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23D-159 (4) Job Truss Truss Type Qty Pty 142 MAPLEWOOD TERR. FLORENCE, MA 27259 T2GE GABLE 2 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Mar 14 09:34:55 2012 Page 1 ID:BYipfx8E12aiEV1 knCB7yortmCs- Qp2tgsdPecbtx81Le9 _s7gtztxFlTrygo9LDgHzb40 1 -0-0 9 -0-0 18 -0-0 19 -0-0 1 -0-0 9 -0-0 9 -0-0 1 -0-0 4x4 = Scale= 1:29. • 7 II 6 8 6.001 T 26 ' 1 27 5 9 _ j S 1 T 10 4 25 j T . ; 28 T \ 11 2x4 H 2x4 II 3 12 2 1 T1 ST1 - 13 c till L 1 a I R il = 1 1 [ C c 7•747•T ∎IM74747474 47474 4747•TOTeT• 747. 71M7474747474747474747471oT�T•TO 4747474.•74 1■7474T• 47•T•T•7•74 4 47•T•711■T•T•Te7• 24 23 22 21 20 19 18 17 16 15 14 18 -0-0 H 18 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 13 n/r 120 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 13 n/r 90 TCDL 10.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 14 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight: 76 Ib FT = 10% BCDL 10.0 - LUMBER TOP CHORD 2 X 4 SPF No.2 NOTES (16) 13) Provide mechanical connection (by others) of truss to bearing plate capable of BOT CHORD 2 X 4 SPF No.2 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =25f1; Cat. II; Exp 8; withstanding 100 Ib uplift at joint(s) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15. WEBS 2 X 4 SPF No.2 enclosed; MWFRS (low -rise) gable end zone and C -C Comer(3) -1-0 -0 to 2-0-0, 14) This truss is designed in accordance with the 2009 International Residential Code OTHERS 2 X 4 SPF Stud Exterior(2) 2 -0-0 to 6-0-0, Comer(3) 6-0-0 to 9-0-0, Exterior(2) 12-0-0 to 16-0 -0 zone; sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. BRACING cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions 15) "Semi rigid pitchbreaks with fixed heels" Member end fixity model was used in the TOP CHORD shown; Lumber DOL =1.33 plate grip DOL =1.33 analysis and design of this truss. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 2) Truss designed for wind Toads in the plane of the truss only. For studs exposed to 16) All Plates 20 Gauge Unless Noted BOT CHORD wind (normal to the face), see MiTek "Standard Gable End Detail" Rigid ceiling directly applied or 6-0-0 oc bracing. 3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); LOAD CASE(S) REACTIONS All bearings 18-0 0. Category 11; Exp B; Partially Exp.; Ct =1.1 Standard (Ib) - Max Horz 4) Unbalanced snow loads have been considered for this design. ., OF '' - -roc, 5) This truss has been designed greater psf did for of min roof live load of 16.0 sf or 1.00 times 24= 52(LC 8) h Max 52(LC flat roof Toad of 38.5 psf on overhangs non - concurrent with other live loads. + 6) All plates are 1.5x4 MT20 unless othervdse indicated. All uplift 100 Ib or less at joint(s) 24, 14, 20, 21, 22, 23, 7 � , , ti 18, 17, 16, 15 )Gable requires continuous bottom chord bear rig. a Max 17, 16, 8) Truss to b e fully sheathed from one face or securely braced against lateral movement ' All reactions 250 Ib or less at joint(s) 24, 14, 22, 23, 16, 9) able studs s spaced at 2-0-0 oc. 1 " �" tea_ - 15 except 19= 320(LC 1), 20= 359(LC 2), 21= 254(LC 2), 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 9 of "'' -: 18= 359(LC 3), 17= 254(LC 3) with any other live loads. r • ' 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all -. g 1- k b FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and ' 6-20=280/146, 8 18= 280/146 any other members, w th BCDL = 10.Opsf. L r 12) All b are assumed to be SPF No.2 . ,, Job Truss Truss Type Qty Ply 142 MAPLEWOOD TERR. FLORENCE, MA 27259 T2 QUEENPOST 12 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Mar 14 09:34:51 2012 Page 1 ID:BYipfx8E12aiEV1 knCB7yortmCs- X2oMgVavaN4RSXRaPJvwzjEtKjZXumEtXNOXWzb402 ` 1 -0-0 4 -9 -9 9 -0-0 13 -2 -7 18 -0-0 9 -0 -0 1 -0-0 4 -9 -9 4 -2 -7 4 -2 -7 4 -9 -9 1 -0-0 4x4 = Scale = 1:34.1 I 4 :.00112 13 #x6 -2-- i 12 4x6 0- S 5 0 1` T ,4. / W4 / 11 14 3x6 11 6 2 9 00111.4 0 7 1 9 10 8 3x6 = 3x8 = 3x6 = 1147#/ -177# 1147#/ -177# 9 -0-0 18 -0-0 I 9 -0-0 9 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.38 Vert(LL) -0.12 9-10 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.67 Vert(TL) -0.31 9-10 >678 180 TCDL 10.0 Rep Stress Inc( YES WB 0.70 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 Code IRC2009/TP12007 (Matrix) Weight: 77 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 9) This truss is designed in accordance with the 2009 International Residential Code BOT CHORD 2 X 4 SPF No.2 BOT CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. WEBS 2 X 4 SPF Stud 'Except' 9-10= 139/1155, 8-9 =132/1155 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the W1: 2 X 4 SPF No.2 WEBS analysis and design of this truss. BRACING 4-9=-49/526, 5-9= 386/155, 3-9 =- 386/155, 3-10= 1091/187, 11) All Plates 20 Gauge Unless Noted TOP CHORD 5-8=-1091/187 Structural wood sheathing directly applied or 5-4-10 oc purlins, except end verticals. LOAD CASE(S) BOT CHORD NOTES (11) Standard Rigid ceiling directly applied or 10-0 -0 oc bracing. 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) -1 -0-0 to 2-0-0, REACTIONS (Ib /size) Interior(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0, Interior(1) 12-0-0 to 16-0-0 zone; 10 = 1147/0 -5-8 (min. 0 -1 -13) cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions `` ''V OF 8 = 1147/0 -5-8 (min. 0 -1 -13) shown; Lumber DOL =1.33 plate grip DOL =1.33 ,r x Max Horz 2) TCLL: ASCE 7 -05, Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); J , 10 = -52(LC 9) Category II; Exp B; Partially Exp.; Ct =1.1 " Max Uplift 3) Unbalanced snow loads have been considered for this design. ,/ e If H1 f ° 10 = - 177(LC 8) 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times 8 = - 177(LC 9) flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with ! r A. ., f ., t ' FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. any other live bads. ° r, ' TOP CHORD 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all ° '.fi 2 -11= 376/74, 3-11= 277/84, 3-12= 1126/196, 4-12= 1025/211, areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and T ._' 4-13= 1025/211, 5-13= 1126/196, 5-14= 277/84, 6-14 =- 378/74, any other members. 2 " 111 -10= 460/162, 6-8=- 460/162 7) All bearings are assumed to be SPF No2 . BOT CHORD 8) Provide mechanical connection (by others) of truss to bearing plate capable of .Tr 9-10= 139 /1155, 8- 9= 132/1155 withstanding 100 Ib uplift at joint(s) except Qt =lb) 10 =177, 6 =177. Job Truss Truss Type Qty Ply 142 MAPLEWOOD TERR. FLORENCE, MA 27259 T1 GE GABLE 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Mar 14 09:34:38 2012 Page 1 ID:BYipfxBEI2aiEV1 knCB7yortmCs- QYWS62QIeOSHOXy484AsxEg3D4Re _9EKu ?jgamzb40F -1 -0-0 � 9 -10-0 19-8-0 1 20 -8 -0� 1 -0-0 9 -10-0 9 -10-0 1 -0-0 Scale = 1:26.6 4x4 = 7 4.00 Fli 6 8 26 27 I 28 4 25 % li 10 T1 T1 ST5 ill III 3 ST4 ST4 11 2 ' ST2 ST3 ST3 12 III - ST2 1 ST' ST' 13 V E E 1 x -61 9- -- -a- E r •' I _•_•_•_•,.._•.•_•_•_•_. • • • • • • • xxx - 24 23 22 21 20 19 18 17 16 15 14 19-8-0 19-8-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 13 n/r 120 MT20 197/144 (Ground Snow =50.0) Lumber lncrease 1.15 BC 0.02 Vert(TL) -0.01 13 rVr 90 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 14 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight: 73 lb FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 NOTES (16) 13) Provide mechanical connection (by others) of truss to bearing plate capable of BOT CHORD 2 X 4 SPF No.2 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =258; Cat. II; Exp 8; withstanding 100 Ib uplift at joint(s) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15. WEBS 2 X 4 SPF No.2 enclosed; MWFRS (low -rise) gable end zone and C -C Corner(3) -1 -0-0 to 1 -10-0, 14) This truss is designed in accordance with the 2009 International Residential Code OTHERS 2 X 4 SPF Stud Exterior(2) 1 -10-0 to 6-10 -0, Comer(3) 6-10-0 to 9-10 -0, Exterior(2) 12 -10-0 to 17-8-0 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. BRACING zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for 15) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the TOP CHORD reactions shown; Lumber DOL =1.33 plate grip DOL =1.33 analysis and design of this truss. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to 16) All Plates 20 Gauge Unless Noted BOT CHORD wind (normal to the face), see MiTek "Standard Gable End Detail" Rigid ceiling directly applied or 6-0-0 oc bracing. 3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); LOAD CASE(S) REACTIONS All bearings 19-8-0. Category II; Exp B; Partially Exp.; Ct =1.1 Standard RE -Max Horz 4) Unbalanced snow loads have been considered for this design. 24= -52(LC 7) 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Max Uplift flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. All uplift 100 Ib or less at joint(s) 24, 14, 20, 21, 22, 23, _ OF y 18, 17, 16, 15 7) Gable requires continuous bottom chord bearing. �. ? �.`. �' " 8) Truss to be fully sheathed from one face or securely braced against lateral movement Max / Gray (i.e. diagonal web). All reactions 25015 or less at joint(s) 24, 14, 19, 23, 15 C :. S 1 t- _ 9) Gable studs spaced at 2-0-0 oc. , Y ,,• except 20= 308(LC 2), 21= 282(LC 2), 22= 254(LC 2), 18= 308(LC 3), T � 4: .t. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent P 1 17= 282(LC 3), 16= 254(LC 3) ., with any other live loads. s �` 11)' This truss has been designed for a live load of 20.0psf on the bottom chord in all "" FORCES (Ib) Max -. Comp/Max. Ten. -All forces 250 (15) or less except when shown. areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and r ' .' i 6 WEBS any other members. ` 6-20=-268/131, 8-18=-268/131 -" 12) All bearings are assumed to be SPF No.2 .y 3 r --a, Job Truss Truss Type Qty Ply 142 MAPLEWOOD TERR. FLORENCE, MA 27259 T1 FINK 6 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Wed Mar 14 09:34:35 2012 Page 1 ID:BYipfx8E12aiEV1 knCB7yortmCs- ?zrJT10sLT3jX3DVTyd9Jc2UutD9nj 1 uC2UAzRzb401 1 -0-0 5 -4-4 9 -10-0 14 -3 -12 19-8 -0 20-8 -0 1 -0-0 5-4-4 4 -5 -12 4 -5 -12 5-4-4 1 -0-0 Scale = 1:26.8 4x6 = � 4.00 12 gr 15 ��.;A 13 14 16 4x6 3 5 12 17 ---- T1 ltillir T1 18 11 \ . 4x6 II 4x6 II - ilk.V 2 6 011111111117 --_- 7 IWIM -1 10 4x6 = 8 3x8 = 4x6 = 1 # / 209# 9 -10 -0 19 -8 -0 24 12456/.209# - 9 -10-0 9 -10 -0 Plate Offsets (X,Y): [2:0- 3-0,0 -1 -121, [6:0- 30.0 -1 -121 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.44 Vert(LL) -0.18 9-10 >999 240 MT20 197/144 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.84 Vert(TL) -0.46 9-10 >503 180 TCDL 10.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.06 8 n/a rva BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Wei 9 BCDL 10.0 ht: 78 Ib FT = 10% LUMBER TOP CHORD 2 X 4 SPF No.2 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all BOT CHORD 2 X 4 SPF No.2 TOP CHORD areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and WEBS 2 X 4 SPF Stud *Except* 2 -11= 443/60, 11 -12=- 362/62, 312 =304/68, 3-13 =1586/241, any other members. W1: 2 X 4 SPF No.2 13-14=-1535/244, 4-14=-1510/252, 4-15= 1510/252, 7) All bearings are assumed to be SPF No.2 . BRACING 15.16= 1535/244, 5-16=-1586/241, 5-17=-304/68, 17-18=-362/62, 8) Provide mechanical connection (by others) of to t truss bearing plate capable of TOP CHORD 6- 18=-443/60, 2- 10=481 /155, 6-8= 481 /155 withstanding 1001b uplift at joint(s) except (jt =lb) truss 10=209, 8 =209. Structural wood sheathing directly applied or 4-4-5 oc purlins, except end verticals. BOT CHORD 9) This truss is designed in accordance with the 2009 International Residential Code BOT CHORD 9-10= 275/1743, 8-9 =242/1743 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the WEBS Row 4-9 =19/534, 5-9= 494/187, 3-9=-494/187, 3.10 =1554/285, analysis and design of this truss. 1 1 Row at midpt 3-10, 5-8 5-8 =1554/265 11) All Plates 20 Gauge Unless Noted REACTIONS (Ib /size) NOTES (11) LOADCASE(S) 10 = 1245/0 -5-8 (min. 0 -1 -15) 1) Wind: ASCE 7 -05; 100mph; TCDL =4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B; Standard .„:"0,,t0 C) 8 = 1245/0 -5-8 (min. 0 -1 -15) enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) -1 -0-0 to 24.0, Max Horz Interior(1) 2-0-0 to 6 -10-0, Exterior(2) 6-10-0 to 9-10-0, Interior(1) 12 -10-0 to 17 -8-0 f 10 = -52(LC 7) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for ri ca p s 1 . ', ^} Max Uplift reactions shown; Lumber DOL =1.33 plate grip DOL =1.33 10 = - 2 09(LC 6) 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); r ;? 8 = - 209(LC 7) Category II; Exp B; Partially Exp.; Ct =1.1gr e,' _ 3) Unbalanced snow loads have been considered for this design. I r PR � p za .I FORCES (Ib) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown. 4) This truss has been designed for greater of min roof live Toad of 16.0 psf or 1.00 times It = r x :F A TOP CHORD flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. s +f 4 r 2- 11= 443/60, 11 -12 =- 362/62, 3-12= 304/68, 3-13 =1586241, 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with 4. * .r1+ T'f= ' any other live bads. V a ` r Contractor Copy of Order - +'"``.r+•.. WORK ORDER # 27259 Ordered On:03/14/12 - fa E i 181 GOODWIN ST Projected Delivery By: 03/24/12 ** ENGINEERING CORPORATION PO BOX 51027 Roar T r cJS S ES rAorA♦ ♦\►I►V INDIAN ORCHARD, MA 01151 MANUFACTURERS OF ROOF & FLOOR TRUSSES Job: ARCHAMBAULT / MAPLEWOOD Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456 -0187 ADDITION 142 MAPLEWOOD TERRACE FLORENCE, MA Sold To: r. k. Miles, Inc. PO: RU 40811 - ARCHAM 24 West St. West Hatfield, MA 01088 Ordered By: RICH BLAISE Attn: RICH BLAISE Phone: (413) 247 -8300 Our Salesman: Brian Tetreault Cancellation Date: 03/17/12 ** Truss Engineering's Shipping Department should be contacted 5 business days before your optimal delivery date. "Projected Delivery" dates are NOT scheduled ship dates. SPECIAL INSTRUCTIONS: *12" HEEL HEIGHT. LOADING TELL -TCDL- BELL -BCDL ROOF TRUSSES INFORMATI 50.0,10.00.0,10.0 ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) LAYOUT BY: ON: / / PROFILE I QTY PITCH TYPE BASE O/A LUMBER OVRHG / CANT SHIPPING I UNIT UNIT I TOTAL PLY TOP BOT TRUSS ID SPAN SPAN TOP BOT LEFT RIGHT WIDTH WEIGHT PRICE PRICE FINK 01 -00 -00 01 -00 -00 6 4.00 0.00 T1 19 -08 -00 19 -08 -00 2 X 4 2 X 4 04 - - 78 GABLE 01 -00 -00 01 -00 -00 72 `cer 1' T''7s4., 1 4.00 0.00 T1 GE 19 -08 -00 19 -08 -00 2 X 4 2 X 4 04 - - 12 6.00 0.00 OUE TZPOST 18 -00 -00 18 -00 -00 2 X 4 X 4 01 -00 -00 01 -00 -00 05 - - 76 GABLE 01 -00 -00 01 -00 -00 . 1llt F s 2 6.00 0.00 T2GE 18 -00 -00 18 -00 -00 2 X 4 2 X 4 05 - - 75 ROOF SUB - TOTAL: * * * ** IMPORTANT NOTE * * * ** It is the sole responsibility of the retailer to supply all attached drawings and information to their customer for review and approval. Any and all changes must be received by Truss Engineering prior to the cancellation date. Any changes received after cancellation date may result in added charges and delay of order. No response before cancellation date will be perceived as a full approval of order. Truss Engineering is responsible for supplying only the material as listed on the order. SUB-TOTAL Deliveries are F.O.B. our truck to jobsite. Inability to access the jobsite or take delivery of order may result in additional charges. GRAND TOTAL * ** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER * ** Approved By: Approval Date: PO #: Requested Delivery Date: Load is transferred between the steel plate and the wood side pieces by a combination of shear through the bolts and friction 4 between the steel and wood. The magnitude of the load transferred through friction is a Function of the tightness of the . " - bolts. Washers should always 4. - be used under the nuts. 'Me nuts should nor he tightened - to the extent that the wood 44 I crushes under the bolt head or washer. As the lumber seasons - and shrinks, the bolt tension ..tasr 41' and the friction forces will diminish. Because of this and the fact that detertnining the magnitude of load transfer due .ss to friction between the wood and steel cannot be calculated with certainty, this bolt friction contribution is usually neglected in the calculations. - a Carriage bolts with either 1/2 or Vs-inch diameter Are commonly . used with Hitch plates. Larger 7 diameter bolts are not readily - available through lumber yards or hardware stores. FigioV it Empirical bolting pattern The bolt holes should be drilled or punched in the steel plate. Mame cut bolt bolts should not be positioned closer than standard bolting pattern for single and double holes do opt allow uniform bearing for the 2 inches to the end or edge of the wood flin..th plate beams. The 16-inch spacing of bolt, Bolt holes should he 1 116 inch larscr membeis for !/inch diameter bolts and not bolts insures that the bolt heads and nuts will than the bolt diameter, closer than 2 1/2 inches for %-inch diameter not interfere with joists which are also spaced Where wallboard or wood trim is applied bolts, at 16 inches, directly to the face of a flitch plate beam, it There are two methods for determining the Rational Methods 'Ile required bolt size is desirable to counterbore the nuts into the required bolt size and spacing, the empirical and spacing is determined from structural wood side pieces, Since counterboring reduces method and the rational method, calculations. The allowable bolt capacities the amount of bearing for the bolt, the depth Empirical Methods A standard bolting are calculated based on the National Design of thc counterhore should not exceed the pattern is used which has performed Specification for Wood Construction (NOS). thickness of the nut and washer. adequately in the past. Figure 1 indicates a The load carried by the steel plate is deter- mined and uniformly spaced bolts are pro- , , ryk-44 vided to transfer this masa. The end reaction 4.erzot 3 on the steel plate is then calculated and bolts ''"itizttuf.,44,zg ' 0, " ' .1 • 1**-4 4 -."a'44.. arc provided at the end of the beam to resist this reaction.1 This method neglects the con- (2)-2x10 & plate 1/2-inch x 9 inches - Douglas Fir - Larch #2 tribution from friction between the steel and Span = 12 feet Uniform load 700 plf the wood and, as a result, will yield conser- Calculate the capacity of a 1/2-inch diameter bolt, with the load vative results.. s, perpendicular to the grain, per NOS 2005: fVf) / .r pp • NOS Eq. 11.3-8 z 945 lb "-se- Jam DeStefimo, RE, is the senior partner with DeStefano Associates located in Calculate the uniform load on the plate: Faitfie14 CT Jim can be reached at 700 plf x 74% (from Table I) = 518 plf jimd@destefanoassociates.com. Calculate the uniform bolt spacing: (945 / 518) x 12 inches 21.9 inches »» Space bolts at 20 incites o.c. .1P-4411111100"; Calculate the end reaction on the plate: 518 plf x 12 feet/2 3108 lb Visit STRUCTURE ° on-line toim ilo. Calculate the number of end bolts required: www.STRUCIUREmait * fary 3108 / 945 3.29 »» Provide 4 bolts at each end of beam 1111, STRUCTURE magazine di June 2007 FROM EXPERIENCE Flitch Plate Beams Design Gu By Jim DeStefano, P.E. 4 The wood side pieces provide lateral support beams since these members contain three to the slender steel flitch plate and brace the wood pieces. e st against lateral buckling. The shear capacity indicated in 'able 1 is f .` * With a flitch plate beam, the structural the ear stren: ,, of the wood alorne since load is shared between the steel plate and the (1 beam reaaton must be transfer the wood side pieces proportionally to their throw the wood Side` pieces at end beating relative stiffness. In order to structurally ana- supports. lyze a flitch plate beam, transformed section The v s in Table 1 are based on the steel I i ;, properties are used that treat the composite plate bein A36 steel. This is a reasonable section as an equivalent wood member. The ass since steel plates are not readily litch plate beams are composite mem- section properties indicated in Tabhk.1 are availableini Grade 50 steel. Be sure when spec - `'- hers which combine the strength and based on the wood members being composed ifving flitch plates to indicate that the plate A,. stiffness of structural steel with the ve h of Douglas Fir - Larch #2 as well as laminted is made of steel.. Some builders believe that satiliry of wood. A flitch plate is a steel plate veneer lumber (LVL), flitch plates can be made out of plyw ood. that is sandwiched between ptece3�{rf framing The flexural strength o f flitch plate beams lumber and bolted together. They ar4 used in using Douglas Fir side pieces is controlled Bolting Of Flitch Plates a similar manner to built -up woad �i lets or by the bending stress in the wood, while the Adequate bolt i s crucial to the perfor- headers in residential and light txarrtercial strength of flitch plate beams using LVL sid mance of flitch plate beams. Since the load is construction. Flitch plate beams are table pieces is controlled by the bending stress i n applied to this composite beam through the of achieving greater spans and supporting the steel. wood side pieces, the bolts must distribute higher loads than built -up wood members. No load duration factor was applied to the that portion of the load that the steel plates Unlike engineered wood beams, flitch plate allowable bending stress. The allowable stress will be carrying. At the beam end bearing beams can be flush framed with dimension was adjusted by the appropriate size factor. A supports, only the wood side pieces rest on lumber joists without causing shrinkage re- repetitive member factor was applied to the the supports. Consequently, bolts at the ends laced distortions to the structure. allowable bending stress of double flitch plate of the beam must transfer the end reaction from the plate to the wood. ITR (in STR (in M(ft Msteel/M Vw (Ib) n Wood Steel (2) -2x8 Ft'- %x7 289 79.7 7,173 67% 2,610 'Q (2) —2x8 FE 1/2x7 354 97.7 8,793 73% 2,610 N o (3) —2x8 (2) re ' /2x7 661 182.2 18,851 78% 3,915 °' II (2) -2x10 lt'_ %x9 611 132.0 10,890 68% 3,330 1 6 Li (2)-2x10 FE 1/2x9 748 161.7 13,340 74% 3,330 18.1 it-. v� Y (3) -2x10 (2)— F' i /2x9 1,397 302.1 28,649 79% 4,995 *1°) o II (2) -2x12 FE 3 /ax11 1,109 197.2 14,790 68% 4,050 o c ° o D u: (2)- 2x12 1E1/2x11 1,361 241.9 18,142 74% 4,050 co ii (3) -2x12 (2)— FE /�c11 2,543 4 38,994 79% 6,075 W (2)—LV 13/4x91/2 715 158.9 20,776 64% 6,320 ."' < 4,.... IE 1/2x9 ° Q g o (2) —LVL 13/4 x111/13 1,337 243.1 31,784 64% 7,900 15.3 '$ F 1/2x11 g N � �/ Ch, II (2) —LVL 13/4x14 2549 364.0 47,593 69% 9,310 w FE 1 /2x14 Table u sp � `) Yy OcaT' src�! fia 1"� k� 6'� �v �Oa fait �7"'��(I�� f c2.) Pi eQt STRUCTURE magazine ei June 2007 �A • .f 4411 i f# „C``` '1151 4 1�'o�, j 1 ,,,.18,3 ? __7" -'------ '' c th �U IS y am 11 PJ 99z L J + = 1 -_S' , '� ? : -�? -20La_t. t 4-A2 � 'A �� e ,� - . ; v2, pov ,t,( sr' 69 (t)- 741 -.5 (r) , 0'7 � ,6.1-1s 5.?-,A -1,11 w d-r 1,81 --:--- bra ” ----2I-1- � 4ss - � ) 119/01.=.----5,----- C l %A) 1 f '774 _4d 'A-4/0g . .29 41 ' ,-1 ,o 7 ( 1-4.5 91 2 u 4?-5'62 ,-. ?PI 01 ,, !X X) 7 -'sal 1 E f' --3.73 c ),7 d r:_cr. ::-.- ,P__ct 1 sre2, --- y7 7 4 .4-Aado0 ilt-Pi 1s r e2= 54 ` / 7n0 r io 44 1 ci7S rt' -4 c1J ox, Ham -042kS (d' 12 5) ,r (V O :C ' (6' e x ,rl 1 -Cs 'g v i , 4-0 11,42v ,A.z y ),,-d-ii/Z:24.-4.v.,i/ v--ti 6296 r( x, ,c a9 y C .?1'11 19r )#-K3O z ' P '44' A4u 4 2."-ig 1 f leA ' WJ i ii h,sr -f-- 7 ''' J,,..5 b r - 7A � ---kkv-z • - 4 ,2 , , 1 ) A Ai afl,-) 39 2, 2e7 44) - ) 11424 ...5_, 1 ' 4 11 -i(:4 y*-Agto 1 t • iv , - 4i - — u '' -2 'J‘ r 74 7 1 9.. , 4 . tpolj O . a 4 - \ ~� 41‘> $ y ) y' « ftj ti*. . . wl w, A,1 . ..'0 z ;.. •■■ ' - _ 6 I 1 P (. ' too" . \ %'IJ limo Q ' \': sawi 1 \ ; I A gri,y, j i NEMMI , us r f_g act i 1 X / , , 9 x-)v . 9 0 0 0 Xlw ,, 40 ',0' _7 ---?Jzo"s eu. ) 14 -' 4-9 .i 2i . !2 4 of4/(Jg i ±/' 1,,z,,,.2,1 ),K I 222„ gla 4/ 6;1,1 o -° x 7-?-- 1 ) ,9 091(4- - e, 1 I "D w -a, ve9 9 li 4,i ) GP 1111-AM' LV'L. q� s �. - r I ' � LAMINATED VENEER LUMBER D un t ' J (l 1 l d GP Lam® LVL Beam and Header Design Properties 1 2.0E GP Lam LVL Allowable Edgewise Design Properties° 4I w 9-1' Maximum Resistive Moment Maximum Vertical Shear El (ft-Ibs) (Ibs) Weight Depth' (10' inch' lbs) 100% 115% 125% 100% 115% 125% (Ibs/ft) 7Y" 111 3918 4506 4898 2411 2772 3013 9 +" 231 6208 7139 7760 3076 3537 3845 4.4 914" 250 6529 7508 8161 3159 3633 3948 4.5 X 2 'a.0 It 11/." 415 8985 10333 11231 3741 4302 4676 53 11%" 488 9951 11444 12439 3948 4541 4936 5.6 14" 800 13581 15618 16976', 4655 5353 5819 6.6 16" 1195 17477 20098 21846 5320 6118 6650 7.6 18" 1701 21831 25106 27289, 5985 6883 7481 8.5 24" 4032 37591 43229 46988 7980 9177 9975 11.4 a. Table assumes beam has lateral support at bearing points and continuous lateral support along the compression edge of the beam. b. 13/4' beams deeper than 14" must only be used in multiple -ply members. 1 1.5E GP Lam LVL Allowable Edgewise Design Propertiesa Maximum Resistive Moment Maximum Vertical Shear El (ft-Ibs) (Ibs) Weight Depth' (10' inch' lbs) 100% 115% 125% 100% 115% 125% (Ibs/ft) 7/4" 83 3106 3572 3883 2411 2772 3013 3.3 9 173 4870 5601 6088 3076 3537 3845 42 9 %Z' 188 5116 5884 6395 3159 3633 3948 4.3 111;" 311 6990 8039 8738', 3741 4302 4676 5.1 11 366 7724 8883 9655 3948 4541 4936 5.3 14" 600 10468 12038 13084 4655 5353 5819 63 16" 896 13394 15403 16742 5320 6118 6650 7.2 a. Table assumes beam has lateral support at bearing points and continuous lateral support along the compression edge of the beam. b. 1 beams deeper than 14" must only be used in multiple -ply members. 2.0E GP Lam Allowable Edgewise Design Stresses' Modulus of Elasticity E = 2.0 x 10 psi' Shear Modulus of Elasticity G = 125,000 psi Flexural Stress Ft, = 2,900 psi' Horizontal Shear F, = 285 psi Compression Perpendicular to Grain F = 845 psi' Compression Parallel to Grain F,„ = 2.600 psi Equivalent Specific Gravity SG = 0.50 1.5E GP Lam Allowable Edgewise Design Stresses' Modulus of Elasticity E = 1.5 x 106 psi' Shear Modulus of Elasticity G = 93,750 psi Flexural Stress Fn = 2,250 psi' Horizontal Shear F,. = 285 psi Compression Perpendicular to Grain F„ = 750 psi' Compression. Parallel to Grain F,„ = 2,200 psi Equivalent Specific Gravity SG = 0.43 1. Allowable design stresses apply to depths as small as 3W ripped from any depth of beam. 2. No increase is allowed to E, 6 or F for duration of load. 3. For depths Id) other than 12" multiply F by (12/d1 for 2.0E, and (12/dl'" for 1.5E. 58 Engineered Lumber Residential Guide Georgia - Pacific Wood Products, January 2012 ...rit:. GP I M VLA LAMINATED VENEER LUMBER Allowable Uniform Floor Loads (PLF) — 100% (Can be applied to the beam in addition to its own weight.) ----), 2.0E GP Lam® LVL One 1%" GP Lam LVL Twa 1'4" GP Lam LVL Span Condition TR' 9Y." 9%" 11'/." 11A." 14" TA" 9'/." 9%" 11'/." 11%." 14" 16" 18" 24" Live Load L/360 660 1319 6' Total Load 763 1028 1063 1325 1425 1575 1526 2056 2126 2649 2849 3151 3149 3147 3141 End /IntBearing 2.3/5.8 3.1/7.8 3.2/8.1 4.0/10.1 4.3/10.8 4.8/12.0 2.3/5.8 3.1/7.8 3.2/8.1 4.0/10.1 4.3/10.8 4.8/12.0 4.8/12.0 4.8/12.0 4.8/12.0 Live Load L/360 296 585 629 591 1169 1258 8' Total Load 440 723 746 915 979 1180 880 1446 1492 1831 1958 2360 2358 2356 2350 End /IntBearing 1.8/4.5 2.9/7.4 3.0 3.7/9.3 4.0/10.0 4.8/12.0 1.8/4.5 2.9/7.4' 3.0/7.6 3.7/9.3 4.0/10.0' 4.8/12.0'4.8/12.0 4.8/12.0 4.8/12.0' Live Load L/360 156 313 338 542 629 312 627 676 1084 1258 10' Total Load 230 466 502 699 745 909 461 931 1005 1398 1490 1818 1883 1881 1876 End /IntBearing 1.5/3.0 2.4/5.9 2.6/6.4 3.6/8.9 3.8/9.5 4.6/11.6 1.5/3.0 2.4/5.9 2.6/6.4 3.6/8.9 3.8/9.5 4.6/11.6 4.8/12.0 4.8/12.0 4.8/12.0 Live Load L/360 118 239 258 416 484 760 236 478 516 832 967 1519 11' Total Load 174 354 382 589 652 809 348 708 764 1177 1305 1618 1711 1709 1703 End / Int. Bearing 1:5/3.0 2.0/5.0, 2.2/5.4' 3.3/8.3 3.7/9.1 4.5/11.3 1.5/3.0 2.0/5.0 2.2/5.4' 3.3/8.3 3.7/9.1' 4.5/11.3 4.8/12.0'4.8/12.0 4.8/12:0 Live Load 1/360 91 186 201 325 379 599 183 372 402 651 758 1198 12' Total Load 134 275 297 483 547 728 268 550 594 966 1094 1457 1567 1565 1559 End /IntBearing 1.5/3.0 1.7/4.2 1.8/4.6 3.0/7.4 3.4/8.4 4.5/11.2 1.5/3.0 1.7/4.2 1.8/4.6 3.0/7.4 3.4/8.4 4.5/11.2 4.8/12.0 4.8/12.0 4.8/12.0 Live Load L/360 72 147 159 259 302 480 145 295 319 519 605 961 1387 13' Total Load 105 217 235 384 448 636 211 434 470 767 896 1272 1445 1443 1438 End /IntBearing 1.5/3.0 1.5/3.6 1:6/3.9 2.6/6.4 3.0/7.5 4.2/10.6 1.5/3.0',1.5/3.6 1.6/3.9 2;6/6.4 3.0/7.5' 4.2/10.6i4.8/12.0 4.8/12.0 4.8/12.0 Live Load L/360 58 119 128 210 245 390 116 238 257 420 490 781 1132 14' Total Load 84 174 188 309 362 548 168 348 377 619 723 1095 1341 1339 1333 End /IntBearing 1.5/3.0 1.5/3.2 1.5/3.4 2.2/5.6 2.6/6.5 3.9/9.8 1.5/3.0 1.5/3.2 1.5/3.4 2.2/5.6 2.6/6.5 3.9/9.8 4.8/12.0 4.8/12.0 4.8/12.0 Live Load L /360 47 97 105 172 201 321 95 195 210 344 402 643 ! 935 15' Total Load 68 141 153 253 296 476 136 283 307 505 592 951 1228 1249 1243 End /IntBearing 1.5/3.0 1.5/3.0 1.5/3.0 2.0/4.9 2.3/5.7 3.7/9.1 15/3.0 1.5/3.0 1.5/3.0 2.0/4.9 2.3/5.7' 3.7/9.1',4.7/11.8 4.8/12.0 4.8/12.0 Live Load L/360 80 87 142 167 267 78 161 174 285 334 535 781 1084 16' Total Load 116 126 209 245 395 111 233 253 417 489 790 1077 1169 1164 End /IntBearing 1.5/3.0 1.5/3.0 1.7/4.3 2.0/5.1 3.2/8.1 1.5/3.0 1.5/3.0 1.5/3.0 1.7/4.3 2.0/5.1 3.2/8.1 4.4/11.0 4.8/12.0 4.8/12.0 Live Load U360 67 73 119 140 225 65 135 146 239 280 450 '' 658 916 17' Total Load 97 105 174 204 331 91 194 210 348s >i' 409 662 952 1100 1094 End /Int'Bearing 1.5/3.0 1.5/3.0 1.5/3.9 1.8/4.5 2.9/7.3 1.5/3." 1.5/3.0 1.5/3.0 1.5/3.9 1.8/4.5' 2.9/7.3 4.2/10.4' 4.8 /12.014.8/12.0 Live Load L/360 57 61 101 118 191 55 114 123 202 237 382 560 781 18' Total Load 81 88 146 172 280 76 162 176 293 344 560 824 1038 1032 End /IntBearing 1.5/3.0 1.5/3.0 1.5/3.5 1.6/4.0 2.6/6.5 1.5/3.0 1.5/3.0 1.5/3.0 1.5/3.5 1.6/4.0 2.6/6.5 3.8/9.6 4.8/12.0 4.8/12.0 Live Load 1460 48 52 86 101 163 47 97 105 173 202 327 480 671 19' Total Load 68 74 124, 146 238 64 137 149 249 293 477 705 951 976 End /IntBearing 1.5/3.0 1.5/3.0 1.5/3.1 1.5/3.6 2:4/5.9 1.5/3.0 1.5/3. 1.5/3.0 1.5/3.1 1.5/3.6, 2.4/5.9 3.5/8.6 4.6/11.6 4.8/12.0 Live Load L/360 41 45 74 87 141 40 83 90 148 174 282 414 580 20' Total Load 58 63 106 125 205 54 116 126 212 250 409 606 853 926 End /IntBearing 1.5/3.0 1.5/3.0 1.5/3.0 1.5/3.3 2.1/5.3 1.5/3.0 1.5/3.0 1.5/3.0 1.5/3.0 1.5/3.3 2.1/5.3 3.1/7.9 4.4/11.0 4.8/12.0 Live Load L/360 56 65 106 63 68 112 131 213 315 442 22' Total Load 79 93 153 85 93 158 186 307 457 646 840 End /IntBearing 1.5/3.0 1.5/3.0 1.8/4.5 1.5/3.0 1.5/3.0 1.5/'3.0 1.5/3.0' 1.8/4.5 2.6/6.6 3.7/9.2 4.8/12.0 Live Load L/360 43 51 82 48 52 87 102 165 244 344 24' Total Load 60 71 117 64 70 120 142 235 352 499 768 End /IntBearing 1.5/3.0 1.5/3.0 1.5/3.8 1.5/3.0 �ork.. 1.5/3.0 1.5/3.0 1.5/3.8 2.2/5.6 3.1/7.8 4.8/12.0 Live Load1/360 41) 65 41 68 80 131 193 273 623 26' Total Load 54 91 53 92 109 183 275 392 707 .....—.–, End /IntBearing 1.5/3.0 1.5/3.2 1.5/3.0 .5/3.0 1.5/3.0' 1.5/3.2 1.9/4.8 2.7/6.7 4.8/12.0 Live Load L/360 52 55 64 105 156 220 505 28' Total Load 72 72 85 144 219 313 655 End /IntBearing 1.5/3.0 1.5/3.0 15/3.0 _ 1.5/3.0 1.7/4.12.3/5.8 _4.8/12.0 z KEY TO TABLES s t ((eLa " i ©p "" ( 5- J � Live Load L/360 = Maximum live load — limits deflection to 1/360 J 1 ) 1 Total Load = Maximum total Toad — limits deflection to L/240 k End /Int Bearing = Required minimum end bearing (inches) for simple or multiple span beams and 0 minimum interior bearing (inches) for multiple span beams based on plate bearing stress of 565 psi. 7 '° 94..1 26 Est See "Using Allowable Uniform Floor and Roof Load Tables" page 41. 42 Engineered Lumber Residential Guide Georgia- Pacific Wood Products, January 2012 142 Maplewood terrace G ✓L 3 -21 -12 KeyBe. tyit Florence /� p 10:25am � loft KeyBeam® 4.507f kmBeamEagine 4.509v Materials Database 1334 Member Data Description: • Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 10 PLF Deflection Criteria: U360 live, U240 total Live Load: 40 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: KYB1 . Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PSF) Top 0' 0.00" 26' 0.00" 9' 0.00" 10 30 Live as. a . r `3 ,, , m ` , 't / / 13 0 0 13 0 0 9 2600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Spruce- Pine -Fir 3.500" 1.500" 1986# - 2 12' 9.375" Wall Spruce- Pine -Fir 8.000" 3.968" 5902# - 3 25' 6.750" Wall Spruce- Pine -Fir 3.500" 1.500" 1986# - Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 476# 1510# 2 1588# 4314# 3 476# 1510# Design spans 12' 9.375" 12' 9.375" Product: 1-314x9-1/2 VERSA -LAM 2.0 3100 SP 2 ply Component Member Design has Passed 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 5327.'# 13958.'# 38% 20.45' Even Spans D +L Negative Moment 7543.'# 13958.'# 54% 12.78' Total load D +L Negative Unbrcd 7543.'# 13685.'# 55% 12.78' Total load D +L Shear 2658.# 6317.# 42% 12.79' Total load D +L Max. Reaction 5902.# 11900.# 49% 12.78' Total load D +L TL Deflection 0.2766" 0.6391" L/554 5.75' Odd Spans D +L LL Deflection 0.2272" 0.4260" L/675 5.75' Odd Spans L Control: Negative Unbrcd y �4V ¢ ( 5 ' # �a� DOL; L =100% Snow =115% Roof =125% Wind= 160% h 9C °C f �� - '---- l' s - 5 78 . 5 kj, 5e ( b,l f?e71` t "kilo �,.14 (tirizrb > e' i i 1.e() fr-ji/l e . C° - p plc' y' fleck l,Ut LL - 5 e i - -- t'� �9 -goo 6 le o, d.� l 6'l 4--i �z ,„„--1.077,77-,... R \.- 7 7 . Y'+RTH r+U i ; Ce lb All product names are trademarks of their respective owners O CIVIL ■ftAIIIIIIIIIIIWIPr ot ■ , "'r ;;r ,o �No.46 4/ Copyrigh (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. t Q // ra „ r,r . SE "Passings defined as when Inc member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spa • . i••+ t , The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manuf ` ` s •