design nmsl be levlewed by a attallriert designer or design or:Hesstonat as rcgdmc tot approval_ This design as5gmes tuodua insla'0' m according to the manaacture, 59e„ liicaligns