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• 20112 Allowable Stress Design MSI: 0.62 <br /> NOTE LOAD TABLE 3 PLIES 1.750 X 11.875 LP LVL310OFb-2.OE DESIGN CRITERIA VSI: 0.34 <br /> 1.THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 3 - PLIES FASTENED RSI: 0.36 <br /> THE VERTICAL LOADS SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE(i). OTHER LOAD CASES TOGETHER (REFER TO NOTES). <br /> FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. <br /> LOADING,DEFLECTION LIMITATIONS, N (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) FLOOR M LIVE LOAD = 40 PSF <br /> METHODS.WIND AND SEISMIC BRACINNG,G,AND <br /> OTHER FLOOR DEAD LOAD 15 PSr <br /> LATERAL BRACING THAT ISALWAYS REQUIREDIS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF FLOOR TOTAL LOAD 55 PSF <br /> THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX <br /> OR ARCHITECT. UNIFORM WALL. DEAD TOP 80 PLF 00-00-00 13-06-00 0.90 ROOF LIVE LOWS = 30 PSF <br /> 2.PROVIDE RESTRAINTATSUPPORTS TOENSURE UNIFORM FLOOR LIVE TOP 40 PLF 00-00-00 13-06-00 1.00 ROOF DEAD LOAD a 15 PSF <br /> LATERAL STABILITY. UNIFORM BEAM WEIGHT 18 PLP 00-00-00 13-06-00 0.90 ROOF TOTAL LOAD = 45 PSF <br /> 3.DO NOT CUT,NOTCH OR DRILL LP LVL UNIFORM FLOOR DEAD TOP 15 PLF 00-00-00 13-06-00 0.90 <br /> 4.SHIM ALL BEARINGS FOR FULL CONTACT. CONCENTRATED FLOOR LIVE SIDE 3844 LBS 05-04-00MINBRG-3.00" 1.00 FLA.LEFT SPAN CARR. 1.00 FT <br /> 5.VERIFY DIMENSIONS BEFORE CUTTING LP LVL CONCENTRATED FLOOR DEAD SIDE 1442 LBS 05-04-00MINBRG=3.00" 0.90 BLit RIGHT SPAN CARR. 1.00 FT <br /> TO SIZE. ROOF LEFT SPAN CARR. 0.00 FT <br /> 6.THIS LP LVL IS TO BE USED AS A WARNING NOTES: ROOF RIGHT SPAN CARR, 0.00 FT <br /> COMBINATION ROOF AND FLOOR BEAM NLY. <br /> 7.COMPRESSION EDGE BRACING REQUIRED A7 THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. DEFLECTION CRITERIA <br /> 74"O.C.OR LESS. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP WOISTS IS LIVE LOAD DEFL: L / 360 <br /> STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW TOTAL LOAD DEFL: L / 240 <br /> ATTACH TWO PLIES WITH 2 ROWS OF 16d BY A DESIGN PROFESSIONAL. <br /> (34/2')NAILS AT 12"OC.FROM CODE COMPLIANCES <br /> ONE FACE ONLY. STAGGER ROWS.FLIP PROVIDE RESTRAINT AT CONCENTRATED LOAD TO ENSURE LATERAL STABILITY. REPORT / <br /> BEAM AND ATTACH THE THIRD PLY WITH 2 APA PR-L280 <br /> ROWS OF 16d(3-12")NAILS AT 12'OC.TO MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL ICC-ES ESR-2403 <br /> THE UN-NAILED SIDE OF THE FIRST TWO BEAM AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, LADES RR-25783 <br /> PLIES, STAGGER ROWS.NAILS MAY BE ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS CCMC 11516-R <br /> COMMON OR BOX NAILS WITH A MINIMUM BEAM IS CAPABLE OF SUPPORTING THE REACTIONS._ Florida FLIS228 <br /> SHANK DIAMETER OF 0.131".16d SINKERS <br /> (3-1/4')MAY BE USED. ANCHOR LP LVL ROOF/FLOOR BEAM SECURELY TO BEARINGS OR HANGERS. <br /> CONTACT HANGER MANUFACTURER TO VERIFY <br /> ARII ITY OF HANrFR TO DISTRIBUTE 10 <br /> CONCENTRATED SIDE LOADS MUST BE EQUALLY <br /> DISTRIBUTED TO ALL PLIES.THIS CONNECTION <br /> AND RESTRAINT OF THE TORSION INDUCED BY <br /> THE SIDE LOAD ON THE MEMBER ARE THE <br /> RESPONSIBILITY OF THE PROJECT DE IGNER. <br /> 11.875 <br /> SUPPORT REACTIONS (LBS): <br /> MAXIMUM BEARING NUMBER <br /> 1 2 1.750 <br /> DOWN 4229 3120 3.500 <br /> UPLIFT --- ---- P5.250 <br /> CROSS SECTION <br /> MiNBEARING SIZES (IN-SX) <br /> 3- 0 3- 0 <br /> MAXID#JM DEFLECTIONS <br /> CALCULATED ALLOWABLE <br /> LIVE LOAD 0.23"(L/704) 0.441' <br /> *DEAD LOAD 0.20" 13- 6- 0 <br /> TOTAL LOAD 0.36"(L/446) 0.66" •••THIS DRAWING IS NOT TO SCALE— <br /> Handing 8 EmoNtn Miscellaneous hlforrreficn LP LVL,LP LSL ard CTR,LP Woist Specifications Software Provided By: 021112fte IBC 2009 <br /> Temporary andpommanent bracing for holding component The use of this mmponed shell be specified by the designer of the 'Supports and connections for LP LML.LP LSL,CTR and LR to be spedricapplcalons. LP Engineered Wood Products <br /> plunb and for restating lateral forces shall be designed and complete structure.Obtain allthe necessary code complance approval en 'Common nals driven parallel loglue Ines shall be spaced a midmum o14"for ted 414 Union Street,State 2000 <br /> Instated by others.No loch are to be appled to the Instructions from the designers of the complete structure before using IHs and T for ed. Nashvile,TN 37219 <br /> eanportent Inlil after al the lreming and fastening are component. If thedesign aleda listed above does not meet beat buidlre 'Do net cul,notch,dill or aper 1P LVL,LP LSL and CTR,LP IJolsts except as sham Phone 800.515.7570 <br /> campleled At no time shell badsgrealer than design foods tale requiremeels,donot use this design.When this drawing Is signed in published materiel from LP any useof LP LVL,LSL and CTR,LP IJosls malmry <br /> be applied to[tie component. and sealatl,the structural design is approved as shown in thisdrawing to the limits set forth hereon,negales any express warranty of the product and LP Fax 866.753.4369 <br /> based ondala provided by the customer.Uo LVL,LP LSL and CTR.LP disclaims at implied warmnties Including the implied warranties of merchantability <br /> Design Criterie l joists are made without camber and Wit deflect under load.Wood In dlmd and Ifness for a parhmler use. <br /> The design and materiel specified am In substantial Cm(act with concrete must be protected as required by code.Continuous DWG # <br /> ccofurmly with the latest revisions of NOS,'Dead load lateral sippor is assumed(wall,floor beam,etc).LP does not Rohde <br /> deflection Includes ac(ustmem factor for creep.Taal Iced on-site Impectim.This draWng mist have an Arddlects or Ergineer's seal`A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR SHEET # <br /> dafleclim Is instantaneous. naked to be considered an Enbneerrg document. <br /> LP is a registered trademark of Louisiana Pactb Coiporalbn. <br /> File:CAProgram F1es1LPlWood-E Deslgn12013.21WOODE.SPX <br />