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Beam & Header Technical Guide
Introduction Designed to Outperform Traditional Lumber LP° SolidStart® Laminated Veneer Lumber (LVL) is a vast improvement over traditional lumber. Problems that naturally occur as sawn lumber dries — twisting, splitting, checking, crowning and warping— are greatly reduced. THE STRENGTH IS IN THE ENGINEERING LP SolidStart LVL is made from ultrasonically and visually graded veneers that are arranged in a specific pattern to maximize the strength and stiffness of the veneers and to disperse the naturally occurring characteristics of wood, such as knots, that can weaken a sawn lumber beam. The veneers are then bonded with waterproof adhesives under pressure and heat. LP SolidStart LVL beams are exceptionally strong, solid and straight, making them excellent for most primary load -carrying beam applications. LP SOLIDSTART LVL 2.OE: AVAILABLE SIZES LP SolidStart LVL 2.0E is available in a range of depths and lengths, and is available in standard thicknesses of 1-3/4" and 3-1/2! The 2.0E LVL is also available in factory -laminated thicknesses (known as "billet beam") of 5-1/4" and 7" to eliminate the need for field nailing and/or bolting of multiple plies. In addition, a water-resistant coating called SiteCoteTm is applied for extra weather protection during construction. Please verify availability with the LP SolidStart Engineered Wood Products distributor in your area before specifying these products. LIFETIME LIMITED WARRANTY I LP SolidStart Engineered Wood Products are backed by a lifetime limited warranty. Visit LPCorp.com or call 1.888.820.0325 for a copy of the warranty. SOFTWARE FOR EASY, RELIABLE DESIGN Our design/specification software enhances your in-house design capabilities. It offers accurate designs for a wide variety of applications with interfaces for printed output or plotted drawings. Through our distributors, we offer component design review services for designs using LP SolidStart Engineered Wood Products. CODE EVALUATION LP SolidStart Laminated Veneer Lumber has been evaluated for compliance with major US building codes. For the most current code reports, contact your LP SolidStart Engineered Wood Products distributor, visit LPCorp.com or for: ■ ICC-ES evaluation report ESR-2403 visit www.icc-es.org ■ APA Product Report° PR-L280 visit www.apawood.org RESPONSIBLE, SUSTAINABLE LP Building Products uses logs from SFIO certified forest manage- ment and fiber sourcing systems to help ensure that our entire wood supply comes from well managed forests and non -controversial sources. Virtually the entire log is used in the manufacturing process, and wood waste is repurposed or used to help fuel our mills. LP Engineered Wood Products also reduce construction waste on the job site. SUSTAINABLE AN FORESTRY ,Q INITIATIVE ? E FC- GWforj- Gwdforourfo-a w .sfiprogram,arg smm� Table of Contents LVL 2.0E Product Specifications & Design Values ............... 4 Floor Quick Reference Tables .................... 5 Combined Quick Reference Tables ................ 6-7 Roof Quick Reference Tables ................... 8-9 Uniform Floor Load (PLF) Tables ..................10 Uniform Roof Load (PLF) Tables...................11 GENERAL INFORMATION Temporary Bracing & Warnings....................12 Installation Details ..........................13 Connection Details ........................14 15 Handling and Storage Guidelines ..................16 3 LVL 2.0E Product Specifications & Design Values ALLOWABLE STRESS DESIGN VALUES (PSI) R� s <s tax } CompfossonStssr 2 ^��` � '� �,+jtendin�StrEess �,'� Nt�daTtuo�ilEfd�s�att Y 3'� ShoaeStsoss s �" �` W' o- v NCgamsdiF4latTaliiam). x o- a_.. �ax� ., wr w poritlo),T96Farn). 290OFb-2.OE 2900 2.0 285 3200 750 NOTES: 1. LP® SolidStart® LVL shall be designed for dry -use conditions only. Dry -use applies to products installed in dry, covered and well ventilated interior conditions In which the equivalent moisture content in lumber will not exceed 16%. 2. The allowable strengths and stiffness are for normal load duration (10 year). Bending, Shear and Compression parallel -to -grain shall be adjusted according to code. Modulus of Elasticity and Compression perpendicular -to -grain shall not be adjusted. 3. The allowable Bending Stress is tabulated for a standard 12" depth. For depths greater than 12;' multiply Fb by (12/depth)D13. For depths less than 12, multiply Fb by (12/depth)0.71. For depths less than 3-1/2; multiply Fb by 1.147. 4. Deflection calculations shall Include both bending and shear deformations. Deflection for a simple span, uniform load: A = 270wL" + 28.8 Where: A = deflection (in) E = modulus of elasticity (psi) Ebd3 Ebd w = uniform load (plf) b = width of beam (in) L = design span (ft) d = depth of beam (in) Equations for other conditions can be found in engineering references. SECTION PROPERTIES AND ALLOWABLE CAPACITIES W6d u ?'14 . t%2. , s t / r 7r t 3 fi l4r 1 > ! A/4"s 7-1/4" 7.3 10.9 14.5 3918 7837 11755 15673 2411 4821 7232 9643 66 111 167 222 _3.6 TSB Sx € r -----r 2303 'a • " sN'q 9-1/2" �3 4.8 9.5 14.3 19.0 6529 13057 19586 26115 3159 6318 9476 12635 . 125 250 375 500 tt tfd 6 113 169 �..$985- 2895 Effi �� � 3T4t-.� t2i2 x �96� t 208E ,� E "g3...- f :, c 11-7/8" ` 5.9 11.9 17.8 T 23.8 9951 ,;; 19902 � 29854 39805 394E �,1mp 11845 15794 _ 244 ,ice 488 ,,v��s�2� 733 977 i4 ai114Q 21 _k 28 Q i�tz , } 4S . 5d �a;;a _7897 9s1BB2(i E aA(t.fl9 9 q#Y60Y 16" 8.0 16.0 24.0 32.0 17318 34636 51954 69272 5320 10640 15960 21280 597 1195 1792 2389 NOTES: 1. The Allowable Moment and Shear capacities are for normal load duration and shall be adjusted according to code. 2. The tabulated Allowable Moment capacities assume continuous lateral support of the compression edge. For other conditions, multiply the Allowable Moment by the beam stability factor, Ct, as defined in the NDS. 3. The 3-1/7; 5-1/4" and 7" beam widths listed above can be either a single piece or a combination of thicknesses. For example, a 7" wide beam may be a single billet beam of 7; two plies of 3-1/2," a single 1-3/4" attached to a 5-1/4" billet beam, a 3-1/2" with a 1-3/4" ply attached to each face, or four plies of 1-3/4:' Refer to the Connection Assemblies details on page 14 for additional information. 4. The tabulated weight is an estimate and shall only be used for design purposes. Contact LP for actual shipping weights. FASTENERS: Refer to pages 14-15 for information on connecting multiple plies and for the equivalent specific gravity for design of nailed and bolted connections. REACTION CAPACITY (LBS) 'W Qtk r= /2 9 1-3/4" 1968 2625 3281 3937 4593 5250 5906 6562 7218 7875 8531 9187 9643 10500 11156 11812 12468 13125 13781 14437 15093 15750 3 f 393Y 5260 6582 `aid Q�8 1Q500 ($12 , 3125:- 3t 43%: `5y54i �$3J$ QB I Q 82312` 0- N 3_ 50 2i5B 11 t :2887 y30187, s�I5d0 5-1/4" 5906 7875 9843 11812 j, 13781 15750 M18 19687 21656 23625 25593 27562 29531 31500 33468 35437 37406 39375 41343 43312 45281 47250 7 :7875 14501; 13125t5754, i$37> 210D0 ?3625. 2625T't2B87 <i6gfi125_ 3675Q 383 42pQ',44826'725ti':�if$$5.52SaQ.t6512 87159 &0375_63QU0: NOTES: 1. The Reaction Capacity values are based on the compression strength, perpendicular -to -grain, of the LVL. This is suitable for beams bearing on steel or the end -grain of studs. 2. Verify that the support for the beam is structurally adequate to carry the reaction. The compressive strength, parallel -to -grain, of studs may require more studs than the bearing length above indicates. 3. For beams bearing on wood plates, the required bearing length will increase based on the bearing strength (compression perpendicular -to -grain) of the species and grade used for the plate material. 4. Verify local code requirements concerning minimum bearing. LVL 2.0E Floor Beam Quick Reference Tables TO USE: 1. Select the correct table for the supported floor jolst condition (simple or continuous — see notes below), 2. Choose the required center -to -center span for the beam in the Span column, 3. Select the span carried by the beam across the top of the table. 4. Read the beam size or choice of beam sizes from the table. EXAMPLE: Abeam with a 10' span carries 15'-0" simple span joists on each side. SOLUTION: Using the Continuous -Span Floor Joists table with 30'-0" span carried, select either 34/2" x 11-1/4" or 5-1/4' x 9-1/4" baamr =a " SpahCarrted8 "Reamer e 'tom ' 3-1/2 7 1/4 7 1/4 7 1/4 7 114 7 114 7 1/4 7 114 7 1/4" 7 1/4' 7 1/4 7-1/4 r' x77 3 1/2 7-1/4 7 1/4 9 1/4 9 1/4 9 1/4 9 1/4 9 1/4 9 1/4" 9 1/4 9 1/4 9 1/4 . , 3-1/2 9 1/4 9 114 9 1/4 9-VT 11 1/4 11 1/4 11 1/4 it 1/4 11 1/4 11-1/4 11.1/4 WRW4 F'.,Wfi-11 "x C 9474 � ' ,-7 '11114 1 7/8 11�7/8 14 14 14" 14°� . s, yk .,'1i'`+jd."n„�. "_ d 3-1/2 14 14 14 14 14 14 14 14'-0".4"11JA .4.r1 718°. 9 J1I}8 %r. 1f 71 ..fi .t4>x -1/2 8 Is 31W1__ 42WR 1 M1 141.0;.- 3-1/2 16 16u 18 18 aW18._� 3-1/2 4R *`- ya 3-112 x � -.'� '€ lrteam � �� `".,, e t,, �.-a'� � 1 �: � ._.� � •� �-� 'i �� ` � SP9n Castled 6 '&eam ` � ;- � � �• � �r� �.� ., g �, r' s �.,�s`': t ., M2 3-1/2 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 6-0" ,6=1q_ 3-1/2 71/4 71/4 71/4 71/4 71/4 91/4 91/4 9-1/4" 91/4" 91/4 9-1/4 ,. 0 3.;511�n y. 7114� s,7 t/S'Z14 f7 4 _ ;a. 3-1/2 9 114 9 1/4 9 1/4 9 1/4 9 1/4 9 1/4 9 1/2 9-1/2° 11-1/4 11-1/4 11-1/4 + 1 / " = 914 11 8.145 i_ 9114" .r9114 9' 1 ry t2 0 3-1/2 91/2 111 1/4 111/4 111/4 11114 r 11-114 111/4 111/4 11-7/8 11 7/8 14 3-1/2 11 1/4 11 7/8 11 7/8 14 14 14 14 14 14" 14" 14 14'-0° a.. 6>{ q it„11 5101/Ma r ..4'MW, �+ 3 1/2 14 14 14 14 14 16 18 16 16 16" ��1 IIB� . �: `>T,7 8" _ � , r.i4," ' ,� �.1,�s..� >. �14. jF=�` �, .- i+�:�f.�s . „�:t4",-: ,� 14£, ,._- sty r - 3 1/2 16 16 16 16 18 16 18.118 26'0 3-1/2" 16 18 _ 18 18 18 18 /4,:. 4t" 14 i6e. fr,1f1.',.1 k 's'.= fi ,> 3-1/2 18 18 18 22'-0"?a 1 ?« s4.16° �tG v 4,16.:.,3;,- _ `' �3, „�:,,, „6•:1/� ," � ,�8 1& , . , 18. _38 . � 18... �..1� � _a ^ � � ,�'' •r. _,�� NOTES: 1. Use the Continuous Floor Joists table where the floor joists are continuous (multiple span) over the beam. Use the Simple -Span Floor Joists table where the floor joists frame into the side of or end on top of the beam. 2. Span is center -to -center of supports and is valid for simple and equal, continuous beam spans. 3. End supports require 3" bearing. Interior supports require 6" bearing except 7-1/2" is required where bold. The bearing length is based on the compression strength, perpendicular -to -grain, of the LVL See the Reaction Capacity table on page 4 for additional information. 4. Deflections are limited to L/360 live load and L/240 total load. 5. Beam width can be either a single piece of LVL or built up from multiple plies that are nailed, bolted or connected with other approved fasteners. Refer to pages 14-15 for connection details. 6. Do not use where marked -". CONTINUOUS FLOOR JOISTS Joist Beam/Header optional I may be by code) SIMPLE -SPAN FLOOR JOISTS mm;n1118 m mne, uppm""u nrowuu Beam/Header nuuges of restraint required LVL 2.0E Combined Beam Quick Reference Tables TO USE: 1. Select the correct table for the roof loads needed. 2. Choose the required center -to -center span for the beam in the Span column. 3. Select the span carried by the beam across the top of the table. 4. Read the beam size or choice of beam sizes from the table. Sal EXAMPLE: A beam with a 9'-6" span supports a 32'-0" span carried for a 20 psf roof live load. SOLUTION: Using the correct table for the roof load with 32'-0" span carried, select either 3-1/2" x 11-1/4" or 54/4" x 9-1/4" Qum a S anCarrle3ByBeam 2A¢t 1Midth .. t7 _2O i 2r4s 24 c s.6K ._ 284_ is f,„ 30 , r ° Ng*" M86 4&38' n �O`, ..} ,; 31/2 71/4 71/4 71/4 7114 71/4 71/4 71/4 71/4 71/4" 71/4 71/4 ,;�. 3-1/2 7-1/4 71/4 91/4 91/4 91/4 91/4 91/4 91/4 91/4 91/4 91/4 ,$ 0 p 3 1/2 9 1/4 9 1/4 9 1/4 9 1/4 9 1/4 9 1/2 11 1/4 11 1/4 11 1/4 11 1/4 11-1/4 7:;;9,11#- ter^ �.-r^^" pz +.z+-y . , NERVE ��9.1{4`�;; , y9;114.�t ,�.,9.1/i1;,1 .,.9-i/4.. x_ 4:`-8,t(4..'�: r_31$"+�' 31/2 9-1/4 91/4 91/4 91/2 111/4 111/4" 111/4 111/4" i1-1/4 11-1/4 11-1/4 v�.r ��1„4��_`"as��61Id'� '�9'»l/� y ��.9�14r'� sO.1�,. :'�9;1�I9�3'a'�"`.8.1I4„�„ axB1�/+iM•_:. �1/-`�4�3'.z��'S�IA"z��-'"�SsJ%�4'r ?3ft4"�' ..9:t72x�:c - 31/2 111/4 111/4 111/4 117/6 11718 117/8 14 14 14" 14" 14 12'-0" r-� ,g z nwia 0 3 1//2 14 14 14 14 14 14 14" 161. 161,181.16 £ y ..u`. i 3 1/2 16 16 161,16 161,16 16 18 18 161.181. 16'-0" . ^ 5.'<.'=44P „'�' o * 3 1/2 16 16 16 o :t=. „v r5„11'4 � 4"K �, a... '3`44"�. p`Es -.;a. - 4�' `' " 4 ': �4r 3" L t 1.6'.; 'I6.. .; K aqx �..�t6o� .- 7& , �, 3 1/2 16 181,18.118 181,181,is" �.,,.,.. 5 Ida t33 yam.— f8 31/2 18 ';,.. 48 8", `��'�f. ,`=>..�.' �1�' "--` "_; r REW',� ' r �16 TA -16', 75115—ISR;;+ , 1�e`1—„`'18:a?.. 3 1/2 18 18 20'-0" ;W�1s57 ;�51&'� t� .-.��16a� . �'v ts• t�` � 8, �', � 1>3"� _.: `"`�»�fisa 3-1/2' 3-1/2 24'-0" - 2a..- �.:-L,.-.. , •...G"' L.>`"tif t '*i.. : ,� iv r 3"t" ""PT ^'c* N` y_='� .x- K `-4'�1i �"4 Z"'^'i ki',. r " s is' �ayrSpanOarrleN8yB9am,k ,�� Sped r, �Be@m� „y c1Nldth, . tt ��2'0' :%va -*.` �•M'�' �v:, r,3� �4 �:c.K �a7,'j{�"�. ��`�.�8" ': ^v y � : a ,��;,,# '.�t ..� 'rs, , 31/2 71/4 71/4 71/4 71/4 71/4 71/4 71/4 71/4 71/4" 7114 71/4" '",5 W 74A1 c 7#ddsc 7# j4 T "5.,7.#A _ y714 FA: 7%4',., i14t 7�7-1%4t�.W 3 1/2 7-1/4 9_1/4 9 114 9 1/4 9 1/4 9 1/4 9 1/4 9 1/4 9 114" 9-1/4 9 1/4 v - 3 1/2 9 1/4 9 1/4 9 1/4 9 1/4 9 1/2 11 1/4 11 1/4 11 1/4' 11 1/4 11-1/4 11 1/4 51($" ...- 79 14 3005 tl4x t s 8 7/4' ` 3 1/2 9 1/4 9 1/4 9 1/2 11 114 n 11 1/4 11 1/4 it 114 11 1/4" i1-1/4 11-1/4 11 1/4 M9 112, „ , ? 11.17 3-i/2 111/4 111/4 117/8 117/8 117/8 14 14 14 14" 14 14 �f4"�§ '��td/ Y' ,,.3 ���4c"�r "�"11-'}�,4';���> . Yi.tlk._ �'s �;1/4 - u�i„if�1' �k•#1��" ±..�#1..Y/� a .�„ 1(7/B" �' 31/2 14 14 14 14 14 18 18 16 16 16 18 �aa`14r•0" r T18'•o" � ,'� ��7t- 4 %1f+i 4 1i i � `' ' �3 a �c:—z 3-1/2 16 16 loll16 16 18 18 18 18 18" .1G �. v e_�11 ".j177 fi° e r fi 3 1/2 16 16 ' a 19. S 4 4 i6r_ d6z..mh,, i G._, i6.' 18'.w ` :: 3 1/2 18.118 18 18 18 _. MA a 112 51(a j.: i68r r 18z. z r-t8=' a8,w R18 y r18� : >„ vR <s a.r 'art 33.11 2 " ,f ` C t 1 ," 1 , J �,r-, '% .'J 3 1/2 24'-0" t " afxd �`g�.,''';,;.."'x`-sr-.a- w... ply { y, NOTES: 1. Span is center -to -center of supports and is valid for simple beam spans only. 2. End supports require 3" bearing except 4-1/2" is required where bold. The end supports for the standard garage door spans of 9'-6",16'-0" and 18'-6" have been limited to 3" (two trimmers) on each end. The bearing length is based on the compression strength, perpendicular -to -grain, of the LVL. See the Reaction Capacity table on page 4 for additional information. 3. Deflections are limited to L/360live or snow load and L/240 total load. 4. Loads include 100 plf for an exterior wall and assume a 2' maximum overhang on the roof and an interior support at mid -span of the floor joists. 5. Beam width can be either a single piece of LVL or built up from multiple plies that are nailed, bolted or connected with other approved fasteners. Refer to pages 14-15 for connection details. 6. Do not use where marked "-". LVL 2.0E Combined Beam Quick Reference Tables TO USE: 1. Select the correct table for the roof loads needed. 2. Choose the required center -to -center span for the beam in the Span column. 3. Select the span carried by the beam across the top of the table. 4. Read the beam size or choice of beam sizes from the table. Sur EXAMPLE. A beam with a 9'-6" span supports a 32'-0" span carried for a 40 psf roof snow load. SOLUTION: Using the correct table for the roof load with 32'-0" span carried, select either 3-1/2" x 11-1/4" or 54/4" x 94/4!' T�5F5-.O "` _P' 3 1/2 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4" 7 1/4 7-1/4" 6'-0„ Srflk-..r4.A> o /22 1l44 s 1/a 1/4 s 1/aps 1!49 s 114 K ,7 2 Ott "fa j r s 1fa, 1ta.*, v9 tti". 9U,4 . f 3-1/2 9 1/4 9 114 9 1/4 9 1/2 11 1/4 11 t/4 11 1/4 11 1/4 111/4 11 114 11 1/4 '`':.�`f` �y,-9YfG v�9.1fM; 1 4.r ° ��5gc9— 0 IK, 9-1f4 ®r 1/2 9-1/4 9 1/2 11 1/4 11 1/4 11 1/4 11 1/4 11 1/4 11 1{411 1/4 11 1/4 17 T/8 tD'3 4 3 1/2 11-1/4 11 7/8 11 7/8 14 14 14 14 14 14" 14" 14 12'-0„ ,_5.>f% �s 31/2 14 14 14 14 18 18 16 16 18 16" 18 :,1'4, 3-1/2 16 16 18 16 18 18 18 18 18 - 16'-0" la .. rt 4.. 4,.' * i�Y is nWOE7— _ h' RA _ t 16? . ...18"f a t8"s, ��+" 18",fir.; at-$:16+f6.;,. 3-1/2 18 18 18 18 � 54j4#, 18".>a„i8'r mUriB,t":r; - Mmiji,:r, 4.1$;a;,.. *:i8w�.. . 31/2 3-1/2 20.0„ 20 I5.. 6 ,{$., .. —` 31/2 .- a�'4^ ' WRIM ag'�," r f e 3-1/2" 24'-0" ar as'oM^13re WE Y d -' a"" f-4 k F'1 -': 'l k•'e. �'� enCat[fedByBam� + w 44 R+ ;h.�s h �Y ?pan xt8 dth+ r 2D;: 224 24 xY26 r4({5 u 28 n1s r; } 3-1/2 7-1/4"_71/4 71/4 71/4 71/4 71/4 71/4 7114 71/4" 71/4 91/4 31/2 9114 91/4 91/4 91/4 91/4 91/4 91/4 91/4 91/4" 91/2 11-1/4" _ ,,,�3t/4 9�114 91/2 171/4 111/4 111/4 111/4 111/4 111/4' 96" ,63Y1t"/,24� -1or 14-,if v yrs 3 1/2 11 1/4 11 1!4 11 1/4 11 1/4 11 1/4 11 i/4 11 1/4 11 7/8' 11 7/8 11 7/8 14 ,,..91fi" ,.,r11K1f4 3-1/2 11-7/8 11 7/8 14 14 14 14 14 14 14 18 18 12'-0„r:5 3-1/2 14 14" 16� 16 16 16 16 16 18" . T m - 3-1/2 16 18 18 18 18 18 - `. 9M .> E6 _.. .H _. T8". a_« 3F�? �: �#6, � �,: <, . �,1Ct „��. �e , 1st ,> ,1e x1$x_18 / s ... 3-1/2 18 18 18,_0„ TW6rr. R }l4V fir7T78 7'�F T `� s;> .. z._8>., 3H - !22 .E .. 1W 1d ,1$ +a 7�8 ,, .�r,188 , H`y�8p 8 ' 3-1/2' tea} 5 t[9 • sou r ftl ,, "Kn-" r t8 , 18 + �'�� 7- t f .. �, d Y s, r1i<i, w sr 3-1/2 L 3 1/2 - 3-1/2 24'-D"s "�"„A`�;; .rN 5 .,t;.>. ,,�,<r�e.. NOTES: 1. Span is center -to -center of supports and Is valid for simple beam spans only. 2. End supports require 3" bearing except 4-1/2" is required where hold. The end supports for the standard garage door spans of 9'-6",16'-6" and 18'-6" have been limited to 3" (two trimmers) on each end. The bearing length is based on the compression strength, perpendicular -to -grain, of the LVL. See the Reaction Capacity table on page 4 for additional information. 3. Deflections are limited to L/360 live or snow load and L/240 total load. 4. Loads include 100 plf for an exterior wall and assume a 2' maximum overhang on the roof and an interior support at mid -span of the floor joists. 5. Beam width can be either a single piece of LVL or built up from multiple plies that are nailed, bolted or connected with other approved fasteners. Refer to pages 1445 for connection details. 6. Do not use where marked _". LVL 2.0E Roof Beam Quick Reference Tables TO USE: 1. Select the correct table for the roof loads needed. 2. Choose the required center -to -center span for the beam in the Span column. 3. Select the span carried by the beam across the top of the table. 4. Read the beam size or choice of beam sizes from the table. EXAMPLE: Abeam with a 16'-6" span supports a 38'-0" span carried for a 25 psf roof snow load. SOLUTION: Using the correct table for the roof load with 38'-0" span carried, select either 3-1 2" x 16" or 5-1/4" x 14'.' Jlajn)�srrled dS9' c � €�& k� �. L '*vr'�..�i s '3'ow. .��. ,.v r rttnxx t. �� .�. y rN �;• + .�-: �' F "�� e t a? '� ,;J ai. �'ys saF,.R�-.�vmWMldtfi'5,.-..M1,2O c.<22', 4.c'.,fr`r26�.a;;.i-.2$Yx 31/2 71/4 71/4 71/4 71/4 71/4 71/4 71/4 71/4" 7-1/4 71/4 fi0" MOW _71/4 3-1/2 71/4 7-1/4 71/4 71/4 71/4 71/4 71/4 71/4 71/4" 71/4 71/4 ``a�`.�.a"�5• .ZI�F+". "�'71r,4' ,'.1/A�:',.r1f's;�>,Ttr4';°-.:u:>.'Cf4.,t?tr4 ,,.�,/q:.i.�f4 i�N7-tt4 ;,7,i[ qs; 3-1/2 7 114 7-1/4 7 1/4 7 1/4 9 1/4 9 1/4 9 1/4 9 1/4 9 1/4" 9-1/4 9-1/4 9'-8° xis .a X-,�/'4nx.r; �,: 7�1/,4> .�hf11A�" s r . ` 3 1/2 7 1/4 7 1/4 9 1/4 9 1/4 9 1/4 9 1/4 9 1/4 9 1/4 9 1/4 9 1/4 9 1/4 a -; !.r: w 3-1/2 9 1/4 9 1/4 9 1/4 9 1/4 9 1/2 11 1/4 11 1/4 11 1/4 11 1/4 11 1/4 11 1/4 12'-0" 5]%4K ..9=fi49#4" vO f4719�£ 91/4 �914..$#!4-xa 7191jA" 8Fi(4; r =91f4a91j4. 31/2 111/4 111/4 111/4 111/4 111/4 111/4 11 7/8 11 7/8 11 7/B" 14 14 05 t/ 9;114. , ."fl i#i t�f%4�a1 --i 9112 11.Ar4.. �.i'f 1f4 F 11114_ i„114_, ..:S1ri( : 11 14 :rt ` 3 1/2 11 7/8 11-7/6 14 14 14 14 14 14 14" 14' 14 fl i w 3-1/2 11-7/8 14 14 14 14 14 14 14 14 16 16 m i6�64 !411st/4 ., tf 1 4>:11 Ti4 3 ird4 ,9t.tr4,,, 1t 78 M11 TISf18s.f4 a 1QxidKel 3.1/2 14 14 14 14 18 161,18 161,18 16 16 t8'-o" 0 (4"R •. ".,tt'1141t#81t�2/8" 14 .3d f�19„ s a 7d 1 rf4 1q r.i'-. u � 3 1/2 14 14 14 16 16 16 16 16 18 16 18 18 8� �1i 7 1a,IF " �1d 14u +K t14 3 1/2 16 16 16 16 16 16 18 18 18 18 18 20,_0„ -xr'9-^. :�= 19 '`'� w.t� `�;.L1$i>«,�; z� ,�����,�'L _ 3.1G..,.�:� ^c, mar AT 3 1/2 16 16 18 18 18 18 18 �:46�.��a16"„_,.,�.e��18.��}F"�18�'f��,1�i.a 3 1/2 18 18 18 24'-0" `��5.17rd> ; 8pan OR > rt R Wfdth 3.1/2 7 1/4 7-1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4" 7 114 7 1/4 fi'-0 51j4 v,. 71A's.114� x 31/2 71/4 71/4 71/4 71/4 71/4 71/4 71/4 71/4 71/4 7-1/4 91/4 717* 7 3-1/2 7-1I4 71/4 91/4 91/4 91/4 91/4 91/4 91/4 9114 9-1/4 9-1/4 9'-8" 5-,r� . � , � 7-1ra , � y�-�,1r4'�` ,.��r� . 7fd� 3 •£ �� r t!4`�"�` "� �,, a� �� � r" r� � �� 1#4.�iia:� �, ���=.1r sva 91/,4,7t/1 91/ 9-1/4" 91/4 4t1/47if4 ;5s4 s x..t/ 79W_. 3-1/2 9 1/4 9-1/4 9 1/2 11 1/4 11 1/4 11 1/4 11 1/4 11 114 11 1/4 11-114 114/4 12'-0" --z .�- 31/2 11-1/4 111/4 111/4 111/4 11 7/6 11 7/8 11 7/8 14 14 14" 14 f4�Q t 70 ,. � ��.1j4 ., �3 ®>t14 3r. i Kt!�U4�,� t x 4,e�1'�2 s . �,�. � , �sil,;t 4 �'� 3 1,1,1�4 d ,._ �, V all fi,4,.� � ?51#.41ch x�`11.1/4_�, "� v,`11�.tr4_"�w� Jdrt�d . 3 1/2 11-7/8 14 14 14 14 14 14 14 16 16 16 16' 0"5 74 4 31/2 14 14 14 14 14 14 14 18 16 18 16 45 18x6" �` (.-»;' ,f't#4, .,»s 1'1!4 F",c. , {11 1%- ,'1J 7/$,"�`r �t`h''7` . ° "Y.Y�:9- 3 1/2 14 14 18 18 16 16 18 18 18 16. 18 '14't "fft�f.�, ,.'f7{`"';' a.'4:, r. ,14. ,�`.1�:.,. y,�g 875, 31/2 14 16 ,- ," 16n�"^� 16a 16'ar.�„Y s 16 -,18 ^s^ 54 3-1/2 16 16 1F 16 181,181.18 18 18 18 20,_0„ z " 1I4, 14" r f45 1Q f94 sg- 15° xii8" 16 x 16.' 18. 1? rtf& s 3-1/2 18 181.18 18 18 ` �t�Q �+e£<''S-0/�`'tr 3 ar:16"�'`�,..'� �. �t:.6°t•,�: ,4,1�18,., ...'" '�.:r 16 �`�s 16�� '1 , � .4 4�8 `. � �. �1$a � ���""ts �,._18_�.r . ... "„ 8 ..;.":. 3 1/2 181. 24'-0° n"i° ->18., 11� .'B v r e * a, NOTES: 1. Span is center -to -center of supports and is valid for simple beam spans only, 2. End supports require 3" bearing except 4-1/2" is required where bold. The end supports for the standard garage door spans of 9'-6",16'-6" and 18'-6" have been limited to 3" (two trimmers) on each end. The bearing length is based on the compression strength, perpendicular -to -grain, of the LVL. See the Reaction Capacity table on page 4 for additional information. 3. Deflections are limited to L/360 live or snow load and L/240 total load. 4. Loads assume a 2' maximum overhang on the roof. 5. Beam width can be either a single piece of LVL or built up from multiple plies that are nailed, bolted or connected with other approved fasteners. Refer to pages 14-15 for connection details, 6. Do not use where marked -". LVL 2.0E Roof Beam Quick Reference Tables TO USE: 1. Select the correct table for the roof loads needed. 2. Choose the required center -to -center span for the beam in the Span column. 3. Select the span carried by the beam across the top of the table. 4. Read the beam size or choice of beam sizes from the table. EXAMPLE: A beam with a 16'-6" span supports a 38'-0" span carried for a 40 psf roof snow load. SOLUTION: Using the correct table for the roof load with 38'-0" span carried, select a 5-1 4" x 16:' NOTE: A 3-1/2" beam does not work. Sean Wed gpa� z Bsam yea r a `z Span Garda B $sam xa_ �t a ✓ a 4 '' 3-1/2 7-1/4 7-114 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4" 7 1/4 7 1/4 8' o" �G jlq y 7114 3 i7 i(ltr. ys:m1/S a T,1t ,t, 7'fi9 _ 7 74_Y7��z1 a z tIA.<.TJdf p7]-Ii` t' d 3-1/2 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4 7 114 7 1/4 9 1/4 9 1/4 9-1/4" 3 1/2 9 1/4 9-1/4 9 1/4 9 1/4 9 1/4 9 1/4 8 1/4 9 1/4 9 1/4" 9 1/4 9 1/4 9'-8" r °fir. A 54AW7r7/i ,. 7 ke .7r1/4 _:Z1C4^ /t M1.`Y; `,? /(A9ili{;.. �51(A ,,48-114�1 91I` valp• t{�"�` 3 1/2 9 1/4 '�'<r„--"�y„ 9-1/4 9 1/4 9 1/4 "�, '�t� 9 1/4 9 114 9 1/4 9 1/4 "'" 9 1/4" � 9 1/2 -;'�-r 9-1/2 •r .w*. r �,.«.:�,..:.� .;s, � xU- ;r,�.�-1j��,r �7=Yj4,..,� y bri�Ts1 �11'k'�, 3 s�=`"'� �a ..��7 �/4' �, _.^� <.<�7'1. _; . ,�`�9;,1� ... .rc u . ,s 91 j$ �+"� - 9•&ij�'�'.''- ,�. 3� ,� 9"i14 � �.r z�97%�k"- ..,.6�i 4. 3fl.ila 31/2 9-1/4 91/2 111/4 111/4 111/4 111/4 111/4 111/4 111/4" 111/4 11-7/8 12'-0" 1 9-i12" _ 11,i/4 , . Y7 1(41n w T�17/# ;5 117J4 ' . +: ,21111)¢ K . 111j4 ". , i1 1/9";=^ . 4� —"t47 7 '7C y T18, . 3 1/2 14 14 14 14 14 14 16 18 18 18 16 0 °�` 6°iJ��� "`.�ix1�a^ �'-;li)a, ? ,�s--a��7I>3"�` r;1,1 x(�„ ��� �f1 z/8 ''; �, it+1 � •, ai, 14,E .. t y"Y4� �,: d14�� as �z14 M i4. �„ �, „ 3 1/2 14 14 14 14 14 18 16 16 16 14 16.118 101,16 16 18 16 18 18 18 3-1/2 11 «„^".,f4'+t >,r_ 144s` >_='1✓♦,' <.: �'fa"'... _ w'a`-�.`.a '4,_. ' ..�..16._,_ TRW n 3 1/2 16 18 16 16.116 'f 18 �. 18 4 a.�., 'n aN. 14�� a.v.-. SI9, n 4 7..- �8t�.�,�_ ,. � i6, 3-1/2" 18 1618 18 1 18� 18 20'-0° 3 t(4u ,.14a, � 2DC 1. 1J4"8? a< s NMI 18"., 31/2 24'-0" w'�'. r_.sv 26 L.... ' i�' ..34��,'�4r, 3 1/2 7 1/4 7 1/4 7 1/4 1/4 7-1/4" 7 1/4 7 1/4 7 1/4 7 1/4 7 1/4" 7 1/4 7 1/4 6,-0„ W6=i74 . >. • 1(9,X=t{ _ m m 1/$ �i�11?!. 711d" �it1C fH J/4tl 7,� d(�^ T4" r 7K114t'i .14.. 43,1/2 7a/4`.x./4iL4" M . 71(9' sf t%4 w7 l4 3 1/2 9-1/4 9 1/4 9 1/4 9 1/4 9 1/4 9 1/4 9 1/4 9 1/2' 11 1/4" 11 1/4 11 1/4"{ o - w.6r7%A�� . �71(4� tc t#�..� "` 9f+1,Y�<::�91 4,� �+� 91�`4^'�„�9�3(4"�� .,�.9,1G�� ,c...93/4" � F7 TV4�'' 1p Q 1/2 99-11/4„ 9-1/4" �9 1/4 9 1/4' 9 1/2" 11 1/4 11 114" 11 1/4 11 1/4" 11-1/4 11 1/4„ nx ` 4.. 8'4J4.,t14�..e_b91¢., x �,1$<* F.911Fk'.r51f4 lltt"err 9fi/A",3 a,9rr„84]d 3-1/2 11-1/4 11 1/4 11 114 11 1/4 11 1/4 11 7/8 11 7/8 14 14 14 14 _ 3 1/2 11 7/6 14 14 14 14 14 14 14 16 18 18 3 112 14 14 161,161,16 16 18 18 18 18" 181. 16'-0" 5tiZ4,�`'���id'±4.� ,��tAt_=� iR�z.,"v�tld,v��.��fA.•a-�q�r..v1A 3��..t4'-tB�x��ffi,� ' 3 1/2 14 16 16 16 16 16 14 -'n -- 3-1/2" 16 16 18 18 is.,181, 18 18'-0" 14E n" � F �-1$ 6 - 3 1/2 ..-..... s•, 16 .: „i .,q 18 18 _,. ,� 18 -Sa" '. +r "", ,,, m""" .-^.cir`� ,.w� '"r^ - `Trr' „s- 3-1/2" 20'-0^ -�eq P 3 1/2 24'-0^ '�`-�- -Z 'e"_"'-e* .._-x;�- s,...ar ''.,' ,r .. kr^-p t",. r N r-•-er NOTES: 1. Span is center -to -center of supports and is valid for simple beam spans only. 2. End supports require 3" bearing except 4-1/2" Is requlred where bold. The end supports for the standard garage door spans of 9'-6",16'-6" and 18'-6" have been limited to 3" (two trimmers) on each end. The bearing length is based on the compression strength, perpendicular -to -grain, of the LVL. See the Reaction Capacity table on page 4 for additional information. 3. Deflections are limited to 1./360 live or snow load and 1-/240 total load. 4. Loads assume a 2' maximum overhang on the roof. 5. Beam width can be either a single piece of LVL or built up from multiple plies that are nailed, bolted or connected with other approved fasteners. Refer to pages 14-15 for connection details. 6. Do not use where marked "-" LVL 2.0E Uniform Floor Load (PLF) Tables TO USE: EXAMPLE: 1. Select the required Span. For a 16'-6" span, select a 2- and 3-ply beam that satisfies an L/360 Live Load deflection limit for the following design loads: Live Load 2, Divide the design loads by the desired number = 440 plf, Total Load = 605 plf of plies to verify each ply of the beam. SOLUTION FOR A 2-PLY BEAM: SOLUTION FOR A 3-PLY BEAM: 3. Select a beam that exceeds the Total Load Design Total Load per ply = 605 / 2 = 303 plf Design Total Load per ply = 605 / 3 = 202 plf and the appropriate Live Load. Design Live Load per ply = 440 12 = 220 plf Design Live Load per ply = 440 13 =147 plf 4. Check the bearing requirements. Use 2 plies 1-3/4" x 14" Use 3 plies 1-3/4" x 11-7/8" (Total Load = 360 plf, Live Load L/360 = 245 plf) (Total Load = 223 plf, Live Load L/360 =152 plf) 3f4%'1 pang, Etveload� , :' fafa�tavglodd fof�` Livslhad "'ntel s s, irGeLaa Tsrta�' {SVarr �f,,. L/48fk 1138D 4334ad ..z. , .U480 5 1257 1482 1694 1906 5 tr '> tOgfi sa x° i la ER . -Mai t y .x..r a4+,..N.. � M .- 42= { i� '** � ,a�ii:C�'b': 7'--410 r F; 1 88 E 7' 896 1056 1207 1358 7 �IO—In - C �� 8 .v %, ♦ �:�,.�,.=s 3$ �, �,�e.F.u.. �- i�u �. tom. � s : _.,; •� "� . �105'a - x � �' 1$� 9 627 695 820 937 1054 9 kt-.M'.'Ey7"'x-' K 93a �C ^'"s $I7„F''t:.''" ,;?''r.,� .98 f 6".u.. 10 471 625 _'':.�.�:t,,.....,- 735 737 �.�{s` 10, 843 948 K ila..n,z n�Y� 131 �WS.w r.. Km 12 284 379 520 449 599 613 645 701 788 12 .�,y 's'K" „� �A!17 ;.h HEMMER '� "°"'� rot ,;,,-„_.360„; ,, rv�4$D„� nx„ �w5&5�"€ 'Sa" ,� ,. ks,�a"2�� "..,x"".".:'� .,��.� t848 "-`�'� ""'"`� � �.�..� 14 183 244 361 292 390 524 424 566 599 585 674 14 16' 125 166 244 200 287 394 292 390 523 406 542 589 16, 17 104 139 204 168 225 246 329 471 343 458 554 17, RE I_M� ac, v..-_ .�..: u 1 s r ��ti " �� `1� �;' a','r-�43.��,. RM7330 `°'i f"F" � s',t , t,..,£ ,;a�7,��. ,?��{RA s'�":.h '17— 78 e...s�.... �...,`< `-M,4.x j� a1 � ..y. a.' �; 2 � a ". j S a?al'��.90 k "; ; <sa �.�.�e2 ._... j ^°7_ ,sl'.`;i�..a 18 6 82 109 158 132 176 257 194 258 380 271 361 494 Is,_6" 9` Ecmy " "' a145 t M�� 3—s 1 3 x 12 �- � f. 5-11-09 E. 9 3B M t � 281M„,& E 7_ 2 `�`` � 2 20 65 87 ..� 124 105 140 204 155 207 302 217 289 422 20 . M? MM Em.sti.x 209M MEE a�;1,�.2m MM <;;'�3M MRO MM ONE 22' 49 65 92 80 106 153 118 157 227 165 220 322 22' t. 73i _ 8 a119g t 1ifi� i94 u.2821� 24' 38 51 70 62 82 117 91 122 176 128 171 248 24' 3$ e .1�Q8i'`�54r 14 ,wwt352MIS 32Dxi 28 30 40 54 49 65 91 72 96 137 102 136 195 28 28 39 52 71 58 77 108 82 169R31 155 28 30' 32 42 57 47 v 63 87 67 89 125 30' DESIGN ASSUMPTIONS: 1. Span is the center -to -center distance of the supports and is valid for simple or equal, continuous span applications. 2. The values in the tables are for uniform loads only. 3. Total Load is for normal (1001/o) duration and has been adjusted to account for the self -weight of the member. 4. Live Load deflection has been limited to L/360 or L/480 as noted in the table. 5. Total deflection has been limited to L/240. Long term deflection (creep) has not been considered. 6. These tables assume full lateral support of the compression edge. Full support is considered to be a maximum unbraced length of 24:' 7. Proper bearing must be provided. Bearing length must be checked for support reactions with the table on page 4. ADDITIONAL NOTES: 1. The allowable loads represent the capacity of the member in pounds per lineal foot (plf) of length. 2. The designer shall check both the Total Load and the appropriate Live Load column. 3. Where the Live Load is blank, the Total Load governs the design. 4. Depths of 16" and greater shall be used with a minimum of two plies unless designed specifically as a single ply with proper lateral bracing, such as a marriage beam for each half of a manufactured home before the units are joined. 5. The allowable loads in the table are for a single ply of LVL. Multiply the values by the number of plies of equal thickness to size a built-up member or divide the required loads by the number of equal thickness plies to directly verify the capacity of each individual ply. Example: double the allowable loads in the table for a 2-ply member or divide the required uniform loads by 2 to verify each ply of a 2-ply member. 6. The member width shall be properly built up by connecting plies of the same grade of LVL Refer to the multiple -ply connections on pages 14-15. 7. Do not use a product where designated -' without further analysis by a design professional. ACTUAL DEFLECTION BASED ON SPAN AND LIMIT L/480 1/4 5/16 3/8 3f8" 7/16 1/2 9/16 5/8 5/8 11/18 3/4 /a950 jlB ; �� '�',..p4 kem- M �1,f6a �8' � 1 �1$ auk s3 A. f 16 7 $au : E 15%1����E E��` � a L/240 1/2" E 5/8' 11/16" . 13116" 7/8" . 1" 1-1/8" 1-3/16" 1-5/16" 1-3/8" 1-1/2" 10 LVL 2.0E Uniform Roof Load (PLF) Tables TO USE: 1. Select the required Span. For beams with a pitch greater than 1:12, multiply the horizontal span by the slope adjustment factor from the table below. 2. Divide the design loads by the desired number of plies to verify each ply of the beam. 3. Select a beam that exceeds the appropriate Total Load (Snow 115%or Non -Snow 125%) and the appropriate Snow/Live Load (L/360 or L/240). 4. Check the bearing requirements. EXAMPLE: For a 16' horizontal span with a pitch of 4:12, select a 2- and 3-ply beam that satisfies an L/360 Snow Load deflection limit for the following design loads: Snow Load = 720 plf, Total Load =1128 plf CALCULATE BEAM SPAN: 16' x 1.054 =16.9' -+ Use Span -17' SOLUTION FOR A 2-PLY BEAM: Design Total Load per ply =1128 / 2 = 564 plf Design Snow Load per ply = 720 / 2 = 360 plf Use 2 plies 1-3/4" x 18" (Total Load = 638 plf, Snow Load 1./360 = 458 plf) SOLUTION FOR A 3-PLY BEAM: Design Total Load per ply =1128 / 3 = 376 plf Design Snow Load per ply = 720 / 3 = 240 plf Use 3 plies 1-3/4" x 16' (Total Load = 543 plf, Snow Load L/360 = 329 plf) Span f Snaw/LfVe'Ciiad Igat Load Saow/lfv Load Totaf L`oad� fi Snnwllwe load 7atattvad 8naw/6rveload " Totattoad r Span : 36024D r } 116 Nan,Snw C 2Rt1 TtowiTSY Non Snowz ' t /36tl Y 40 now 14on Snow 1 1738D� L�Z40 nowtl5 Non Snow - ,n . ,.,. -! 4 ow 12b936a tz / _. 125% .� _. /. x . ,15 125M r _ a .a1259b J,e. n.f� 5' 883 960 1127 1225 1157y 1258 1370 1490 5' 7' 430 646 630 n 685 840 803 874 x� 825 897 977 1063 7' s _ x 2g8 k} ORB . 5 a a = 2a.,y. w 645a3 aw � `o' 'E MER ME _ M rsa'. *� UM ' 0Jw1a M 9' 211 316 418 418 421 632 624 678 454 681 641 697 723 759 825 9' 3580�. ifs$ �... k' 10, 155 233 308 3088 313 470 561 610 337 506 576 626 542 682 742 10, 11 �..U.,.�.._-�, •�:t=1 8� i �"' - .-??� �:.- � �-- 32 _ - * ...��._ ...�� 38 't � ''^5$``;; �:3..�=:�.:�>sw4� 4 � ' 3 ��.. _<�. fi7,,., "'�386 ,..v:�_.� "s iT8 , � .•.1�.1 �:xr�..:.�. �"i0`�`' 41b`� 23 '1 G..,..:e z y62 �' s-..�..z: 4 ,� 3 . j .'"� �:.1��; 12' 91 137 179 179 186 279 367 367 200 301 397 397 325 488 567 617 12' $ �L4>? EWE 3 � 1� j t9` 1, L a?5 s_38Hf83) sw 13T .: 14' a 58 87 113 113 119 178 233 233 ,'.15 .._ca 128 193 252 252 209 314 413 413 14' fivy "F"�."-vT`F'.,.'- 1? '.� awa�.�,.� " <'.�""f° �..'�.a ^'"F� w 9' h,+ _ 97,,,t_.:..q '^3"'*�- ._ ,146 � w " A _..19�.• i'€9 "� r�gQ�a, g 7:�f�,a.. '157aa.. ':Y�_..� may^^" . ZQ"� _ _ � 1!1 °�...f25T4,n '""".."i ' '^mfi 338..ty rr 4 �3.�8+ 1.�5,�.,= 16' 39 59 75 75 80 120 156 156 87 130 169 169 142 214 279 279 16' �8. & . a ENE 9 =:,e . �< 119 Y j F 154 a� _ . 30 a 196 255 zro 355 1B 17' 32 49 62 62 67 101 130 130 72 109 141 141 119 179 233 233 17, .:. r_s<�-'.,�' 118'-6" _sL....�vrW,.. 4 14 w �+r. _ fi � y # W118 S.�.1M MM7 .wR.n� 196 z ...�,....�..n�s. :� ;f 18 J .:, ;z:.-__ . 52 78 100 100 56 85 109 109 93 140 181 181 18'-8" "�, maw 9 . s� ��' aY -�+,r�'r� �W: � ^�r, fi�`� �" F;p 31 ^"r-+«�.-,� �� 5�,� i .y,N��$.. � t� rM1 , .�„sr � 4: ^x �.'" �` j�:�, � �,. �^ � ��0 A^t ��`�C� -�° .-..*r• ,•�t295 > -"'i� '"4"" �, fS,%.« r G 16l �.f'^"i �. t9 20' �� �«3h�,� -�' ...�. W.c�u•��� ..c?� 41 ,�. , 62 r 78 78 45 67 85 ,,� 85 74 111 143 143 20' an uc ' 39 'F � __$ 5& 73a t6 ._.9& x 123 t23 Y 22' N 31 47 _ 58 58 34 51 63 63 1 56 84 Joe 106 22' span sSnow/Gva Laad� ,� �Totelload'�� � Saaw/Live C7�ad `t'otat knadk� r�£�taiv/Liva Load��` � T`atelLoad �! z'`` ow/Grua Load `� Total Loart�, � ;gpan�;' sf5,12nayf:-/3$05 C1240 noW1 No1n2-,snow s ; <4/380C•120�, po;Ya7S -:125°a%`.�`Lf36Q ,t!/240' ..._ 5 1447 1573 1706 1854 1949 2119 2193 2281 5 .ra,. �:ns»:.,r-...e..�w:� - :a:v .� '-�. x,.w...<:3'�' .. _._�..i...w ._ �. �.;.a._�w,.. � �•�...s63.«,.,.aa,.w�, w�1.:�' __�.. W.. x�z �.,. 7' 1031 1122 1216 1322 1390 1511 1564 1670 7' 3 '. 58x � u� � ,may 10$3's � 1f56 �< � m `12i I >t� 321�` � �� i36_7 ?487 ��8 �'; _ 9' 837 sc ZO w„ 801 ..:mac_ 871 �a� 944E 1027 1079 1174 1214 1320 9' 5_ , 8 � 25 v SfA1zw - w 1i 1 5R t250 9`=6 r. 10, 628 720 783 849 923 970 1055 1092 1187 10, _�..� .j n...�.-. dm�4�3, a� "".i`@S '� ��z� �...5':,.6,"+7� .....�..tt'a^ s'a.. _ ONE :, :N �r�, r ,n�«.. 3,r:k ?.s��: ,.-nws..ts.u.. .s,4ft $,.. 4 ,�,-BBI `xw.:..,..i 5$..a ry .,,P; s..:.». �..:w:,,'.a'r;�:- m...9.�l,-s:.r Am ,9 .. ., �,.:."t,2. 12' 379 568 599 652 599 706 768 860 807 878 908 988 12' 13, s` tl2 1 M:;�. _ 45d 59 ji82 a b x, a E5 i m 3 709 s is ITS- "I r...: 5 T 610 ' d� � � � �a w s .. 1� 14' 244 367 461 483 390 585 604 657 566 691 751 780 777 845 14' 15 200�' ;3t)1 . b 395� s395 321 462 w 45 s693 8 .� 0t':�. .$kT R c 3 s 25 16, 166 260 327 327 267 401 478 520 390 585 603 656 542 679 739 16' 6 #52 a �? �299a x - 295�45 t , 36i a449� z� d63<$58aw `77 y : ;828iQY s'- a 658 1B'`8',; ., 17' 139 209 274 274 225 337 423 443 329 493 543 591 458 687 638 695 17' �e� 2 11a r 23?*. `t @o e_� i 7 zw g s 3za ? ; ��4 5 5 18'-6" 109 164 212 ..w 212 176 264 345 �:. 345 258 388 � 457 497 361 542 570 620 18'-6" ` OLS �f5166196 E 1y+x}�245 2� 9'll318 xf3 359 k ? vi35 ?02 Lfl 8 z 20' 87 130 168 168 .`3O 140 a _a 211 274 274 207 310 390 406 289 434 486 529 20' 22' 65 98 125 125 106 160 206 206 157 236 306 306 220 331 400 432 22' 23i� .��„�- :�;'��� �Ag � R�e�,. ,:�a�.,•.s"_'.t' ��c1.?G £� .._ t8�%�:; 1� 50 ����7g8��` ..��s2� � `_-�>�� ��:.469�,, a,,'�'t94.� ��Z9 3�5 �7�..�: �.�:.�^�. 24' 51 76 96 96 82 124 158 158 122 183 236 236 171 257 334 334 24' x .` 26' 40 60 74 74 65 98 123 123 96 145 185 185 136 204 263 263 26' WERE ;Mmom SHM ZME 7 MD,�';RM110Ek...M �si30v ��� �g �.1`�2�<'t .d�'`•:�..,:1.�35 .,4�25�- 27 28' 32 48 58 58 52 78 98 98 77 116 147 147 109 164 210 210 28' 00 7x ?a,.-.a.l 's.r` i{ �s�c�'-Y�-.. 4771 . $ �..._..I..'n 7iU ..,tea,. u:10631 :. ,3299 ;si:.�.. £ .148 a: ' d.:...,P tt 89 189µ�, ..: : 28 J ra:,. 30' 42 64 78 78 63 95 119 119 89n 134 170 170 30' DESIGN ASSUMPTIONS: 1. Span is the center -to -center distance of the supports, along the sloped length of the member and is valid for simple or equal, continuous span applications. 2. The values in the tables are for uniform loads only. 3. Total Load is for Snow (115%) or Non -Snow (125%) duration, as noted in the table, and has been adjusted to account for the self -weight of the member. 4. Snow/Live Load deflection has been limited to L/360 or L/240 as noted in the table. To design for a Snow or Roof Live Load deflection of L/480, use the Uniform Floor Load tables on page 10. 5. Total deflection has been limited to L/180. Longterm deflection (creep) has not been considered. 6. These tables assume full lateral support of the compression edge. Full support Is considered to be a maximum unbraced length of 24" 7. Proper bearing must be provided. Bearing length must be checked for support reactions with the table on page 4. SLOPE ADJUSTMENT FACTOR ADDITIONAL NOTES: 1. The allowable loads represent the capacity of the member in pounds per lineal foot (plf) of length. 2. The designer shall check both the appropriate Total Load and the appropriate Live Load column. 3. For roofs with a slope of 2:12 or greater, the horizontal span shall be multiplied by the appropriate slope adjustment factor from the table below. 4. Where the Live Load is blank, the Total Load governs the design. 5. Depths of 16" and greater shall be used with a minimum of two plies unless designed specifically as a single ply with proper lateral bracing, such as a marriage beam for each half of a manufactured home before the units are joined. 6. The allowable loads in the table are for a single ply of LVL. Multiply the values by the number of plies of equal thickness to size a built-up member or divide the required loads by the number of equal thickness plies to directly verify the capacity of each individual ply. Example: double the allowable loads in the table for a 2-ply member or divide the required uniform loads by 2 to verify each ply of a 2-ply member. 7. The member width shall be properly built up by connecting plies of the same grade of LVL Refer to the multiple -ply connections on pages 14-15. B. Do not use a product where designated "-" without further analysis by a design professional. 1.415 Temporary Bracing & Warnings DON'T USE VISUALLY DAMAGED PRODUCTS WITHOUT FIRST CHECKING WITH YOUR LOCAL LP° SOLIDSTART° ENGINEERED WOOD PRODUCTS DISTRIBUTOR OR SALES OFFICE. (SEE BACK COVER FOR DETAILS.) DON'T BORE HOLES OR NOTCH UNLESS REVIEWED BY A DESIGN PROFESSIONAL. EXCEPTION: SMALL HOLES MAY BE DRILLED IN ACCORDANCE WITH THE BEAM HOLE DETAILS ON PAGE 13. 3d 12 BEAM CONNECTION Structurally iger Hanger shall apply load equally to each ply or special design required Installation Details STEEL COLUMN & WOOD COLUMN 91 No Framing details such as joists and sheathing shall be provided to prevent beam from twisting or rotating at support Simpson! LISP CCS or equal column cap L Provide specified bearing length Provide specified bearing length Simpson PC or CC, LISP PCM or CC or equal post or column cap FLOOR BEAM CONCRETE WALL WINDOW/DOOR HEADER (Flush ceiling) Top mount hangers NOTE: Protect wood from Rim Board recommended contact with concrete as a required by code 1� L•r ! Y 5"�F.. � t $ f � FEW 5 Y 7 A ur k• , � b�a�` � 1 - x, *I 7h ' �� � N F � } - t` yF .i Check stiffener/ Provide } specified or s " filler requirements Prevent the beam from rotating by depending on load Simpson GLB, LISPLBS prescriptive bearing length using rim or blocking and hanger type or equal seat e. WINDOW/DOOR HEADER 4:1 Continuous plate Provide specified or prescriptive bearing length MASONRY HANGER cimn""" wn} i rqp MPH, anger NOTE: Protect wood from contact with concrete as required by code 1foot 1/3 beam dr BEAM HOLE DETAILS Minimum 2 x diameter of larger hole 1 foot NOTES: 1. These guidelines apply to uniformly loaded beams selected from the Quick Reference Tables or the Uniform Load Tables or designed with LP s design/specification software only. For all other applications, such as beams with concentrated loads, please contact your LPs SolidStart° Engineered Wood Products distributor for assistance. 2. Round holes can be drilled anywhere in "Area A" provided that: no more than four holes are out, with the minimum spacing described in the diagram. The maximum hole size is 1-1/2" for depths up to 9-1/4;' and 2" for depths greater than 9-1/4." 3. Rectangular holes are NOT allowed. 4. DO NOT drill holes in cantilevers without prior approval from the project designer. 6. Other hole sizes and configurations MAY be possible with further engineering analysis. For more information, contact your LP SolidStart Engineered Wood Products distributor. 6. Up to three 3/4" holes may be drilled in "Area B" to accommodate wiring and/or water lines. These holes shall be at least 12" apart. The holes shall be located in the middle third of the depth, or a minimum of 3" from the bottom and top of the beam. For beams shallower than 9-1/4; locate holes at mid -depth. 7. Protect plumbing holes from moisture. 13 Connection Details TOP -LOADED BEAM - TOP -LOADED BEAM - a SIDE -LOADED BEAM NAILED CONNECTION is BOLTED CONNECTION (See Connection Assemblies for more details) (See Connection Assemblies for more details) (See Connection Assemblies for more details) Framing is applied Minimum nail sizes: Framing Is applied to top of the beam so that to sides of the beam 1-3/4" & 2" plies - 3" each ply carries an equal load 16d box (3.5" x 0.135"0) 7 t 1-1/2" plies - ' Nails are permissible k �r 10d box (3" x 0:128"0) but NOT required. See notes farConnecdon y c r x Y ; Assemblies Y F 72"cc 3" •: `�":•+ {"a -�'�`x $rani,''. i:. Two rows for depths up o 12° Tk„ 1/2"- diameter ?- `'T ' = SIDE LOADS ARE NOT RECOMMENDED Three rows for depths up to 18" , r 0 zK FOR BEAMS OVER 5-1/2" WIDE UNLESS Min. 4 rows for depths greater than 18" ASTM grade A-307 • Framing is applied to top of the beam so Or better) bolts. Use washers on both faces. EQUALLY APPLIED TO BOTH FACES See Connection Assemblies for more information that each ply carries an equal load MAXIMUM 9.1/4" WIDE MAXIMUM 7" WIDE MAXIMUM 7" WIDE MAXIMUM 7" WIDE MAXIMUM 4" WIDE MAXIMUM 6" WIDE MAXIMUM 7-1/4" WIDE 2-PLY BEAMS 3-PLY BEAMS 2-PLY BEAMS 3-PLY BEAMS 3- OR 4-PLY BEAMS 2-PLY BEAMS 2-,3- OR 4-PLY BEAMS 777 r 1 2 c 2" max. ply thickness 2" max. ply thickness 2" maximum side member 34/2" main member for C 5-1/4" main member for E 2" maximum side members 5-1/4" maximum main member Simpson SDS 1/4" x�8" Simpson SDW 6-3/4" or equal Simpson SDW may be driven from one side. UNIFORM SIDE -LOAD CAPACITY (PLF) Gonoectlon 2Rowsntlat(s3itowsofHails 2Rowsofi%2owgoLf/2. ;Datailk�„ �� at1t)ta>12_ooa. .Bolt§,at2q ac . 8ois12"dc A 412 618 506 1012 B w =(t � iN84 J mSBL� BQ C 309 464 522 1044 k-127zn"u.�� MIN,; Al2ari4 i : UN�&. E 275 412 464 928 G na no 858 1716 t "�H ki- a � xT 8e sT t #h�sa ew man�lfactu at s ubtplag s s . �.c��rih�atfatru,>��ego(rem�nts�&cilpaojUet- Minimum of 2" or the screw mrg:s eage instance. NAIL SCHEDULE Nail "` `N 1 � n 2 iateret 5� as y fepgth Dtam�fd Loadi;apacity e l actor NaltType lfn) �i (f Ibs _ k $ 0162 141 137 16d common dX ` 0148 118 115 16d sinker/12d common wt r s s d I/Ak t112S : R 3 ; , " La, 5x 0.120 81 -.. 0.79 Power -driven nail' '�,.,:,'".t��4,en�x`w.� 3 0128 91 0 88 10d box 91QF - 8t �.0.79� war, nv�niaU" ""11 NOTES: 1. The Uniform Side -Load Capacity values are the maximum load that can be applied to either side of the beam, based on the selected connection detail, and represent loads applied uniformly such as joists supported by hangers spaced 24" cc or less. Connections for discrete point loads may be determined with this table by calculating the equivalent fastener schedule within a 2' length centered about the point load. Details B and D shall have the back ply connected with a number of nails equal to half that used to connect the front ply - see the Side -Load Connection Example and detail on page 15. All nail and bolt spacing requirements shall be verified. The full length of the beam shall be connected with the standard connection or with the appropriate uniform side - load connection from this table. The beam shall be designed to support all applied loads. 2. Values are for normal load duration and shall be adjusted according to code. 3. The values for Uniform Side -Load Capacity for nails and Lateral Load Capacity (from Nail Schedule) are based on Douglas Fir lumber equivalence (SG = 0.50) for a 16d box (3-1/2" x 0.135"0) nails for 1-3/4" LVL. For other nail sizes, multiply the Uniform Side -Load Capacity by the Nail Size Factor from the Nail Schedule. For 1-1/2" LVL, multiply by the Nail Size Factor far the appropriate 3" nail. Higher capacities may be calculated using the equivalent specific gravities tabulated in the Fastener Design table on page 15, 4. The values for the Uniform Side -Load Capacity for bolts are based on Douglas Fir lumber equivalence (SG = 0.50) for ASTM grade A-307,1/2"0 bolts, for loads applied perpendicular -to -grain. For 1-1/2" LVL, multiply these values by 0.86 or calculate for the needed detail. Higher bolt capacities may be calculated using the equivalent specific gravities tabulated in the Fastener Design table on page 15. 5. For nails at 8" oc, multiply the capacity by 1.6. For nails at 6" oc, multiply the capacity by 2. For four rows of nails, double the two -row capacity. 6. Use 2 rows of nails for depths to 12". Use 3 rows of nails for depths greater than 12, up to 18". 7. Unless specifically designed, use 3-1/2" nails for 1-3/4" and 2" thick plies and use 3" nails for 1-1/2" thick plies. If the nails do not fully penetrate the second ply (main member), then the nails shall be driven from both faces. B. For detail A, or when attaching the first two plies for detail B (and optionally for details F and H - see note 11), the nails may be driven all from one face or alternating from both faces. If the nails do not fully penetrate the second ply, then the nails shall be driven from both faces. 9. When driving nails from each face, alternate every other nail in each row. 10. For details C and E, when side -loaded, the larger side -load shall be applied to the thicker ply (main member). 11. For details F and H, it is permissible to nail the plies together before bolting or driving Simpson SDS or SDW (or equal) screws. Nail two plies together (see note 8) then nail one additional ply to each side, 12. Beams wider than 5-1/2" shall be top -loaded or side -loaded from both sides to prevent rotation. For side loads applied to one side of a beam only, the project designer shall verify torsional capacity or detail the beam to prevent rotation due to any side loads, Consult a design professional for other options. 13. Power -driven nails shall conform to ICC-ES report ESR-1639 (International Staple, Nall and Tool Association) for power -driven staples and nails. 14. Other nail, screw or bolt configurations are possible. Refer to the Fastener Design table on page 15 or contact your LP3 SolidStartc Engineered Wood Products distributor. Connection Details FASTENER DESIGN �Wt;1"reWaf �r.� � Do1v�Be0ri ,"� � � 0apvet'�earlag(rftfo tte aiaeanl�l�� �,, t 0.46 0.50 0.50 0.50 0.46 0.50 NOTES: 1. The equivalent specific gravity for each connection type listed above is for normal load duration and shall be adjusted according to code. 2. Fastener spacing end and edge distance shall be as specified by code except for nail spacing as specified below. 3. See details to right for fastener and applied load orientation. FASTENER & LOAD ORIENTATION Load applied Nail into edge parallel to grain Load Nail into face applied perpendicular to grain NAIL SPACING REQUIREMENTS h , 1;y1P d<�as fastener y Common `lmimumNO 1�ifn1lrmtNi(Rpaeln fi>r43o TA HessdfentaftCn m 1VrCSlzte �. rtanc� (yfitttfpie Rows. f FSio$lp " 6d & smaller 2-1/2" X. 4" Edgerd&Z,.w�jrx 2�2Kr 64.tT, az i z 14/2 16de 3 1/2 5. 6 ""'' ' d`� ��1...�(ax': Rr€'1/..,. , I W tOd&12d 11/2 3 3 NOTES: 1. Edge distance shall be sufficient to prevent splitting 2. Multiple rows of nails shall be offset at least 1/2" and staggered, and equally spaced about the centerline of the edge or face (whichever applies). 3. Edge orientation refers to nails driven into the narrow edge: parallel to the face of the strands for LP LVL Face orientation refers to nails driven Into the wide face: perpendicular to the face of the strands for LP LVL 4. Nails listed are common wire nails. 5. 16d sinkers (3-1/4" x 0.148') may be spaced the same as a 10d and 12d common nail. 6. The minimum nail spacing may be reduced by 1" for LP LVL stamped with plant numbers 1086 and 1071. The minimum nail spacing may be reduced by 1" for LP LVL stamped with plant number 1089 provided that the thickness is 1-3/4" or greater. 7. Nail penetration for edge nailing must not exceed 2" for 16d common nails (3-1/2" by 0.162' diameter) and 2-1/2" for all nails with a smaller shank diameter. 8. Minimum nail spacing for the face orientation Is applicable to nails that are installed in rows that are parallel to the direction of the face grain (length) of the LP LVL For nails driven into the face in rows that are perpendicular to the direction of the grain (thickness/depth) of the LP LVL, the minimum nail spacing must be sufficient to prevent splitting of the wood. SIDE -LOAD CONNECTION EXAMPLE Location for Equivalent Standard nailing or required \ Discrete side load nailing for side loads EXAMPLE: Assuming a properly designed 3-ply 14" beam, determine the equivalent connection to support a 3300 lb point load applied to the side of the beam. SOLUTION: 1. Determine the equivalent PLF load over the 2' length by dividing the applied load by 2 3300 lb / 2' =1650 plf 2. Divide the equivalent PLF load by the capacity for the appropriate detail. For a 14" depth, 3 rows of nails are required. For Detail B with 3 rows of nails at 12" oc:1650 pif / 464 plf = 3.6 3. The required total number of nails is: 3.6 "3 rows of nails C 12" oc =10.8 nails per foot 4. Connect the front (loaded) ply with the nailing determined in step 3: drive 1116d box nails within 12" to each side of the point load (a total of 22 nails). Verify nail spacing. 5. Connect the back ply with half the number of nails determined in step 4: drive 616d box nails, from the back, within 12" to each side of the point load (a total of 12 nails). Verify nail spacing. 6. Connect full length of member with the standard nailing or as required for side loads. 7. Project designer shall detail to prevent rotation of the beam due to the applied side load, 15 HANDLING & STORAGE GUIDELINES ■ WARNING: Failure to follow proper procedures for handling, storage and installation could result in unsatisfactory performance, unsafe structures and possible collapse. ■ Keep LP° SolidStart® Engineered Wood Products dry. These products are intended to resist the effects of moisture on structural performance from normal construction delays but are not intended for permanent exposure to the weather. ■ Unload products carefully, by lifting. Support the bundles to reduce excessive bowing. Individual products should be handled in a manner which prevents physical damage during measuring, cutting, erection, etc. I -Joists shall be handled vertically and not flatwise. • Keep products stored in wrapped and strapped bundles, stacked no more than 10' high. Support and separate bundles with 2 x 4 (or larger) stickers spaced no more than 10' apart. Keep stickers in line vertically. ■ Product must not be stored in contact with the ground, or have prolonged exposure to the weather. ■ Use forklifts and cranes carefully to avoid damaging product. ■ Do not use a visually damaged product. Call your local LP SolidStart Engineered Wood Products distributor for assistance when damaged products are encountered. rs ,eve her • For satisfactory performance, LP SolidStart Engineered Wood Products must be used under dry, covered and well -ventilated interior conditions in which the equivalent moisture content in lumber will not exceed 16%. ■ For built-up members, LP SolidStart I -Joists, LSL and LVL shall be dry before nailing or bolting to avoid trapping moisture. ■ LP SolidStart I -Joists, LSL and LVL shall not be used for unintended purposes such as ramps and planks. LP SolldStart LVL CODE EVALUATION 2.0E Code evaluation reports can be Standard Thickness of 1-3/4" and 31/2" (also available in 11/2") obtained at www.lpcorp.com Billet thicknesses of 5-1/4" and 7" ]CC ESR 2403 APAO PR-1_280 Standard Depths of 7-1/4", 9-1/4", 9-1/2",11-1/4",117/8",14",16",18", 20", and 24" Florida FL15228 Lengths up to 60' LA City RR-25783 Specific sizes may not be available in all locations, contact your local distributor for availability. A water-resistant coating called SiteCoteTm is applied to LP LVL for extra weather protection during construction. For more information on the full line of LP SolidStart Engineered Wood Products or the nearest distributor, visit our web site at LPCorp.com. Phone: 1-888-820-0325 E-mail: customer.supportCLPCorp.conl. LP SolidStart Engineered Wood Products are manufactured at different locations in the United States and Canada. SUSTAINABLE FORESTRY rr,f1,lIATI�TVh SolidStart@ 11V-SFICOC-US09000262 PEFC/29-31-102 ENGINEERED WOOD Cal. Prop 65 Waming: WARNING: Drilling, sawing, sanding or machining wood products can expose you to wood dust, a substance known to the State of California to cause cancer. Avoid inhaling wood dust or use a dust mask or other safeguards for personal protection. For more Information go to www.P65Warnings.ca.gov.wood. © 2019 Louisiana-Pacific Corporation. All rights reserved. APA, APA Rated, and APA Product Report are registered trademarks of APA - The Engineered Wood Association. SIMPSON Strong -Tie" is a registered trademark of Simpson Strong -Tie Company, Inc. USP1' is a registered trademark of MITek Holdings, Inc. SFI and the associated logo are trademarks of Sustainable Forestry Initiative, Inc. PEFC and the associated logo are trademarks of Programme for the Endorsement of Forest Certification. LP" and SolidStart" are registered trademarks of Louisiana-Pacific Corporation. Printed in USA. Specifications (details) subject to change without notice. NOTE: Louisiana-Pacific Corporation periodically updates and revises Its product Information. To verify that this version is current, contact the nearest sales office, visit LPCorp.com, or call1-888-820-0325. LPEW0300 8/19 OS/ARGENT