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� OFFICE Catena e n g nlete , gs l tVV Zce. December 19, 2019 RECEIVED ' MAY 2 7 2020 Mr. John O'Toole CITY OF TIGARD BUILDING DIVISION Bora Architects 720 SW Washington, Suite 800 Portland, OR 97205 RE: Art Rutkin Elementary School, Tigard, Oregon catena project number: 2018017.00 John: ' The attached calculations supplement the calculation package dated October 18, 2019. The attached calculations verify that the proposed Art Rutkin Elementary School, located in ' Tigard, Oregon, meets the requirements of the 2014 Oregon Structural Specialty Code.The calculations are based upon the scope of work shown on structural drawing sheets S001 through S951 dated October 18, 2019 with bid addendums dated December 10, 2019. Sincerely, catena consulting engineers ' , 1*iCTUg4 + PRr f .t.4`, 44N' le 1141 L.; THO.Q0\11A, EXPIRES:05/30/2020 ' Jason M.Thompson P.E., S.E. Damian Andreani Principal Engineer a connected series of related elements 1500 ne Irving street • suite 412 • portlond oregon 97232 • 503.467.4980 • 503.467.4797 Project: No: catena e :a= AhlidA /017 Page: un'y sub; ct: By: Date: S3DI -CIS. « /LPG irph IREF. DETAIL 3/S504 IN BID ADDENDUM 1 (12/10/19) ' + • 45®tro.c. Yb^E EF •�th'• tLR S • Meted (teat Snow • sty *Inc. ►z Er ek ld • ot#-o4' fr (WiI d- c mil 6— I - b� 3 s s` ' . ' 3= 27tS•f 10 Mu,V„ - W - 93 1:1( 61.41, ,a```Y rYpin cw,nvs) • • • ' Abdo ,, , - Io# • ik•54.5# +PA 4or :\ :1{11543-0120 A`,,Z`&7;f ' .04:0.8 •soap s 71:(15.514744)(1o4) = i12.S-4a AS s ` (1,11 . L$`{ � ' • hr itlrouily - 1.2. 4-1.65 2> Fu =35 4s W=Ti*•(0-343 • Veit, cDrAbiled ' ,017_•13 - • 1.214 1.0+ o,sw ' • Y4 = , kips =� Mu =I3.47 --NA (4,,,, a /�f 1•�dMU szfz`'4x�, • 1.2b+b.5S + W Kos 69131 - '�'dUM, cf� �' � : : t , i ---•- 01 - Q.q d"` ' + • Vil % z.w, f' bof = 2.1 /16v `,•zy"•Ziel?=21•Stupc - cc =0.003 ivy. -[( .3 k' > vU I:1 _ • et - 1o'-z�' -0.S"-, -" r „ i�r • C = A a.11�ek 4 I 4F . ; .3•0,314.'GOkbi b� •4 $jai-- z) o:Y • 0.112; (7.rar5-0.s61642 ,31/.4 o,Bs•'!w: ze ' iYDt (s. 3'5 EA 15h. (40,44, c 45.6 k•4 • ttri : ,117 l r1) - 0.2'/I ' 1P-6414. r rt 4145 -( 11! •'44r) srd OA 9 PAD a ? 1/ w/ (iaY`5 �J c--_-.4,s.,x,_,...A.diet I Project: No: Pagc: catena * " ", ,i � i " lA' hl<in .2.OIo!? I ° " " " " " Subject: g Y• Date: 1!''z� Wail Save i t lAii 1 MR, Uil I REF. DETAIL 14/S801 IN BID ADDENDUM 1 (12/10/19) I • Noli, f7 , 5`?rur. 58 ,s 6,4 pL -P l/D(4 /4 VI • V I L_ 19`J 1)spurrecb'm a4' fib^ irn, WFA true 1 t 640 4 ) i _s ,i�„i• '1S5.335 ki v..tJban ' PL. ovri) WF NSS) I d� 1 ,• V rPL.35 i kly ,( n i WC- J.SS) - • V =6.335' • i b. : 7" I . e *............),), \IV r n . 1 . . _ r, 1 . . r:,_____________„.7c_‘ ,. \ 11; Ili,1, 1 . Ij ,,� I wad 4 - N'e a'b164( Alr � �>� a/4 gf /lo7-Ftteas'>+ ;avl.& I o2''As;2"7t3 io.,4 a 4, "; I I cn t - 5z�., k.,ps ncc�,�, �wt� � �S�..}� = 0.2201 )' ►t3.4 �51G ' ifi" . 14 • tAa a 644 P ,a rtsSS. I - • , a �` h . Id. ! -1, J -7 s o.534 ! ' Vii," -4 26 • Ms 5.3 3crrc -3.5 1 �,-� it.47 L.;4 Q M d. 1'C /�� p� 1/1 J�///� • .T_a c ' `/ i •.2.67S' c 'Cr 6Q0 i,''S --t 3F�d"• .1 U �v* 4 a.7 7 I Project: Q �1 /�/�} ryt lv"e�.1� No: /q(�+^�/-`J Page: ' CC]tt3 t14 e n ps n::"/ aIWt-7 Subject: By: Date: Morn Srilthis V1Pdjili, S l'qY/c1 ? MPS-- hilliiq I 311SV REF. DETAIL 3&4/S801 AND 3/S601 IN BID ADDENDUM 1 (12/10/19) ALM I • S tr ! rocdtl j* 2D • SW I wedli :rid !f • Upt l = istl tb • Up :24o( lb I • +e ost. (16 'PO x3`e SIzS sort✓u4•rd, GL . -hre en- (ill lili 4 , 3'/z"IS ?,) 41)0c t • usc. b" 1,1 acna•ks 'WA, t oC lad ,A 1411 I • • 24a. ib -zwit 11, _ 3ii (6 • f*"444 sc -61xv, at. ;rya 6401 bps 1 • Y•'x SbS stow4't • • 3"fe K • b!o -6 sik : (9) Sr+.fab.., DMZ I •-iw1), N, Di krn be rv, =Y4sw t '1-101 ` 11•l`A 1t/3(4b i 4.54 5143 WlrII72 �;w D- S- t rt?riH}i�,t w $2 S g i -2xioe2 �.c. —+ i.s `"' 3/8 ¢� , ,,, ' •2..di, )41 tcrok,--I i8pk zt46, ° c c'ti'°r ,�a� �,'•rtu I • i34Nra • IIsera+a _ 151116-24i 1-72 t : 3.44 0,64 ' 34ia16 • 'f (4) ` lids kLi (i slay S • (9)1141"0 X 4'11" slit Potvi Two, I ` 3\1 man ��TT1 Zs A sl its I S Z-giopl s 14 I Project: No: Page: I rfi.• c--- t'''' e n a � o . >: �i.,�g �i���,n ,2d��17I • g i . . .: Subject: i By: Date: f 0/560 l SofN 441.1 cs1a NBC. 1 tl©ci REF. DETAIL10/S604 IN BID ADDENDUM 1 (12/10/19) I W s5zis•4' _ \A)Az v 0.4 .52r41= 31, z e iiilliill I oi 4 i 1N: ti/it"IC Li`(z sE I •rrbx. ,. .--r,2olbAlti+7116 Ili rr, D w Sr) 1 • V (o3t 3-" ; ' i 1 Mom„ ,Ai, i7 M (1.6 a i tc,-.te t__1±,.,441 Val Yre. v�G3 1E t3 47 t� c3 (1, �-3/ � i' . I 4`l6 Vb -•� 37 4/ / j 3 -�11 w --. 0 5)1) "' ' n • wax. A3k, I - Y= (au) it lb toa ;lu lea • v. E116+7'nb =$516 iti (it wi4 7 " wilt I I I I I I I I iProject: No: Page: �catena < o ". ° „• orsta�n 2flt8oJ7 4 " " " " ° " Subject: BY Date: %''— L2- 160, NO(kiel.? WIC 111511f 1 . 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L/b poion viedr s . :s lU s redo, Eic k G x_ L 35.g418.54 - 6354 • 6 • 2.;1 , L' ifG ,, E Alb 1 NbS SIRS Tak t u• 14;4, tL r , 1 i 1 i 1 1 1 1 1 I Project: p��� No: Page. ' i�Ut itM ?01 'kol1 e a t e n a a^s Subject: By: Date: a SIC- 8 me-gs aid IOL304 ' REF. DETAIL7&8/S607 IN BID ADDENDUM 1 (12/10/19) • 11 4 = 3.5.P .;14, 1-- - SL out'-6f a 1 it oh. sale �200 �-- I • Vt.aw z V�+ S 370 !lo ; 3.5* 4,,+t-he J:bk4Il L' -'oorl b't'T I • VI: zoo 4b I A (5) O.E�E"x1'itt"mils-fa 00411 bit i . ,f = 7t) ib 7 I ' a / CS?,o .3'-04 (1• 6(1,,,- f^!! U,4 61, f • -r•c lt0 1b I ' - -- -- -- - ' Sad -?o (12, _- - -- - - ---�� b4L 177 paf '�i`�` . ' V44 = V/A z = 4 V14L= y IL --) uti (3)516.., as swa ys 16 cd,-i .s £A Ad (V, 350 u -3 Iota t6 r� IV 1D2o Ib.4 •fy = Imo•1.0.s•7.0r iyips: <i ✓' r.s•zze 31 Ps:' e fcaei» ta . It& SIT^ LTr2D B '1f >c 5' y -4od„( y 1 II s .& (to) d.`''tg" K 3 ip & Li'a.c,. Tom., : )3s'r lA I I /catena nn9 since elr9 Rutkin u Elementary School iKnapp Connector Testing / Documentation I Prepared by: catena consulting engineers November 05, 2019 catena project no. 2018017.00 I a connected series of related elements 1500 ne Irving street • suite 412 • portland oregon 97232 • v 503.467.4980 • f 503.467.4797 L' ena engsnle1 r9 Table of Contents 1. Introduction 1 2. Beam Hanger Design Guide 2 3. Schraubenwerk Gaisbach GMBH (SWG) wood screws (ESR-3178) 93 4. Beam Hanger Selection 107 5. Beam and Girder Reinforcement 110 6. Seismic Performance of Beam Hangers 113 7. Seismic Analysis of Beam Hangers at Rutkin Elementary School 209 I I I I I I I I 1 Rutkin Elementary School Tigard Tualitin School District I I catenaengiinIe' er5 I1. Introduction I This report presents the design process and pertinent information, including extensive research, used to show the adequacy of the Myticon Timber Connectors. Myticon has three lines of beam hangers: Gigant, Ricon, and Megant. For Rutkin Elementary I School, only the Ricon series was used. The Ricon connectors consist of heavy gage cold formed steel hangers installed onto timber beams in a shop setting using Schraubenwerk Gaisbach GMBH (SWG) wood screws (ESR-3178).The beams are I then shipped to the job site with the Myticon beam connectors ready to be installed. I Myticon has not yet received official code approval. However, this report presents significant testing data which proves that the Myticon Ricon series proposed to be used at Rutkin Elementary School can adequately resist the design level loads and drifts experienced by the beam hangers. I I I I I I I I Rutkin Elementary School Tigard Tualitin School District I/ I /catena consue n g i nle} e r9s 9 2. Beam Hanger Design Guide The following pages show Myticon's Beam Hanger Design Guide.The design guide provides information such as beam hanger shear capacities, screw type and quantity per hanger, and dimensional restraints for each beam hanger. Also, the design guide presents a prescriptive approach to detailing and reinforcing connections to resist fire damage, uplift, and splitting. I I I I I I I I I I 1 Rutkin Elementary School Tigard Tualitin School District i i j ti 4 • • • > > f 2 ! • • • • • • i • .a s • s • ii 3/ ;) '''' ' , -J :4.a0 s �, x a -= -', . • • • 3 f • - - � , k • • 4 1 • . • " .,� , AO"' . O „ f f- ' = eam Hanger Design Guide -11 I ` MyTiCon Timber Connectors I M C www.myticon.com 11.866.899.4090 I info@myticon.com ©2019 by MyTiCon Timber Connectors 2019 inirroorien I Disclaimer 1 The information in this document is for general information purposes. All design with the beam hanger systems needs to incorporate checks on timber strengths and other properties not covered in this design guide. While I we aim to keep the information provided in this document complete, accurate and in line with state-of-the-art design methods, we can not make warranties of any kind. Images and drawings provided are for reference only and can not be applicable to all conditions that may i' occur on site. Any reliance you place on such information is therefore strictly at your own risk. In no event will we assume liability for any loss or damage including and without limitation, indirect or consequential loss or damage, or any loss or damage whatsoever arising from loss of profits arising out of, or in connection with 1 the use of the system. Through the use of the document and system you may be able to derive other loading cases which are outside of our control. The inclusion of the system or the implied use of the document to other applications is outside of our responsibility. This document expires on December 31st 2019. 1 I 1 1 1 1 I i 1 1 1 Copyright©2019 by MyTiCon Timber Connectors All rights reserved. This document or any portion thereof may not be reproduced or used in any manner whatsoever without the expressed written permission of the publisher. 2 I I TABLE OF CONTENT THE BEAM HANGER REVOLUTION 6 IHARDWARE 8 BEAM HANGER : SELECTION TOOL 11 HOW TO USE THIS GUIDE 12 INOTES TO THE DESIGNER 14 PRODUCTS IGIGANT 120 X 40 16 GIGANT 150 X 40 17 IGIGANT 180 X 40 18 RICON S VS 140 X 60 20 I RICON S VS 200 X 60 22 RICON S VS 200 X 80 24 RICON S VS 290 X 80 26 RICON XL 390 X 80 28 MEGANT 310 X 60 30 IMEGANT 430 X 60 32 MEGANT 550 X 60 34 IMEGANT 310 X 100 36 MEGANT 430 X 100 38 I MEGANT 550 X 100 40 MEGANT 310 X 150 42 MEGANT 430 X 150 44 IMEGANT 550 X 150 46 MEGANT 730 X 150 48 IUPLIFT RESISTANCE DESIGN 51 FIRE DESIGN 55 IRICON S VS - SPECIAL CONNECTIONS 60 RICON S VS REINFORCEMENT 66 I INSTALLATION AND TOLERANCES 72 ROUTING ADVICE 76 ANNEX- DETAILING SECTION 84 I I 111 3 r i]� .p+y to 1 1 ]w ! •• 14` ,'C ksi. i ,l '� �y1 }c -<- t},fi s ti$ 41111,!- I: IIIIIIIII 'N fr E444 j • t .: r. ll ' t 0 tl.,,, ''' H .' r ` k iii iiill� ,� ,xx9 . ,�w 'r ,. - -. ,.. . r.,r ,� .......A • First Tech Credit Union Portland, Oregon 2017 1 ourtesy of: Oregon Forest Resources Institute I 1 I "Build Strong, General Information p. 6 11 Build Sustainable, i Build the Future" How To Use This Design Guide p. 12. 14 111 MyTiCon is a specialty supplier of connection systems for Beam Hanger Load Tables modern wood and mass-timber applications in commercial, industrial and residential projects. We are proud to be working Gigant p. 16 18 I with the most innovative partners on cutting-edge projects across North America. Ricon S VS p. 20 -29 Megant p. 30-49 I Our goal is to see the wood construction industry thrive and help to maintain a low carbon footprint through education, research, and cost-effective approaches. Uplift Resistance Design p. 51 - 53 IWE ARE A DISTRIBUTOR, WE SUPPLY More than 450 timber connection systems are stocked and ready for delivery throughout North America. �'#�tt Fire Design p. 55 - 58 .. _ a j c j 3 IWE ARE CURIOUS, WE FUND ;�t4A�Y Special Connections p. 60 64 We do extensive research with leading North � �t American universities to innovate ways to connect (,�,� wood, reduce costs and extend the reach of mass 4, w` timber into the market. Nhell l ` I Reinforcement Design p. 66-71 WE ARE SUPPORTVE, WE EDUCATE I We offer free educational sessions on mass timber solutions in forms of webinars, technical learning sessions and event participation throughout North America. Installation and Tolerances p. 72- 83 I WE ARE COLLABORATIVE, WE GUIDE caN I You deserve the support you need to design your r, p, connections. Our North American team is ready to ' Annex - Detailing Section p. 84-87 connect with you and answer your questions. You I can reach our Support Team at: support@myticon.com � 1 5 THE BEAM HANGER REVOLUTION ! Recent Advances in mass timber fabrication The Beam Hanger System pushes the industry 1 technology and the use of virtual modeling software to the next level by allowing pre manufacturing of have changed the way modern mass timber connections. The Beam Hanger Systems presented structures are built. It is now possible to fully pre- in this guide are a revolutionary solution that allows install connection systems and have them ready for for simple, fully concealed and fire rated connections on-site assembly in mass timber structures. Pre-engineered connections make it posible to It is an "off-the-shelve" high capacity system, cost I reduce installation error by installing connections in a competitive as a structural package and delivered on controlled shop environment. This reduces the cost site in record time. o and complexity of labour required on site. 1 Y 1 4:\ r Er 0 1 II C p Lib' I 1I GIGANT System RICON S VS System MEGANT System 1 Simple and Fast Installation The Beam Hanger System typically consists of two A simple, efficient and repetitive installation which I identical parts, one installed in the primary member reduces shop time and overall mass timber system and the other in the secondary member. supply cost. These components are pre-installed into the members Once the connection is ready in the shop, it is using structural wood screws. Depending on the transported to the job site so it can be simply dropped- Beam Hanger type, the system could include other in place with no further installation work required. This i required installation hardware. For more information, allows for a more streamlined workflow. see hardware section, pages 8 to 10. 'Y l iv. r\:',... 1 s� ' . t ydp n 'k r i - \ WyrMlYpk/ iF ,W1IF . T; 0 , ,,,--.,,,,_4 , ,,,,,,----- ' S 'S" ktf 3fr I t Install of pre manufactured Post to Beam connection 6 First Tech building, Portland Oregon 1 IFully Concealable System The Beam Hanger System can be installed with This concealed arrangement also helps provide fire various housing options to provide an architecturally protection as explained in the following section. appealing and fully concealed connection in mass timber elements. I . 0 m co S m Q Typical Concealed Configuration Achieved through ] I Routing for Fire-Rated Connections v 0 Narrow purlin end housed Connector housed into Connector housed into into the girder beam girder beam purlin end „MI i ITop View of Three Concealed Installation Options Fire-Rated Full-scale fire resistance testing of loaded specimens It is also possible to calculate the fire rating for a connected with the Beam Hanger System were Beam Hanger System using the appropriate codes I preformed at the Southwest Research Institute in San and guidelines. Antonio Texas. This is recommended for the Beam Hanger Systems The fire testing was conducted to verify the char that were not a part of the full-scale testing at the 1 I layer calculations provided in North American Design published date of this guide. standards. The tested Beam Hanger Systems were awarded with a 1-hour fire rating with a specified minimum char layer thickness. I. 1 ill v vl ,' t ' • :y'j*.. x^r iRICON S VS and MEGANT Connectors After Fire Testing 7 HARDWARE I GIGANT I 180 ► e 150 ► \ _ 1. orR• 120 ► �� - _ I PI , ---_ �� CEO 0 0 0 � I E kill - Li SERIES (0 L N Note' N1. Product kit includes two identical connector plates. Fastener- Gigant CSK . L ► �� r `'`$-1***,1'� ` HeadI Lthread D L Lm.ead DHaad I Item# Type Bit in [mm] in [mm] in [mm] in [mm] 170110080000100 Gigant 3-1/8" [80] 2-1/4" [54] 3/4" [18] CSK Screws 3/8" [10] T40 170110120000100 4-3/4" [120] 3-3/8" [84] 3/4" [18] Uplift Option - Clip Lock System - I 0 I3-1/8" Side View Front View 1 I 1 8 1 I I R1CON S VS 390 290 •U.N f o • I • I • • ° • o • • o • ° j > / • • • o • • o • 200 • • ° •• . •U• CD 140 ► ! • • o • o ��• • O • • O • • O • o • • o • • o • CD • O�• • O • • O • • •; N II • O •410 • O • • O •. _ r • • • • •• , • , • .—• ® • O • • O • • O • • O •. c..z.. MI -, SERIES 60 80 XL N Note: 5. 1. Product kit includes two identical connector plates. IFastener-ASSY VG CSK ii L 10 I :itIV1 VAViTtMIUM \ AnTiVI UtU t t'%'%III tD Head I L thread IItem# Type D L Lrn.,d DHead Bit in [mm] in [mm] in [mm] in [mm] I 140080080000102 5/16" [8] 3-1/8" [80] 2-1/2" [61] 5/8' [15] 11116 40 140080160000102 6-1/4" [160] 5-5/8" [143] ASSY VG CSK II 140100100000102 4" [100] 3" [77] 3/8" [10] 3/4" [18.5] AW 50 140100200000102 7-7/8' [200] 7-1/4' [185] Notes: I1. Apply 6-1/4"or 747/8'screw into the end grain. 2. The suggested maximum installation torque for the 5/16"diameter VG CSK screw is 11.8 lbs.ft. 3. The suggested maximum installation torque for the 3/8"diameter VG CSK screw is 23.6 lbs.ft. IIIBit -AW® Drive The AW®Bits are engineered and patented for proper s installation of all ASSY®screws and offer exceptional fit and durability. The AW® Bit series is engineered , AW°40 for: - Optimum torque transfer I - Snug fit ° AW®50 - Self centering - Reduced wobbling b ' •I Table Uplift Options - Clip Lock System .- I SERIES 60 80 a 3/4" 3/4" i c b 2-1/8" 2" I c 2-3/8" 3-1/4" a L...=migeort..„..s._ 111.11111. Ic0"—N 9 I MEGANT I 730 ��� ye s,;� *MI -11 s6 IN r.vn NZ •i .i, . r 0. �. f i 550 14 .., `= iiiiii 0- w. Iri • f! gyp'% % �+ 430 'N N Ii .: .: 4,10M ow ill@ Illi ° n 4 ° .1 ! ). 0" ow I 310 oeo M;N 11 VI "j •• I[ I ^ i !•1. s .04 /iyMy 4 }" + s1I , .11$i !j III ��` � <s i� lei.f� 0; 7 E y of f. f+: � n . . i 1 •! 4 4s + 0�16 MGM MMI ;M M3•;M �x,, ,, iI ! •-M Mt•�+ N ° + .'" e + oM� N,N ,M !T� 4 fM f�f �M :iiiii Mr.,.,� -•,11.. J. f ia_ , .10011. . . f6 • + - r 6 4 k.,o *.. *co 0 .. N SERIES 60 100 C Note: a) 1. The suggested installation torque of the top nut for the MEGANT is 29.5 Ibs.ft. Product Kit Details e.---- 1 04 2 Number Descriptiori •'*. n -3 1 Hex Nut 4 1 2 Washer 3 Top Clamping Jaws I [Without Thread] 5—> M 4 Threaded Rod • • • "' 5 Connector Plate[x 2] •• 6 Bottom Clamping Jaws a'••;,'' 1%il t 6 [With Thread] Fastener-ASSY VG CSK I • L ► • L ► I thread Item# Type D L Lm.•a Da., I Bit in [mm] in [mm] in [mm] in [mm] 140080160000102 ASSY VG CSK 5/16" [8] 6-1/4" [160] 5-5/8" [143] 5/8" [15] Note: 1. The suggested maximum installation torque for the 5l16"diameter VG CSK screw is 11.8 Ibs.fl. Bit-AW®Drive The AW®Bits are engineered and patented for proper I installation of all ASSY®screws and offer exceptional fit and durability. The AW® Bit series is engineered for: - Optimum torque transfer - Snug fit - _ - Self centering o �_L AWh 40 10 - Reduced wobbling I BEAM HANGER : SELECTION TOOL IThe following pre-selection table helps the designer More detail on a specific Beam Hanger System in choosing the right Beam Hanger System. The table can be found in the pages listed in the table. I lists the allowable loads for each system based on the Other requirements such as geometry and special minimum beam width and minimum beam depth. connections should also be taken into consideration. ITable 1 Beam Hanger Selection guide for Douglas Fir Glulam Members Minimum Beam Minimum Beam Allowable Load Width Depths Load CD 7 Connector CD 3 o Kips ] 11 inch [mm] inch [mm] Kips 5 10 15 20 25 30 Page __.. 0 6-1/4" [160] 1.2 Gigant 120x40 16 = I2-3/8" [60] 7-7/8" [200] 1.9 Gigant 150x40 17 8-3/4" [222] 2.5 Gigant 180x40 18 I 7" [180] 3.7 Ricon S VS 140x60 20 MIMI 9-1/2" [240] 5.2 Ricon S VS 200x60 22 1 4" [100] 15-3/4" [400] 8.2 Megant 310x60 30 NMIII 20-1/2" [520] 12.8 Megant 430x60 32 mil I25-1/4" [640] 12.8 Megant 550x60 34 9-1/2" [240] 7.5 Rican S VS 200x80 24 EliMMI I 4-3/4" [120] 13" [330] 9.1 Ricon S VS 290x80 26 imi 17" [430] 17.1 Ricon XL 390x80 28 15-3/4" [400] 10.5 Megant 310x100 36 5-5/8" [140] 20-7/8" [530] 17.5 Megant 430x100 38 mmiim I 25-5/8" [650] 19.5 Megant 550x100 40 ......j , 15-3/4" [400] 13.6 Megant 310x150 42 Niiim 20-1/2" [520] 22.7 Megant430x150 44 I 7-1/2" [190] MilMi = 25-1/4" [640] 31.8 Megant 550x150 46 I33-1/8" [830] 32.6 Megant 730x150 48 INotes: 1. Allowable loads listed here are only valid for Allowable Stress Design in the USA.This table is a pre-selection tool,please refer to each respective connector section and the GSA 086 for complete design guideline. 2. Allowable loads listed here are only valid for use in D-Fir in standard term loading(Co=1.0), please refer to each respective connector section for more values. 3. In the table: • Single connector allowable load. • Double connectors allowable load,minimum beam width is larger than listed value,refer to respective connector section. 11 HOW TO USE THIS GUIDE 1 About This Guide I All allowable loads presented in this document have been derived following the applicable provisions in the I 2018 National Design Specification (NDS) for Wood Construction, the NDS Supplement: Design Values for Wood Construction. Design Table Explanation Iv o I (9 Item # Min. Beam Size Fastener Information Allowable Loads _c Product Item The minimum Fasteners are used to Allowable Loads are derived based11 a) number beam cross install the system in both on the American standards. 0 section the Primary member and s requirements the Secondary member For more information please see I I- needed to Allowable Loads Determination install the Beam Type: Corresponds to the section. D Hanger System names and dimensions of I F the screws used 3 / / Quantity: Number of o screws used _ 1 I Fasteners Allowable Loads [Ibs] Min.Beam Specific Item# Size Gravity Primary Member Secondary Member Floor Snow Roof [G] C =1.0 C =1.15 C =1.25 Uplift I Type Quantity Type Quantity o 0 0 0 ZO m 0 42 7 7 2,440 2,800 3,050 0p 0 > o (SPF) N MI y VG CSK 10 VG CSK 10 3,370 3,870 4,210 a 'n J X v �o co x 5/16"x 3-1/8" 5/16"x 6-1/4" a,n Z oa N 0,49 7 7 2,690 3,090 3,360 = a o v y (D.Fir) 10 10 3,710 4,260 4,630 m 111 1 / / / II Assigned Specific Gravities (G) Table Color Code Special Connections I The colors represent If available, uplift design details will the diameter of the be presented for the Beam Hanger fasteners used in the Systems in this guide. All other system: special connections will be listed in S-P-F Douglas Fir the table of content. ❑ 1/1 6" I ❑ 3/8" ❑ 1/2" 1 I12 I IIcons Explanation This design guide includes special icons intended to 111 help the designer to select the right Beam Hanger System. Compatible Material Installation Possibilities This category highlights the compatible building The Beam Hanger Systems can be installed from materials with each beam hanger system. different orientations. The orientations are relative 1 to the main member. They also include special o installation possibilities. Each installation orientation C3 CIThe Beam Hanger System can be installed to is general and does not take into consideration _ wood elements specific project constraints. ° C U, © The Beam Hanger System can be installed to O The Beam Hanger System can be installed steel material and dropped in from above only = The Beam Hanger System can be installed p 0 The Beam Hanger System can be installed to ® and positioned from all sides (left, right, up N concrete material and down) cQ' ellThe Beam Hanger System can be welded to The Beam Hanger System can be fully 1 concealed and housed into the members the main or secondary member ® CD © The Beam Hanger System can not be fully Allowable Load Evaluation concealed IThis category identifies the approval bodies that The Beam Hanger System can be pre-installed have awarded the Beam Hanger System with the ® in a shop to the members before arriving on - The appropriate certifications. site O The allowable loads for the Beam Hanger Number of Fasteners to Install 1 System were analyzed using the ICC-ES This category shows a summary of the number of fasteners required for fastening the system. The �A minimum screw quantity required for the Beam 111 0., European Technical Approval (EU) Hanger Systems is presented on the left and the maximum quantity on the right. The S indicates single connections, and D double connections 1 C) Canadian Construction Materials Centre III I 1 I I 5 60 120 ■ "`� International Code Council f Cost to Capacity Ratio Fire Rating This category shows a general cost to capacity ratio Ir This catagory identifies the fire rating method for the within the Beam Hanger Systems. This is meant to Beam Hanger systems. provide the designer with information on the cost of the Beam Hanger System relative to the capacities I o Full scale fire testing certifying system for reached. M,'® 1.5 hours fire rating I (41 Fire design may be calculated up to 3 I I hours $klp $$/kip $$$Alp I13 NOTES TO THE DESIGNER 1 I 1. Allowable loads are derived in accordance with Allowable Loads Derivation ASTM D 7147-11. Values given in the design tables are ASD equivalent and need to be Allowable loads presented in this design guide was adjusted in accordance with all parameters listed calculated following the recognized data analysis in the NDS-2018. presented in ICC-ES Acceptance Criteria and ASTM 11 standards. 2. Allowable loads provided are the maximum load that a connection is designed to resist. Fastener allowable loads were evaluated following -c0 3. Connectors in combination with carbon steel the analysis presented in ICC ES AC13. ASSY fully 5 ASSY VG CSK fasteners are to be used in dry threaded fasteners are in accordance with the ICC service conditions and temperatures below 150E evaluation report; ESR-3178. ._o so that CM = 1.0 and Ct 1.0. co al 4. Connectors are to be aligned with the resultant Typical Load Application co vertical force, with the plates installed a" symmetrically about the vertical axis. Horizontal Load eccentricities shall be avoided. Load co 5. Connectors, if subjected to rotational forces, Z-, O Secondary member_ E— must be designed accordingly and appropriate / - ,t additional measures must be defined bythe Secondary member O = designee m f 111 6. If splitting of the wood or wood-based material is observed during installation or prior to installation ,./„ ■ k of the fasteners, a design professional must be /% contacted immediately, and appropriate measures must be taken. In case of fastener damage or Typical Beam to Girder Typical Post to Beam breakage, a design professional must also be Installation Installation notified. I 7. Pilot holes may be used to facilitate the installation of the fasteners for the sake of greater precision. Pilot hole diameters shall not exceed 60% of the outer thread diameter of the fastener. 8. Allowable loads may exceed the shear capacity of the glulam member or cross-laminated timber or other material properties. The specifying designer must verify the capacity of all members of the connection accordingly. 111 9. Installation must respect all minimum beam size requirements. 10. Connection geometry requirements must be 11 respected, otherwise connections must be reinforced. 11. Listed allowable loads apply to different timber species according to their respective specific gravities (G) as per NDS-2018. I I 14 I _ .'✓en[F" s ^r.1rr.rs^Y":. ..� i n r errl1, Je n'Fff�?'; a` _``� _ '. ., r 7 f. � 5 . f ~ 3 R 1 S. 0 8 `..1,, 1 h. y N Q xFw. 'y L C al AA t' 0. 1 T; L zfi. si I—___ '- \ / / �e 11 i* r x ' fJjj1 Y GIGANT 120 X 40 1 Connector Parameters and Dimensions I Compatible Material Load Rating I M$ El Fire Rating Installation Possibilities (......) ,j, :-..',, 1,. 1 ' x © O ® • - x o uy rpm 3h M h c _ v Number of Fasteners to Install I � 111III a 5 60 120 — i Ratio Cost/Capacity 1 • $/kip $$/kip $$$/kip I 1-5/8" 1-1/16" I Table 2.1 Allowable Loads for GIGANT 120 x 40 Fasteners Allowable Loads[Ibs] Min.Beam Specific Item# Gravity Primary Member Secondary Member Size [G] Down Load Uplift Type Quantity Type Quantity 0.42 Gigant CSK Gigant CSK 03 N E. (SPF) 3/8"x 3-1/8" 3 3/8"x 4-3/4" 3 1,090 a) 0 1- o x x z N bo Q� ¢ M 0.49 Gigant CSK Gigant CSK d w (D.Fir) 3/8"x 3-1/8" 3 3/8"x 4-3/4" 3 1,230 co II Table 2.2 Geometry Requirements - Minimum and Maximum Distances (amain, asec) main sec Beam Depth 6-1/4" 7-3/4" 9-1/4" 10-3/4" 12-1/4" 13-3/4" 15-1/4" 16-3/4" 18-1/4" amain& min 3/4" aye. max 3/4" 3/4" 1-1/4" 1-3/4" 2-1/4" 2-5/8" 3-1/8" 3-1/2" 4" 111 Notes: 1, Allowable loads listed are only valid for Allowable Stress Design in the USA. 2. Allowable loads listed are only valid using listed Gigant CSK screws. 3. Allowable loads listed are only valid for dry service condition(CH 1.0). 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. >3/8„ '3/8„ 5. Connector placement must respect the requirements presented in the adjacent figures. 6. All connection design must meet all relevant requirements of the Notes to the Designer ~0- section. - 7. The secondary member must be prevented from twisting. a . 7 main + ?3/4" II8. All icons are described in section How to use this guide°on page 9. 9. maxmum value for and theo table 2.2,the designer is permitted to interpolate) where the wood Maximum distances do not apply primary post/column ( m" line of the force. grain parallelto nma Vcgolumn members the 110. For bea than sizes not listed inn PP deeper1 . For he listed beams in table 2.2,the designer may extrapolate maximum value of Co i ar",and am.. 6 v3 v `— lil II I >_3/4" V.V. 16 Primary Member Secondary Member i GIGANT 150 X 40 IConnector Parameters and Dimensions ICompatible Material Load Rating 0 CO El . . (rot kJ . i 0 to I Fire Rating Installation Possibilities ,Ir1',�'I• e I003. O 1 ® G) ® ' I\ Z © ® 6 • • I Number of Fasteners to Install O ® ® o 1 x I I I I I I I O�/ O 5 60 120 Ratio Cost/Capacity 1 I I I I r 1 I $�iP $$/kip $$$/kip • A if ITable 3.1 Allowable Loads for GIGANT 150 x 40 1-5/8" 1-1/16" Fasteners Allowable Loads[Ibs] Min Beam Specific I Item# . Gravity Primary Member Secondary Member Size [G] Down Load Uplift Type Quantity Type Quantity 0 o c 1 0.42 Gigant CSK Gigant CSK • r1 >< o 4 4 1,640 m c.in o (SPF) 3/8"x 3-1/8" 3/8"x 4-3/4" 2 r O - a ' H o a7) aM 0.49 Gigant CSK 4 Gigant CSK 4 1,910 ° a I t� E.,- 3 N (D.Fir) 3/8"x 3-1/8" 3/8"x 4-3/4" I Table 3.2 Geometry Requirements - Minimum and Maximum Distances (amain, ase) Beam Depth 7-7/8" 9-3/8" 10-7/8" 12-3/8" 13-7/8" 15-3/8" 9-3/4" 18-3/8" 19-7/8" amain& min 3/4" Illaa. max 7/8" 1-3/8" 1-3/4" 2-1/4" 2-3/4" 3-1/4" 1-1/2" 4-1/8" 4-1/2" Notes, 1. Allowable loads listed are only valid for Allowable Stress Design in the USA. I2. Allowable loads listed are only valid using listed Gigant CSK screws. 3. Allowable loads listed are only valid for dry service condition(CH 1,0). z 3/8" i 3/8" 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. 5. Connector placementmust reeeed the requirements ant remeresens of ed in the tohentesigner 11=1111 6. All connection design must meet all relevant requirements of the Notes to the Designer a ?3/4" section. 'main 7. The secondary member must be prevented from twisting. 8. All icons are described in section"How to use this guide"on page 9. I !;�' 9. Maximum distances do not apply to primary post/column members(a,,„"),where the wood " 10. For the sizes pline of the force. " • 0 bili beam value s n and a table 3.2,the designer is permitted to interpolate theI O — - , grain direction is parallel to the ma not listed in .' 11. For deeper than listed beams in table 3.2,the designer may extrapolate maximum value of '� 0 a,,and a,,,,, 0 I j I >_3/4" asec Primary Member Secondary Member 17 GIGANT 180 X 40 I Connector Parameters and Dimensions I Compatible Material Load Rating ' .,, 2 0iij 4 Ms& El • . ® i Fire Rating Installation Possibilities O 1 ' o ® ® 00 v 1 6 x up to 3hLO 0 ® M z Number of Fasteners to Install 0 I 9 a I C..9 yl 3 ` 1 1 1 I I I 0 5 60 120 IV Ratio Cost/Capacity I tilll +� I e II1 $/kip $$/kip US/kip hod Table 4.1 Allowable Loads for GIGANT 180 x 40 • 1-5/8" 1-1/16" Fasteners Allowable Loads[Ibs] Min. Beam Specific Item# Gravity Primary Member Secondary Member Size [G] Down Load Uplift Type Quantity Type Quantity 0 0 x 0.42 Gigant CSK Gigant CSK `o, co co 0 <? (SPF) 3/8"x 3-1/8" 6 3/8"x 4-3/4" 6 2,180 •a CO o m a a x o - a zm co n -..50.49 Gigant CSK Gigant CSK ' a N (D.Fir) 3/S"x 3-1/8" 6 3/8"x 4-3/4" 6 2,460 Table 4.2 Geometry Requirements - Minimum and Maximum Distances (amain' asec) Beam Depth 8-3/4" 10-1/4" 11-3/4" 13-1/4" 14-3/4" 16-1/4" 17-3/4" 19-1/4" 20-3/4" am ,,,& min 3/4" aSeC max 3/4" 1-3/4" 2-1/8" 2-5/8" 3" 3-1/2" 3-7/8" 4-3/8" 4-3/4" ii Notes: 1. Allowable loads listed are only valid for Allowable Stress Design in the USA. z 3/8" >_3/8" 2. Allowable loads listed are only valid using listed Gigant CSK screws, '_. • 3. Allowable loads listed are only valid for dry service condition(CAS 1.0). 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. a , —3/4" II 5. Connector placement must respect the requirements presented in the adjacent figures. 6. All connection design must meet all relevant requirements of the Notes to the Designer section. .. 7. The secondary member must be prevented from twisting. 0 8. All icons are described in section"How to use this guide'on page 9. • 0 9. Maximum distances do not apply to primary post/column members(a.,,),where the wood Q grain direction is parallel to the line of the force, - -_ T 10. For the beam sizes not listed in table 4.2,the designer is permitted to interpolate thekik °' O maximum value for a and a . O 11. For deeper than listed beams in table 4.2,the designer may extrapolate maximum value of , 0. a anda ',..:• Liii • 0 ,,, 3/4" _ . a sec 18 Primary Member Secondary Member ----_ - -- -- "1" 4,---- ---,-_ ----* --____ ---- -_.... ,_..., ...""••••••,........4..... -7"---,-.... ._-7-- ------ 441 ...,. ... :- -1---=:-. .-• - --------" ---------"------______. - --_,_ ,__-....z.,....... "•-------- ------------............._ --:-_--_--____ _. ---...:„..._•-- 1,_.-- - ,,_-------:-._ r----____ --------- ._ - -- "'"....-^,....„. -.----- -.._ ,IL 4„.„ -----__ ---. --.... ....-- --- - ..„, -... --...„. ,....... ,,. .......'''.....„ ......_„_ --Z:E.''' .--- I'' •-• .'-'. *' ... ..._ ....... ._:,.'"... t..... ...-.. ....... ..... -.- II i ... I '-.. P .... .404- .... _ 1.... - , III iv . 1 1 -..... • g lot .401P , . I, ,. , 7:-...... _._ i 00 , , 0_, 1 1 i I I pl ' ' lk ... ..., 1, r Air ) ----:- i I 1 r' 1 I '1 ' I t I LA i . 1 , A -— , . J.01 A ijj i II if it 4 t' 1 411 .....- . ,c.. „ .4..,_ . i. I 1 1. 1 .II ... . h„....._ . - , -IIIIIII II lir H 1 fliff [ril Milli NI , _ , ii or 440 f 1 ,HI it full ! 111111 ---- Inn im '411111IiiMIIII _1.. 4 1 , 4, L. .,J-4.- th- ' am.., • 6 *.,71,,IINCL 1; ,,leptf. --. .... _ 11,••:,...- • .4'••11••____ 1 *....- El !Ism., i Rocky Ridge YMCA ... .......... • „......„. .....son.., .1 Calgary,Alberta 2016 ' -- — ..............,__. .mug .. ...,1,0„,„_,„„00-7 I ......„.0 --, low.mmigiamp.. - pr, sa FA T 44 ,— •-,. umwom- RICON S VS 140 X 60 1 Connector Parameters and Dimensions I Compatible Material Load Rating I © © 00 �I& o o I Fire Rating Installation Possibilities • • 0 0 ® 0 -, CD > Number of Fasteners to Install cn s oD ` 49' Z I + I I I I I I • 0 5 60 120 y . - • 2 Ratio Cost/Capacity 'I . I $ sip US/kip 2-3/8" 1" Table 5.1 Allowable Loads for RICON S VS 140 x 60 1 Fasteners Allowable Loads[Ibs] Min. Beam Specific Item# Size Gravity Primary Member Secondary Member Floor Snow Roof [ ] Type Quantity Type Quantity Co=1.0 Co 1.15 Cp 1.25 Uplift Z y m 0.42 7 7 2,440 2,800 3,050 II re coo 7,-. (SPF) VG CSK 10 VG CSK 10 3,370 3,870 4,210 o - X v 5/16"x 3-1/8" 5/16'x 6-1/4" I Z o N 0.49 7 7 2,690 3,090 3,360 oc r co y (D.Fir) 10 10 3,710 4,260 4,630 o O y o 0.42 14 14 4,140 4,760 5,180 =a Q > 8 1--- (SPF) m 8 VG CSK 20 VG CSK 20 5,720 6,570 7,150 co - .sr5/16"x 3-1/8" 5/16"x 6-1/4" Eac — 0.49 14 14 4,570 5,250 5,710li D V N VD O ' o (D.Fir) 0 20 20 6,300 7,240 7,870 Notes: 1. Allowable loads listed are only valid for Allowable Stress Design in the USA. 111 2. Allowable loads listed are only valid using listed ASSY screws, 3. Allowable loads listed are only valid for dry service condition(CFI 1.0). 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. 5. Connector placement must respect the requirements presented in the Connection Geometry Requirement Section(p.21).If not fulfilled,additional reinforcement in accordance with Reinforcement Section(p.64-69)must be applied. 6. The secondary member must be prevented from twisting. 7. All icons are described in section"How to use this guide"on page 9 0 0 8. Screw installation must follow the patterns presented under the design table. • • • • 9. All connection design must meet all relevant requirements of the Notes to the Designer section. ,- • • •,':. .;� ® . • I i • •• , , Pattern with r ® 7/14 screws ,r y: 10/20 screws 20 0 .2r I IConnection Geometry Requirements I Table 5.2 Minimum and Maximum Distances (amain, asee) Beam Depth 7-1/8" 9" 10-1/2" 12" 13-1/2" 15" 16-1/2" 18" 19-1/2" 21" 22-1/2" 24" amai & min 3/4" IaSeC max 3/4" 1-1/4" 1-5/8" 2-1/8" 2-1/2" 3" 3-3/8" 3-7/8" 4-1/4" 4-3/4" 5-1/4" 5-5/8" Notes: 1. The connector may be used without reinforcement if a„,`-[ame,,&a,,,,I<_am,:If a,,,>am,,the connection must be reinforced following the J reinforcement section sdo no4-69). �n 2. Maximum distances do not apply to primary post/column members(amp,n),where the wood grain direction is parallel to the line of the force. 3. For the beam sizes not listed in table 5.2,the designer is permitted to interpolate the maximum value fora and a . XI 4. For deeper than listed beams in table 5.2,the designer may extrapolate maximum value of a,,and e,,,, z I Cn C cn > A 3/4" L.3/4' O - - x rn ■ >3/4" ■■� o amain mil ` '. Ito @ OM oug 0,,OEit o Single Ricon 0 10 ° iEttp) 1 ,,,,, V ?3/4' asec >_3/4" i 3/8" ?3/4" ! M�3/4' ■■ F� p� amain• ----- Vil ` .. _ � �7ic� � '✓tiP e @ 0MMI I � 0 0 0 0 0 0 0U?___ 00 Double Ricon �0 o ® es • 0 0 0 0 1iiL 1 IJq >3/4" ■ a IPrimary Member Secondary Member I 1 I I21 RICON S VS 200 X 60 1 Connector Parameters and Dimensions I Compatible Material Load Rating I 4 © 44 M' a el Fire Rating Installation Possibilities p co CV • ° O > Number of Fasteners to Install • o 0 o + + I 1 I 1 I I I • O O. U_ 5 60 120 •,. ° Ratio Cost/Capacity . 0 + •Irl 0 l l 1 I I $/kfp $$skip $$$/kipI 2-3/8" 1" Table 6.1 Allowable Loads for RICON S VS 200 x 60 Fasteners Allowable Loads[Ibs] Min. Beam Specific Item# Gravity Primary Member Secondary Member SizeSnowRoo f G [ ] C =1.0 C =1.15 C =1.25 Uplift Type Quantity Type Quantity o 0 0 D y rn 0.42 8 8 2,730 3,130 3,410 o ce to (SPF) VG CSK 16 VG CSK 16 4,800 5,520 6,000 o K o x 5/16"x 3-1/8" 5/16"x 6-1/4" Z o N 40 49 8 8 3,000 3,450 3,750 rn " (D.Fir) 16 16 5,290 6,080 6,610 co o . p rn 0 iv 0.42 16 16 4,640 5,320 5,790 a a U > o r (SPF) m a VG CSK 32 VG CSK 32 8.160 9,380 10,200 (0w0coo x m o N 0.49 5/16"x 3-1/8" 16 5/16"x 6-1/4" 16 5,100 5,860 6,370 1 0 w o m^ (D.Fir) 32 32 8,990 10,330 11,230 Notes: 1. Allowable loads listed are only valid for Allowable Stress Design in the USA. 2. Allowable loads listed are only valid using listed ASSY screws. 3. Allowable loads listed are only valid for dry service condition(CM 1.0). 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. 5. Connector placement must respect the requirements presented in the Connection Geometry Requirement Section(p.23).If not fulfilled,additional reinforcement in accordance with 0 0 • • Reinforcement Section(p,64-69)must be applied. • ,• •_ • 6. The secondary member must be prevented from twisting. q :ft. 7. All icons are described in section"How to use this guide"on page 9. , .• 8. Screw installation must follow the patterns presented under the design table. • • 9, All connection design must meet all relevant requirements of the Notes to the Designer section. • • 0 .:• •'s. 0 • ••o ; • o • •' o '• •Io • � . Pattern with . .• 8 116 screws • • A • • 16/32 screws' I 22 e I N., I IConnection Geometry Requirements i Table 6.2 Minimum and Maximum Distances (amain, a.) 1111 Beam Depth 9-1/2" 10-1/2" 12" 13-1/2" 15" 16-1/2" 18" 19-1/2" 21" 22-1/2" 24" 25-1/2" 27" I amain s, min 3/4" a�� max 3/4" 1-5/8" 2-1/8" 2-1/2" 3" 3-3/8" 3-7/8" 4-1/4" 4-3/4" 5-1/4" 5-5/8" 6-1/8" 6-1/2" Notes: 1. The connector may be used without reinforcement if am„5[am,,,&a ]s a„,..If a,,,>amm.,the connection must be reinforced following the I reinforcement section(p.64-69). 2. Maximum distances do not apply to primary post/column members(a,,,,),where the wood grain direction is parallel to the line of the force. 3. For the beam sizes not listed in table 6.2,the designer is permitted to interpolate the maximum value for a,,,and a,mi� O 4. For deeper than listed beams in table 6.2,the designer may extrapolate maximum value of a,,,and a,",, Z 0, >_3/4" >_3/4" ► 4 115 ni cn N ■ a 3/4" c) amain ,j ,�, X -- v 'h'C O tto .. 00. I El . or, 0 in. o0 ,f3 0 0 Mg 0 0 o Single Ricon 0 Q`0 Q•C) a _ • asec • ► i---t ► 41 IIamain ?3/4" � � o ciz ® I ■ys �yy, o .. B p® 0 0 ® 0 0 © 0 0 0,, 0 0 0 __ Double Ricon �0 ©70` ? �e Q•® w° .® 0' 0 e e ica e e o o 61-''0 no III >_3/a° MIMIO a sPX A if V 17 \sil Primary Member Secondary Member I I $ 23 RICON S VS 200 X 80 t Connector Parameters and Dimensions I Compatible Material Load Rating I © © 04 �. o • Fire Rating Installation Possibilities • . • M 0 LO © ® ® •• O • • o .• NI. ii > Number of Fasteners to Install •; a • co s 0 • o • ill 0 1 �I I I� I 1 t •.. -..• _� 5 60 120 Ratio Cost/Capacity �'; •r • 1 . I i 1 Skip SS/kip SU/kip 0 0 4 I lif 3-1/8" 1" Table 7.1 Allowable Loads for RICON S VS 200 x 80 1 Fasteners Allowable Loads[Ibs] Min. Beam Specific Item# Gravity Primary Member Secondary Member Size G Floor Snow Roof [ ] C =1.0 C =1.15 C -1.25 Uplift Type Quantity Type Quantity o 0 0 O (n W - 0.42 8 8 3,690 4,240 4,610 I o 2 N o m (SPF) VG CSK 16 VG CSK 16 6,890 7,920 8,610 coLii o a 3/8"x 4" 3/8"x 7-7/8" 0 49 8 8 4,060 4,660 5,070 c w w ^ (D.Fir) 16 16 7,580 8,710 9,470 v O rn ID - 0.42 16 16 6,450 7,420 8,060 n N U o (SPF) 32 32 12,050 13,860 15,060 W 2 to oo m' VG CSK VG CSK ..-1 O X co c a 0.49 3/8"x 4" 16 3/8"x 7-7/8" 16 7,100 8,150 8,870 1 O o co (D.Fir) (332 32 13,260 15,240 16,570 Notes, 1. Allowable loads listed are only valid for Allowable Stress Design in the USA. 2. Allowable loads listed are only valid using listed ASSY screws. 3. Allowable loads listed are only valid for dry service condition(C5=1.0). 4, Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. 5, Connector placement must respect the requirements presented in the Connection Geometry Requirement Section(p.25).If not fulfilled,additional reinforcement in accordance with - Reinforcement Section(p.64-69)must be applied. .;, O 1. 0 0 6. The secondary member must be prevented from twisting, • `• • O 7. All icons are described in section"How to use this guide"on page 9 8. Screw installation must follow the patterns presented under the design table. • • •; , } 9. All connection design must meet all relevant requirements of the Notes to the Designer section. O `i. • i 4 O '• • O 0 • O • • Q • - Pattern with 5 v 8l 16 screws • • '- Oki • 16/32 screws 24 iti1 I '1 Connection Geometry Requirements g Table 7.2 Minimum and Maximum Distances (amain, ase0) Beam Depth 9-1/2" 10-1/2" 12" 13-1/2" 15" 16-1/2" 18" 19-1/2" 21" 22-1/2" 24" 25-1/2" 27" min 3/4" amain a. max 3/4" 1-5/8" 2-1/8" 2-1/2" 3" 3-3/8" 3-7/8" 4-1/4" 4-3/4" 5-1/4" 5-5/8" 6-1/8" 6-1/2" Notes: 1. The connector may be used without reinforcement if a."s[ate&a,,,]<—a„, If asg>a"W,the connection must be reinforced following the I reinforcement section(p.64£9). 2. Maximum distances do not apply to primary post/column members(a,�"),where the wood grain direction is parallel to the line of the force. 3. For the beam sizes not listed in table 7.2,the designer Is permitted to interpolate the maximum value for a and a,,a, XI 5 4. For deeper than listed beams in table 7.2,the designer may extrapolate maximum value of a.0and a„",,. W I >—3/4" >3/4" UCO• I ► 'Al NJ• O >3/4 O amain� \ - x o a o o U, .00a o bo a a'o ..) . o Single Ricon S •o 0 0 e x0 :y m" i a g- b.> 9. d _. a sec • �4 ► T 41- amain ?3/4" A O O 0 O O 0, I,® i—.. ®' Cc CI 0\3 C}) `cep'— 3 a" .,0 3 0 ® 00 00 ®• to 00' Double Ricon S o 0 0• o a o• S O O a• •o 0 0 r�e ® a -- e a e — :e a ei: -v a ® - 0 0 g 0 c �0 0 e D 0 (�0 o a i-. 00?_ 0 0 0 0 I —tIn [cam ` •0 0^•O 0 0 0 0 0 0 0 0 0 to a4_ >_3/a" a Primary Member er • Secondary Member I II 25 RICON S VS 290 X 80 I Connector Parameters and Dimensions ICompatible Material Load Rating © © O4 ® A 0M III Fire Rating Installation Possibilities 0 • o co • O • ycr) O ® ., o le) o ixM O o > Number of Fasteners to Install CO r • I CO s o I. 0 • p Ai 0 I i I i 1 I P1,.. 0 .1 U 5 60 120 e. O 111) Ratio Cost/Capacity :=;v [ ill I I 1 I $/kip $$/kip $$$/kip I :S"� N ► 4.4► 3-18" 1" Table 8.1 Allowable Loads for RICON S VS 290 x 80 t Fasteners Allowable Loads[Ibs] II Min. Beam Specific Item# Size Gravity Primary Member Secondary Member Floor Snow Roof [ ] Type Quantity Type Quantity Cp 1.0 Cp 1.15 Cp 1.25 Uplift Qco 2 0.42 12 12 5,260 6,040 6,570 I 8 o x (SPF) VG CSK 20 VG CSK 20 8,340 9.590 10,420 0 w O0 no d 3/8"x 4" 3/8"x 7-7/8" C7 c N 0 49 12 12 5,790 6,650 7,230 c Z w N '4' - rn y "' r (D.Fir) 20 20 9,100 10,460 11,370 -°'o '0 O vim 0.42 24 24 9,200 10,570 11,490 �'n v1 o x (SPF) VG CSK 40 VG CSK 40 14,590 16,780 18,230 co °' 3/8"x 4" 3/8"x 7-7/8" 1 m c N 0.49 24 24 10,130 11,630 12,650 W N ai o `q o (D.Fir) 40 40 15,920 18,300 19,890 Notes: 1, Allowable loads listed are only valid for Allowable Stress Design in the USA. 2. Allowable loads listed are only valid using listed ASSY screws. 3. Allowable loads listed are only valid for dry service condition(CM1=1.0). 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. 5. Connector placement must respect the requirements presented in the Connection Geometry • • • • Requirement Section(p.27),If not fulfilled,additional reinforcement in accordance with . . .. . Reinforcement Section(p.64-69)must be applied. • „ 6. The secondary member must be prevented from twisting. • • ' • 7. All icons are described in section'How to use this guide"on page 9. • 0 • V • • U • 8. Screw installation must follow the patterns presented under the design table. 40 O - 0 9. All connection design must meet all relevant requirements of the Notes to the Designer section. ♦ • f •, • o • 0 • 0 •.. • o •. a o _• 0 • 0 s 0 Pattern with 0 ., • o . • al O 12/24 screws • 20 l 40 screws 26 1 1 IConnection Geometry Requirements Table 8.2 Minimum and Maximum Distances (amain, asec) Beam Depth 13" 13-1/2" 15" 16-1/2" 18" 19-1/2" 21" 22-1/2" 24" 25-1/2" 27" 28-1/2" 30" amain min 3/4" 1 asec max 3/4" 1-1/4" 2-3/4" 3-3/8" 3-7/8" 4-1/4" 4-3/4" 5-1/4" 5-5/8" 6-1/8" 6-1/2" 7" 7-1/2" Notes: 1. The connector may be used without reinforcement it a,,,s[a,,,&a, �,]s a„ .If a e>ama,the connection must be reinforced following the reinforcement section(p.84-69). i c maN X 2, Maximum distances do not apply to primary post/column members(a,,,,,,,),where the wood grain direction is parallel to the line of the force. 3. For the beam sizes not listed in table 8.2,the designer is permitted to interpolate the maximum value fora and a n 4. For deeper than listed beams in table 8.2,the designer may extrapolate maximum value of a,],and a,,, ; 0 3/4" >_3/4" CD I ► ► cn >_3/4" '�i�' _ o aioo Iv n [� G.- x l III 7�ti Ce.7� l Il 0 o Is 0 O O o o,- Single Ricon . Q at Er 00 ® D' Ct 0 B 0 IN 0 @ 0 .o "---;) 0 ..... .411filialiMil , . , 1 ?3/4" Elasec f 3/4" * z 3/8" ?3/4" Ia • 3/4" main A ,,1 �rs� 1404 h _ 4 ' 4 I ° 0 OO 00 0 0 0 0 B�'� -+ ® ,0 0 C) '4 r ) Q e 0 Ci 0: 0 0 0 Double Ricon 00 c�o co /t�J —� 0 C�7 O D OO O 0 0 00 �0 0 0 _._. 0 0 0 :0 0 0 -- .0 0 >;:: 'A e 0 '. _Q0 0 0 — O e O ..- 'O��s�, CV �t 0 , CV y�0 ,�}?� CV CV i 0 . ..-. . . 0 ..._... 0: AD N---•• 0 4 ., ii, .," ',. II0 0 °: .° 0 C>. poi, ,,,,4 .f . .4,4 _ - a 3/4" asec Primary Member Secondary Member 27 RICON XL 390 X 80 Connector Parameters and Dimensions i Compatible Material Load Rating 0000 m 0 • O •: Fire Rating Installation Possibilities � iik c. co 4� ozo C3) M�® ©� © ® 111 co •" O • 6 x Number of Fasteners to Install • O , o z s ° 0 O _V I I I I I I I .. 0 • E 5 60 120 • 0 • • 0 Ratio Cost/Capacity • 0 • I I I I • • 4 • $/kip $$/kip $$$/kip I L- 3-1/8" 1" Table 9.1 Allowable Loads for RICON S VS 390 x 80 111 Fasteners Allowable Loads[Ibs] Min.Beam Specific Item# Gravity Primary Member Secondary Member Size Floor Snow Roof [G]] Type Quantity Type Quantity Cp 1.0 Cp 1.15 Cp 1.25 Uplift Z rn 0.42 28 28 11,200 12,800 14,000 I o a o K X oo (SPF) VG CSK 28[+2] VG CSK 28[+2] 15,500 17,800 19,300 w o 3!8"x 4" 3/8"x 7-7/8" J co M 0 49 [+3/8"x 7-7/8"] 28 [+3/8"x 7-7/8"] 28 12,300 14,100 15,300 cc 0 -I Z k N V y r (D.Fir) 28[+2] 28[+2] 17,100 19,600 21,300 a Z rn 0 42 56 56 19,600 22,400 24,500 o w m x (SPF) VG CSK 56[+4] VG CSK 56[+4] 27,120 31.150 33,770 rn 3/8"x 4" 3/8"x 7-7/8" j _1 M r 0.49 [+3/8"x 7-7/8"] 56 [+3/8"x 7-7/8"] 56 21,520 24,670 26,770 x N W o (D.Fir) 56[+4] 56[+4] 29,920 34,300 37,270 Notes: 1. Allowable loads listed are only valid for Allowable Stress Design in the USA. 2. Allowable loads listed are only valid using listed ASSY screws. 3. Allowable loads listed are only valid for dry service condition(C 1.0). ' 1i '"), 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. ,„ „,,,, , F" 05. Connector placement must respect the requirements presented in the Connection Geometry L/ . 1 !� Requirement Section(p.29).It not fulfilled,additional reinforcement in accordance with 0 ' ' Reinforcement Section(p.64-69)must be applied. .- o > Q , 6. The secondary member must be prevented from twisting. r o •] 7. All icons are described in section"How to use this guide"on page 9. ^, ° ' © ' ` • o d 8. Screw installation must follow the patterns presented under the design table. £ @ #F >. 9. All connection design must meet all relevant requirements of the Notes to the Designer section. Q ill } Pattern with 28/56 screws Pattern with 28[+2]/56[+4]screws 28 I IConnection Geometry Requirements I Table 9.2 Minimum and Maximum Distances (a„,,, a ) mam sec Beam Depth 17" 18" 19-1/2" 21" 22-1/2" 24" 25-112" 27" 28-1/2" 30" 31-1/2" 33" 34-1/2" min 3/4" 1 ec� max 3/4" 1-7/8" 2-1/4" 2-3/4" 3-1/4" 3-3/4" 4-1/8" 4-5/8" 5" 5-1/2" 5-7/8" 6-3/8" 6-3/4" Notes 1 The connector may be used without reinforcement if a,,,a I am.8 aS,,]<a,,d,.If au,>a�,,the connection must be reinforced following the I reinforcement section(p,64-69). rw nan 2, Maximum distances do not apply to primary post/column members(a,,,,),where the wood grain direction is parallel to the line of the force. 3, For the beam sizes not listed in table 9.2,the designer is permitted to interpolate the maximum value fora and am.. X 4. For deeper than listed beams in table 9.2,the designer may extrapolate maximum value of a,,,and a��, Z X co w Single Ricon Double Ricon x >_3/4" >3/4" >_3/4" >_3/8" >3/4" o 4 ID ► ► 4 ► 4V • — 3/4" ?3/4„ amain W • amain} - __�_-- -- ,aZto�__. '70 0 ID Orp . 6 , , I, ,, ° © ° ° © • ° p ono ° © © © M 0 'lir' Cif' ° M. °K1r 0 'lit. .D M C) 4J 0 ° n -ems A� e 0• L_ - &L � \ •/ �- f3/4' asec 3/4" asec 2 Primary Member Secondary Member Primary Member Secondary Member Screw Location Instructions I/ 28 or 56 pcs of VG CSK 3/8"x 4" 28 or 56 pcs of VG CSK 3/8"x 7-7/8" 2 x 2 pus or 2 x 4 pcs of VG CSK 3/8"x 7-7/8" ,.,mesw.a>a nxum'�u. n1... mmuntatnmrcm+ V[N mnn , -,nlhwmnuGa tnnu I _... ' . ,_.a- Yif:wantImm ui t W1unuNAL41IDID4VB - ....a.,vn e .,vV 1,N..a�n- 54,14RSOn m5pnn¢momnum�q, — dAS v tNnlNnmugl6 r -'t u111W ,; I , naffs, ttmmwuuemuw n.., MUMSAN, +eoweu .—..—_ wueuuuuuwuk.— ilItilialn ..l _ I:91=il I met nwn� v Primary Secondary Primary Secondary Primary Secondary I Member Member Member Member Member Member I29 MEGANT 310X60 ' Connector Parameters and Dimensions i Compatible Material Load Rating I © çi 2.,3 I Fire Rating Installation Possibilities 0l"' x 0 0 ® 0 ,,... QNumber of Fasteners to Install 2"p� I wI I I I I I I 2_3/8„ 5 60 120 1 Ratio Cost/Capacity I. I i 1 1 I $/kip $$/kip $$$/kip Table 10.1 Allowable Loads for MEGANT 310 x 60 111 Min.Beam Specific Fasteners Allowable Loads[Ws]Item# Size Gravity Threaded Rod [G] Type Quantity Down Load Uplift co o. 0.42 1 pcs of M20 x 340[13-3/8"] a o VG CSK 5/16"x 6-1/4" 24 7,220 0 0 ? (SPF) Grade 8.8 m M 0p a oLin n Zif— M x a s 0 o- "v 0.49 1 pcs of M20 x 340[13-3/8"] a) w Q (D.Fir) VG CSK 5/16"x 6-1/4" 24 Grade 8.8 8,180 a) cp Notes: 1 Allowable loads listed are only valid for Allowable Stress Design in the USA. 2. Allowable loads listed are only valid using listed ASSY screws. 3. Allowable loads listed are only valid for dry service condition(CM 1.0). 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. 5. Connector placement must respect the requirements presented in the Connection Geometry Requirement Section(p.31), 6. The minimum primary member width must be>—6". 7. The secondary member must be prevented from twisting. 8. All icons are described in section"How to use this guide"on page 9. 9. Screw installation must follow the patterns presented in the figures below. 10. All connection design must meet all relevant requirements of the Notes to the Designer sectioni 41),,,, id, $ !i il Fasterners ®i Orientation Quantity • i ill • 90°, Horizontal 10 s 0 45", Inclined 14 `f 111 30 Primary Member Secondary Member I IConnection Geometry Requirements i Table 10.2 Minimum and Maximum Distances (a ma,,, asec) main sec Beam Depth 15-3/4" 17-1/4" 18-3/4" 20-1/4" 21-3/4" 23-1/4" min 1-1/4" a, I a & a max 2-3/8" 3-7/8" 4-3/4" 5-1/4" 5-5/8" 6-1/8" Notes' 1 Maximum distances do not apply to primary post/column members(a,„,,),where the wood grain direction is parallel to the line of the force. 2. Please refer to the"Hardware°setion,page 10,to see MEGANT components in detail.I 3. For the beam sizes not listed in table 10.2,the designer is permitted to interpolate the maximum value for a.e,and aman. m 4. For deeper than listed beams in table 102,the designer may extrapolate maximum value of a and a,,,,,. K D 1 Z 1 I C L.3/4" >_3/4" ► CO X amain ?3/4" 0 S, — —A tad ilik a -- Me vs 0 1 a„S 1 >_3/4" : a • sec Primary Member Secondary Member I 1 Location Instructions - Connector Plates and Screws Screws Pointing 'A"Facing Upward "8"Facing Upward Upwards / N. f// 1-5/8" ~ N iN N^ 10 .r+ rti =--- �, ! \� -! I II __.__ . ! �rH� \\ `a I _- c _ {= Screws Pointing Downwards nallillEIMI \\ IPrimary Member Secondary Member 31 MEGANT 430X60 I Connector Parameters and Dimensions Compatible Material Load Rating 1 CO ETA El M� 2"= ,? ,I _ Fire Rating Installation Possibilities II X �® Q ® ® r EY,� ®' v QNumber of Fasteners to Install C' ey ,I wI 1 + 1 I I I I " G L M 5 60 120 = r. �+ � • 2 ,i « . Ratio Cost/Capacity ..--► 2-3/8" I 1 I 1 1 $/kip $$/kip $$$/kip Table 11.1 Allowable Loads for MEGANT 430 x 60 Allowable Loads Ibs i Min. Beam Specific Fasteners [ ] Item# Gravity Threaded Rod Size [G] Type Quantity Down Load Uplift to 000 I X o _ 0.42 VG CSK 5/16"x 6-1/4" 32 1 pcs of M20 x 460[18-1/4"] 11,350 rn �o 0 N (SPF) Grade 8.8 4) a o -0 1— p CV Z xr x v a oo 0.49 1 pcs of M20 x 460[18-1/4"] o VG CSK 5/16"x 6-1l4" 32 12,830 a)CD [w (D.Fir) Grade 8.8 co Notes: 1. Allowable loads listed are only valid for Allowable Stress Design in the USA. 2. Allowable loads listed are only valid using listed ASSY screws, 3. Allowable loads listed are only valid for dry service condition(Ce 1,0). 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. 5. Connector placement must respect the requirements presented in the Connection Geometry Requirement Section(p.33). 6. The minimum primary member width must be i 6". 7. The secondary member must be prevented from twisting. 8. All icons are described in section"How to use this guide"on page 9, 9. Screw installation must follow the patterns presented in the figures below. 1 10. All connection design must meet all relevant requirements of the Notes to the Designer section. di AAA M M� *- EN; y■ M Fasterners ^ I w Orientation QuantityM� • 90°,Horizontal 10 _�►r+ I'll 45", Inclined 22 32 Primary Member Secondary Member 1 I IConnection Geometry Requirements i Table 11.2 Minimum and Maximum Distances (amain, asec) Beam Depth 20-1/2" 22" 23-1/2" 25" 26-1/2" 28" 29-1/2" 31" 32-1/2" I ama,�& min 1-1/4" asap max 2-3/8" 3-7/8" 5-3/8" 6-5/8" 7-1/8" 7-1/2" 8" 8-3/8" 8-7/8" Notes: 1. Maximum distances do not apply to primary postiolumn members(a,,,,),where the wood grain direction is parallel to the line of the force. 2. Please refer to the"Hardware"setion,page 10,to see MEGANT components in detail. 5 man aR �, 3. For the beam sizes not listed in table 11.2,the designer is permitted to interpolate the maximum value fora and a (fl 4. For deeper than listed beams in table 11.2,the designer may extrapolate maximum value of a and a . C) D Z I >_3/4" 2 3/4" — -P 4 i 4 CO O a =>_3/4" X main I I 44 ® 11 ® ® ® 1t ® i ® ia Cot Q. I d 2 3/4" • ® --f asec Primary Member Secondary Member Location Instructions - Connector Plates and Screws I Screws Pointing "A"Facing Upward "B"Facing Upward Upwards \ I o .7711!" 1-5/8" Screws Pointing Downwards \\ IPrimary Member Secondary Member 33 MEGANT 550X60 I Connector Parameters and Dimensions I Compatible Material Load Rating I 0 ®gikEl 2„ Jei Fire Rating Installation Possibilities I,. M . 0M , co O� © ® ® ®o MGM P. M X I LO M ® M s '9M ads LO N N z Number of Fasteners to Install iss N m jM N ��. I Q 4 M*� w I iN 'A W I I � I I I I II 11. 5 60 120 �I Ratio Cost/Capacity M M M:M 1 r I r I I 2" . • $/kip $$/kip $$$/kip A\ 2-3/8" Table 12.1 Allowable Loads for MEGANT 550 x 60 I Min.Beam Specific Fasteners Allowable Loads[Ms]Item# Size Gravity Threaded Rod [G] Type Quantity Down Load Uplift CO 0.42 1 pcs of M20 x 580[22-7/8"] cn 1 o VG CSK 5/16"x 6-1/4" 40 12,830 h m ? (SPF) Grade 8.8 v N C. r O N N Z ,n x o a oo 0.49 1 pcs of M20 x 580[22-7/81 w ce o� (D.Fir) VG CSK 5/16"x 6-1/4" 40 Grade 8.8 12,830 a, w Notes: 1. Allowable loads listed are only valid for Allowable Stress Design in the USA. 2. Allowable loads listed are only valid using listed ASSY screws. 3. Allowable loads listed are only valid for dry service condition(CM 1.0). 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity 5. Connector placement must respect the requirements presented in the Connection Geometry Requirement Section(p.35). 6, The minimum primary member width must be>_6". C....- 7, The secondary member must be prevented from twisting. _... 8, All icons are described in section'How to use this guide"on page 9. w 9, Screw installation must follow the patterns presented in the figures below. R }-- 0 10. All connection design must meet all relevant requirements of the Notes to the Designer section.. •■ --- :1 Qr---- M N as I MIg M -� ®r— Fastemers _0 Orientation Quantity " �NIr+ -- • 90°, Horizontal 10 -- - 0 45", Inclined 30 34 Primary Member Secondary Member IConnection Geometry Requirements Table 12.2 Minimum and Maximum Distances (amain, as„) I Beam Depth 25-1/4" 26-3/4" 28-1/4" 29-3/4" 31-1/4" 32-3/4" 34-1/4" 35-3/4" 37-1/4" 38-3/4" 40-1/4" amain min 1-1/4" a.« max 2-3/8" 3-7/8" 5-3/8" 6-7/8" 8-3/8" 8-7/8" 9-3/8" 9-3/4" 10-1/4" 10-3/4" 11-1/4" Notes: 1 Maximum distances do not apply to primary post/column members(a,,.,),where the wood grain direction is parallel to the line of the force. 2. Please refer to the"Hardware"cellos,page 10,to see MEGANT components in detail. r a ms^ 3. For the beam sizes not listed in table 12.2,the designer is permitted to interpolate the maximum value for a and a 4. For deeper than listed beams in table 12.2,the designer may extrapolate maximum value of a and a . a.3/4" a3/4„ 4. 2 __ A?3/4 amain 7 1 .-Ai y 1®fl 'Rar e ® 111 ® I ® 1°11 ® i b ®Qa i CID °•a ®M 1 >_3/4°= a sec i Primary Member Secondary Member 111 Location Instructions - Connector Plates and Screws Screws Pointing "A"Facing Upward "B"Facing Upward Upwards 1 / If// 1-5/8" \\ /y ° R 1 01 rti c � -- I,� , �� II c—rr ! iri�� c= Ei Screws Pointing allEIIIIIIIIIIIIIMI Downwards El= IPrimary Member Secondary Member 35 MEGANT 310 X 100 I Connector Parameters and Dimensions I Compatible Material Load Rating 1 © TP _ M' � 2 � $� 1 VI I Fire Rating Installation Possibilities (:100 n C w'8 1 b0 \ ( I \O ll 0 ® 40e ', M \N 44 0. M ® � 0.0 � 1- Number of Fasteners to Install a,. ills,It y5- 2 o CD 1 I + 1 1 I I I `--' 2 5 60 120 4 Ratio Cost/Capacity + I r I I I I $/kip SS/kip $$$/kip Table 13.1 Allowable Loads for MEGANT 310 x 100 I Min. Beam Specific Fasteners Allowable Loads[lbs] I Item# Size Gravity Threaded Rod Down Load U Ilft [G] Type Quantity p 0 cv a 0.42 2 pcs of M16 x 340[13-3/8'] t x toVG CSK 5/16"x 6-1/4" 34 9,280 0 o M (SPF) Grade 8.8 al-o . 0 x r u a n Z co r u 0.49 2 pcs of M16 x 340[13-3/8"] a) I w r- Lo (D.Fir) VG CSK 5/16"x 6-1/4" 34 Grade 8.8 10,510 E Notes 1. Allowable loads listed are only valid for Allowable Stress Design in the USAI 2. Allowable loads listed are only valid using listed ASSY screws. 3. Allowable loads listed are only valid for dry service condition(CM 1.0). 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentdcity. 5. Connector placement must respect the requirements presented in the Connection Geometry Requirement Section(p.37). 6. The minimum primary member width must be 6". 7. The secondary member must be prevented from twisting. 8. All icons are described in section"How to use this guide"on page 9, 9. Screw installation must follow the patterns presented in the figures below. J 10, All connection design must meet all relevant requirements of the Notes to the Designer section. En A A non 1 Ii i • Fasterners I IIIbd Y bo Orientation Quantity • 90°, Horizontal 16 I 111111A 0 45", Inclined 18 36 Primary Member Secondary Member I I IConnection Geometry Requirements ii Table 13.2 Minimum and Maximum Distances (amain, aseo) Beam Depth 1 - - 5 3l4" 17 1/4" 1 - - 83/4" 2 P 0 1/4" 21 3/4" 23 1/4" amain min 1-1/4" a. max 2-3I8" 3-7I8" 4-1/4" 4-3/4" 5-1/4" 5-314" 4 aa Notes: 1. Maximum distances do not apply to primary post/column members kJ,where the wood grain direction is parallel to the line of the force. I2. Please refer to the"Hardware"setiom page 10,to see MEGANT components in detail. w 3. Far the beam sizes not listed in table 13.2,the designer is permitted to interpolate the maximum value for a and a . 4, For deeper than listed beams in table 13.2,the designer may extrapolate maximum value of a and a rn I Z w >_3/4` L.3/4" o 1 3/4„ o amain .__. O — © °' ®® Av® Pi t - b - - - _ - I, i 3/4" asec Primary Member Secondary Member I ILocation Instructions - Connector Plates and Screws Screws Pointing "A"Facing Upward 'B"Facing Upward Upwards \ N. 7 1-543" - �� - 04 � • 11 ' _ i ; `\ \, G ,=-- , Screws Pointing �' Downwards \\ 1 Primary Member Secondary Member 37 MEGANT 430 X 100 I Connector Parameters and Dimensions i Compatible Material Load Rating © ®.. E ec io • Hi ‘f yy 11 II Fire Rating Installation Possibilities ��e • . o 10,_ 0 ® 0 11°1 '',I. t r‘ 4 .'5"-,K? Pi vision ° Mgt, v Number of Fasteners to Install e ® Z 11 0 1 1 I I 1 I 1 0 $.4 I;ii LU 5 60 120 _ Ratio Cost/Capacity illEMOI I I Skip $$/kip 3S$/kip Table 14.1 Allowable Loads for MEGANT 430 x 100 I Specific Fasteners Allowable Loads[Ibs] I Item# Min.Beam Gravity Threaded Rod Size Down Load Uplift [G] Type Quantity o - 0.42 2 pcs of M16 x 460[18-1/4"] ar VG CSK 5/16"x 6-1/4" 46 15,480rn 0 0 (SPF) Grade 8.8 <13 0 o x m d Z v W o p_qg 2 pcs of M16 x 460[18-1/4"] to (D.Fir) VG CSK 5/16"x 6-1/4" 46 Grade 8.8 17,530 Notes: 1 Allowable loads listed are only valid for Allowable Stress Design in the USA. 2. Allowable loads listed are only valid using listed ASSY screws. 3, Allowable loads listed are only valid for dry service condition(CM 1.0). 4, Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. 5, Connector placement must respect the requirements presented in the Connection Geometry Requirement Section(p.39). 6. The minimum primary member width must be a 6', 7. The secondary member must be prevented from twisting. 8. All icons are described in section°How to use this guide'on page 9. 9. Screw installation must follow the patterns presented in the figures below. 10, All connection design must meet all relevant requirements of the Notes to the Designer section. MIMI • • Ell LAi — ©��'___. It :,[[11111 -0 B 1 : - Fasterners - 8 _Orientation Quantity _ O • • 90°, Horizontal 16 - -�--- UP Q 45°, Inclined 30 rg 38 Primary Member Secondary Member I I IConnection Geometry Requirements Table 14.2 Minimum and Maximum Distances (amain, asec) 11. Beam Depth 20-7/8" 22-3/8" 23-7/8" 25-3/8" 26-7/8" 28-3/8" 29-7/8" 31-3/8" 32-7/8" amein& min 1-1/4" Iasec max 2-3/4" 4-1/4" 5-1/8" 5-5/8" 6" 6-1/2" 6-7/8" 7-1/4" 7-3/4" Notes. 1. Maximum distances do not apply to primary post/column members(amen),where the wood grain direction is parallel to the line of the force. 2. Please refer to the"Hardware"setion,page 10 to see MEGANT components in detail.I So` md1n a. 3. For the beam sizes not listed in table 14.2,the designer is permitted to interpolate the maximum value fora and a . 4. For deeper than listed beams in table 14.2,the designer may extrapolate maximum value of a and a i�t amain � ?3/4" ,..__1.. - A- /� ® Q el ® ® : ® � � ® _ I: - -- —y —_ 3/4" _ ® • a I sec Primary Member Secondary Member 1 Location Instructions - Connector Plates and Screws Screws Pointing "A"Facing Upward "B"Facing Upward UpwardsIII Ne / r/ 1-5/8' \\lir eI-MD MM* — (1, I Screws Pointing _ Downwards \\ IPrimary Member Secondary Member 39 MEGANT 550 X 100 ii i Connector Parameters and Dimensions I Compatible Material Load Rating M,g& siLdi • 2.,� o o ,- _ Fire Rating Installation Possibilities ;®0 t� r XO �® ©� el ® ® Q ie in R in Q 4, z Number of Fasteners to Install CV o e N g ® f I I I �l I I I ee 'e ® 0 2 5 60 120 8 i e Ratio Cost/Capacity • i ' M + " f 4 r® 2 ra, I r I i I • ao'';,, O • 1$/kip SS/kip $$$/kip 4 ►. 4" Table 15.1 Allowable Loads for MEGANT 550 x 100 # Ib Allowable Loads s Min. Beam Specific Fasteners [ ] Item# Size Gravity Threaded Rod [G] Type Quantity Down Load Uplift o se 8 N Eo 0.42 2 pcs of M16 x 580[22-7/8"] o, x o VG CSK 5/16"x 6-1/4" 58 19,500 c 0 `? (SPF) Grade 8.8 to no o Li) to z p_ 6_ 1 'CO6 0.49 2 pcs of M16 x 580[22-7/8"] m 0o VG CSK 5/16"x 6-1l4" 58 19,500 (1)w r (D.Fir) Grade 8.8 co Noes: 1. Allowable loads listed are only valid for Allowable Stress Design in the USA. 2. Allowable loads listed are only valid using listed ASSY screws. 3. Allowable loads listed are only valid for dry service condition(Cmt 1.0). 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. 5. Connector placement must respect the requirements presented in the Connection Geometry Requirement Section(p.41). --—------ _-- • • 6. The minimum primary member width must be 6". _..._. .._.________.__ — __. 7. The secondary member must be prevented from twisting. — — _ 8. All icons are described in section"How to use this guide"on page 9. A ®O® 9. Screw installation must follow the patterns presented in the figures below. s• SO � _� Q_ -1 10. All connection design must meet all relevant requirements of the Notes to the Designer section. In o ® e e g; 0— i 9 ®- —g 10I e _.® ®J e 6 Fasterners Orientation Quantity e. •8 •� • ye • 90°, Horizontal 16 + • 45", Inclined 42 40 Primary Member Secondary Member R, I IConnection Geometry Requirements it Table 15.2 Minimum and Maximum Distances (amain, asec) Beam Depth 25-5/8" 27-1/8" 28-5/8" 30-1/8" 31-5/8" 33-1/8" 34-5/8" 36-1/8" 37-5/8" 39-1/8" 40-5/8" min ame 8 1-1/4" 1 aseo max 2-3/8" 3-7/8" 5-3/8" 6-7/8" 8-3/8" 8-7/8" 9-3/8" 9-3/4" 10-1/4" 10-3/4" 11-1/4" 'A Notes: 1. Maximum distances do not apply to primary post/column members(a,,,,),where the wood grain direction is parallel to the line of the force. 2. Please refer to the"Hardware'setion,page 10,to see MEGANT components in detail. me 3. Far the beam sizes not listed in table 15.2,the designer is permitted to interpolate the maximum value fora and a,,,,. K 4. For deeper than listed beams in table 15.2,the designer may extrapolate maximum value of a,,,and a m D z I ?3/4" '>_3/4" "i ► t al O a 3?3/4" �( main •--- ®. 6....___- eA® • • 9•®eO I ° CI ° ® g ® ®1 9 ° ° o I ® ®a o ° l i® it- IN 111 ° eI° ® g ° i® ® o - U o ° ® o 0 ® • e _ •®d®• ° a • • : a 3/4"2 - sec 1 Primary Member Secondary Member ILocation Instructions - Connector Plates and Screws Screws Pointing "A"Facing Upward "B"Facing Upward Upwards No 1-5/8" tir \\ I' Il IrlinG - _ I e _-\\ l'il $-\-\ �_s ii I � !Il Screws Pointing immil Downwards IPrimary Member Secondary Member 41 MEGANT 310 X 150 1 Connector Parameters and Dimensions I Compatible Material Load Rating II ,,l p .. 2°= o 0 0 0 111 Fire Rating Installation Possibilities ®i® !®uo CI 0 ® © , ® x Mom I[® zNumber of Fasteners to Install 2» Ir �r uu Wt 1 t I 1 1 I 6„ UJ 5 60 120 a II Ratio Cost/Capacity 1 i I . I $/kip $$/kip $$$/kip I 1 Table 16.1 Allowable Loads for MEGANT 310 x 150 III Specific Fasteners Allowable Loads[Ibs] Item# Min. Beam Gravity Threaded Rod Size Down Load Uplift [G] Type Quantity cLe o r N v 0.42 1 pcs of M20 x 340[13-3/8"] C VG CSK 5/16"x 6-1/4" 48 12,010 1 c 0 (SPF) Grade 8.8 x 0 a a 0.49 1 pcs of M20 x 340[13-3/8"] m w o VG CSK 5/16"x 6-1/4" 48 13,600 N (D.Fir) Grade 8.8 rn Notes: 1. Allowable loads listed are only valid for Allowable Stress Design in the USA. 2. Allowable loads listed are only valid using listed ASSY screws. 3. Allowable loads listed are only valid for dry service condition(Cm=1.0). 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. 5. Connector placement must respect the requirements presented in the Connection Geometry Requirement Section(p.43). 6. The secondary member must be prevented from twisting, 7. All icons are described in section"How to use this guide"on page 9, 8. Screw installation must follow the patterns presented in the figures below. 9. All connection design must meet all relevant requirements of the Notes to the Designer section. thi-r S O 0 0IC 0 iO Fasterners r'��•b�n v Orientation Quantity • 90",Horizontal 24 45°, Inclined 24 42 Primary Member Secondary Member 1 IConnection Geometry Requirements II Table 16.2 Minimum and Maximum Distances (a a ) main' sec Beam Depth 15-3/4' 17-1/4" 18-3/4" 20-1/4" 21-3/4" 23-1/4" min 1-1/4" I ama as..& max 2-3/8" 3-1/8" 3-5/8" 4" 4-1l2" 4-7/8" Notes: 1. Maximum distances do not apply to primary post/column members(am.),where the wood grain direction is parallel to the line of the force. 2. Please refer to the°Hardware"setion.page 10,to see MEGANT components in detail. 3. For the beam sizes not listed in table 16.2,the designer is permitted to interpolate the maximum value for as,,and a„�i 4. Far deeper than listed beams in table 16.2,the designer may extrapolate maximum value of a,,,and a m D Z I >3/4" >_3/4" —I Jr-- 0-4 co :I0 a 7 main _ ?3/4^ X — A — 0 0 ® o le IP WI 0 VI 0 • • 10 WI 05 3/4" a sec IPrimary Member Secondary Member I Location Instructions - Connector Plates and Screws Screws Pointing "A"Facing Upward "B"Facing Upward Upwards \ / I \\1 d/\ \ iiiii _, / 2» Mil .„,,,,,,1 ... i1019 VI . Au I� \�..__._..._.._.._ \ _ ? Screws Pointing \ Downwards \\ \ III Primary Member Secondary Member 43 MEGANT 430 X 150 1 Connector Parameters and Dimensions I Compatible Material Load Rating I CO 0 _ 2" le o o Qo Fire Rating Installation Possibilities M* III s,�®'� `I� 0 1.0 r 0 41) ® 0 P C1 0 1— Number of Fasteners to Install 10 p CrC C C I Q N/ 1a 0 0 I I I I+ I I I ,I0 0f co 0 UJ 5 60 120 r`i di .24- 0y_ Ratio Cost/Capacity 2" I" " ° y — — — • + I , I , i � ,3//cip $$/kip SU/kip I Table 17.1 Allowable Loads for MEGANT 430 x 150 1 Specific Fasteners Allowable Loads [Ibs] Item# Min. Beam I Gravity Threaded Rod Size Down Load Uplift [G] Type Quantity o (7)"] rn (SPF) VG CSK 5/16"x 6-1/4" 64 Grade 8.8 20,020 0 ct 'n "CI NN = 7)FM x as I 0.49 2 pcs of M20 x 460[18-1/4"] aas w r- r� (D.Fir) VG CSK 5l16"x 6-1/4" 64 Grade 8.8 22,670 in 2 — Notes: I. Allowable loads listed are only valid for Allowable Stress Design in the USA. 2. Allowable loads listed are only valid using listed ASSY screws. 3. Allowable loads listed are only valid for dry service condition(C. 1.0). 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. 5. Connector placement must respect the requirements presented in the Connection Geometry Requirement Section(p.45), I 6. The secondary member must be prevented from twisting, 7. All icons are described in section"How to use this guide"on page 9. 8. Screw installation must follow the patterns presented in the fgures below. 9. All connection design must meet all relevant requirements of the Notes to the Designer section. _ 1 • • • `- k4 • 0 0 -0 0 „0 0 0 - 01I 0.. <�0 !0 / 10 0 0 0 1 C C 0 0 - 10 0 - Fasterners 0 0 0 t 0 Orientation Quantity .0 ®•0 ••®•®•• • 90°, Horizontal 24 —fl • - _ =v=_ O • • • • 45°, Inclined 40 44 Primary Member Secondary Member I IConnection Geometry Requirements I Table 17.2 Minimum and Maximum Distances (a.,,, a ) maln sec Beam Depth 20-1/2" 22" 23-1/2" 25" 26-1/2" 28" 29-1/2" 31" 32-1/2" 34" 35-1/2" 37" 38-1/2" aman& min 1-1/4" awc max 2-3/8" 3-7/8" 5" 5-3/8" 5-7/8" 6-1/4" 6-3/4" 7-1/4" 7-3/4" 8-1/8" 8-5/8" 9" 9-1/2" Notes: 1. Maximum distances do not apply to primary post/column members(am,d,where the wood grain direction is parallel to the line of the force. 2. Please refer to the"Hardware'action,page 10,to see MEGANT components in detail. 5PL ma'n na^ 3. For the beam sizes not listed in table 17.2,the designer is permitted to interpolate the maximum value fora and a . 4. For deeper than listed beams in table 17.2,the designer may extrapolate maximum value of a and a . m D Z II >_3/4„ 0.3/4" —I w a 2main I _?3/4" co NO ® ® O • -- ®® ® ®® ®® ® ®g—. • ® ® -el a I ..I , -- g ® •• - • • • I ®• •® -- • ® 1 V --- s � 3/4" a sec 1 Primary Member Secondary Member ILocation Instructions - Connector Plates and Screws Screws Pointing A"Facing Upward "B Facing Upward Upwards \ / I • \\ Vilil •w.iii 7 pix.la I.: \ \ ,il 1$1 !II cJ M �\ — iii Ili 10.11110111111. e\\ la! !HI c—r Ic— .g Screws Pointing 01111 Downwards \\ Primary Member Secondary Member 45 MEGANT 550 X 150 1 k Connector Parameters and Dimensions Compatible Material Load Rating I l CO eu M2 e a r-_-_ ®7Ar i► 00ee { Fire Rating Installation Possibilities 0.# di 0 0 0 o © 00�0 • 0 0 r © ® ® ® °0 00 ,0 0 X M ® 00000 !0 0 a 0/ 1 /° k ' 0 a ran M 1,000 10 0 z Number of Fasteners to Install N °0 '' °° N 0:0 0 0 ///0 0 W I I I O0./,°0Q 0 0 5 60 120 Ratio Cost/Capacity 0•000 B®® ® • d4l, Po 0 i 2» L—= $/kip $$/kip $$$Acip i Table 18.1 Allowable Loads for MEGANT 550 x 150 Specific Fasteners Allowable Loads[Ibs] e Item# Min. Beam Gravity Threaded Rod Size [G] Type Quantity Down Load Uplift cgo o a 0.42 3 pcs of M20 x 580[22-7/8"] o, x o (SPF) VG CSK 5/16"x 6-1/4" 80 Grade 8.8 28,030 0 in n 'n -o I- to x o n or 0.49 3 pcs of M20 x 580[22-7/8"] m UJ iv or (D.Fir) VG CSK 5/16"x 6-1/4" 80 Grade 8.8 31,730 g — ` Notes: 1. Allowable loads listed are only valid for Allowable Stress Design in the USA, Il 2. Allowable loads listed are only valid using listed ASSY screws. 3. Allowable loads listed are only valid for dry service condition(C,,1.0). 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. 5. Connector placement must respect the requirements presented in the Connection Geometry _ Requirement Section(p.47). 111 6. The secondary member must be prevented from twisting. 7. All icons are described in section"How to use this guide"on page 9. —� S ® •- 8. Screw installation must follow the patterns presented in the figures below A pp �•a• `� 9. All connection design must meet all relevant requirements of the Notes to the Designer section. ^ ^ I. 0 o 0 o ° • oM -0yoc0- 00 ois cJ 00 --0 1 ° °� 1a ° 0 o - o! v0 0 - 0 ° • 0� 0 0 0 ._ 0 • -0 C_ . Fasterners 0 0 _ 0' 0 Orientation Quantity __ ° •ma. •�• O• • 90°, Horizontal 24 IIM", - - - - p 45", Inclined 56 46 Primary Member Secondary Member 111 I IConnection Geometry Requirements ' Table 18.2 Minimum and Maximum Distances (amain' aseo) Beam Depth 25-1/4" 26-3/4" 28-1/4" 29-3/4" 31-1/4" 32-3/4" 34-1/4" 35-3/4" 37-1/4" 38-3/4" I & min 1-1/4" ase0 max 2-3/8" 3-7/8" 5-3/8" 6-7/8" 7-1/4" 7-3/4" 8-1/4" 8-5/8" 9-1/8" 9-1/2" Notes: 1. Maximum distances do not apply to primary post/column members(amain),where the wood grain direction is parallel to the line of the force. I 2. Please refer to the"Hardware"setialn,page 10,to see MEGANT components in detail. ,r man m, ma^ 3. For the beam sizes not listed in table 18.2,the designer is permitted to interpolate the maximum value fora«and a ` 4. For deeper than listed beams in table 18.2,the designer may extrapolate maximum value of a and a . C) D z 3/4"I >3/4" --II ► ► us cri amain 2?3/4" x I - - - - ® • ® • cn • • • • • • - • • - • • --• •= ' • I • • • 01 • 1 • •I • • II 1• •® • -• 16 • • • I __ —__ • • • • • • -' I • • • • - • •- - • • • •i -0 ® ®® J - If 0 — ?3/4" asec Primary Member Secondary Member ILocation Instructions - Connector Plates and Screws Screws Pointing "A"Facing Upward 'B"Facing Upward Upwards ' . f 2" U It I. iI I Screws Pointing Downwards \\ IPrimary Member Secondary Member 47 j MEGANT 730 X 150 Connector Parameters and Dimensions Compatible Material Load Rating t > E1� © • 2„; a o ®� . Fire Rating Installation Possibilities 0 r I'd 0 0 0-Y0 r 0 0 0 0 x © ® ©�Lo ® ® ® 0 0 0 e0 (0 0 0 0 0 r r0ca Of 0 1— Number of Fasteners to Install M 0 ;0 o 0 N 0.. / YO o N 0 1 I I I I I+ I ''0 FY O r 0 o' 5 60 120 ©- 0rot 0tg 0 F 111 Ratio Cost/Capacity 0 Or0 � 0 0 0 0 0 0 0 `/ 0 0' , $/kip SS/kip SU/kip 0 ' `0 t0 0 0 Y` Y v,./ 0 e P,. Table 19.1 Allowable Loads for MEGANT 730 x 150 4 6„ Specific Fasteners Allowable Loads[Ibs] Item# Min.Beam Gravity Threaded Rod Size Down Load Uplift [G] Type Quantity 0Lo 0 oN 0.42 3 pcs of M20 x 760[30"] o, I c 0 (SPF) VG CSK 5/16"x 6-1/4" 104 Grade 8.8 32,630 N Z o x J a ' 4 C 0.49 3 pcs of M20 x 760[30"] ar r- VG CSK 5/16"x 6-1/4" 104 32,630 m w r (D.Fir) Grade 8.8 rn Notes: ilEga I 1. Allowable loads listed are only valid for Allowable Stress Design in the USA. -� _- -- 2. Allowable loads listed are only valid using listed ASSY screws 3. Allowable loads listed are only valid for dry service condition(Ce 1 0). — A n ^, 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. .0 •��Iy- y 0 0 5. Connector placement must respect the requirements presented in the Connection Geometry _.._ ' Requirement Section(p.49). 0 0 0 0 6. The secondary member must be prevented from twisting. _ 7. All icons are described in section'How to use this guide"on page 9. U 0 D o- 0 0 8. Screw installation must follow the patterns presented in the figures below. 0 O 10 o © , 9, All connection design must meet all relevant requirements of the Notes to the Designer section. 0 0 0 0 0 0 0 0r d 0000 100 1 0 0 00 '0 0 1 0 10 0� 0 0 o 0 0 0 0 0 I 0 0 0 0 0 0 0 0 __ Easterners 0 O Orientation Quantity •0 0.a —J III I • 90", Horizontal 24 ]7 a tl_ IP • • • • 45", Inclined 80 ' 48 Primary Member Secondary Member I IConnection Geometry Requirements Table 19.2 Minimum and Maximum Distances (a , asec) main sec Beam Depth 33-1/8" 34-5/8" 36-1/8" 37-5/8" 39-1/8" 40-5/8" 42-1/8" 43-5/8" 45-1/8" 46-5/8" 48-1/8' 49-5/8" 51-1/8" am,; & min 1-1/4" I asec max 3-1/4" 4-3/4" 6-1/4" 7-3/4" 9-1/4" 10-1/8" 10-5/8" 11" 11-1/2" 11-7/8" 12-3/8" 12-3/4" 13-1/4" Notes: 1. Maximum distances do not apply to primary post/column members(a„a„),where the wood grain direction is parallel to the line of the force. 2. Please refer to the"Hardware"nation,page 10,to see MEGANT components in detail. men I3. For the beam sizes not listed in table 19.2,the designer is permitted to interpolate the maximum value for a and a . 4. For deeper than listed beams in table 19.2,the designer may extrapolate maximum value of a and am,. m a3/4" a3/4" D -► t Z I amain; ?3/4" Ga O ® o I •• • •• . o • ® ® • ®. - ® • • ai ® • ® M. • .. • • • • •1• •E • • I.• • _.__•I• • • • • • • • • • •--- • • • • ' • • S • • • • • • — • • 0 --- ® - ® ®• • • • • • • >_3/4"t -_-_- - ' a sec Primary Member Secondary Member ILocation Instructions - Connector Plates and Screws Screws Pointing "A„Facing Upward "B Facing Upward UpwardsI N. f 2" " °I .., , nittl II):,:" I \\ II ; ? loh 111 1 ial • ' �� f Screws Pointing Downwards ME= IPrimary Member Secondary Member 49 ii . I F, 1 *kw I ' 1 I — _ I I 11 --- ,„z,. .,,N - I . - ''''`, i 0',.".!V't•-" • I l' .‘4kl!'" . ' •' ' ,,, ., .*t i • 4. t . . - 0 ,.._ ,__. I 1 - t // 7c , '".. •v bit c . • •7- , . ,.....,4 I ,, ..'.::!,: '-..a • 14 , _.„..7.7.7.—' .S',. r 1 , 1 I ... , . ••4.1,e,- ..!W• 1. -.... ''----- ' 1 T1n ....--. - , — 1'IVORIf0 , i tivill•,,....r....7"-- j Carbon 12 1 I Portland, Oregon 2017 ...... ...• _...., -__:„......•-• _ — . --._- _,.......-- _•„..1,:_.....11.„....._ ,...., ..,..... _,.. ________---44==.„ Courtesy of: Andrew Pogue I,..... — I UPLIFT RESISTANCE DESIGN ' When using a Beam Hanger System, additional Beam Hanger Systems can resist uplift loading hardware is required to resist possible uplift forces scenarios through two different hardware solutions: I applied to the connection, for example wind suction. • Fully threaded toe screw • Spring steel Clip Lock Brace IFully-Threaded Toe Screws I Fully threaded toe screws are installed after the 45° C connectors are dropped in place. The orientation of • the screw relative to the sliding direction of the jointa assures the screw resists primary in tension. po..='''' .t,s ,X CD En Fully-threaded toe screws can be used with all Beam pt En, Hanger Systems, the GIGANT, RICON S VS and the _ mmnmmmtmF o MEGANT. co —■W D Mill The allowable loads are outlined in Table 20. -' CO. I 1 Load Example of a toe screw installation I Table 20. Allowable Loads jibs]per Fastener with Minimum Effective Thread Penetration Length of the Primary and the Secondary Member, Fastener Installed at 45 deg Relative Thread Penetration Length prm pis[in] Fastener Density I [G] 3" 4" 5" 6„ 7" 8" 9" 5/16 VG Cyl 617 822 1,028 1,233 1,255 1,255 1,255 0.42(SPF) I 3/8 VG Cyl 5/16 VG Cyl 689 919 1,149 1,379 1,609 1,803 1,803 721 962 1.202 1,255 1,255 1,255 1,255 0.49(D.Fir) 3/8 VG Cyl 814 1,086 1,357 1,629 1,803 1,803 1,80 I Notes: 1. Capacities listed in this table incorporate short term loading with C,=1.6 2. A minimum of two toe screws is recommended. =Tensile Strength of fastener controls. I I I I 51 I Clip Lock Brace System 1 GIGANT- Clip Lock System ' The installation of the Clip Lock Brace system must take place in the primary wood member. Step 1 Step 2 Step 3 I C 1 to IVIA%.. 0 i1c Now CO it pliq 1-1 .41! �.1r Lir iiik ILA iit�a l �� a) " 0 MI ' { t,;'p' I i1111111i! 11faa11L1l ' nri111t11 ij41 liar), I Screw Patterns With Clip Lock Brace System I The installation of the Clip Lock Brace system for t the GIGANT connectors will not change the screw pattern. u • Installation sequence: 0 I In the primary member, installed as 0 . the final step before assembly of the ' � members1 ci kg ° �ti s . ,, 1 1© 1 © ro GIGANT GIGANT GIGANT ' 120x40 150x40 180x40 Table 21 Uplift Allowable Loads with Clip Lock Brace Allowable ' Connector width load in I [mm] [Ibs] , 1-5l8` [40] 1,160 Note: 1. Capacities in this table incorporate short term loading with Co=1.6. ' 52 I I I RICON S VS - Clip Lock System The installation of the Clip Lock Brace system must ,114.11.1.1111 take place in the primary wood member. . ' For the RICON S VS, a new screw pattern will apply, I on the primary member only, to allow the Clip Lock r '""""""^"^' "^" ---- jilt. Brace System to be installed properly. ----,� -. Cc :h--.. a • �r J '.; i t 1 '' , .` ' Clip Lock Holes \ � 1 .. ® .. ..;ice ®No screws with Clip-Lock I \, ID Note. 1. Screws that would otherwise be installed under the clip lock can be placed in the Load n center row of the connector,below the holes marked"X"in the figure above, (D N. ❑ 1• CD Screw Patterns With Clip Lock Brace System �•/• �. In Primary Member Only ; • .-. • ° • • ` ® , �. • .a • o ••• • ° •; U. • o • 0 0 • ®q gg'+ " • . o . . . • 0 •• •• 0 ••. •], Jr. ., o • c •i •• n •._ • O •• O ° • • • • • •• • • r O • c, o • O •• 0 • • • • • I RICON S VS RICON S VS RICON S VS RICON S VS 290x80 RICON XL 140x60 200x60 200x60 390x80 6 screws 7 screws 7 screws 10 screws - I • 7 screws 13 screws 13 screws 17 screws 25[+2]screws I Table 22.1 Uplift Allowable Loads with Clip Lock Brace Connector width Allowable load in [mm] [lbs] 2-3/8" [60] 1.740 3-1/8" [80] 1,740 I Note: 1. Capacities in this table incorporate short term loading with CD=1.6. ' Table 22.2 Reduction Factor to apply to Allowable Load Relative I Connector Density[G] R=re Factor RICON S VS 140x60 0.7 I RICON S VS 200x60 0.8 0.42(SPF) RICON S VS 200x80 - 0.8 RICON S VS 290x80 0.49(D.Fir) 0.9 ' RICON XL 390x80 0.9 53 t . ,.. It ' I I , 1 i ' I .,4. I I . It, - III.. ` AMEX•0100•04691ftial k,` 1I I .,„.•',, z...,r..,,g,`I'N , , '„,,,,,,,,: :'' 1:44P". ti,,..., -.+, I II I ' ;f4I:f- , - . . -7------.__ --- ' I 6 . ft AI 'ILIIIIialL111.*lamP0.-- " __ 0 IP 1 , # , .), _„_..,...,.,. . ..., , 111 i Carbon 12 '.-- ..„. Portland, Oregon 2017 .-- - , . Courtesy of: Andrew Poque , MOP 117 I FIRE DESIGN IFull Scale Loaded Fire Test I € The NDS and the CSA recognize wood SCACHWMv® �� as a combustible material and a poor �rEA NSrrLI"_ conductor of heat and refer to the property of wood in Ideveloping an insulating char layer in fire. Wood can protect non-combustible elements such as a Beam Hanger System through an appropriately71 designed wood cover. The American Wood Council Technical Report 10 provides guidelines on char layer -=- y �D design for Beam Hangers in fire scenarios. _ ^ Nfr''' C CD co I Full scale fire resistance rating testing with fully c= loaded specimens at the Southwest Research ""' I Institute in San Antonio Texas confirmed the char ., .aeas3 1G Yin,,k,(1,„ v- layer calculations and awarded the Beam Hanger •"•r.:4.,- e--- System with a 1.5h fire rating. I Glulam Connection Fire Resistance Rating Char Layer Design I The wood cover must be thicker than the effective Table 23 Estimated Char Layer Thickness and char thickness. As per the American Wood Council Charring Rate Results Technical Report 10, 2018 update, this wood cover ' refers to the act.. Wood cover Fire Resistance Rating acne, I [hours] [in] 1 1.5" 1.5 2.1" 2 2.7" ' The Corner Effect A multi directional exposure of columns and beams to I the fire will result in faster charring at the corners. To account for this effect, corner rounding needs to be • IF. • considered in fire design. o r ", radius of the corner, is equal to the estimated II1Q0 char layer thickness. , I I �q1I ? 1T inirW Wood i[ Lid Cover III Woo Cover Char Layer Fire Design 55 1 Installation Requirements - Fire Caulking 1 To reach the 1.5 hour fire rating approval, the Beam Hanger Systems must be installed with a fire rated ' caulking within the non charring area of the cross ' it I section. 117,01 1 11•► FMI l; 1 iN�i Rated Fee Caulking CD Q1 Wood I` Cover ED. PIPI tI Wood Cover Char Layer - Suggested Cross Sections , GIGANT b rr , ri 1 ■II ,_, . e 11l—. h 0A0 I ] 1 a, Side View Front View I Secondary Member Table 24.1 Suggested Cross Sections , Fire Resistance Rating 1 hour 2 hours , Connector Min. Beam Min.Beam a SOr Min.Beam Min.Beam a�o Width(b) Height(h) Width(b) Height(h) , [in] [in] [in] [in] [in] [in] 4-1/2" 9-1/2" 2" GIGANT 120x40 , 5-1/2" 7-3/4" 1-1/2" 4-1/2" 9-1/2" 2" GIGANT 150x40 8-3/4" 11-7/8" 2-3/4" 5-1/2" 8-1/4" 1-1/2" 4-1/2" 9-7/8" 2" ' GIGANT 180x40 8-3/4" 11-7/8" 2-3/4" 5-1/2" 9-3/8" 1-1/2" Notes 1 All minimum beam requirements account for the corner effect rounding when beams are designed for three-sided fire exposure. 2. Beam Hanger Systems must be installed with fire rated caulking within the non charring area. 56 I I RICON S VS b _ epper�_ any I } O o ,. f CO (2) FG • O O O' h -Ti0 40 go o - o r0 n ri -`2,'-‘b) 0 I cG. o Ia Side View ayet Front View Secondary Member ITable 24.2 Suggested Cross Sections Fire Resistance Rating I 1 hour 2 hours Connector Min.Beam Min. Beam a 5, Min.Beam Min.Beam a.0 Width(b) Height(h) Width(b) Height(h) I [in] [in] [in] [in] [in] [in] Single 6-1/4" 9-1/4" 1-1/2" 9-5/8" 14-1/4" 2-3/4" RICON S VS 140x60 I Double 8-1/8" 11-7/8" 2" 10-1/2" 17-1/4" 3-5/8" Single 5-1/4" 11-7/8" 2" 9-5/8" 14-1/4" 2-3/4" RICON S VS 200x60 Double 8-1/8" 11-7/8" 2" 10-1/2" 17-1/4" 3-5/8" Single 6-1/8" 11-7/8" 2" 8-5/8" 17-1/4" 3-5/8" RICON S VS 200x80 Double 9-3/4" 11-7/8" 2" 12-1/8" 17-1/4" 3-5/8" Single 6-1/8" 14-1/4" 2" 8-5/8" 17-1/4" 3-5/8" I RICON S VS 290x80 Double 9-3/4" 14-1/4" 2" 12-1/8" 17-1/4" 3-5/8" Single 6-1/8" 18-1/4" 2" 8-5/8" 19-3/4" 3-5/8" RICON XL 390x80 Double 9-3/4" 18-1/4" 2" 12-1/8" 19-3/4" 3-5/8"I Notes: 1. All minimum beam requirements account for the corner effect rounding when beams are designed for three-slued fire exposure. I2. Beam Hanger Systems must be installed with fire rated caulking within the non charring area, I I I I 57 I MEGANT I Note to consider inclined screw Note to consider threaded rod height Q embedment at top and bottom for for char layer design I char layer design ` /// Afla b 0 0 I slb:\ , v.. _ 9 -- ee AL\\ ` ® ® ri, a5e a5e, Side View Front View Secondary Member Table 24.3 Suggested Cross Sections ' Fire Resistance Rating 1 hour 2 hours Connector Min.Beam Min.Beam a 4P Min. Beam Min.Beam a u< Width(b) Height(h) Width(b) Height(h) [in] [in] [in] [in] [in] [in] MEGANT 310x60 5-1/4" 16-3/4" 2-3/4" 7-3/4" 21" 3-7/8" MEGANT 430x60 5-1/4" 20-7/8" 2-3/4" 7-3/4" 22-1/8" 3-7/8" ' MEGANT 550x60 5-1/4" 25-5/8" 2-3/4" 7-3/4" 26-3/4" 3-7/8" MEGANT310x100 6-7/8" 15-3/8" 2" 9-1/4" 20-1/2" 3-5/8" 1 MEGANT430x100 6-7/8" 20-1/8" 2" 9-1/4" 21-3/4" 3-5/8" MEGANT550x100 6-7/8" 24-7/8" 2" 9-1/4" 26-3/8" 3-5/8" 1 MEGANT310x150 8-7/8" 15-3/8" 2" 11-1/4" 20-1/2" 3-5/8" MEGANT430x150 8-7/8" 20-1/8" 2" 11-1/4" 21-3/4" 3-5/8" 1 MEGANT550x150 8-7/8" 24-7/8" 2" 11-1/4" 26-3/8" 3-5/8" MEGANT730x150 8-7/8" 32-3/4" 2" 11-1/4" 34-1/4" 3-5/8" , Notes: , 1. All minimum beam requirements account for the corner effect rounding when beams are designed for three-sided fire exposure. 2. Beam Hanger Systems must be installed with fire rated caulking within the non charring area. 58 ea-7 *4 ux+' 1 i 3~ � IW3 V.4 s� 1 1 First Tech Credit Union Portland, Oregon 2017 Courtesy of: Oregon Forest Resources Institute RICON S VS - SPECIAL CONNECTIONS 1 Concrete to Wood Connections co 1 The RICON S VS can also be anchored to concrete Provided that concrete work is not as precise as 1 elements to create wood to concrete connections. timber work, tolerance requirements should be carefully considered. Load Fischer High performance Anchor FH II 12/M8 rn / with Hexagon Screw M8x20 8.8 I c O / <_1/4„ I a) Hasitaatiliiimirmoi -Ser�ndary Member r,« s - 11 O o .33 t Fischer High Performance Anchor FH 1115/ ea l J M1O with Hexagon Screw M10x2O 8.8 a) 4 _ f rl 0 I Table 25.1 Allowable Loads for Concrete to Wood Connections Fasteners Allowable Loads[Ibs] Concrete ' Connector Strength Primary(Concrete)Member Secondary(Wood)Member Floor Snow Roof Class Uplift Type Quantity Type Quantity Cp 1.0 Co 1.15 Cp 1.25 RICON S VS 4 10 2,890 3,320 3,610 140 x 60 FH II 12/M8 I VG CSK RICON S VS +M8 x 20 8.8 5/16"x 6-1/4" 6 16 3,980 4,570 4,970 200 x 60 C20/25 See uplift design RICON S VS C50/60 6 16 5,070 5,830 6,330 p. 51 -53 200 x 80 FH II 15/M10 I VG CSK RICON S VS +M10 x 20 8.8 3/8"x 7-7/8" 290 x 80 8 20 6,770 7,780 8,460 Notes: 1. Allowable loads listed are only valid for Allowable Stress Design in the USA. 2. Allowable loads listed are only valid using listed ASSY screws. 3. Allowable loads listed are only valid for dry service conditions(C,1.0). f 4. All installation and design of the concrete bolts needs to be in accordance with the manufacturer recommendations, 0 o' 5. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. 0 • 6. Allowable loads listed are applicable for Specific Gravities 0.42&0.49. s o 7. Connector placement must respect the minimum and maximum edge distance requirements for `•3 l each connector size in concrete and wood / �0. C •U•; O O 8. Screw installation must follow the patterns presented under the design table. ?. 3 0 • : o 7, 9. Maximum bolt head Thickness is 1/4". •V• D Q C .S 0 •. 0 0 • • • D ol0 o O • 0 • qo•d : o • O 0 •• • J O i• O • � i. • C) • 1 RICON S VS RICON S VS RICON S VS RICON S VS 140x60 200x60 200x80 290x80 Concrete Fastener Positioning (concrete to wood) 60 I I Steel to Wood Connections IThe RICON S VS can be bolted or welded to steel Bolts and welds need to be designed to transmit the elements to create wood to steel connections. respective loading requirements. IOption 1 - Bolted Option 2 - Welded Load 1 l Cl) CD i I0 -. • Y 0 a3/16"fillet weld _ A I O 7 rn I ITable 25.2 Allowable Loads for Bolted Steel to Wood Connections Fasteners Allowable Loads[Ibs] Steel I Connector Strength Primary(Steel)Member Secondary(Wood)Member Floor Snow Roof Class Uplift Type Quantity Type Quantity Co 1.0 Cp 1.15 Co 1.25 I RICON S VS 4 10 3,100 3,560 3,870 140 x 60 M8 8.8 bolt VG CSK RICON S VS +nut 5/16"x 6-1/4" 200 x 60 6 16 4,420 5,080 5,520I See uplift ASTM A36 design RICON S VS or higher p 51 -53 200 x 80 6 16 6,340 7,290 7,920 M10 8.8 bolt VG CSK RICON S VS +nut 3/8"x 7-7/8" 290 x 80 8 20 7,610 8,750 9,510 Notes: 1. Allowable loads listed are only valid for Allowable Stress Design in the USA 1 . 2. Allowable loads listed are only valid using listed ASSY screws. 3. Allowable loads listed are only valid for dry service condition(Cu 1-0). 4. Connector plates shall be installed symmetrically about the vertical axis to avoid eccentricity. 5. Bolts with a minimum tensile strength of 60 ksi shall be used. 6. Allowable loads are applicable for Specific Gravities 0.42&0.49I . , 7. The steel plate thickness shall he at least 1/4". • 8. Bolt installation must follow the patterns presented under the design table. \\,� , ' • 0 S 11 9. Maximum bolt head thickness is 1/4". ` O ," 10. All bolt and steel design criteria must be designed by a licensed design professional. y 1 � � • 0 • l 0 4 • VVV� • •` o AC 0 • 0 C. o 0 • • t: O . c,•O 0 • O • • 0 -, Q • u �c c, c . o • s O O • ta l • 1 O RICON S VS RICON S VS RICON S VS RICON S VS 140x60 200x60 200x80 290x80 Bolt Positioning I (steel to wood) 61 I Through Connections I The RICON S VS is also suitable for double The Beam Hanger System is connected using 1 connections where secondary members connect into through bolts or threaded rods suitable for structural multiple faces of the primary member, a post member applications. or a CLT wall element. 1 w INK C l_SI 11111 IFS�431 M i C ".. . } I UThrough Connection with Through Connection with a Through Connection with a co a Beam Column CLT Wall U N co Table 25.3 Allowable Loads for Through Connections Fasteners(per connection) Allowable Loads[Ibs] Specific Connector Gravity Primary Member Secondary Members Floor Snow Roof [G] C =1.0 C =1.15 C =1.25 Uplift ' Type Quantity Type Quantity D o 0 RICON S VS 6 20 2,190 2,510 2,730 140 x 60 M8 8.8 bolt VG CSK RICON S VS +jam nut 5/16"x 6-1/4" 200 x 60 9 32 3,120 3,580 3,900 0.42 RICON S VS (SPF) 200 x 80 9 32 4.480 5,150 5,600 M10 8.8 bolt VG CSK ' RICON S VS +jam nut 3/8"x 7-7/8" 290 x 80 12 40 5,420 6,230 6,770 See uplift design RICON S VS 6 20 2,410 2,770 3,010 p.51 -53 140 x 60 M8 8.8 bolt VG CSK RICON S VS +jam nut 5/16"x 6-1/4" 2D0 x 60 9 32 3,440 3,950 4,300 0.49 RICON S VS (D.Fir) 200 x 80 9 32 4,930 5,660 6,160 M10 8.8 bolt VG CSK RICON S VS +jam nut 3/8°x 7-7/8" 290 x 80 12 40 5,920 6,800 7,400 111 Notes: , J 1. Allowable loads listed are only valid for Allowable Stress Design in the USA. 2. Allowable loads listed are only valid for dry service condition(C„1.0). 3. Connector plates shall be installed centered around the vertical axis to avoid eccentricity. <, • 4. Bolts with a minimum tensile strength of 120 ksi shall be used. / a / 0 5. Minimum end and edge distances need to be kept following recommendations in NDS 2018. ® E p .g{� •lfr• � • - 6. The length of the through penetration shall be a minimum of 4"for M8 8.8 bolts and 5"for M10 NO J 1 ! o • 8.8 bolts. . e. y'4sT• , . • o • 7. Bolts shall be installed with tight fit,jam nuts and washer shall be used to allow connector • • • • • 0 plates to engage properly. tli lb ► • •` 9 • • o • 8. Maximum bolt head and jam nut thickness is 1/4'. O • � S 9. Connector placement must respect the minimum and maximum edge distance requirement for • • `� ' •.each connector size • • • O 10. Bolt installation must follow the patterns presented under the design table. ' • • • • 11. Other limiting factors regarding the wood strength,group tear out etc.need to be considered. •. . •' • - • _. ; • • • 51/4" <_114" s1yyy14" <_114" H IC RICON S VS RICON S VS RICON S VS RICON S VS1 140x60 200x60 200x80 290x80 Threaded Rod M8x150 Threaded M10x170 8.8 Bolt Positioning ' 8.8 Jam Nut and Washer with Jam Nut and Washer (through connection) 62 I ISkewed Connections I The Beam Hanger System relies on different fastener lengths for load transfer in the primary and secondary member. I Primary Member Secondary Member The connector plate installed into the primary member, The connector plate installed into the secondary for either a girder beam or a column, has fasteners member has fasteners driven into the end grain. I driven in the side grain.This fiber orientation promotes Longer fully threaded screws are used in the higher withdrawal capacity, therefore the fasteners secondary member in order to compensate for the -a may be shorter and still sustain the same load. withdrawal capacity reduction characteristic of this (D orientation of the wood fiber. In IASSY VG CSK 5/16" x 3-1/8" screws may be used n with: ASSY VG CSK 5/16" x 6-1/4" screws may be used g • RICON S VS 140x60 with: = • • RICON S VS 200x60 • RICON S VS 140x60 o • RICON S VS 200x60 0 ASSY VG CSK 3/8" x 4" screws may be used with: cn • RICON S VS 200x80 ASSY VG CSK 3/8"x 7-7/8"screws may be used with: • RICON S VS 290x80 • RICON S VS 200x80 • RICON XL 390x80 • RICON S VS 290x80 • RICON XL 390x80 c- _ , L _ \\ I NX l ,/ ' IRafter to Ridge Beam Connection Joist to Beam Connection In skewed connections, the connector plate installed The connection benefits from the changing the angle I into the secondary member has fasteners driven into to grain relationship, and thus respective design the grain at an angle relative to the connection angle. values may be achieved with shorter screw length in the secondary member. ISkewed Connection Details e lit Illir I _.. 40° :A0` 40°519 s90' 1 Side View: Rafter to Ridge Beam Connection Top View: Joist to Beam or Column Connection 63 I In skewed connections, the connector placement For horizontal tilts (0), the connector must be I must respect the connection geometry requirements positioned within the centerline of the joist, otherwise in order to be used without reinforcement. Where eccentricities and resulting moments must be connection geometry imposes restrictions, fastener accounted for by the designer. length may be reduced, and allowable connection loads shall be adjusted with the appropriate reduction factor (RSKEWED). rn I ., Table 26. 1 Adjustment Factor(RSKEWED) for RICON S VS 140x60 & 200x60 U a) C C Screw Length pore=90° pore=80° p ore=70° 13ore=60° pore=50° p ore=40° U [in] TO 6-1/4" 1.0 1.0 1.0 1.0 1.0 1.0 U 0 5-1/2" 0.9 1.0 1.0 1.0 1.0 1.0 (/) 4-3/4" 0.8 0.9 0.9 1.0 1.0 1.0 Table 26.2 Adjustment Factor(RSKEWED) for RICON S VS 200x80, 290x80 & 390x80 I Screw Length pore=90° pore=80° pore=70° pore=60° pore=50° por0=40° 1 [in] 7-718" 1.0 1.0 1.0 1.0 1.0 1.0 7-118" 0.9 1.0 1.0 1.0 1.0 1.0 6-1/4" 0.8 0.9 0.9 1.0 1.0 1.0 5-1/2" 0.7 0.8 0.8 0.9 0.9 1.0 Notes: 1. Reduced fastener lengths only apply for installation in the secondary member. 2. Allowable Load of the connector must be adjusted with the reduction factor given in the table. I I I I I I I64 '/ $1$1.1.14°,../'4.°;.. ,,07 qn s v �w ti i F ' 1 I II I 1 ,- , - yt5 , , . . II ,, ; , .,00/0 Rocky Ridge YMCA " Calgary, Alberta 2016 „7"' f l'. .,,,,;'. /'7'''rPrr,J'r r Ar ®D°"�,'.A�. "P"..„,.Y.r •,,y... - J RICON S VS REINFORCEMENT I I Where detailing requirements dictate connector ' placements other than the one specified in this document, connection strength may be limited, and reinforcement is required. Reinforcement may be achieved through the use of fully thread screws in compliance with ICC ESR-3178. co a ■ main V MD I ® ' ° ' , 1= °°,11111 HaAn9 o IIIIIII asec 111 CC Primary Member Secondary Member Primary Member Details The effective thread penetration length pm and pt2 The effective thread penetration length may be I above and below the upper most fastener in the adjusted to accommodate a wooden plug covering primary member [ UMFPM ] must exceed the value the screw head or to optimize screw selection to pt provided in tables 27.1 through 27.5. available screw lengths as per table 28. ' The fully threaded reinforcing screw must penetrate The adjustment must fulfill min (pt,;pt2) >pt. The sufficiently (> 4*D) into the upper most section of the reinforcing fully threaded wood screw in the primary primary member (0.3*dpM). member may be installed from the top down or the 1 bottom up as required. I I 0.3'd„ UMFPM Pt2P I d„ 1111 ;1 .. ... -- .. ... • • }" I ` . Pei I Ix‘o wf 11f%%%%uu%%nttnooamm�: Al i I j • 66 ' I ISecondary Member Details I The effective thread penetration length pH and pt2 The effective thread penetration length may be above and below the lower most fastener in the adjusted to accommodate a wooden plug covering secondary member [ LMFSM ] must exceed the the screw head or to optimize to available screw value pt provided in tables 27.1 through 27.5. lengths as per table 28. IThe fully threaded reinforcing screw must sufficiently The adjustment must fulfill min (pi1;pt2) >p1.The penetrate (> 4*D) into the lower most section of the reinforcing fully threaded wood screw in the secondary I secondary member (0.3*dsM). member may be installed from the top down or the xi bottom up as required. CD 6' 0 I m 0 N o (D N . ..............._ MOW•. E,.ti '- ........._, d„ A I LMFSM s Pt, 0.3*d„ IReinforcement Tables The appropriate thread penetration length (p1) given top of the primary member or the distance between in table 27.1 through 27.5 depends on the ratio h/di, the LMFSM and the bottom of the secondary member. where h. is the distance between the UMFPM and the I dsM (I-.M1f •.............. .,w....,...... I ihsM I • I67 I Table 27.1 Minimum Thread Penetration pt[in]Needed for RICON S VS 140x60 I h/d, 0._0 0._1 0._2 0._3 0._4 0._5 0._6 0._7 0._8 0._9 0.3_ 3.4 3.6 3.8 4.1 4.3 4.5 4.7 4.9 5.1 5.4 0.4_ 5.6 5.8 6.1 6.3 6.5 6.8 7.0 7.2 7.5 7.7 0.5_ 7.9 8.2 8.4 8.7 8.9 9.1 9.4 9.6 9.8 10.1 Q, Table 27.2 Minimum Thread Penetration pt[in]Needed for RICON S VS 200x60 I N a> O h/di 0._0 0._1 0._2 0._3 0._4 0._5 0._6 0._7 0._8 0._9 C 0.3_ 4.9 5.2 5.5 5.8 6.1 6.4 6.7 7.0 7.3 7.6 CD CD0.4_ 8.0 8.3 8.6 9.0 9.3 9.6 10.0 10.3 10.6 11.0 U 2 0.5_ 11.3 11.7 12.0 12.3 12.7 13.0 13.3 13.7 14.0 14.3 It Table 27.3 Minimum Thread Penetration pt[in] Needed for RICON S VS 200x80 I h/d. 0._0 0._1 0._2 0._3 0._4 0._5 0._6 0._7 0._8 0._9 0.3_ 6.3 6.6 7.0 7.4 7.8 8.2 8.6 9.0 9.4 9.8 0.4_ 10.2 10.7 11.1 11.5 11.9 12.4 12.8 13.2 13.7 14.1 0.5_ 14.5 15.0 15.4 15.8 16.3 16.7 17.1 17.6 18.0 18.4 Table 27.4 Minimum Total Thread Penetration pt fin]Needed for RICON S VS 290x80 h/di 0._0 0._1 0._2 0._3 0._4 0._5 0._6 0._7 0._8 0._9 0.3_ 7.6 8.0 8.5 9.0 9.4 9.9 10.4 10.9 11.4 11.9 ' 0.4_ 12.4 12.9 13.4 13.9 14.4 15.0 15.5 16.0 16.5 17.1 0.5_ 17.6 18.1 18.7 19.2 19.7 20.2 20.7 21.3 21.8 22.3 1 Table 27.5 Minimum Thread Penetration pt[in]Needed for RICON XL 390x80 hi/d, 0._0 0._1 0._2 0._3 0._4 0._5 0._6 0._7 0._8 0._9 1 0.3_ 14.1 15.0 15.8 16.7 17.5 18.4 19.3 20.2 21.2 22.1 0.4_ 23.0 24.0 24.9 25.9 26.8 27.8 28.8 29.8 30.7 31.7 0.5_ 32.7 33.7 34.7 35.6 36.6 37.6 38.6 39.5 40.5 41.4 Reinforcement notes: 1. Ratios hid are applicable to joist and header reinforcement. 111 2. Values in tables 27.1 and 27.2 are only applicable to 5116"ASSY VG fasteners and values in tables 27.3,27.4 and 27.5 are only applicable to 3/8"ASSY VG fasteners found in Table 28. 3. A minimum of two reinforcement fasteners shall be used. 4. For design purposes p„,&ptz may be considered a maximum of 8-3/8".Beyond this value, _ the tensile resistance of the fastener is governing.Longer fasteners however,still may be used when the length is required for installation purposes. ... 5. Fasteners shall be placed in a symmetrical pattern respecting all governing spacing ...------ - d SM requirements. , design 7. RICON 6 mayrequire XL nforcement wit h more than2dvM 2 reinforcement.screws must be designed by a licensed V 1 68 I I Reinforcement Design Example I a,,,,,,4 ►U { I --� I # cw4w+umvi .. dse= 15" • o„ 23 • (D ty'.�ucuvauucavnuuwnmtu 5 Pa, h„,=7-3/4" 0 O. a-6-74 n 3 c co cn cifi Side View Top View = IAs an example, to connect a 4-3/4" by 15" Glulam According to Table 27.1, for the hid ratio of 0.52, pt = beam to a girder with the 140x60 RICON S VS 8.42", therefore piiand pt2 have to be larger or equal I mounted high in the cross section, reinforcement to 8.42". would be necessary as amax= 2-3/4" for a 15" beam and the actual measurement a=6-3/16", so a>amax. With 2 VG Cyl 5/16 x 11" fasteners countersunk 1" installed from above, the effective embedding lengths IWith given measurements of hsM (7-3/4")the hid,ratio result in: equals: • pt = 2*4-3/4" > 8.42" I • 7 3/4" / 15" = 0.52 pc,2 = 2* 6 1/4" > 8.42" IReinforcement Possibilities Ir •*''t'`yam ,,, • �F!MMI I '" 4 vcu 1 IHeader Reinforcement from Below Header Reinforcement from Above Joist Reinforcement from Below I I I69 I Hardware Requirement - ASSY VG Cyl I Table 28 Screw Selection for ASSY VG Cylinder Head 4 L DHead ' thread , C 13) to Box D L 4hmad Daaad 0 Item# size Bit pieces in [mm] in [mm] in [mm] in [mm] ..a. ' 140080160000102 6-1/4" [160] 5-5l8" [144] E CD 140080180000102 50 7-1/8" [180] 6-1/2" [164] U Q 140080200000102 7-7/8" [200] 7-1/4" [184] C 140080220000102 9-1/2" [240] 8-7/8" [224] 140080240000102 75 10-1/4" 140080260000102 11" [280] 10-3/8" [264] 140080280000102 11-7/8" [300] 11-1/8" [284] 5/16" [8] 3/8" [10] 140080300000102 13" [330] 12-3/8" [314] 150080360000302 50 14-1/4" [360] 13-1/2" [344] 150080380000302 15" [380] 14-3/8" [364] • • 150080430000302 17" [430] 16-1/4" [414] 150080480000302 19" [480] 18-1/4" [464] 25 150080530000302 20-7/8" [530] 20-1/4" [514] 150080580000302 22-7/8" [580] 22-1/4" [564] 140100180000102 7-1/8" [180] 6-1/2" [165] 1 140100200000102 7-7/8" [200] 7-1/4" [185] 140100240000102 9-1/2" [240] 8-7/8" [225] 140100260000102 10-1/4" [260] 9-5/8" [245] 140100280000102 11" [280] 10-3/8" [265] 140100300000102 50 11-7/8" [300] 11-1/4" [285] 140100320000102 12-5/8" [320] 12" [305] 140100340000102 13-3/8" [340] 12-3/4" [325] 140100360000102 14-1/4" [360] 13-5/8" [345] 140100380000102 3/8" [10] 15" [380] 14-3/8" [365] 0.528" [13.4] 140100400000102 15-3/4" [400] 15-1/8" [385] 140100430000102 17" [430] 16-3/8" [415] ' 140100480000102 19" [480] 18" [456] 140100530000102 20-7/8" [530] 19-7/8" [506] 140100580000102 22-7/8" [580] 21-7/8" [556] 25 140100650000102 25-5/8" [650] 24-5/8" [626] 140100700000102 27-5/8" [700] 26-5/8" [676] 140100750000102 29-1/2" [750] 28-5/8" [726] 1 140100800000102 31-1/2" [800] 30-1/2" [776] I 70 I I IInstallation of Reinforcement IReinforcing fasteners need to be installed as close It is not recommended to exceed aaxial or eexial given in as possible to the peak stress location they will Table 29, and illustrated below. Reinforcement shall experience while obeying the minimum geometry be assigned to one row of screws parallel to the line requirements. of the joint. I Primary Member Primary Member XI CD O n cp a e aax;a, e...a) axa; a) III a I-II 1.5D O 0 eaz;a; O O eax;al '—' • D SPaxlel O I'ip Qaxal ___ `sIL .1 on G axial IO T 1.5D O 1.5D eaxra; SG,arla; earn; Secondary Member Secondary Member ' Top View Top View Geometry Requirements with 2 Reinforcement Geometry Requirements with>2 Reinforcement Screws in a Member Screws in a Member I Table 29 Geometry Requirements without Pre-drilling IEnd Distance Edge Distance Spacing Between Spacing Fasteners in a Row Between Rows aaxla eax;a SP.axa So.axiai G<_0.42 5D 3D 5D 2.5D 0.42<G50.55 5D 3D 5D 2.5D D-Fir 7.5D 3D 7.5 D 2.5 D Notes: 1. For precise installation of long reinforcing screws,pre-drilling can be allowed. 2. Pre-drilling 5/16"diameter screws with a 3116"drill bit and 3/8"diameter screws with a 114" I drill bit. 3. Pre-drilling of full screw length is permitted if required. I I L71 INSTALLATION AND TOLERANCES GIGANT - Concealed Installation Requirements f I , r•, , 0 0• 0 ©® 0 C•i® 0 ,,, 0 0 U •MIMI 0 ini I /�OO Oo0© 0 1 l <n „„,,,, Ei.,.5 a) GIGANT GIGANT GIGANT GIGANT GIGANT GIGANT 120x40 140x40 120x40 140x40 soxaa TD 8oxao Notes: -0 1. The red dots indicate the positioning holes and should be aligned with the main holes on the as members which are also marked red in the following figures. = 2. All concealed installation is suggested to be field verified. 0 411 o To Routing in Primary Member Only 0 MN Ini di ' w1 4 h2 1 1111 NI hl - I_.. 11111 MI o—__ 1 t2 R 5/16" i Side View Top View Primary Member Secondary Member Table 30.1 Routing in Primary Member- Requirements hi I h2 I ti I t2 di wi Connector [in] GIGANT 120 x 40 am.,+4-3/4" 2-1/4" a,, + 1-9/16" aSeC+ 1-9/16" >_4-3/8" >_1-5/8" GIGANT 150 x 40 amain+6" 3-1/2" an„,,+ 1-1/2" ae + 1-1/2" z 4-3/8" ?1-5/8" GIGANT 180 x 40 a,.,+7-1/8"" 4-3/4" a,,,am+ 1-7/16" aSeC+ 1-7/16" >—4-3/8" a.1-5/8" Note 1. a . refers to the top egde distance in the Primary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. 2. a.c refers to the bottom egde distance in the Secondary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. Installation I Step 1 Step 2 Step 3 I t]At3I r J 72 ._a` ' I I Routing in Secondary Member Only I R 5/16" t2 ra: �� h2 dT h Z hz IMillk cn co I S- t, W, PIIIIIIIMPI CO W, CD- I Side View Top View Side View Bottom View o FD— Primary Member Secondary Member ICD Table 30.2 Routing in Secondary Member- Requirements `Co h1 h2 I t1 I t2 I d1 I w1 I Connector [in] GIGANT 120 x 40 a5eC+4-3/4" 2-1/4" ae• + 1-9/16" am.„+ 1-9/16" >_2-3/8" a 1-5/8" I GIGANT 150 x 40 aeC+6" 3-1/2" a„,+ 1-1/2" amB1e+ 1-112" a 2-3/8" a 1-5/8" GIGANT 180 x 40 a5P +7-1/8" 4-3/4" a5C+ 1-7/16" ama + 1-7/16" a 2-3/8" >_1-5/8" Note: I 1, a „refers to the top egde distance in the Primary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. 2, am,refers to the bottom egde distance in the Secondary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. IInstallation Step 1 Step 2 Step 3 tJr tii 3RY�,li . m I I I I I 73 I RICON S VS - Concealed Installation Requirements 1 . MC 11[ MI • o• o . • N I . 9 • : o r ® . 0 . a •,U: .U. : 6 , : 8 . 40 . - . . 8 . ° . .. • o J•. . O : O : : O 1 • J .. • v • • Oo • • �,. • • . o • . o . . o . 02 as< r ) RICON S VS RICON S VS RICON S VS RICON S VS RI CON XL RICON S VS RICON S VS RICON S VS RICON S VS RICON XL o 140x60 200x60 200x80 290x80 390x80 140x60 200x60 200x80 290x80 390x80 Notes: -C 1. The red dots indicate the positioning holes and should be aligned with the main holes on the C members which are also marked red in the following figures. 2, All concealed installation is suggested to be field verified. C 0 IP al Routing in Primary Member Only RI cn i --t ` w2 . < . an ANN.w1 iry2 h1 dl w 4 1 w2 h2 jti . C I1 i t2 R 5/16" I i Side View Top View Primary Member Secondary Member Table 31.1 Routing in Primary Member- Requirements h1 I h2 I 11 I t2 I d1 w1 I w2 Connector [in] RICON S VS 140x60 a...+5-7/8" 2-3/8" am."+1-9/16" agn,+1-9/16" >4" z 2-3/8" 7/8" RICON S VS 200x60 an..+8-2/8" 4-3/4" an.;n+1-9/16" aan,+ 1-9/16" >4" z 2-3/8" 7/8" RICON S VS 200x80 arr..+8-2/8" 4-3/4" an..+1-9/16" a,.,+1-9/16" >4-3/4" z 3-1/4" 1-3/16" RICON S VS 290x80 a...+11-6/8" 8-1/4 amain+1-9/16" a +1-9/16" >4-3/4" z 3-1/4" 1-3/16" RICON XL 390x80 a,,,„.+15-6/8" 8-1/4" a...+3-9/16" a,.,+3-9/16" >4-3/4" z 3-1/4" 1-3/16" Note: 1. anw"refers to the top egde distance in the Primary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. 2. a.refers to the bottom egde distance in the Secondary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. Installation Step 1 Step 2 Step 3 imi .- lllllllll� I 1 74 I I Routing in Secondary Member Only IR 5/16" X .3 =� t2 itift INI h ' h h z _� d' 1 o ate\i FN "I 7 wr Q I Side View Top View Side View Bottom View o CD Primary Member Secondary Member IlFA Table 31.2 Routing in Secondary Member- Requirements hi h2 ti t2 di I w1 I w2 I Connector [in] RICON S VS 140x60 as„+5-7/8" 2-3/8' as„+ 1-9/16" ame,"+ 1-9/16" >4" >_2-3/8" 7/8" I RICON S VS 200x60 aSeC+7-2/8" 4-3/4" aSeC+ 1-9/16" am ,+ 1-9/16" >4" >_2-3/8" 7/8" RICON S VS 200x80 aSeC+8-2/8" 4-3/4" aSeC+ 1-9/16" ae1e"+ 1-9/16" >4-3/4" >_3-1/4" 1-3/16" RICON S VS 290x80 aSeC+ 11-6/8" 8-1/4" aSeC+ 1-9/16" amain+ 1-9/16" >4-3/4" ?3-1/4" 1-3/16" 1 RICON XL 390x80 aSeC+ 15-6/8" 8-1/4" a„+3-9/16" anal,+3-9/16" >4-3/4" >_3-1/4" 1-3/16" Note: 1. a_d1,refers to the top egde distance in the Primary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. I2. a,.,refers to the bottom egde distance in the Secondary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. Installation I Step 1 Step 2 Step 3 ;VT . I I I I I 75 I MEGANT - Concealed Installation Requirements I System Force Transfer The following figure outlines the installation of the MEGANT connector and highlights the flow of forces through the different components. This is to aid in understanding why the fasteners and connector must be installed as specified. N --► 1. Force Flow a) c --► Force transfer N I I. Load, F o --► MEGANT components Threaded rod(s) I- -ci 4 Clamping jaw in cClil compression Compression 0 transfer 1 Screws in shear • O N 5. Screws in nsion \\:\ I ^ 'W12 I ��I j ill 2. Screws in•ension CalThreaded rod �iI I�I ^i �3. in tension 1, \ 1 �a Compression transfer 4 Clamping jaw in Connector compression plates , Primary Member Secondary Member I Routing Consideration I The housing fora fully concealed MEGANT connection is typically done using either a wood router or the finger mill tool of a CNC machine. In order to account for the round corner created by these rotating knife tools, it is recommended to allow for an extra 1/4" in the inside corners. I NMI RI .I 1E I 76 Top/Bottom View I 1 I I Housing Possibilities Primary Member Secondary Member Girder Housing IMost common housing for117 concealed install. IConcealed from below, i'/1:' cn the rod can be installed ,�t! , I from the top. Joist Through Housing a 1a o Full depth housing in joist. / I m t�, n� Concealed from below ;;` m with wood plug, the rod ill , cn can still be installed from ,m, 4 the top. �,� 1i IJoist Bottom Housing Joist housing from bottom '.� up. I Concealed from below 1 0 with wood plug, the rod i; ny needs to be installed from ,;;+ ibottom up. IJoist Top Housing I Joist housing from top down. g Concealed from below. No wood plug required. Advantageous when -- ., installing the beams to ik, -I existing columns with J / floor above. I 77 I MEGANT 60 Series I r it • 01 ' 1�1 `1y:1 01® ill i 01 M nth ®1 "' M`'N u) owlee co o MM M poi ��Q MM MM � 1 M M M N .M "CI - I c fO MEGANT MEGANT MEGANT MEGANT MEGANT MEGANT c 310x60 430x60 550x60 310x60 430x60 550x60 p Notes: +_° 1. The red dots indicate the positioning holes and should be aligned with the main holes on the CO members which are also marked red in the following figures. CO 2. All concealed installation is suggested to be field verified. U C Routing in Primary Member Only I h1 d1 1J--111.. h2 1111 a 1-5/8 III R 5/16" / I 1 --- � Side View Top View I Primary Member Secondary Member Table 32.1 Routing in Primary Member- Requirements I h1 h2 I t1 I t2 I d1 I w1 Connector [in] MEGANT 310x60 amain+ 12-1/4" 6-11/16" amain+2-3/4" el.+2-3/4" a 7-7/8" a 2-3/8" MEGANT 430x60 amain+17" 11-7/16" amain+2-3/4" age+2-3/4" a 7-7/8" a 2-3/8" 1 MEGANT 550x60 amain+21-3/4" 16-1/8" amain+2-3/4" a,, +2-3/4" a 7-7/8" a 2-3/8" Note. 1. aman refers to the top egde distance in the Primary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. 2. a.refers to the bottom egde distance in the Secondary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. 3. To ensure a proper routing for the Megant connector,please refer to the"housing consideration°on page 76. I I 78 I I I Routing in Secondary Member Only R 5/16" t2 �!. I i hI.E-z-9.:: hz wz hz d 11 1-5/8" 5 cn 11.!— • Pirel ID III w Q Side View Top View Side View Bottom View o ZIT Primary Member Secondary Member CD Table 32.2 Routing in Secondary Member- Requirements = I Connector h1 I h2 I t1 I t2 di I w1 [in] MEGANT 310x60 3se0+ 12-1/4" 6-11/16" aSeC+2-3/4" ama +2-3/4" >_6-1/4" >_2-3/8" IMEGANT 430x60 aSeC+ 17" 11-7/16" a„,+2-3/4" an,,,,+2-3/4" >_6-1/4" >_2-3/8" MEGANT 550x60 aSeC+21-3/4" 16-1/8" asec+2-3/4" a„, +2-3/4" >_6-1/4" >-2-3/8" I Note 1. a . refers to the top egde distance in the Primary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. 2. ama refers to the bottom egde distance in the Secondary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. 3. To ensure a proper routing for the Megant connector,please refer to the"housing consideration"on page 76. I I I I I I I I 79 I MEGANT 100 Series I ®Q A irk, ® ® ® • ® �V® I Q t7e e. 86 ®1 a ®i Q' rn 1® ® i® ® ® a® ®ig �•® ®� ®• a ® e ® e � % o, ® 0 ® 9 a) 2-41411 o eN ® ® ® I 2_e s s ®tla - ® _ c IO MEGANT MEGANT MEGANT MEGANT MEGANT MEGANT @ 310x100 430x100 550x100 310x100 430x100 550x100 Notes: a3 1. The red dots indicate the positioning holes and should be aligned with the main holes on the tf to members which are also marked red in the following figures. 2. All concealed installation is suggested to be field verified. Routing in Primary Member Only I I hiwi dl w1 h2 �,2 I t2 R5/16" I Side View Top View Primary Member Secondary Member Table 33.1 Routing in Primary Member- Requirements I hi I h2 I t1 I t2 I d1 I w1 I w2 Connector [in] MEGANT 310x100 am„,+ 12-1/4" 6-11/16" an„,+2-9/16" aSeC+2-9/16" >_7-7/8" ?4" 3/4" MEGANT 430x100 amn,+ 17" 11-7/16" am„+2-9/16" aSeC+2-9/16" i 7-7/8" >_4" 3/4" MEGANT 550x100 amen,+21-3/4" 16-1/8" an„,+2-9/16" aSeC+2-9/16" >_7-7/8" i 4" 3/4" ' Note: 1. a,,, refers to the top egde distance in the Primary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. 2. a.,refers to the bottom egde distance in the Secondary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. t 3. To ensure a proper routing for the Megant connector,please refer to the"housing consideration"on page 76. I 80 I I RoI uting in Secondary Member Only I . ,,...„ R 5/16" I, r_at, �_' I ill h, 2 I h2 dr 1-5/8" ' of t 17)�� o W, -I Side View Top View Side View o iii Primary Member Secondary Member IFli Table 33.2 Routing in Secondary Member- Requirements t I Connector hi h2 t1 I t2 I d1 wi I w2 [in] MEGANT 310x100 aS s+ 12-1/4" 6-11/16" as,+2-9/16" a,, +2-9/16" >_6-1/4" z 4" 3/4" I MEGANT 430x100 as + 17" 11-7116 a6eL+2-9/16" a,,,+2-9/16" >_6-1/4" >4" 3/4" MEGANT 550x100 a +21-3/4" 16-1/8" a +2-9/16" a +2-9/16" >_6-1/4" >_4" 3/4" sec sec oaln Note: ' 1, a. refers to the top egde distance in the Primary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. 2. a refers to the bottom egde distance in the Secondary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. 3. To ensure a proper routing for the Megant connector,please refer to the"housing consideration"on page 76. I I I I I I I 81 I MEGANT 150 Series 1 • • q-.:„ 5D00 a 1 nn n • o n0 • V. n V.. .as itr • 0 • 10 I Cj 4.' '0 • pp Cr0 • Oy• • ' 0 0_p 00 �1• 01 • 0 0 e r0 • or • a. p0 �r8r o 0 0• 1 M o N '.Oil... Y 7 7i MEGANT MEGANT MEGANT MEGANT MEGANT MEGANT MEGANT MEGANT , 310x150 430x150 550x150 730x150 310x150 430x150 550x150 730x150 — Notes: 1. The red dots indicate the positioning holes and should be aligned with the main holes on the members which are also marked red in the following figures. 2. AM concealed installation is suggested to be field verified. , Routing in Primary Member Only :gym 1 .■ h1 dl w1 _ _ h2 �: h2 , 2 l , o— , ailI y t2 R5/16' 1 . �- 1 Side View Top View Primary Member Secondary Member 1 Table 34.1 Routing in Primary Member- Requirements h1 I h2 I t1 I t2 I d1 I w1 ' Connector [in] MEGANT 310x150 amain+ 12-1/4" 6-11/16" amain+2-9/16" as„+2-9/16" z 7-7/8" z6" ' MEGANT 430x150 amain+ 17" 11-7/16" a,,, ,+2-9/16" a _z SeC+2-9/16" z 7-7/8" 6" MEGANT 550x150 amain+21-3/4" 16-1/8" an„+2-9/16" asec+2-9/16" z 7-7/8" z 6" MEGANT 730x150 amain+28-3/4" 23-1/4" an,,n+2-9/16" aSeC+2-9/16" z 7-7/8" z 6" Note: 1. a,..,refers to the top egde distance in the Primary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. 2. a, refers to the bottom egde distance in the Secondary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. 3. To ensure a proper routing for the Megant connector,please refer to the"housing consideration'on page 76. 1 I 82 I I I Routing in Secondary Member Only R 5/16" l'i -. .7 T 411111111111 � t2 i I IIMI Mil h h2 cn hz d' : 2" v 1111— f t — v �- Pi Y! w, =o �. m I w Side View Top View Side View Bottom View o Primary Member Secondary Member I Table 34.2 Routing in Secondary Member- Requirementscn CD CD I Connector h1 I h2 I t1 I t2 d1 w1 [in] MEGANT 310x150 aSe.+ 12-1/4" 6-11/16" aseC+2-9/16" amam+2-9/16" >_6-1/4" >_6" I MEGANT 430x150 aSeC+ 17" 11-7/16" as MEGANT 2-9/16" a,, +2-9/16" ?6-1/4" >6" MEGANT 550x150 as„+21-3/4" 16-1/8" aseC+2-9/16" ,e +2-9/16" >_6-1/4" a 6" MEGANT 730x150 aSeC+ 28-3/4" 23-1/4" a„ +2-9/16" ame,+2-9/16" 2_6-1/4" >_6" I Note, 1. a . refers to the top egde distance in the Primary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. 2. ama refers to the bottom egde distance in the Secondary Member where reinforcement is not required.Please refer to the Geometry Requirement tables for each respective Beam Hanger System. 3. To ensure a proper routing for the Megant connector,please refer to the"housing consideration"on page 76I I I I I I I83 I ANNEX - DETAILING SECTION This annex presents detailed rendering and dimension of the different Beam Hangers Systems introduced in this design guide. GIGANT RICON S VS GIGANT 120 X 40 RICON S VS 140 x 60 5/16" 7/8" 7/8" 3/16"16" A I ,' rr� 000l a O 4 1117 co , I Or I APO WI : OOOpillIJa E � ono� m 01-5/8" 1-1/16" 1-1/16" O GIGANT 150 X 40 • 2-3/8" 1" 1. G L 41 6 C Zo 001 � Lb I _ ao — RICON S VS 200 x 60 0 I 5/16" 7/8" 7/8" 3/16" A 7 I i ' F r► .0 rli NA I 111 � LI -.--p. -• O O O ��II 1-5/8" 1-1/16" 1-1/16" GIGANT 180 X 40 O 0 0 if �. 0 0 0 k' 03 ' j . _ O O O 0 O O -- MUM ` — O O O 1 •� ` O 00 m —_ - A Q Q I r io o 00 v m - �� / \ . p. - - 1 1111 _ 2-3/8" 1" ET - C gi r I 1-5/8" 1-1/16" 1-1/16" 14 1-9/16" 1-3/16" 3/8" 4 ► ,• 1-9/16" 1-3/16" 3/8" • 0000000000000000001co . -. : w \ 000000 ° 00000i ifo(/' )� 0o0o0o00000 0 • - - / 0 W )) 00000 � 0 : W z 000000000000000000• , 01 / N ► N 000000000000, - co 11-7/16" W . o o 7-7/8" o x x cc co r • A 7-7/8" 11-7/16" 1-9/16" 1-3/16" 3/8" 2" . . 4 CJ �000000000000o0o0oa 0 :1 \ W W OoOoOoOoOoO (�'� a © 1 1_ JJ v.�1/ w 0 z00oOoOoOoOoOoOoOoO O < N 13-3/8" X I— co 0 x 13-3/8" o • • • 77 • w 0 OM o MO ■M 111.1 11111 ■■I INN a MI Eli r EMI NM MEI ■I En I I MEGANT IMEGANT 60 SERIES MEGANT 100 SERIES 3/4"3/4" 7/8" 5/8" 5/8" 7/8" :Ti NI III Iii' I 1 . 10 0 Ili 0,I1..1,., :.) , i. )il L C M L kq i r� r - 0 ,r ® o l O t"/ ' M° a109457 PO 2-318" 4„ v v M ,S3 c 3-1/8" 1-9/16" iiing r� 1-9/16" 1-9/16" iiMIli iliMi lirc lll Hie JII I E N I I N I I i � l I IPIE II ' re) 1-3/16" 1-9/16" I Sib 2-3/8" 4" Ih2 I h3 h2 I h3 Connector Connector [in] [in] IMEGANT 310x60 6-11/16" 9-7/8" MEGANT 310x100 6-11/16" 9-7/8" MEGANT 430x60 11-7/16" 14-5/8" MEGANT 430x100 11-7/16" 14-5/8" MEGANT 550x60 16-1/8" 19-1/4" MEGANT 550x100 16-1/8" 19-1/4" 136 I I MEGANT 150 SERIES I 3/4" 3/4" 3/4" 3/4" .0-► 1-r -4-I- a , v• 1_ A__ 1i " � () 7.) : 1 cp ® • i fl (1 ~ D v 5 M n L N D L -r 1 ; a. { ® [1 it ® i` 1 . 4o . o . o . ►50 m _ELT L100 5-7/8" 0 ► L__. vro I co co1-5/8" 1-3/4" 2" NiJ!! tLi®LJ! - pTj1.M 1 • 3-3/8" ,Iu � d -1sL1 11 I I N I 1 I,10I,I0I1 I 5-7/8" I h2 I h3 I Connector [in] MEGANT 310x150 6-11/16" 9-7/8" III MEGANT 430x150 11-7/16" 14-5/8" MEGANT 550x150 16-1/8" 19-1/4" MEGANT 730x150 23-1/4" 26-3/8" N;:,,z,s4:,-,,,,t, ,,:, -- '- 1, - 4. N- -ck- ": ..4:-''.;,-4. ., `'.0. ' ." ' ' : .+, .k.a... . ./.—irt , ......i.. ,..„/„.... -".. ,.!41.714'. ' . " I'llr '• . 111-0S i . . ' / N ' J 11 il"-7 . .- - ...\ ...,. "N.\ 7- • *-, .... .., ''"aso ;.eli" ', ,, -..,.. - .... ...... 0. , , - ,. ,.- '','." --' , • t ..„4.1.0-‘ ---:::0 k- ''' . •114_ , • :4;i•ik: .N' ': • Ile ', ' r \: I. , * 7IW/' .11°31.' filf' i ../ 1 1 0.•,.., ' 14110.61416.. .....".S...'. 'Nk‘'‘'• , • _ r . • '•, .. , ' . . I .. , , 4., .";-11 -°•1.' . . 1/114114. . • „ ‘ . .,....... „ ... ,,.... ,„. ,. .... ...... ,„....• ,.. , . •.. ... , 1 % . * . .. . „ ,•,.: ‘1/4, , . • i.„, /41.-- „.• \ . . .••...„ ,. _4,. • , . .. . , ..... ...,,,,, ..• ,.. , lk . , .. ,f. - . , :,,,, , (,, 'Pk .... v.,......„.„. .... ,,e. - -., ., - .,. . .i7! ... ie.; : „.., • I . . --- Too much time spent on pre-drilling ? , Look at our Self Tapping Screw Solutions I V I' —0- Several Head Types I I • .,. .P, ' I •Ilik II ---P- -.--- Innovative features I ---.114-.1., -• e,...- --,. . . ........44, ,....44, .-•...•. `9. TOP .... . , . .. g -"v. - ....•.............. ...,. -EIII I . „ ..! '21 J I Structural Screw PI Design Guide i - a - I I ---0" Self-Tapping Tips I ....---._ MyTeapn Tletbeg Conneclms IIM „P MI__ ..,.....4904941com 1 1 NG 099 40901 enIcenlytcon can _ 1 info@myticon.com P I 1" 4 I We strive to provide sustainable, high-quality mass- timber and heavy-timber connection solutions to a rapidly evolving and thriving industry. We drive innovation through certified research and development and contribute our part to the education of young talent and experienced professionals. Please contact our team to arrange a free Technical ' Learning Session on Modern Timber Connection Systems at: education@myticon.com For all our technical resources, visit: www.myticon.com/resources. ' Contact Us info@myticon.com 1.866.899.4090 1 Technical Support support@myticon.com 1.866.899.4090 I WOOD you like to CONNECT? MyTiCon Timber Connectors 1 I co L41ena enginie' e rs 3. Schraubenwerk Gaisbach GMBH (SWG) wood screws (ESR-3178) The following pages present the ICC report for the SWG wood screws used for the Myticon connectors.The Ricon series use the SWG VG countersunk screw series (CSK screws). The report also includes the SWG VG Cylinder screw series (CYL screws)which will be used to reinforce the beams and girders to prevent splitting. 1 1 I i I Rutkin Elementary School Tigard Tualitin School District ICC ES EVALUATION SERVICE Most Widely Accepted and Trusted Innovation nnovation ( Y nno CH FABS ICC-ES Evaluation Report ESR-3178 Reissued 10/2018 ICC-ES I (800) 423-6587 I (562) 699-0543 I www.icc-es.org This report is subject to renewal 10/2020. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION:06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS I 1 ' REPORT HOLDER: ' SCHRAUBENWERK GAISBACH GMBH (SWG) EVALUATION SUBJECT: SWG ASSY VG PLUS WOOD-DRILLING SCREWS t ' ICC ICC ICC ' PMG LISTED i "2014 Recipient of Prestigious Western States Seismic Policy Council ��s ' (WSSPC)Award in Excellence" 011EIIONAL A Subsidiary of COOLcou r ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically, Iaddressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. ANSI There is no warranty by ICC Evaluation Service. LLC, express or implied. as to any finding or other matter in this ACCREDITED report, or as to any product covered by the report ProO<t CTLtiLslrtvn b.+lY lIM� Copyright®2018 ICC Evaluation Service, LLC. All rights reserved. ESR-3178 I Most Widely Accepted and Trusted Page 2 of 12 ' perpendicular to the grain of the wood main member, see with the requirements for dowel-type fasteners in Section Section 4.1.1. 11.3 of NDS-15 (Section 10.3 of the NDS-12 and NDS-05 For design information for groups of Assy VG Plus for the 2012, 2009 and 2006 IBC). Use is limited to dry in- screws used in wood-to-wood and steel-to-wood service conditions, such that the wet service factor, CM, is connections used to transfer lateral load, where the screws 1.0 in accordance with the NDS. The reference design are installed at a 45 degree angle to the grain of the wood values must also be adjusted in accordance with the member(s), see Section 4.1.2. requirements in Section 12.5 of NDS-15 (Section 11.5 of ' NDS-12 and NDS-05 for the 2012, 2009 and 2006 IBC) 4.1.1 Connections with Screws Installed applicable to screws. Perpendicular to the Grain of the Main Member: 4.1.1.5 Connections with Multiple Screws: Connections 4.1.1.1 Governing Design Values: The allowable lateral containing multiple SWG Assy VG Plus screws must be ' load for a single-screw connection is the lesser of: (a) the designed in accordance with Sections 11.2.2 and 12.6 of reference lateral design value described in Section 4.1.1.2, NDS-15 (Sections 10.2.2 and 11.6 of NDS-12 and NDS-05 adjusted by all applicable adjustment factors, and (b) the for the 2012, 2009 and 2006 IBC). I allowable screw shear strength given in Table 1. The 4.1.1.6 Combined Loading: Where SWG Assy VG Plus allowable load for a single-screw connection in which the screw is subject to tension is the least of: (a)the reference screws are subjected to combined lateral and withdrawal withdrawal design value described in Section 4.1.1.3, loads, connections must be designed in accordance with multiplied by the effective thread penetration in the main Section 12.4.1 of NDS-15 (Section 11.4.1 of NDS-12 and ' member, pt., (length in the main member minus the tip NDS-05 for the 2012, 2009 and 2006 IBC). length) and byall applicable factors; 4.1.1.7 Capacity Requirements for Wood Members: 9 ) adjusted PP adjustment4 P tY (b) the greater of the following, adjusted by all applicable When designing a connection, the structural members ' adjustment factors: the reference withdrawal design value must be checked for load-carrying capacity in accordance described in Section 4.1.1.3, multiplied by the effective with Section 11.1.2 of NDS-15 (Section 10.1.2 of NDS-12 thread penetration in the side member, p,, , (length in the and NDS-05 for the 2012, 2009 and 2006 IBC), and local side member minus the unthreaded length) and the stresses within the connection must be checked against ' reference head pull-through design value described in Appendix E of the NDS to ensure the capacity of the Section 4.1.1.3; and (c) the allowable screw tension connection and fastener group. strength given in Table 1. 4.1.2 Connections Made with Multiple Inclined ' 4.1.1.2 Reference Lateral Design Values(Z): Reference Screws: lateral design values for select wood-to-wood connection configurations are given in Table 2. For other connection 4.1.2.1 General: Connections used to transfer lateral configurations, reference lateral design values for single loads between side members and a main member using shear connections with the screws loaded parallel or groups of SWG Assy VG Plus screws installed at a perpendicular to grain may be determined in accordance 45-degree angle to the grain of the wood members must with Section 12.3.1 of NDS-15 (Section 11.3.1 of NDS-12 be designed in accordance with this section. Specific and NDS-05 for the 2012, 2009 and 2006 IBC) using the design procedures for steel-to-wood connections are following parameters and limitations: addressed in Section 4.1.2.3. Specific design procedures ' for wood-to-wood connections are addressed in Section 1. The applicable specified bending yield strength from 4.1.2.4. The expected slip between the side member(s) Table 1 must be used for design. and the main member at design load is less than 1/16 inch 2. The wood side member thickness must be a minimum (1.6 mm). I of 13/4 inches(45 mm). 4.1.2.2 Applicable Parameters: The design methods 3. The minimum effective screw penetration into the presented in Section 4.1.2 apply under the following main member, excluding tip length, must be 6D, conditions: ' where D is the nominal diameter of the screw. 1. The connections are two or three member connections 4. For sawn lumber, the specific gravity used for design with a wood main member and either wood or steel purposes must be the assigned specific gravity in side member(s). ' accordance with Table 12.3.3A of NDS-15 (Table 2. Assigned specific gravity for sawn lumber and glulam, 11.3.3A of NDS-12 for the 2012 IBC, Table 11.3.2A of and equivalent specific gravity for PSL, must be within NDS-05 for the 2009 and 2006 IBC). the ranges shown in Tables 3 and 4. 5. For glulam, the specific gravity used for design 3. Screws used with steel side plates and wedge ' purposes must be the applicable Specific Gravity for washers must be Assy VG Plus screws with Fastener Design, given in Section 5 of the NDS countersunk heads. Supplement. ' 4. The screws must be installed at a 45-degree angle to 6. For PSL, the specific gravity used for design purposes the wood grain, which is parallel to the direction of the must be the equivalent specific gravity for the PSL force being transferred between the members. given in the applicable ICC-ES evaluation report. 5. The effective screw penetration in both the wood main ' 4.1.1.3 Reference Withdrawal Design Values (W) and member, p,.,4, and the wood side member, pr,4, must Head Pull-through Design Values (WH): Reference be a minimum of SD, measured along the axis of the withdrawal design values and reference head pull-through screw. design values for SWG Assy VG Plus screws are given in ' Tables 3 and 4, respectively. The minimum effective screw 6. A minimum of 2 screws must be used in each penetration into the main member, p,, excluding tip length, connection. must be 8D. 7. Spacing, edge distance and end distance must be as 4.1.1.4 Adjustments to Reference Design Values: described in Table 5 and Figures 4, 5 or 7, as ' Reference design values must be adjusted in accordance applicable. ' ESR-3178 I Most Widely Accepted and Trusted Page 4 of 12 7. The structural members must be checked for load- axes perpendicular to one another must be offset from carrying capacity in accordance with Section each other a minimum of 1.5D, to allow them to overlap. It ' 4.1.2.3.1. is recommended that opposing screws overlap a minimum 4.1.2.3.1 Three-member Connections: The allowable of 4D measured along the axis of the screws, to minimize lateral load for a three-member connection with two wood cross-grain tension effects. side members and a wood main member is equal to two 4.3 Special Inspection: Wood-to-wood or steel-to-wood times the allowable lateral load for a two-member connections with inclined screws must be considered connection with a wood side member and a wood main special cases in accordance with 2015 and 2012 IBC member, determined in accordance with Section 4.1.2.4.1. Section 1705.1.1 (2009 IBC Section 1704.15, 2006 IBC ' 4.2 Installation: Section 1704.13). 4.2.1 General: SWG Assy VG Plus screws must be 5.0 CONDITIONS OF USE installed in accordance with the manufacturer's published The SWG Assy VG Plus screws described in this report installation instructions,the approved plans and this report. comply with, or are suitable alternatives to what is ' Screws must be driven using the manufacturer- specified in,those codes listed in Section 1.0 of this report, recommended drive bit, with a rotary drill, or a percussion subject to the following conditions: drill set to rotary only mode. After installation, the flat 5.1 The screws must be installed in accordance with the surface of the countersunk heads and the top of the manufacturer's published installation instructions, the ' cylindrical heads must be flush with the surface of the side approved plans and this report. In the case of a member, for screws installed perpendicular to wood side conflict between this report and the manufacturer's members. For screws installed at an incline, the head of installation instructions, the more restrictive the screw relative to the surface of the wood or steel side requirements govern. member must be as shown in Figures 4, 5 and 7, as 5.2 Calculations and details demonstrating compliance applicable. The screws must not be overdriven and the with this report must be submitted to the code official. side member(s) must be in direct contact with the main The calculations and details must be prepared by a member,such that no gap exists between the members. registered design professional where required by the 4.2.2 End Distance, Edge Distance and Spacing: statutes of the jurisdiction in which the project is to be Minimum wood member end distances, edge distances constructed. and spacing of the screws must be sufficient to prevent 5.3 SWG Assy VG Plus screws must be installed and ' splitting of the wood, or as required by Table 5, whichever used in dry in-service conditions where the moisture is greater.When the screws are used in PSL,the minimum content of the wood members complies with Section screw end and edge distances and spacing must be in 3.2.2. accordance with Table 5 or in accordance with the ICC-ES 5.4 Use of the screws in contact with preservative-treated evaluation report on the PSL,whichever is more restrictive, ' or fire-retardant-treated wood is outside the scope of Steel plate edge distance must be a minimum of 1.5 times this report. the diameter of the screw and spacing must be a minimum 5.5 Assy VG Plus screws are manufactured under a of 3 times the diameter of the screw. For slotted holes, the quality control program with inspections by ICC-ES. minimum edge distance must be measured from the end of the slot. 6.0 EVIDENCE SUBMITTED 4.2.3 Pilot Holes: Typical installation of SWG Assy Data in accordance with the ICC-ES Acceptance Criteria VG Plus screws does not require predrilling of the wood for Alternate Dowel-type Threaded Fasteners (AC233), I member. Predriiling to reduce splitting is recommended by dated April 2015 (editorially revised August 2015), the manufacturer for certain situations, including the including data in accordance with Annex A to AC233. following conditions: 7.0 IDENTIFICATION 1. For species which are prone to splitting, including fir, 7.1 Individual SWG Assy VG Plus screws are identified in ' Douglas fir and spruce. 2. For lumber with thickness s 11/2 inches(35 mm). the field by their unique configurations. In addition, the countersunk screw heads are marked with the 3. For laterally loaded screws installed in lumber with a letters "ASSY", as shown in Figures 2 and 3. thickness 5 7D(5 14D for fir,Douglas fir and spruce). Packages of screws are identified with the ' 4. For axially loaded screws installed in lumber with a Plus); head type and drive size; screw diameter and t Sickness 510D and/or a width of less than 8D or manufacturer's name(SWG); product name(Assy VG length (in both inches and millimeters); and the 2/e inches(60 mm),whichever is greater. evaluation report number(ESR-3178). ' Contact the manufacturer's technical support for 7.2 The report holder's contact information is the additional guidance. For recommended sizes of predrilled 7.2 holes,see Table 6. SCHRAUBENWERK GAISBACH GmbH(SWG) ' 4.2.4 Installation of Inclined Screws: Screws must be AM BAHNHOF 50 installed such that their main axis is oriented at 45 degrees D-74638 WALDENBURG (±3°) to the wood grain. A pre-drill jig is provided by the GERMANY screw manufacturer to facilitate installation through wood +49 7942 1000 side members at this angle. For installation through steel ' infoswq-produktion.de side plates, a wedge shaped washer is provided by the www.swq-produktion.de screw manufacturer for use with slotted holes in the steel plate. A pre drill jig is provided by the screw manufacturer 7.3 The technical support company contact information is to facilitate installation through steel side plates with slotted the following: ' holes. Alternatively, the predrilled holes in the steel plate MYTICON TIMBER CONNECTORS INC. must be at a 45-degree angle to the surface of the plate. (866)899-4090 4.2.5 Three-member Connections: Opposing screws infoPmv ti con.com tinstalled through the side members with their respective www.my-ti-con.com ' ESR-3178 I Most Widely Accepted and Trusted Page 6 of 12 TABLE 2—REFERENCE LATERAL DESIGN VALUES(Z)FOR WOOD-TO-WOOD CONNECTIONS'"45 MINIMUM REFERENCE LATERAL DESIGN VALUE,Z(Ibf)FOR SPECIFIC GRAVITIES OF I SIDE FASTENER FASTENER MEMBER PENETRATION 0.33 0.42 0.49 0.55 DESIGNATION' THICKNESS INTO MAIN (inches) MEMBER Zp Zi/a Z. Za Z,/II Z. Z, Z2/1 Zl Za Z.0 Z. I '!4"X 4" 2 (inches) 13l4 99 99 99 123 123 123 142 142 142 158 158 158 '/4"x 51/2" 25/4 21/2 99 99 99 123 123 123 142 142 142 158 158 158 '/4"x 61/4" 31/2 2'/2 99 99 99 123 123 123 142 142 142 158 158 158 ' 1/4"x 71/4" 4 2'/8 99 99 99 123 123 123 142 142 142 158 158 158 J4`x 7'!e" 5'/2 21/499 99 99 123 123 123 142 142 142 158 158 158 11/4"x 85/8" 6 25/8 99 99 99 123 123 123 142 142 142 158 158 158 ' 1/4"x 91/2" 7 2'!4 99 99 99 123 123 123 142 142 142 158 158 158 1/4"x 113/; 71/2 4 99 99 99 123 123 123 142 142 142 158 158 158 !a"x 113/4" 8 3'!2 99 99 99 123 123 123 142 142 142 158 158 158 '/4"x 113/4" 9 21/2 99 99 99 123 123 123 142 142 142 158 158 158 ' 5I, 'x 434" 2 27/,e/,g 148 118 118 194 155 155 223 179 179 248 199 199 Sl,e x 5'li 23/4 2 155 124 124 194 155 155 223 179 179 248 199 199 5/18"x 61/a" 31/2 2I/,6 155 124 124 194 155 155 223 179 179 248 199 199 1 5/,8"x 71/8" 4 2t3f18 155 124 124 194 155 155 223 179 179 248 199 199 51,a•x 77/6" 5'!2 21I,e 155 124 120 194 155 155 223 179 179 248 199 199 5/,a"x 85/8 6 25I,g 155 124 124 194 155 155 223 179 179 248 199 199 a/,8"x 91/4" 7 25/,6 155 124 124 194 155 155 223 179 179 248 199 199 ' S/,a"x 11" 71!2 33/15 451,a 155 124 124 194 155 155 223 179 179 248 199 199 5/,g"x 125/a 8 155 124 124 194 155 155 223 179 179 248 199 199 5/,6.x 133/8" 9 41/4e 155 124 124 194 155 - 155 223 179 179 248 199 199 5/,8"x 141/e" 10 377116 155 124 124 194 155 155 223 179 179 248 199 199 I 5l,6"x 153/4" 11 47/,6 155 124 124 194 155 155 223 179 179 248 199 199 5l,g"x 163le 12 4'I,g 155 124 124 194 155 155 223 179 179 248 199 199 5/,6"x 187/8" 14 45/,6 155 124 124 194 155 155 223 179 179 248 199 199 5/,8'x 20'/8" 16 45l,6 155 124 124 194 155 155 _ 223 179 179 248 199 199 5/16"x 22'/e" 18 48/,8 155 124 124 194 155 155 223 179 179 248 199 199 3!g"x 5'Iz" 2 3'!a 170 136 136 239 191 191 289 231 231 321 257 257 34"x 02" 23/4 23/e 186 149 149 251 201 201 289 231 231 321 257 257 ' 3!8"x 6'/4" 23/4 3'4, 201 161 161 251 201 201 289 231 231 321 257 257 3!6"x 7'/g" 3'!2 3'!. 201 161 161 251 201 201 289 231 231 321 257 257 3/5"x 7718" 4 02 201 161 161 251 201 201 289 231 231 321 257 257 3/2"x 9'!2" 5'/2 3544 201 161 161 251 201 201 289 231 231 321 257 257 ' 3/;x 113l4" 6 53/8 201 161 161 251 201 201 289 231 231 321 257 257 3/a"x 113/4" 7 43/a 201 161 161 251 201 201 289 231 231 321 257 257 3/8"x 125/8" 71/2 43/4 201 161 161 251 201 201 289 231 231 321 257 257 I 3!e x 133J8" 8 5 201 161 161 251 201 201 289 231 231 321 257 257 3/e"x 133le" 8'I2 5'/4 201 161 161 251 201 201 289 231 231 321 257 257 3/8"x 141/8' 9 55/8 201 161 161 251 201 201 289 231 231 321 257 257 3/8"x 14'/8" 91/2 5'l8 201 161 161 251 201 201 289 231 231 321 257 257 I 319"x 15" 10 45/8 4'!a 201 161 161 251 201 201 289 231 231 321 257 257 3/e"x 153/." 11 201 161 161 251 201 201 289 231 231 321 257 257 3/e"x 163/8" 11'/z 4'/2 201 161 161 251 201 201 289 231 231 321 257 257 I 31e'x 1714" 12 4'/8 201 161 161 251 201 201 289 231 231 321 257 257 3/s"x 187!e" 13 5'/2 201 161 161 251 201 201 289 231 231 321 257 257 3/g"x 20'!g" 14 6'J2 201 161 161 251 201 201 289 231 231 321 257 257 34"x 22'/8" 16 6'/2 201 161 161 251 201 201 289 231 231 321 257 257 ' 3/e x 2554" 18 7'/4 7'/g 201 161 161 251 201 201 289 231 231 321 257 257 3/e"x 27'!2" 20 201 161 161 251 201 201 289 231 231 321 257 257 34"x 202" 21 8'/g 201 161 161 251 201 201 289 231 231 321 257 257 ' 3/e"x 31'I2" 22 91!8 201 161 161 251 201 201 289 231 231 321 257 257 ESR-31 78 I Most Widely Accepted and Trusted Page 8 of 12 ' TABLE 3—REFERENCE WITHDRAWAL DESIGN VALUES(W)'''(Ibffin) FOR SPECIFIC GRAVITIES(SG)AND EQUIVALENT SPECIFIC GRAVITIES(ESG)OF:4 NOMINAL FASTENER Sawn Lumber and Glulam PSL DIAMETER ' (inch) SG=0.55 SG=0.49 SG=0.42 SO=0.35 ESG Z 0.50 MO-For screws driven into the side grain of the main member,such that the screws are oriented perpendicular to the grain and loaded in direct withdrawal': 'hi 230 202 169 137 156 , 5/,6 279 248 212 176 179 3/6 317 280 237 188 211 '12 331 297 251 209 223 ' We-For screws driven Into the side grain of the main member,such that the screws are oriented at 45 degrees to the grain and loaded along the axis of the screw: '14 197 173 145 118 156 , 5/16 239 212 182 151 179 3/8 272 240 203 163 211 I 1/2 284 254 215 179 223 For SI: 1 inch=25.4 mm, 1 Ibf=4.4 N. 'Values must be multiplied by all adjustment factors applicable to wood screws,in accordance with the NDS. ' 2 SWG Assy VG Plus screws must be installed and used in dry in-service conditions,such that the wet service factor,CM,is 1.0 in accordance with the NDS. 'Reference withdrawal design values are to be multiplied by the length of thread penetration into the main member.Main member penetration must be at least 8 times the nominal diameter.Thread length does not include the length of the tip. ' 'The specific gravity used for design purposes must be the assigned specific gravity for sawn lumber per Table 12.3.3A of NDS-15 (Table 11.3.3A of NDS-12,Table 11.3.2A of NOS-05)or the applicable Specific Gravity for Fastener Design for glulam,given in Section 5 of the NDS Supplement:and the equivalent specific gravity(ESG)must be the equivalent specific gravity given in the applicable ICC-ES evaluation report on the PSL product. ' I I . I I I I IESR-3178 I Most Widely Accepted and Trusted Page 10 of 12 TABLE 7—RECOMMENDED DIAMETER OF PREDRILLED HOLES'(inch) INOMINAL FASTENER APPLICABLE LOAD CONDITION AND SPECIFIC GRAVITY DIAMETER (inch) Screws Subject to Lateral Load Screws Loaded Axially I SG50.5 SG>0.5 and PSL 0.35 5 SG 5 0.55 and PSL 1/4 5/32 S132 5132 I 5/16 13/64 7/32 13/64 3/e 15/64 1/4 15/61 1 1/2 1]/� 5/16 17/64 For SI: 1 inch=25.4 mmI Len.th Thread Len•th I ' Head-e a Lt FIGURE 1—ASSY VG PLUS SCREW WITH CYLINDRICAL HEAD N; m v O Len•th I Thread Len. h Head-o a ��Ss� IIIN0000$$$$$$$$$$$$$O$0ll111.111- O m re � o 70 FIGURE 2—ASSY VG PLUS SCREW WITH COUNTERSUNK HEAD 0 I O I Le !th Head-a Thread Len•th a I Lt /� 1� � 11111r ti � 11$ r$ 1r111$ 11iIII- Im a g P a r FIGURE 3—ASSY VG PLUS SCREW WITH COUNTERSUNK HEAD m II WITH MILLING POCKETS a 8 ESR-3178 I Most Widely Accepted and Trusted Page 12 of 12 NOMINAL SCREW DIMENSION! DIAMETER (Inch) V NON T (inch) ' /,e 0.500 18 0.724 0.780 Bottom View Cross Section FIGURE 6-STEEL WEDGE WASHER Note:Minimum dimensions for end distance,edge distance and spacing of the screws in the wood member are as shown in Figure 4. 1 �' Cm pa I FIGURE 7—CONNECTION GEOMETRY FOR INCLINED SCREWS STEEL-TO-WOOD CONNECTION I I I I I /catena on nsuln e ting g ( e r 4. Beam Hanger Selection The following pages present the gravity design of the beam hangers. 1 I I I I I I I I i Rutkin Elementary School Tigard Tualitin School District I I Project: No: Page: I catena � e " , � ,F Rvili\N LS 2o1&�i7 4 ` " ° ' " ' ° ' ' Subject: By: Date: '.- NAPP (110 1 Q OAA r 0/217/9 I p ' ---,\ Iv -.me.. ,...,„„...,________ • 1 II / 7 — -- � 1 I iI / / / , ; , i 1 i t , a l )-1 )--- ; 1 10' 1I)V / / 11 / ! P L 1� N -,1vvm,6tI S 4)t )T 10N (I) SLR5 Man 2 I LNx j �1.5 xi too S V S 3,, 1 qt. Use F 4i ' I q• 6f iP5 I ) it-iii i - ilia Ni ED /GA ,�� ..i._ �Q lNfv(.�CEM �N! i PO - USE f\eiNFoR C. p i wflf(i7• Lod yfrifo I (oVMN5 -- 5 k . PG- 3 rot), - / N.. fUIN F I Project: No: Page: , / P\ TigN �� 20)3017. 00 `7 4 1 c a t e n a = �v'�����:�� Subject: By: Dote: TIvmPP cUlf,iy ()R 9 A �e/ /9 I I LaINkoNs V= 324 zzf 5 L 27 p5` >> I I LtRB131. i 2 tOFA I7- 10 III 1 / = (bL ( t )/ I 2- I i6'. g e ) 9. \ 19\ , I p1 3Zr 51_ = 2- -pef P v , (fol_ts .. Woe, s U5F Ntoril 5 v5 J- 100? _____, I V/A1►=- `cl' TO lb S I (3Y\ 1 l—� 1 I catena consuIete° 9 engin 5. Beam and Girder Reinforcement The following pages present the design for reinforcement of glulam beams and girders to prevent splitting. This reinforcement was designed using the prescriptive approach presented in 1 the Myticon Beam Hanger Design Guide. I I 1 i 1 1 1 I 1 1 1 1 1 Rutkin Elementary School Tigard Tualitin School District atena Project: RviK l N ' ,l� � Page ° " ° ^ ° • ' ' ?, 4) 3/4 I Subject: By: DAP Date )//f I Jj0r.y R- 5v110 ' l ki 5 ØI 6-4Ii A GRJD 9 8w 2 I Tie- viz ti,EIIVfU(ZCFMN7 .4(TcoA pEg -/IDLC 9; _ iN 1 __r.._� — `. . G Id D f . i i yo gE WFAaal^c>a► ' rlNEuQ � lA'�FL it-i, IS" iI t 27p 2 ?ss ,1r,2 z 1 Na 6-UIl9?N( ( N NOS f02 r I E !NPOPCs f JT 1 EdAtTIODES fRoiSIO(S V5H Pea /1/Iiiiqi 51) 66-E ST-ED P 6514e AI TA(0 r9 J GL y•c"r1S 0, i17-S I -Ii id i kfr oo� � K7 ps r ; Tr )P q!, )Kt P =0. ofri S, 36 J /. 3 W n-0v AL aft 119, t” y 16 C y r ' 21.0 Ni/l 5/ w Ay, yk vur p roPA /44 :12_4010 82 Ra S }}} I /�- Project: 4� ,J �� No: Q 2 in Page: tcatena V f1C - a�) 7 `+ . . . , Subject L l By J fi J Vt e/2"A / I (2) /Az 1453yV61W- III ___________________..J- ' Ai TEA I-P/40 E1)00 0 5(P E N if 7 I _. y� �� 6,1 I 6. I I 7:0:5-9 '- °' 2- tp= 7)"" 3�-t-.2 3)-- 0 , 11/) TCeto --7 ,i-p 1::3 7, g9r,. )p.5 : 4,/b I I '''' 0J 3 ifl , ,y , ,y, , .I , '( � 7g ss� /6cyi -.'°`&1yl/7 ) ( zrCf , , O / Ib 1 , v, •-. 1 eatena e n gi n consulting ee rs 6. Seismic Performance of Beam Hangers The following pages present a study performed at Queen's University in Kingston, Ontario, Canada by Harrison Leach.The study explored the capabilities of different Myticon beam hangers to resist beam rotations. Cyclic testing was used on several Myticon connectors,three of which were on the Ricon 390x80, denoted the Ricon Protoype within the study. On average, the Ricon 390x80 was able to resist a sustained rotation of 1%while reaching failure at a rotation of 1.36%. These test results were used to determine the adequacy of the beam hangers used at Rutkin Elementary School to resist the design inelastic interstory drifts. I I I I i 1 i I I 1 I Rutkin Elementary School Tigard Tualitin School District I I I INTERSTOREY DRIFT PERFORMANCE OF TIMBER BEAM-HANGER CONNECTIONS by I Harrison Leach I I I A thesis submitted to the Department of Civil Engineering In conformity with the requirements for the degree of Master of Applied Science I I I Queen's University Kingston, Ontario, Canada (September,2018) I Copyright©Harrison Leach, 2018 I i Abstract 1 This thesis is split into two distinct sections.The first describes the design of a testing setup for applying simulated earthquake loads to a timber beam-hanger connection, and the second 1 evaluates the performance of beam-hanger connections under this loading protocol. Chapter 2 describes existing testing protocols for subjecting timber connections to cyclic loading. I The specific details of the current research are then outlined, including the loading protocol to allow for the application of interstorey drifts, and the details of the two specific beam-hanger connections tested for this research("dove tail"and"bolted plate").The structural design of a testing frame is then described and the final product of a steel wide flange section,W460x128, with 10mm plates is detailed. A test was then completed to evaluate the performance of the new t testing frame. It was determined that the frame performed adequately by ensuring that the deflections incurred during the loading are primarily experienced by the connections. I Chapter 3 describes the laboratory testing of beam-hanger connections under applied interstorey drift deflections. The performance of the connectors was evaluated and it was determined that the Ricon Prototypes exhibited a combined tension and shear fracture of the collar bolts at an average I shear of 210 kN and a rotation of 1.33°. The Megant connections failed due to combined tension and pull-out failure of the wood screws, and sustained higher shear,moments and rotations than t the Ricon Prototype connections.The interstorey drift values at failure were also compared to the maximum interstorey drift value from the National Building Code of Canada(2.5%)and it was observed that the Megant 310x150 and 550x150 are the only connections that surpassed this I value. 1 I Acknowledgements I Words cannot describe my appreciation of my supervisor Dr. Colin MacDougall, who from day one showed an unerring belief in me and continued to support me through every up and down of this research. Thank you for your guidance and encouragement throughout my thesis. This research would not have been possible without the opportunity presented by Max Closen and MyTiCon Timber Connectors. Thank you not only for the supply of all the connectors but also for the unquantifiable wealth of knowledge on the research subject.The faith you showed in me throughout the design and experimentation of this research was truly appreciated. Additionally, a special thanks are owed to Michael Velasquez of George A Wright& Sons for his incredible 111 assistance with the design and manufacturing of the testing equipment. I would also like to extend a special thank you to my family and friends that helped me stay focused,but also enjoy a break when I needed it. Specifically to my parents,thank you for your never ending support of my academic dreams,no matter how long I've stayed in school. To Kelsey Curran for always listening to my engineering rants and complaints about the lab and for continuing to support me when I thought all hope was lost of ever graduating. To Kyle Tousignant and Sara Nurmi for greatly assisting in test set up and with the running all of my tests. To Kyle Beaudry, Zachary Broth, Laura Tauskela, Christian Barker, and Jack Poldon for being there for me to bounce ideas off through all stages of my thesis. My final gratitude goes to Paul Thrasher,Hal Stephens, Luke Dennis,Neil Porter, Kenneth Mak, James St. Onge, as well as all the other Queen's graduate students, technical staff and administrative staff for their tremendous help and knowledge during my research. I iii I I 1 Table of Contents IAbstract ii IAcknowledgements iii List of Figures vii IList of Tables ix IChapter 1 : Introduction 1 1.1 General 1 1 1.2 Problem Statement 4 1.3 Objectives 5 I1.4 Thesis Outline 5 I1.5 References 7 Chapter 2 : Design of a Testing Apparatus for Applying Simulated Earthquake Loads to Timber 1 Beam-Hanger Connections 8 I2.1 Introduction 8 2.1.1 Objectives 10 I2.2 Requirements of Testing 10 2.3 Loading 11 I2.4 Connections 12 I2.5 Specimen Reinforcement 13 2.6 Timber 14 1 2.7 Structural Design of Test Setup 15 i 2.7.1 Testing Frame 15 111 2.7.2 Swivel 18 I2.8 Test Specifications 19 I iv I I I 2.9 Initial Test 20 2.10 Evaluation of Testing Procedure 21 2.11 Summary 22 2.12 References 23 Chapter 3 : Evaluation of the Interstorey Drift Performance of Timber Beam-Hanger Connections I 30 3.1 Introduction 30 3.1.1 Objectives 31 3.2 Materials 32 3.2.1 Timber 33 1 3.2.2 Specimen Reinforcement 33 3.3 Testing Frame and Loading Scheme 34 3.4 Experimental Results 35 1 3.4.1 Interstorey Drift 35 3.4.2 Measured Shear and Moment 36 3.4.3 Failure Modes 38 3.4.4 Rotation 40 3.4.5 Moment versus Rotation 41 3.5 Discussion 42 3.5.1 Repeatability of the Test Set-Up and Procedure 42 3.5.2 Comparison of Ricon Prototype,Megant and Staggered Ricon Tests 43 3.5.3 Previous Testing of Ricon Connectors 45 3.5.4 Evaluation of Interstorey Drift Capacities 45 3.6 Summary 46 3.7 References 48 v I 1 List of Figures 1 Figure 2.1: Standard earthquake loading from CUREE-Caltech Woodframe Project(Gatto & IUang,2002) 24 IFigure 2.2: Interstorey drift loading 24 Figure 2.3: Connection installation alternatives 25 IFigure 2.4: Megant connector(courtesy of MyTiCon Timber Connectors) 25 Figure 2.5: Ricon S VS connector(courtesy of MyTiCon Timber Connectors) 26 Figure 2.6: Ricon Prototype connector(courtesy of MyTiCon Timber Connectors) 26 IFigure 2.7: Specimen reinforcement 27 Figure 2.8: Model of steel testing frame 27 IFigure 2.9: Additional sections for testing frame 28 IFigure 2.10: Swivel design alternatives 28 Figure 2.11: Swivel final design 29 IFigure 2.12: Displacement measurement locations 29 Figure 3.1: Megant connector(courtesy of MyTiCon Timber Connectors) 50 IFigure 3.2: Ricon S VS connector(courtesy of MyTiCon Timber Connectors) 51 IFigure 3.3: Staggered Ricon S VS connectors(courtesy of MyTiCon Timber Connectors) 51 Figure 3.4: Ricon Prototype connector(courtesy of MyTiCon Timber Connectors) 52 IFigure 3.5: Specimen Reinforcement 52 IFigure 3.6: Drawing of Test Setup 53 Figure 3.7: Picture of Test Setup 53 IFigure 3.8: Typical interstorey drift versus time plot 54 Figure 3.9: Typical load versus time plot 54 IFigure 3.10: Ultimate failure of uplift screw during testing of Ricon Prototype#1 55 I vii I I I Figure 3.11: Failure mechanisms for Ricon Prototype#1: (a)collar bolt at the bottom of the connection; (b) collar bolt at the top of the connection 55 1. Figure 3.12: Load distribution at failure for Ricon connectors 56 Figure 3.13: Bending of Ricon Prototype#1 due to bearing 56 Figure 3.14: Bending of Ricon Prototype#1 column plate at location of collar bolt 57 Figure 3.15: Combined tension failure and pullout failure of the fully threaded wood screws for the Megant 310x150 connection 57 Figure 3.16: Screws from Megant 310x150 that failed in tear out and tension 58 Figure 3.17: Bending of aluminum connection plate from beam for Megant 310x150 58 Figure 3.18: Bending of Megant 520x100 connection plate prior to the earthquake loading 59 Figure 3.19: Extreme bending of Megant 520x100 connection plate under earthquake loading 59 Figure 3.20: Ultimate bending failure of the connection angle for the Megant 520x100 60 Figure 3.21: Initial failure of Megant 550x150 due to partial tear out of fully threaded wood I screws and bending of the beam connection plate 60 Figure 3.22:Ultimate failure of Megant 550x150 due to tear out and tension failure of wood 1 screws and bending of the beam connection plate 61 Figure 3.23: Combined tension and shear failure of welded collar bolt for Staggered Ricon test 61 Figure 3.24: Definition of positive rotation 62 Figure 3.25: Typical rotation versus time plot 62 Figure 3.26: Typical moment versus rotation plot 63 Figure 3.27: Rotation of Ricon Prototype connectors 63 Figure 3.28: Plot of moment vs.rotation envelopes for all connections 64 Figure 3.29: Connection installation alternatives 65 Figure 3.30: Evaluation of interstorey drift performance of all connections; Adapted from Devall, , R. (2003) 66 viii I. I I Chapter 1 1 Introduction I 1.1 General Timber buildings have been built throughout North America for centuries. In the early-nineteenth Icentury post-and-beam structures emerged as a common building method for industrial buildings across North America. This new style of design allowed for buildings to be assembled quickly Iand cost-effectively, which led to the use of heavy timber structures for all types of buildings across the continent.An additional advantage was their improved fire resistance (Heitz, 2016). 1 There is increasing interest in using timber for modern construction due to its combination of 1 aesthetics, structural performance, opportunity for innovation, constructability, and low carbon profile. Bernhard Gather of the structural engineering firm Fast+Epp, states that in his firm's Iexperience, a mass timber project is approximately 25 percent faster to construct than a similar project in concrete(American Wood Council, 2016). Research has further shown that Itransitioning from steel and concrete construction to timber construction could reduce global Icarbon emissions by 14 to 31 percent(Chadwick et al., 2014). ICurrently,there are significant research and construction efforts to realize"tall"heavy-timber Ibuildings. Examples in North America include a newly constructed residence building on the campus of the University of British Columbia, Brock Commons. Currently it is the tallest wood Ibuilding in the world, at 18 storeys, and consists of cross-laminated-timber floors supported on glue-laminated wood columns (Hixson,UBC's Brock Commons rises to the top,2016 (b)). IAdditionally, Carbon 12 is an eighty-five foot tall, eight-storey, timber framed residential and I 1 1 I I commercial project constructed in Portland,Oregon(Hilburg, 2017). It is currently the tallest wood building in the United States and includes a structural system comprised of glulam columns I and beams with cross-laminated timber floor decking and shear walls. Furthermore, in Europe, the push for tall heavy-timber buildings is ongoing. Stadthaus was recently built in London and, at the time,was the tallest timber residential structure in the world(Waughl et al.,2010).The I nine-storey building was the first of this height to have load bearing walls, floors, and cores made entirely from timber. Prior to the completion of Brock Commons,the tallest wood building in the a. world was the 14-storey Treet tower in Norway. Completed in 2016,Treet's total height is 52.8 metres and it includes 550 cubic metres of glulam(Hixson, 2016 (a)). I One of the important design considerations for any tall building is earthquake resistance.When designing lateral load resisting systems,there are two main strategies to achieve acceptable performance during earthquakes: designing for strength or ductility. During an earthquake, I buildings must be able to accommodate horizontal displacements without losing structural integrity and,therefore, ductile designs are crucial, especially for regions susceptible to large or I frequent earthquakes. Timber has a high strength-to-weight ratio,which makes it ideal for earthquake-resistant I construction. Additionally,timber shows little degradation of strength or stiffness under cyclic loading and buildings constructed with it have high damping (Duggal, 2007). However, despite these advantages,timber has a relatively brittle failure mechanism.A timber beam will deflect significantly under load,but when it actually begins to fail it will rupture abruptly. This is a failure mode that is not desirable for safety. This can be addressed through connections I specifically designed to yield rather than fail in a brittle manner. With careful design, it can be 2 I 1 I I ensured that the connections will yield prior to failure of the timber members, providing safety for Ioccupants. One of the increasing trends for connections to satisfy this need for ductility are pre-engineered I "beam-hanger"connection systems, such as the Ricon®connections manufactured by KNAPP. These proprietary systems are advantageous because they allow for pre-installation in a controlled Ienvironment and have standardized load ratings. This allows for quicker and easier design and Iinstallation on site,both leading to a shorter project timeline overall.Additionally,they can be installed embedded into the wood, creating an aesthetically pleasing connection that also provides Igreater fire protection than a visible connection. IThese connections often use self-tapping screws to attach the connection plates to the end grain of Ithe timber members. Self-tapping screws possess higher strengths than typical wood screws and are specifically designed to enable easier installation. They incorporate a small core diameter with 1 larger threads designed to cut into the material as they are driven in, leading to a high withdrawal Iresistance. They have an improved shank cutter which reduces clogging and friction during installation, and also reduces splitting of the timber(Gehloff, 2011). They also have a higher Itensile strength than typical wood screws (>800 MPa).The self-tapping tip eliminates the need to pre-drill a hole and reduces drive-in torques,making the installation quick and easy. In addition to providing a method of fastening connectors, self-tapping screws are ideal for reinforcing wood Idue to the above mentioned qualities, as well as the fact that they are available in long and varying lengths(up to 800mm). I IWood is a cellular organic material made up primarily of cellulose,which comprises the structural units (cells) and lignin,which bonds the structural units together. Wood cells are I 3 I I 1 hollow and vary from about 1.0 to 8.4 mm in length and from 0.01 to 0.084 nm in diameter (American Institute of Timber Construction,2005). Due to this cellular structure,wood is an 1 anisotropic material, meaning it has different properties depending on orientation.Generally wood exhibits three axes of symmetry: longitudinal,radial, and tangential. Typically sawn wood members are oriented with their long dimension parallel to the longitudinal face,or parallel to the grain. The other axes are not specifically oriented during the sawing process, and therefore the direction perpendicular to the grain is a combination of properties from the radial and tangential 111 directions. Due to this anisotropic property,wood has inherent weakness in the"perpendicular-to- I grain"direction. In many mass timber design applications, it is required to reinforce the timber in the perpendicular to grain direction to avoid splitting or crushing of the member. I An issue facing users of any new proprietary connection system is that guidelines are often not 1 available in design codes. Testing will be carried out by each individual manufacturer in order to determine the structural performance of their products. Sufficient testing can be used to certify systems by, for example,the Canadian Construction Materials Centre(CCMC)and thereby I implement them into the relevant code(s). Once the codes include specifications for these connections, it is much easier for engineers to utilize them in their structural design. 1 1.2 Problem Statement The use of beam-hanger connections for mass timber construction has been popular in Europe I since the mid nineteenth century, and there is increasing interest in North America. The ease of I installation and design, combined with the aesthetic properties and potential for earthquake resistance, are reasons engineers and architects are interested in these systems. However,there is a significant lack of scientific data available within published literature on the performance of beam-hanger connectors under simulated earthquake loading and this needs to be addressed to I 4 I 1 I I enable engineers to utilize these systems. Cyclic testing needs to be carried out on beam-hangers to determine strength properties and performance under all varieties of setup and loading conditions. The scope of this thesis is to add to the beam-hanger literature in order to enable the implementation of these systems in structural design. 1.3 Objectives The objectives of this thesis are to: 1. Evaluate the existing testing procedures and setups for cyclic loading of timber connections and determine an appropriate method for testing beam-hangers under this loading. 2. Design and fabricate a testing apparatus to apply interstorey drift deformations to beam- ' hanger connections. 3. Evaluate the behavior of"dove tail"and"bolted plate"beam-hanger connections under cyclic loading. Specifically,the failure modes and moment-rotation performance will be investigated, and measured interstorey drifts at failure will be compared to code requirements. 1 1.4 Thesis Outline This thesis is presented in manuscript format. This section outlines the scope of each chapter. I Chapter 2 address Objectives 1 and 2. It presents a literature review of existing testing protocols for timber connections under simulated earthquake loading. The specific connections to be tested for this thesis are then described and the requirements for this research are presented. Lastly,the analysis and design of a new testing frame to meet these requirements is provided, and its performance is evaluated. 1 5 I 1 I Chapter 3 addresses Objective 3. It presents the assessment of the shear and rotational capacities of beam-hanger connections under cyclic loading. Three tests on Ricon Prototype connections, I one on a staggered Ricon S VS connection and three on varying sizes of Megant connections were completed. The performance of these connections is discussed and then compared to the interstorey drift limits in the National Building Code of Canada. Lastly,the findings are I compared to recent studies on similar connections. I Chapter 4 summarizes the findings of this research and provides suggestions for possible future work in this research area. I i 1 I I I I I I 6 I I I 1.5 References American Institute of Timber Construction. (2005). Timber Construction Manual. Hoboken,New Jersey: John Wiley& Sons, Inc. American Wood Council. (2016).Mass Timber in North America. Continuing Education. Chadwick, D. O.,Nassar,N. T., Lippke,B. R., &McCarter,J. B. (2014). Carbon,Fossil Fuel, and Biodiversity Mitigation with Wood and Forests.Journal of Sustainable Forestry, 33:3,248-275. Duggal, S. K. (2007). Earthquake Resistant Design of Structures. Oxford University Press. Gehloff,M. (2011).Pull-out Resistance of Self-Tapping Wood Screws with Continuous Thread. Vancouver, Canada: M.Applied Science,University of British Columbia. Heitz,J. (2016).Fire Resistance in American Heavy Timber Construction: History and Preservation. Springer International Publishing. Hilburg,J. (2017). The country's tallest timber building wraps up in Portland.Architects Newspaper. Hixson,R. (2016 (a),January 26). Norwegian project breaks tall wood building record. Retrieved from Journal of Commerce: https://canada.constructconnect.com/joc/news/projects/2016/0 1/norwegian-proj ect- breaks-tall-wood-building-record-1013064w ' Hixson, R. (2016(b), September 19). UBC's Brock Commons rises to the top. Retrieved from Journal of Commerce: https://canada.constructconnect.com/j oc/news/proj ects/2016/09/ubcs-brock-commons- rises-to-the-top Waughl,A., Wells,M., &Lindegar,M. (2010). Tall Timber Buildings: Application of Solid Timber Constructions in Multi-Storey Buildings.International Convention of Society of Wood Science and Technology. Geneva, Switzerland. t t7 I Chapter 2 Design of a Testing Apparatus for Applying Simulated Earthquake Loads to Timber Beam-Hanger Connections 2.1 Introduction t On the west coast of North America, and in various other regions around the world,tall wood buildings may be subject to significant dynamic loading due to earthquakes. Earthquake loading imposes an interstorey drift that will cause typical timber post and beam connections to experience additional stresses as a result of the combination of the gravity load and the rotation of the beams against the post. Since the connection will have to resist the gravity load while a major loading event such as an earthquake occurs,testing is required to prove that the connection at major structural members can satisfy these demands. In order to determine the most practical method for evaluating the performance of beam-hanger ' connections under cyclic loading, it is beneficial to review the current literature regarding the existing testing strategies for timber connections under simulated earthquake loading. Popovski et al. (2002) evaluated the performance of timber connections under quasi-static cyclic loading. Connections utilizing steel bolts and glulam rivets in several configurations were investigated. This research was completed before a standard was established for cyclic testing of timber connections and a testing protocol was therefore created to apply the cyclic deflections. The protocol involved determining the average yield deformation(Ay)from monotonic testing of the connections. The applied deformations for the cyclic testing were then set to multiples of this average yield deformation: 0.5 Ay, 1.0 Ay, 0.5 Ay, 1.5 Ay, 1.0 Ay, 2 Ay, 1.5 Ay, 2.5 Ay, 3 Ay, 3.5 8 ' Ay, 4 Ay,4.5 Ay, 5 Ay, 5.5 Ay,6 Ay, 7 Ay, 8 Ay, 9 Ay, 10 Ay, and 12 Ay. Sets of three cycles at ' the same deformation were completed for each step in order to account for the strength ' degradation when a connection is repeatedly loaded to the same deformation level. The cyclic protocol utilized a constant frequency with one full cycle being completed in 10 seconds. Lam et al. (2010)evaluated the performance of bolted beam-to-column timber connections under monotonic and reverse-cyclic loading. Tests were completed on unreinforced connections and connections reinforced with self-tapping screws to determine the reinforcement effect on the moment-resisting capacity. A displacement controlled cyclic testing protocol developed by the Consortium of Universities for Research in Earthquake Engineering(CUREE)was followed for these tests. The test setup included the column member placed horizontally on the ground and fixed in place with the beam connected to the top side of the column and oriented vertically. Deflections were applied horizontally at the end of the beam member.No other loading was incorporated in the testing. Wang et al. (2015)examined the performance of bolted beam-to-column connections under monotonic and reversed cyclic loading to evaluate the moment-rotational angle relationship. Experiments were completed with glulam,glulam reinforced with self-tapping screws, and cross laminated timber specimens. The cyclic testing protocol used was again the displacement controlled protocol created by the CUREE. The test setup was very similar to that used by Lam et ' al. (2010)and also did not incorporate any additional loading to the cyclic displacements. ' MyTiCon Timber Connectors(2016)evaluated the performance of beam-hanger connections under interstorey drift loading. Two different sizes of Ricon S VS connectors were tested under cyclic loading. The testing protocol consisted of a modified version of the protocol developed by 9 1 the CUREE to allow for the applied deflections to correspond to interstorey drift values instead of a percentage of maximum expected deflection. The test setup consisted of a glulam post that was fixed horizontally to the floor of the testing laboratory with a glulam beam connected to the side of the post and oriented horizontally. The cyclic displacements were then applied horizontally at the end of the beam. Additionally, static loads were applied horizontally near the interface of the post and beam to simulate gravity loading of the connection. 2.1.1 Objectives As the above literature indicates,various testing programs of bolted connections under simulated 1 earthquake loading has been completed. However,there is a lack of research and testing on the performance of pre-engineered beam-hanger connections Since the CUREE loading protocol was developed, it has become the standard cyclic loading protocol for timber connections. The ' literature also shows that researchers typically apply the cyclic deflections to the beam member while keeping the column member fixed in place. Furthermore, in the majority of studies, loads to simulate gravity loading have not been included. ' The scope of the remainder of this chapter is to evaluate the existing testing procedures and , setups for cyclic loading of timber connections and to determine a method for testing beam- hangers under this loading. Specifically,the testing parameters for this research will be discussed and the design of a testing frame to accommodate these requirements will be completed. A ' practice test for evaluating the test frame will then be conducted. 2.2 Requirements of Testing Previous testing(MyTiCon Timber Connectors,2016)has examined the structural performance of proprietary timber connectors subjected to simulated earthquake loading. The current research 10 , focuses on connectors that are 65% larger, which require a larger test set-up to accommodate ' them. Specifically, beams 762 mm(30")tall,216 mm(8.5")wide and 1524 mm(5')long in combination with columns (216 mm(8.5")by 362 mm (14.25"), 1220 mm(4')in length)were needed to accommodate the size of connectors being tested. The testing frame needed to be ' sufficiently stiff to minimize deflections and to ensure the connections experienced the intended interstorey drift. Additionally,the testing apparatus needed to be able to accommodate an applied ' shear load on the specimen near the connection to simulate gravity loading. i2.3 Loading ' The objective of this research is to examine the structural behavior of beam-hanger style timber connections under simulated earthquake loading. In the timber research community, the loading ' scheme developed by the Consortium of Universities for Research in Earthquake Engineering (CUREE) is the standard. It was developed as part of the CUREE-Caltech Woodframe Project and begins with a sequence of small amplitude cycles intended to address the cumulative damage ' from small tremors that are then followed by larger amplitude cycles increasing until failure. Each cycle begins with a"primary cycle", or a deflection equal to 133% of the following cycle. All cycles are symmetric and deformation control should be used to apply the load throughout the ' experiment(Krawinlder et al., 2001). A plot of this CUREE loading is depicted in CUREE publication W-13 (Gatto&Uang, 2002) and is shown in Figure 2.1. This CUREE loading scheme utilizes applied deflections based on a percentage of the maximum deflection of the specimen observed during monotonic testing. However, for this research,it is ' desired to apply deflections that correspond to interstorey drifts. This is because the deflection parameter that best represents the potential for structural and non-structural damage is interstorey ' 11 1 I deflection, also known as interstorey drift(NBCC, 2015). Therefore the loading scheme needed to be modified to instead focus on interstorey drifts(MyTiCon Timber Connectors, 2016). I Interstorey drifts were converted into deflections to be applied to the end of the beam: H AB = tan 90° — tan-1 ID s (L) (2.1) ' (100)(Hs) j where AB=Required Beam Deflection(mm), HS =Height of the storey(mm), ID=Interstorey ' Drift to be Applied(%), L=Length of the beam(mm). Additionally, due to the limitations of the controller to be used to apply the deflections,the single 1 peak deflections in between loading cycles were not applied. Figure 2.2 shows the modified ' testing scheme. Removing the single peak deflections may have some impact on the highest "sustained"interstorey drift that a connector can accommodate, since the peak displacements 1 have the potential to cause failure before reaching a new step in the interstorey drift. 1 2.4 Connections This section will describe the connections tested for this research. All connections were provided ' by the manufacturer/distributer(Knapp/MyTiCon) and were installed as per their guidelines. All ' connections were mounted"visible"instead of"embedded"(see Figure 2.3)for ease of installation and to allow the evolution of the failure mechanisms to be observed. However, as ' described in Section 2.5, additional measures were taken to more closely simulate the behaviour ' expected for an embedded connection. Embedded installation means the connectors are installed in a counter-sunk slot in the end of the beam so that the end of the beam is flush with the face of ' the column. Embedded installation is used in building applications for aesthetics and fire ' protection. 12 I 1 Figure 2.4 shows an example of a Megant connection. The Megant connections are manufactured from machined aluminum plates and incorporate stainless steel threaded rods(1,2, or 3 ' depending on connection size) to hold the two connection plates together. They utilize a varying number of inclined 45°fully threaded wood screws, depending on connection size.The screws are 8x160 ASSY®VG CSK, and four are perpendicular to the plate setting screws for ease of installation. i Figure 2.5 shows an example of the Ricon S VS connector. The Ricon S VS connections are manufactured from mild steel with a welded collar bolt. They incorporate perpendicular to plate ASSY®VG CSK screws. The Ricon S VS connections utilize a varying number of 10x100mm screws for the column connection plate, and 10x200mm for the beam connection plate. Figure 2.6 shows an example of the Ricon Prototype connection. The Ricon Prototypes include the same connection plate as the Ricon S VS connectors, but with an additional welded bearing block. This bearing block incorporates three additional perpendicular to plate screws plus two ' inclined 45°screws. The column connection plate requires 25-10x100mm ASSY®VG CSK Screws,plus three 10x100mm ASSY®VG CSK and two 10x260mm ASSY®VG CSK Screws with machined heads for the bearing block. The beam connection plate requires 25-10x200mm ' ASSY®VG CSK Screws,plus three 10x200mm ASSY®VG CSK and two 10x530mm ASSY® VG CSK Screws with machined heads for the bearing block. 2.5 Specimen Reinforcement ' The beams and connectors were reinforced with self-tapping wood screws similar to real timber connections. Figure 2.7 shows typical locations of this reinforcement.The purpose of the ' 13 I reinforcement is to prevent splitting or bearing failure of the timber before the connector itself fails. 1 Compression reinforcement was installed in the beam at the location of the applied shear load to prevent crushing of the timber.Four 10x180mm ASSY®VG CSK screws were used. ' Additionally, a steel compression plate was inserted between the shear ram and the timber beam to assist in distributing these crushing forces. Splitting reinforcement was also included in the beam for specific connections, as per the manufacturer's recommendations. Two 10x530mm and two 10x650mm ASSY®VG CSK Screws were used for the Staggered Ricon and Megant 310x150 test respectively. 1 Two 10x400mm ASSY®VG CYL screws were used for all connections to strengthen against uplift forces. Additionally, a cross laminated timber(CLT)panel was attached above the top of the connection to both the beam and column members to simulate CLT flooring in real world applications. The CLT was fastened to the specimens with four 10x200 ECO screws. Plywood 1 was inserted between the column and beam above and below the connection to simulate the connection being installed embedded(as previously defined in Figure 2.3) 2.6 Timber I The beam and column glulam was Douglas-Fir/Larch stress grade of 20f-E,manufactured as per CSA 0122-16. Additionally,the glulam was industrial appearance grade,with one coat of shop sealer applied on all surfaces and two coats on the ends. Sansin KP-11 was used for the shop sealer. , 14 , I I 2.7 Structural Design of Test Setup In order to perform the desired testing, a new testing frame was required. The column needed to support the desired loading and also be sufficiently stiff to minimize deflection. This section outlines the design process that was undertaken and the resulting testing frame that was tmanufactured for this research. Figure 2.8 shows a model of the steel column of the testing frame. A swivel was additionally designed to allow the actuator to transfer the earthquake loading to the test specimens. 2.7.1 Testing Frame ' The first step for design was identifying the loading that would be experienced by the testing frame. To do this, a conservative estimate of the loads incurred during interstorey drift loading of connections was established. The shear loads to be applied to the connections were known and were based on the allowable design shear resistance of each connector. The maximum of these loads was 380kN for the Megant 550x150 connector. To simplify the design,the hydraulic ram used to apply the load reacted against the strong floor of the lab. Therefore, although this load simulates "gravity loading", all the connections needed to be mounted upside down so that the gravity loading was applied in the proper direction with respect to the connectors. I Estimates of the loads occurring during the simulated earthquake loading were made,recognizing that loads would be applied in both directions. When the actuator is pushing in the same direction ' as the shear load,the force applied to the beam specimen is much lower than when it has to work against the shear load. Therefore,the critical design condition occurs when the actuator is pushing ragainst the shear ram, or in the direction of uplift. I ' 15 I Once this loading condition was known, and the loads were estimated, static analysis of the frame was done to convert the loads into reaction forces. These forces were solved for in terms of 1 vertical and horizontal loads and moments at the base of the column. In addition to approximate hand calculations, a model was created in SAP2000 to calculate deflections. 1 Using the reaction forces,the structural design of the testing frame could be undertaken. The first step was determining the section for the column of the frame. Initially, a hollow structural section , (HSS)was investigated due to the ease of installation and availability, and relatively low cost from the steel fabricator. The largest standard HSS, 305x305x13, was determined to be strong enough to support the loads with a capacity of combined bending and compression almost two ' times the loading. However,the deflection of the section under the loading was determined to be 12mm at the top of the column,which is more than the desired deflection limit of height divided by 300(=6.8 mm). , Therefore, a wide flange I-section was investigated to attempt to minimize this deflection. The ' section determined to be strong enough to support the loads was a W610x153,with a capacity of combined bending and compression one and a quarter times the loading. The deflections were calculated to be a more acceptable 5mm at the top of the column. This section would have been ' adequate to choose for the testing frame,however, due to the large size and resulting weight of the section, it was decided that it would be too expensive. In order to lower this cost, a smaller wide-flange section with plates welded to the flanges was investigated.The section calculated to be strong enough to support the loads was a W460x128 with 10mm plates, which had a capacity of combined bending and compression of more than one and three quarters times the loading. The ' deflections were calculated to be an acceptable 6mm. Therefore,this section was chosen for the column. 16 ' 1 I Once the column section was chosen, all the additional pieces of the testing frame needed to be 1 designed. Figure 2.9 shows the additional sections discussed below. To design these,the loading was converted into additional support reactions at specific locations in order to compare to the capacities of the various pieces. The design checks that were undertaken were: • Bending and shear for the angles securing the top and bottom of wood column. o Additionally the bending of the leg of these angles as a plate was checked. o The gusset plates on these angles were also investigated to see what additional ' capacity they could provide. • Tension of the bolt securing the top angle to the steel column. • Tension of the tie rod securing the wood column to the steel column. o The shear and bending of the sections anchoring these tie rods to the column were also checked. • Bending of the base plate • Bending and shear of the HSS sections used to attach the testing frame to four additional floor anchors • Tension of the floor anchor bolts • Additionally the following welds were checked for capacity: o From the bottom angle to the steel column ' o From the column to the base plate o For the 10mm plates connecting the flanges 1 1 17 1 I I Of these design checks,two were determined to be the governing for the test setup. First,the bending of the angles above and below the timber column was a governing limit state.These ' short angle sections transfer all of the load taken by the connection from the timber column to the steel column. It was determined that L360x250x25 angles were required to support the loads, and the investigation of the bottom leg as a plate confirmed that this section was adequate. This is not a standard angle size as it is larger than what is readily available,but it was required to ensure the timber column would be secure. The other limiting design check was for the floor anchor bolts. The anchors installed in the floor of the laboratory were determined to have a capacity of only 180kN in tension.Four anchor bolts would not be sufficient to transfer the loads to the floor while remaining under this capacity and,therefore, HSS sections were placed on top of the base plate to allow the section to be attached to more anchors.Now instead of four floor anchor bolts, eight could be used. This allowed the loads transferred to remain under the tension capacity of the floor anchors. The anchor bolts were then torqued to just below this capacity once the test set up was in place to ensure that all the bolts would remain in tension throughout the testing. I 2.7.2 Swivel The design of a swivel head to attach to the actuator was also required to allow for the earthquake I loads to be transferred to the test specimens. Multiple alternatives were considered to effectively transfer the loads, as seen in Figure 2.10. Two options were further considered(Figure 2.10(b) and(d)), including drilling a hole through the end of the member and then inserting a steel rod for the beam to rotate about. However,these options were not ideal as the beams were to be reused with the ends switched and this hole could potentially interfere with the attachment of the connector. Instead, a custom steel connector branching out from the end of the beam was I designed(Figure 2.10(c). This steel arm would then have a swivel at the end that could be attached to the actuator head. This alternative provided an acceptable solution to the problem, ' 18 1 I I however it would have been expensive and complicated to manufacture. Due to this, a fourth option was created(Figure 2.10(a). It involved a sleeve for the beam to sit into that could then ' swivel from the actuator head. This alternative was selected due to the ease of fabrication, lower cost than the previous option, and estimated effectiveness for the desired application. A 3D model of the swivel alternative chosen is shown in Figure 2.11. Once the form for the swivel was determined, design checks were completed to ensure the different components of the swivel could sustain the loading. The side plates and rod that allow for the swivel to rotate were the focus of this design as they were determined to be the most ' critical sections. Both the steel plates and rod were determined to be adequate in bending, tension, and shear. Once the dimensions for all the parts were selected, careful co-ordination with the manufacturer during fabrication ensured the accuracy of the final product. 2.8 Test Specifications There were a total of seven tests as part of this testing program. Three Megant connections, 310x150, 520x100 and 550x150, three repetitions of the Ricon Prototypes(330x80), and lastly a test on two Ricon S VS 290x80 connectors installed staggered. For all seven tests,the earthquake deflections were applied using a servo-hydraulic test system. A 2000kN load cell with a 2mV/V output and 10 V excitation was implemented with an MTS 407 ' controller. The controller was then paired with a Vishay Micro-Measurement System 7000 data acquisition(DA) system to record the load and stroke of the actuator,which has an accuracy of f 10mV,providing a load accuracy of 2kN. Additionally,the shear loads were applied using a manually controlled hydraulic pump and piston and measured using a pressure transducer. The data was scanned and recorded once every tenth of a second for these tests. 1 19 I i The deflections were measured with 100 mm linear position transducers (LPs). The precision of the LPs is 0.1 mm due to the accuracy of the DA system. However this precision is based on the LPs being mounted perfectly perpendicular and on a smooth surface,therefore the overall accuracy of the LPs was limited to a precision of 0.4 mm. This accuracy was verified by taking an object of a known thickness and measuring it with each of the LPs prior to each test. I Additionally, a 300 mm string potentiometer(SP)was used where the deflection was expected to be greater than 100 mm. I Figure 2.12 shows the LP and SP locations on the test set up. A total of 10 LPs were used for the first two tests. LPs 1 and 2 measured the vertical deflection of the beam member in order for the potential bending to be observed. LPs 3 to 6 measured the horizontal deflection at the four corners of the beam so that the rotation experienced at the connection could be determined. LPs 7 and 8 were used to measure the horizontal deflection of the steel HSS sections that were used to secure the timber column to the steel testing frame. LP 9 measured the horizontal deflection of the top of the steel testing frame. LP 10 measured the vertical deflection of the base plate for the 1 testing frame. After the first two tests LPs 7 to 10 were removed from the testing frame. LP 7 was then used to measure the vertical deflection of the top of the beam next to the connection. Lastly, a SP was used to measure the vertical deflection at the end of the beam in the swivel. , 2.9 Initial Test I Due to the novelty of the test set up, it was determined that it would be useful to run a practice test to evaluate the effectiveness of the set up design. As mentioned above, LPs 7 to 10 were set up on the testing frame to measure deflections. Since the connections being used for the actual ' testing were proprietary and only so many connectors were available,it was decided that a more readily available alternative should be utilized for the practice test. White pine was selected for 20 1 I I I the timber due to its availability and low cost from the supplier. The beam and column members were chosen to be the same size, 216 mm x 362 mm, leading to a much shorter beam section to save cost. The lengths were then selected as the same as the actual testing, 1220 mm column and 1524 mm beam. The connection was chosen as a single Ricon S VS 290x80. The shear capacity jreported by the manufacturer of this connection is 75 kN. Due to the significant differences in this practice test the results of the load, stroke and deflection measurements are less important from this test. What is worth examining was the recorded deflections of the LPs mounted to the testing frame. LPs 7, 8, and 10 experienced virtually no deflection(<0.1mm)which indicates that the horizontal constraint of the timber column is working properly and that the base plate does not experience vertical lifting which is encouraging for the performance of the frame. LP 9 recorded a maximum deflection of<0.7mm. This deflection was higher due to it being located at the location of expected maximum deflection on the testing frame;however,it is a negligible deflection. 1 2.10 Evaluation of Testing Procedure In order to further evaluate the design of the testing frame, LPs 7 to 10 were left in place for the first two tests to check deflection of the frame under higher loads. For the Staggered Ricon test LPs 7, 8, and 10 experienced a maximum deflection of<0.25mm leading to the same conclusions as the practice test. LP 9 underwent a maximum deflection of<2mm. This is again higher than the other three LPs, but still a small deflection. For the Megant 520x100 test LPs 7, 8, and 10 underwent a maximum deflection of<0.15 mm and LP 9 a maximum deflection of<2 mm. Again, the same conclusions were made as the practice test and the Staggered Ricon test. ' 21 I I The LP's on the testing frame were then removed for the rest of the tests because it was determined that movement was small enough to not require continued observation. The 2 mm 1 deflection over the height of the testing frame results in a rotation of 0.06. The ratio of deflection 111 over height is equivalent to L/990 or almost three times lower than the allowable deflection requirement for typical structural design. 111 Considering the complexity of the setup,the test ran smoothly and provides the required data for I this research while ensuring that the majority of the loads are applied to the connection. 2.11 Summary To summarize the conclusions of this chapter: 1. It was determined that a new test set up would need to be designed to allow for the ' earthquake loading to be applied in a vertical orientation and also allow for the desired gravity loads to be applied. 2. The complete structural design of the testing frame was completed and concluded 1 with the manufacturing of a steel testing frame with a column section of a W460x128 with 10mm plates welded between the flanges. 3. A practice test was completed and, in combination with the measurements of displacement of the testing frame throughout the first two tests, it was concluded that the set up performed as intended. i I I 22 1 I I I 2.12 References Gatto,K., &Uang, C. (2002). Cyclic Response of Woodframe Shearwalls: Loading Protocol and Rate of Loading Effects. CUREE Publication No. W-13. Institute for Research in Construction(Canada),National Research Council of Canada, & Canadian Commission on Building and Fire Codes. (2015).National Building Code of ' Canada. Krawinlder,H., Parisi, F., Ibarra, L.,Ayoub,A., & and Medina, R. (2001). Development of a Testing Protocol for Woodframe Structures. CUREE Publication No. W-02. Lam, F., Gehloff,M., & Closen, M. (2010).Moment-resisting bolted timber connections. Proceedings of the Institution of Civil Engineers-Structures and Buildings, 163(4), 267- 274. MyTiCon Timber Connectors. (2016).Inter-Story Drift Testing of KNAPP RICON S VS Connectors. Popovski, M.,Prion, P. G., &Karacabeyli,E. (2002). Seismic performance of connections in heavy timber construction. Canadian Journal of Civil Engineering, 29(3), 389-399. Wang, M., Song,X., Gu,X., Zhang, Y., & Luo, L. (2015). Rotational Behavior of Bolted Beam- to-Column Connections with Locally Cross-Laminated Glulam.Journal of Structural Engineering, 141(4), 1-7. I I I I I 1 23 I I I 150 100 - I 50 1 + r II 0 :0 _' I I -100 _140 I I I I I I I 0 5 10 15 20 25 30 35 40 Cycle No. - altech Woodframe (Gatto din from CUREE C Figure 2.1: Standard earthquake loading Project & Uang,2002) I 4 II I 3 I I 0 4.. Q 1 N 0 O 1 _3 I I I I ' 4 -5 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ' Cycle No. Figure 2.2: Interstorey drift loading 24 1 I I I Connection Installed Visible I Connection Installed Embedded I IColumn i Counter-sunk slot Column I • 1 IBeam 1 Beam i' I I IFigure 2.3: Connection installation alternatives I ea I Mb. k4 IFigure 2.4: Megant connector (courtesy of MyTiCon Timber Connectors) 1 25 I I 004111111111111,1111t1111$1114111111114flapft. ncillin!MJR.T.4!!!!IIMI/M1 --il - 11. 1 4 1 0 1 alittAktkllAVAIMVI,kkkMkWkl‘ Vl- --nkg M -- il q I'll l 11 -11 0 aNIIIIIMII $11$1.1111AIIIHIIIIIIIIII'" li 1 11/13.9.1)..INNAVAU Atf•.4 AV191.1,11!7;t i•- --SIM tt 011111,1101 ; VI' 0 0 , I —44outinittitio 0 ';0 ml so LP P M T 11 III't 1 tt 1 l Ilium ic 1 100o v c 0 o 410110.00M-H.M!”.11?. t..nnt° 0 0 ..!... 1 SI —9.11!?1,11,111111% :010 6:! ° # I 41119M,,AIIMP!!!!!, M.H.LAIN11.40.4" -, MIIIIR1111,116 .b:0 :, _O ' IP #,A9A..................................................... --10111,111*1111110 ;0 3 iliii MU f#00,111MIIIIIIM1111111"- # : 1 Nilltlft Oni titt901AMINVAM111911!!!7-11.- -'411111gM! ;0 ft ki -.614 /P! IPPIliglifillinguilliglintiiiitiiiiiiir•- ' , 11 HI ,IIPPIII,Illfl. §': 14#i I .1 llllll 14011,111,.1 t I Figure 2.5: Ricon S VS connector(courtesy of MyTiCon Timber Connectors) I lk I ' A ' A % . •` Ia *t . . • • , fflr 0--- , 4 4i,/ 1 . 1 or s i ..• „ sit I Figure 2. . 26 6. Ricon Prototype connector(courtesy of MyTiCon Timber Connectors) I I I ISplitting Reinforcing Screw 3 Compression Reinforcing Screws 1 enReinforcing Screw 1 Steel Compression Plat CLT Shear Ram crews to Attach CLT to Beam I J Figure 2.7: Specimen reinforcement 1 I 1 I I I Figure 2.8: Model of steel testing frame 1 27 I I Gusset plate on angles :olt securing top I-. angle to steel column 111 Sections to anchor tie rods to column u; �_�� _`J Tie rod securing wood , column horizontally Angles securing woo. 41 column vertically I SS sections used to attach column to more floor anchors ■ ■ I! I II IL_II II Iim -I���I mu I :ase plate loor anchor bolts I Figure 2.9: Additional sections for testing frame I I I1 • Ormuuni'00 (b) 101 al" (c) _ I (d) Figure 2.10: Swivel design alternatives I 28 1 I I I I " l I I Figure 2.11: Swivel final design LP 7 -After LPs were removed Iran LP 7 rr-- testing frame h 4P 9 LP 3 (LP 4 on the far side) i --LP 5 (LP 6 on SP the far side) 7— LP 17 LP 8 ALP 10 I LP I I IFigure 2.12: Displacement measurement locations I29 I I Chapter 3 Evaluation of the Interstorey Drift Performance of Timber Beam-Hanger Connections 1 3.1 Introduction I Timber construction is gaining popularity for buildings of all types around the world. Recently completed projects such as Brock Commons in British Columbia, Carbon 12 in Oregon, and Treet Tower in Norway show the international desire to build tall structures from timber(Mass Timber i Code Coalition,2018). Specifically along the west coast of North America,this new trend in building design faces a major design challenge: seismic resistance. Like other areas around the world where abundant fault lines occur, structures in seismic areas must be designed for the I frequent and powerful earthquakes that occur in these regions. Specifically for timber, an important element of a seismically resilient building is the careful design of the connection systems. These connections must be able to sustain the loading from earthquake while also supporting the gravity loading from occupancy and material weight. I Pre-engineered beam-hanger connection systems are among the more popular timber connectors. These proprietary connectors are available in a huge array of styles and capacities,and allow the designer the freedom to select the best alternative for each specific project. These connection ' systems are also advantageous in comparison to bolted or nailed timber connections because they allow for pre-installation and have standardized load ratings,both of which allow for quicker and easier design and installation on site, leading to a shorter project timeline overall. They can be installed embedded into the wood, which provides improved fire protection and aesthetics. I 30 1 I 111 II There is,however, currently a significant lack of scientific data available in the published Iliterature on the performance of beam-hanger connectors under simulated earthquake loading. Certainly there is lack of guidelines in current Canadian design codes(CSA 086-14), and as a I result, manufacturers will conduct their own laboratory testing to evaluate the performance of Itheir proprietary products. Overtime this could lead to design guidelines which will allow easier use of these products for engineers I Cyclic testing needs to be carried out on beam-hangers to determine their performance under seismic loading. Popovski et al. (2002)evaluated the performance of steel bolt and glulam rivet 1 timber connections under quasi-static cyclic loading. Multiples of the average yield deformation (Ay) from monotonic testing were applied during cyclic testing. Since this work, a testing I protocol developed by the Consortium of Universities for Research in Earthquake Engineering I (CUREE)has become the standard for simulated earthquake loading for timber structures. It begins with a sequence of small amplitude cycles intended to simulate small tremors that are then IIfollowed by larger amplitude cycles increasing until failure.All cycles are symmetric and applied Iunder deformation control (Krawinkler et al., 2001). Lam et al. (2010)and Wang et al. (2015) investigated the performance of bolted beam-to-column timber connections under cyclic loading Iapplied on the basis of this CUREE cyclic protocol. MyTiCon Timber Connectors(2016) examined the performance of beam-hanger connections under interstorey drift loading using a I modified version of the CUREE loading protocol. 3.1.1 Objectives IThe objectives of this chapter are to: I 1 31 I I I 1. Evaluate the performance of two styles of beam-hanger connection systems, namely "dove tail"and"bolted plate", when subjected to interstorey drifts that simulate 1 earthquake loading. 2. Observe the evolution of damage and the failure modes for the two styles of connection systems while subjected to simulated earthquake loading. 1 3. Compare the moment-rotational behaviour of the two styles on connection systems. 4. Compare the interstorey drift performance of the two styles of connection systems to National Building Code of Canada requirements. 3.2 Materials From the two styles of connection systems,three types of beam-hanger connections were examined for testing. Figure 3.1 shows an example of the Megant connector,manufactured by I KNAPP,which is a"bolted plate" connection. It is made of machined aluminum plates and incorporates stainless steel threaded rods to connect the plates. Inclined 45° 8x160 ASSY®VG CSK fully threaded self-tapping screws then connect the plates to the beam and column members. I Three sizes of Megant connectors, 520x100,310x150,and 550x150,were tested. I Figure 3.2 shows an example of the Ricon S VS connector,also manufactured by KNAPP, which is made of mild steel plates with a welded collar bolt and can be classified as a"dove tail" connection. Each plate of the connector is attached to the wood members using perpendicular-to- i plate ASSY®VG CSK fully threaded self-tapping screws. The Ricon S VS connections utilize 10x 100mm screws for the column connection plate, and 10x200mm for the beam connection plate. One size of Ricon S VS, 290x80,was tested with two connectors installed in a staggered I orientation. This installation orientation, shown in Figure 3.3, is advantageous because it allows 32 I I 1 for double the capacity of a single Ricon S VS in a more slender and economical beam design Ithan simply installing two connectors beside each other. Figure 3.4: Ricon Prototype connector(courtesy of MyTiCon Timber Connectors)Figure 3.4 Ishows an example of the Ricon Prototype connector,which is a variation on the Ricon S VS connection system that was created by MyTiCon Timber Connectors to provide potentially Iimproved performance under seismic loads. The prototype includes the same connection plate as Ithe Ricon S VS connectors,but with an additional welded bearing block which allows for the addition of three additional perpendicular to plate, and two 45°inclined,ASSY®VG CSK fully Ithreaded wood screws.The column connection plate utilizes 10x100mm and 10x260nun screws and the beam connection plate utilizes 10x200mm and 10x530mm screws. 3.2.1 Timber IThe timber beam and column specimens that were connected using these systems for testing were Douglas-Fir/Larch glued-laminated timber(glulam), of stress grade of 20f-E. The glulam was I manufactured as per CSA standard for structural glued-laminated timber(0122-16). I 3.2.2 Specimen Reinforcement IThe specimens for this testing were reinforced to simulate real world timber connections. Figure I3.5 shows typical locations of this reinforcement. The purpose of this reinforcement is to prevent splitting or bearing failure of the timber before the connector itself fails. Self-tapping wood 1 screws were used for compression reinforcement in the beam members, splitting reinforcement of the beam members at the connection, and to reinforce the connections for uplift loading. Four I10x180mm ASSY®VG CSK,two of either 10x530mm or 10x650mm ASSY®VG CSK,and Itwo 10x400mm ASSY®VG CYL screws were used for this reinforcement.A steel compression 33 I I I plate was used to provide extra protection against bearing failure at the location of the applied shear load. Plywood was inserted in between the beam and column specimens above and below 1 the connection to simulate the connection being installed embedded into the glulam members. 3.3 Testing Frame and Loading Scheme The tests were conducted in the structures laboratory of Queen's University, Kingston, Ontario. The testing frame used was designed and manufactured specifically for this testing, and is I described in detail in Chapter 2. Figure 3.6 and Figure 3.7 show the general set up for the testing, which includes a steel reaction frame to support the glulam column, a vertically placed servo- hydraulic test system at the end of the beam member, and a vertically placed manually controlled hydraulic pump to apply shear loads near the location of the connection. The servo-hydraulic system had a maximum loading capacity of 2000kN and a total stroke range of 500mm and the 1 manual hydraulic ram had a loading capacity of 700kN and a stroke limit of 300mm. Although the applied shear load was to simulate gravity loading, it had to be applied from the ground up. Therefore,the connections were mounted upside down so that the simulated gravity loading 1 would be in the correct orientation. The servo-hydraulic actuator was attached to the glulam beam member by a specially designed steel swivel to allow for rotation throughout the testing scheme. I The cyclic loading was applied to the specimens by way of interstorey drift deflections. The loading protocol was a modified version of the protocol put forward by the CURSE,which has 1 become the standard for applying simulated earthquake loading to timber structures.The CURSE loading scheme was modified to allow for the application of interstorey drifts and the desired interstorey drifts were then converted into deflections to be applied to the beam member. The loading consisted of six cycles at 0.25%interstorey drift, six at 0.5%,six at 1%, three at 2%,three 34 1 I I at 3% and two at 4%. Prior to the application of the cyclic loading,the shear load was manually applied to a value equal to the static shear resistance of the specific connector. 3.4 Experimental Results This section discusses the interstorey drift applied to the specimens, and shear force/moment and rotation measured during testing. Table 3.1 and Table 3.2 summarize these test results for all seven tests at three important stages of testing: before the cyclic loading begins, at the highest sustained drift of the connection, and at failure. The following sections will discuss each of these test results and investigate the failure mechanisms of each test specimen. 3.4.1 Interstorey Drift Figure 3.8 shows a typical plot of interstorey drift over time for one of the connections. The remaining plots can be found in Appendix A. The plots terminate at ultimate failure observed for each connection. The three main stages of testing are: 1)before the cyclic loading is applied; 2) at maximum "sustained"interstorey drift; and 3) at failure. Figure 3.8 shows these three stages on the plot of interstorey drift versus time for the Megant 550x150 test.Note that negative interstorey drift is defined as the specimen deflecting in the uplift direction(i.e., opposite gravity loading). It should also be noted that the tests were stroke controlled, so there is no change in the plots of interstorey drift over time at the moment of failure.This can be seen specifically in Figure 3.8 as 1 the Megant 550x150 exhibited an initial failure approaching the 3%interstorey drift load and then ultimate failure during the 4% loading. I 35 I I I Before the cyclic loading was applied to each specimen,the shear load was increased to the maximum allowable shear resistance for the specific connection. During this loading, each i connection underwent small rotations as noted in Table 3.1 and Table 3.2. The maximum "sustained"interstorey drift is the largest drift that the connection was able to sustain (i.e., for the designated number of cycles)without exhibiting failure. Interstorey drift at failure is the drift 1 applied when ultimate failure of each connection occurs. 1 The Megant 310x150 and 550x150 failed approaching a 3% interstorey drift load,Megant 520x100 approaching 1%,the three Ricon Prototypes and the staggered Ricons approaching 2%. All connections failed during uplift loading; therefore, all exhibit negative interstorey drift at failure. 3.4.2 Measured Shear and Moment Figure 3.9 is a typical plot of the loading measured for each test. The remaining plots can be found in Appendix A. The dashed triangular wave represents the load applied to the test setup by the shear ram and simulates gravity loading. The solid black triangular wave represents the load applied by the displacement controlled actuator to represent earthquake loading. The thick grey i triangular wave represents the total shear load experienced by the connection(i.e.the mathematical sum of these two loads). The horizontal dashed black line is the allowable shear resistance of each respective connection as provided by the manufacturer. The load applied by the shear ram and the load from the actuator are opposite to each other in terms of direction on the plots (i.e.,when one is at a peak, the other is in a valley). This is because the loading directions are opposite for these two loads. The steps in the wave loading correspond to increases in applied I deflection based on interstorey drift and the modified CUREE loading. 1 36 1 1 1 Theoretically, a constant shear load would be applied on the connection due to live and dead loads and then a deformation would be imposed due to the earthquake. However, due to ' interaction between the actuator and the shear ram,the load varies instead of remaining constant. Therefore,the goal was to have the average of the total shear load(thick grey wave on plots) approximately equal to the connector allowable shear resistance(horizontal dashed line). The plots terminate at the ultimate failure of each connection. As can be seen,the failure occurred after multiple load steps of total shear greater than the maximum static design resistance. For the Megant 310x150, 550x150, Ricon Prototype#2 and the staggered Ricons some uplift force was ' observed during testing. This is shown on the plots by the crossing of the shear ram applied load ' and the actuator load. ' Additionally,Figure 3.9 shows the deterioration of the load applied to the Megant 550x150 after the initial failure until ultimate failure. This is due to screw tear-out reducing the overall load ' carrying capacity of the connection. The shear at failure is within 3% of the maximum shear experienced by the connection for all the ' tests. When examining the shear at failure and comparing it to the maximum static design shear ' resistance, it can be seen that all connections but the Megant 520x 100 sustained a higher load than their allowable shear capacity, Table 3.3 (1.5 times on average). Moments were calculated by multiplying the loads at the actuator and shear rain by their ' respective moment arms (distance to the connection)and then summing. The moment arms were determined by measuring the distance from the actuator and the shear ram to the mid-line of the connection, and are 48"(1219.2mm) and 18"(457.2mm),respectively. 37 I The primary use of the moment values will be when examining moment-rotation behaviour, as discussed in Section 3.5. 3.4.3 Failure Modes ' Figure 3.11 to Figure 3.23 show images of observed failure modes. Additionally, a camera was set up to take videos during the testing to allow for visual observation of the deformations at all stages of testing. Still images from these videos can be seen in Appendix C. For all tests,the uplift screws were subjected to a combination of bending,tension, and shear and showed signs of failure due to this combination, Figure 3.10. All three Ricon Prototype connections experienced ultimate failure of the welded collar bolts which can be seen in Figure 3.11. Combined shear and tension fractures were observed with the collar bolt at the bottom of the connection appearing to have sustained a symmetrical "cup and cone"fracture due to a local reduction of the bolt cross section(necking), Figure 3.11(a). The collar bolt at the top of the connection appears to exhibit a steeper, non-symmetrical fracture , (Figure 3.11(b)).These fracture types suggest that the bottom collar bolt failed mainly in tension, and the top collar bolt mainly in shear. A possible explanation for this can be surmised from the ' free-body diagram indicating the forces in the collar bolts as shown in Figure 3.12.Before failure, it is expected that each collar bolt carries half the applied shear. Due to the rotation, a force- couple will be developed in the collar bolts,with tension in the bottom bolt and compression in the top. It is expected that the tension would cause the bottom collar bolt to fail first,meaning all the shear load would be transferred to the top bolt and lead to its subsequent failure. Bending of the bottom of the connection plates due to bearing was also observed and is shown in Figure 3.13. The steel of the column connection plate also experienced bending due to tension at the location 38 ' 1 of the collar bolt,which can be seen in Figure 3.14. This is further evidence that the collar bolt at ' the bottom of the connection(the one on the column plate) experienced tension at failure. The Megant 310x150 connection experienced a combined tension failure and pullout failure of the fully threaded wood screws, as can be seen in Figure 3.15. Approximately 50% of screws broke in tension and 50%were torn out of the glulam. Figure 3.16 shows a screw that experienced tear out and the head of a screw that failed in tension. All the screw failures were ' observed to have occurred on the beam connection plate.The connection continued to take a small amount of load after failure as some screws were not completely pulled-out from the ' glulam beam. Additionally,bending of the aluminum connection plate on the beam was observed ' and can be seen in Figure 3.17. The steel threaded rod also exhibited a small amount of bending at the bottom of the connection. The beam connection plate of the Megant 520x 100 underwent significant bending even before the cyclic loading started, as seen in Figure 3.18. This bending continued during the cyclic loading, ' Figure 3.19, and eventually this opening between the connection plates led to a bending failure of the bottom connection angle through the net section at the holes for the threaded rods, Figure ' 3.20. A small amount of bending was additionally observed at the end of the threaded rods. The Megant 550x150 connection experienced an initial failure(first release of load)on the way to first uplift deflection corresponding to a 3%interstorey drift load step.This failure, Figure 3.21, was due to partial tear out of the fully threaded wood screws combined with bending of the beam ' connection plate. Ultimate failure occurred on the way to the second uplift peak of the 4% interstorey drift load step due to a combined tension failure and pullout failure of fully threaded wood screws, as well as continued bending of the beam connection plate, Figure 3.22. The ' 39 aluminum connection plate eventually slipped out of the connection angle, eliminating all load carrying capacity of the connection. Similar to the Megant 310x150, some screws failed in ' tension,others were torn out of glulam, and all the screw failures occurred on the beam connection plate. However,unlike the failure observed for the Megant 310x150,the beam connection plate remained fixed to the beam after failure. This is likely due to the fact that there , are 1.7 times more screws in the Megant 550x150 connection.Additionally,the steel threaded rod experienced a small amount of bending. The Staggered Ricon connections experienced a similar failure to the Ricon Prototypes. Ultimate failure was observed at the welded collar bolts due to combined shear and tension fractures. This failure for one of the collar bolts is shown in Figure 3.23. Similar to the prototype connectors, there is evidence that the collar bolts closer to the bottom of the connection failed in tension, and the collar bolts nearer the top in shear. However, due to the larger number of collar bolts(since two Ricons were used together),it is harder to identify these differences in failure type. 3.4.4 Rotation Rotation values were calculated using the LP's measuring displacement at the four corners of the ' beam at the connection.The top two and bottom two were averaged to determine gaps at the top and bottom of the beam, and assuming small deflections, the rotation was calculated as: ABG — ATG) ' R = tan_1( (3.1) H , where R=Rotation(°), ABG=Average Bottom Gap (mm), ATG=Average Top Gap (mm), and H=distance between the LP's at the top and the bottom of the beam(mm). , 40 ' 1 Positive rotation is defined as the bottom of the connection rotating away from the column, and ' the top of the connection rotating towards the column, Figure 3.24. Figure 3.25 is a typical plot of rotation versus time for one of the tests. The remaining plots can be found in Appendix A. The rotations do not vary around 0°because some rotation was incurred during the application of the shear load. The termination of the plots signifies the ultimate failure of the connection,which for all the ' connections occurred at the maximum rotation observed. This indicates that rotation, in combination with shear,was the main contributing factor leading to ultimate failure of the connections. As can be seen from the plots, failure always occurred at the maximum positive ' rotation. In the Megant connections the rotation pries the plates apart,causing the bending failure of the plates and tension and tear out failures of the screws,which leads to ultimate failure of the ' connection. In the Ricon connections,the rotation causes tension in the collar bolts,which leads to ultimate failure occurring when the tension and shear combination causes fracture of the collar ' bolts. ' 3.4.5 Moment versus Rotation ' Figure 3.26 is a typical plot of the moment-rotation response for one of the tests. The remaining plots can be found in Appendix A. Similar to the plots for rotation versus time,both moment and rotation are not centered on zero because some moment and rotation were incurred during the shear loading. ' The different loops on the plots represent the repetitions of each load step. There are six loops for the 0.25% interstorey drift load step because there were 6 repetitions of this load level. The ' different groups of loops on the plot represent the different load steps. The loops farthest to the 41 1 left of the graphs are the 0.25%interstorey drift load step, and moving to the right are the 0.5%, 1%,2% and so on.The jump in between each loop is caused by the connection re-settling at each increased load. Failure occurs at the termination of the graph,typically occurring on the jump from the highest sustained load step to the one that causes failure. 1 The enclosed area of the loops represents the energy dissipation capacity of the connections. The bigger the area,the more energy the connection can dissipate throughout the cyclic loading. , Although they failed at a lower interstorey drift and are rated for a lower allowable shear strength, the Ricons generally have loops with greater area, and therefore greater energy dissipation in comparison to the Megants. 3.5 Discussion The following section will compare the results from the three Ricon Prototype connection tests, as well as compare the Ricon Prototype results to those from the Megant tests and the Staggered Ricon test. The results will also be compared to previously reported results of smaller timber connectors. Additionally,the interstorey drift performance of all the connections will be evaluated. ' 3.5.1 Repeatability of the Test Set-Up and Procedure The repeatability of the test set-up and test procedure can be seen by examining the results for the three nominally identical Ricon"Prototype"tests.All three connections observed a highest sustained interstorey drift load of 1%.They failed at an average interstorey drift of 1.36%,with a standard deviation(SD)of 0.001 and a coefficient of variance(COV)of 11%. 42 I The average shear experienced by the connections at their highest sustained drift was 201kN with ' a SD of 7.257 and a COV of 4%.The average shear experienced at failure was 210kN with a SD of 10.065 and a COV of 5%. Figure 3.27 shows the rotation at the three important stages of testing for the Ricon Prototypes. This plot indicates that the measured rotations were consistent and the testing provided repeatable ' results for all tests.The average rotation experienced by the connections at their highest sustained drift was 1°with a SD of 0.072 and a COV of 7%. The average rotation experienced at failure was 1.33° with a SD of 0.062 and a COV of 5%. 3.5.2 Comparison of Ricon Prototype,Megant and Staggered Ricon Tests Moment-rotation envelopes of the maximum and minimum moment and rotation values for each ' load step were created to compare the Ricon Prototype and Megant connections, see Figure 3.28. It should be noted that only a single specimen of the Megant and Staggered Ricon connections were tested. Therefore, additional testing of these connections is required to provide statistical confidence in these results. However, assuming the scatter for the Megant connectors would be similar to that observed for the Ricon Prototypes, the results indicate that the Megant 550x150 can sustain 94%higher rotations and 336% higher moments before failure than the Ricon connections. The results are not as clear for the Megant 310x 150. Its single test has higher rotation and moment than any of the Ricon tests,however, additional testing could potentially indicate that these differences are not statistically significant. ' The observations for the Megant 520x100 indicate that it under performed in comparison to the other two Megants. As indicated in Table 3.3,the Megant 310x150 and 550x150 failed at shears that were 130% and 30%greater than their allowable design shear capacity. On the other hand, 43 I the Megant 520x100 failed at a shear that was only 90% of its allowable design shear capacity. In fact,the Megant 520x100 exhibited large plate bending while the static load was being applied ' (Figure 3.18). The reason for this relatively poor performance is not clear,but could be associated with the installation method adopted in this study. As discussed,the connectors were all installed so that they were"visible", allowing damage to be observed, as opposed to the usual "embedded" , installation(Figure 3.29). Embedded installation means the connectors are installed in a counter- sunk slot in the end of the beam so that the end of the beam is flush with the face of the column. , Embedded installation is used in building applications for aesthetics and fire protection. This installation would also likely restrict the rotation of the connector due to the increased bearing area of the end of the beam against the column face. The Megant 310x150 and 550x150 , connectors,having wider and thicker plates,may be able to resist rotations without the excessive deflections seen for the Megant 520x100 even without being installed embedded The failure mechanisms are also different between the Ricon and Megant connectors. The Megants fail in a ductile manner. They experience more deflection and a progressive failure due ' to the screw tear out.The Ricons have a much more brittle and sudden failure mode due to the tension and shear failure of the collar bolts occurring instantaneously at the ultimate limit state. 1 When comparing the Ricon Prototype tests to the Staggered Ricon test, it was found that a single prototype connector was able to sustain 94% of the shear sustained by the two Ricon connectors. The Ricon Prototypes experienced 33%higher rotation and a 25%higher interstorey drift load ' before failing. Additionally,the Staggered Ricons experienced out of plane rotations due to the asymmetry of the connection, leading to a maximum out-of-plane deflection of the beam member ' of 45mm. Both the Ricon Prototypes and the Staggered Ricons experienced a brittle failure of the welded collar bolts through combined tension and shear. 44 I 3.5.3 Previous Testing of Ricon Connectors Previous cyclic testing of Ricon S VS 200x60 and 200x80 connectors has been reported ' (MyTiCon Timber Connectors, 2016). The Ricon 200x80 connectors are 130 mm shorter in length than the prototype connectors but have the same width. They also incorporate 32 wood screws in comparison to the 60 utilized by the prototype connections. The Ricon 200x80 connectors had an average maximum shear of 65.41cN compared to 209.3kN for the prototype Ricon connectors. This makes sense as the Ricon 200x80 is a smaller connector and,therefore,would be expected to have a lower shear capacity. On the other hand,the Ricon 200x80 connectors had a maximum rotation of 2.5°,while the Prototype connectors had a ' maximum rotation of 1.33°. This indicates that the Prototype connectors are stiffer than the smaller Ricon 200x80s. Thus,the smaller connections exhibit less strength but greater ductility ' than the Prototype connectors. 3.5.4 Evaluation of Interstorey Drift Capacities The National Building Code of Canada states the largest interstorey deflection at any level should be limited to 0.025*HS (HS= Story Height) for regular importance buildings. This corresponds to an interstorey drift value of 2.5%. As noted by Devall(2003),the limit of 0.025HS represents the state of"near collapse"(equivalent to"extensive damage"), but not collapse. The"extensive damage" state is associated with inelastic deformation at or near the capacity of the structural system,which corresponds to the level at which deflections are calculated. Figure 3.30 shows an adaptation of a table by DeVall(2003),which compares the measured interstorey drift at failure ' to expected overall structural damage. 45 I The results show that the Megant 310x150 and 550x150 are capable of sustaining interstorey drifts greater than the code maximum of 2.5%. The rest of the connections failed between 0.5% 1 and 1.5%, and thus should be considered as moderately ductile. 3.6 Summary This chapter presented the assessment of the shear and rotational capacities of beam-hanger connections under cyclic loading. Three tests on Ricon Prototype connections, one test on a staggered Ricon S VS connection and three on varying sizes of Megant connections were completed. The performance of these connections was discussed and then compared to the interstorey drift limits in the National Building Code of Canada and to results of recent studies on similar connections. It should be noted that,although repeat tests were completed for the Ricon Prototype connectors, only one test was completed for the Staggered Ricons and for each size of Megant connection and consequently more testing is required to provide statistical confidence in these results. However,this chapter provides the first comparison of the performance of the two main categories of pre-engineered beam-hanger connectors under simulated earthquake loading. 1 To summarize the conclusions of this chapter: 1. The shear and rotational capacity of the Ricon Prototype connections are consistent and exhibit an average shear at failure of 210kN and an average rotation at failure of 1.33°. The Ricon connections fail in a brittle manner due to a combined tension and shear fracture of the collar bolts. 2. The Megant connections sustain higher shear,moments, and rotations than the Ricon Prototype connections. They fail in a ductile manner due to combined tension and , pull-out failure of the wood screws. However, this ductile failure incorporates too 46 i 3.7 References DeVall, R. (2003). Background information for some of the proposed earthquake design provisions for the 2005 edition of the National Building Code of Canada. Canadian journal of Civil Engineering, Volume 30(2), 279-286. Krawinkler, H.,Parisi,F.,Ibarra, L.,Ayoub,A., &and Medina, R. (2001). Development of a Testing Protocol for Woodframe Structures. CUREE Publication No. W-02. ' Lam,F., Gehloff,M., & Closen,M. (2010).Moment-resisting bolted timber connections. Proceedings of the Institution of Civil Engineers-Structures and Buildings, 163(4),267- 274. Mass Timber Code Coalition. (2018). Tall Mass Timber Buildings. Retrieved from https:/lbuildtallbuildsafe.com/issues/tall-mass-timber-buildings MyTiCon Timber Connectors. (2016).Inter-Story Drift Testing of KNAPP RICON S VS Connectors. Popovski,M., Prion,P. G., &Karacabeyli, E. (2002). Seismic performance of connections in heavy timber construction. Canadian Journal of Civil Engineering, 29(3), 389-399. 111 Wang,M., Song,X., Gu,X.,Zhang, Y., &Luo,L. (2015). Rotational Behavior of Bolted Beam- to-Column Connections with Locally Cross-Laminated Glulam.Journal of Structural Engineering, 141(4), 1-7. 1 1 1 1 1 t 1 48 1 1 MB MIN M = rr■► 111111 MIN OM E IIIIII MINI all MIN MINI r Mill II/ MIN 1111111 Table 3.1: Summary of test results for Megant connections Megant310x150 Megant520x100 Megant 550x150 Before Highest Before Highest Before Highest Initial Ultimate Cyclic Sustained Failure Cyclic Sustained Failure Cyclic Sustained Failure Failure Loading Drift Loading Drift Loading Drift Max 0.0% 2.0% 0.0% 0.5% 0.0% 2.0% Interstorey Drift -2.8% -0.6% -2.8% -2.9% Min -0.1% -2.0% -0.1% -0.5% 0.0% -2.0% Max 98 230 149 157 227 302 Shear(kN) Min 1 1 234 0 0 161 0 0 313 182 Max 10.8 29.3 8.6 9.7 24.8 41.8 Moment(kNm) 21.3 6.9 -30.8 -26.9 Min -3.2 -31.7 -3.1 -14.2 -4.9 -56.9 Gap(mm) Top 1.1 14.2 21.0 0.3 6.4 8.0 2.9 22.7 34.7 55.3 Bottom -0.2 -4.9 -7.2 -0.1 -0.5 0.3 -0.7 -1.6 -0.3 52.3 Max 0.1 1.4 0.0 0.5 0.3 1.8 Rotation(°) 2.1 0.6 1.8 0.2 Min 0.0 -0.7 0.0 -0.2 0.0 -0.5 Table 3.2: Summary of test results for Ricon connections RICON P#1 RICON P#2 RICON P#3 Staggered RICONs Before Highest Before Highest Before Highest Before Highest Cyclic Sustained Failure Cyclic Sustained Failure Cyclic Sustained Failure Cyclic Sustained Failure Loading Drift Loading Drift Loading Drift Loading Drift Max 0. 0%0% 1.0% 0.1% 1.0% 0.1% Interstorey Drift -1.5% -1.2% 0'�0 1'�O -1.4% -1.1% Min -0.1% -1.0% 0.0% -1.0% 0.0% -1.0% 0.0% -1.0% Max 147 193 156 205 150 206 139 205 Shear(kN) Min 19 19 213 8 8 198 13 13 217 0 0 223 Max 10.4 14.9 -1.2 6.3 5.0 8.7 14.6 51.2 Moment(kNm) 12.1 -6.0 1.2 21.4 Min -12.1 -12.1 -6.7 -14.6 -9.6 -14.0 -5.5 -21.0 Gap(mm) Top 2.1 10.7 15.6 2.4 14.8 17.8 2.5 12.8 17.2 1.2 9.4 11.7 1 Bottom -0.3 -3.2 -3.0 -0.7 -1.3 0.5 -0.3 -0.4 0.1 -0.1 -2.1 -2.1 Max 0.2 1.0 0.2 1.1 0.2 0.9 0.1 0.9 Rotation(°) 1.4 1.3 1.3 1.0 Min 0.0 -0.1 0.0 -0.2 0.0 -0.2 0.0 -0.2 49 I I Table 3.3: Shear performance of connections 1 Maximum Static , Shear at Failure/ Connection Design Shear Failure (kN) Capacity Resistance (kN) Megant 31ox150 234 102 2.3 Megant 520x100 161 180 0.9 Megant 550x150 313 238 1.3 RICON P#1 213 150 1.4 I RICON P#2 198 150 1.3 RICON P#3 217 150 1.4 I Staggered RICONs 223 150 1.5 1 1 N. 1 t' 1 III r. I • 1 Figure 3.1: Megant connector(courtesy of MyTiCon Timber Connectors) I 50 I I I I jelia! 00l1l1!!la1111al1a!!!na!!a!!!!_ I 11111 IIIII 31111 1!1l alltllll ` .,,,,,,! 1 .. ra !.. —I —a111l111n1n11 j ��� lyr,! ...5 II I' i 11111 11 i III ayl Ap }I fa —I11111al1Itryl t r ..... .. laUl_1i1... !1!!Nl1111 '1 Mk I -'111111,111, I 11 s n .......:.t al "lal,lj � ��t"r`1!1!Il!11;1}1II1,It7a11 a:a.11l.!..!,!.......................... ....... !a1 1alIaal!a1!I •�-11l111}11n11n ' .,..� a'''or11111lI111111 II 1111111111191 , 1fii ft 1111!1111\11a11 i Figure 3.2: Ricon S VS connector(courtesy of MyTiCon Timber Connectors) I IC.t o G. is Sr„ al C. I Q (C , 0., IIIYYY \ _ v1 eM T 61 I ;- 4 I-, o i 0 1.� O.I } O { t• ,Q /f I ,l IFigure 3.3: Staggered Ricon S VS connectors (courtesy of MyTiCon Timber Connectors) r 51 I I I I• Figure 3.4: Ricon Prototype connector (courtesy of MyTiCon Timber Connectors) i .I_. Splitting Reinforcing Screw Compression Reinforcing Screws - i plift Reinforcing Screw• •( gig Steel Compression Plat- LT i Screws to Attach CST to Beam Figure 3.5: Specimen Reinforcement I 52 1 1 I I To Steel Testing Frame I Servo-Hydraulic I Test System .1 iiil II_. J I Swivel `11Beam Hanger Corrrectio � Timber Reaction Ste Cnlumn Frame Timber ! _ 710 '� Beam 12 0 2060 I Manually T-1,_________„„_ Controlled I Hydraufc Purrp IIIII/1110 111= iil I1520 Floor Anchor Figure 3.6: Drawing of Test Setup It I I I _ i yr I I ks _....a. ... • 1 _ A x r/L'r'' i A I. ` i Figure 3.7: Picture of Test Setup I 53 I I Interstorey Drift vs. Time- Megant 550x150 1 5% Maximum Sustained 3% Interstorey Drift(2%) f 1 296 e 0 IA D ' 50 \ izi 2 0 300 1 G., -1% e 2% 4 -3% I V Start of Initial Failure at First UpliftIII 1 ` -4% Cyclic Peak of 3%Interstorey Drift 1 _5% Loading Ultimate Failure at Second Uplift lime(sec) Peak of 4%Interstorey Drift i Figure 3.8: Typical interstorey drift versus time plot I Load vs. Time - Megant 550x 150 r Total Load Shear Force —Actuator Force — —Max Static Design Shear Resistance I -Initial Failure 600 500 r I .fi i • fS ' { ii r `{ 400 r t� r� rti ri i, 1, i n i i i1 n si ;r i is it y 5 r r � r� r r r r r, r, r� rt r r r r r� : ` q :� 5 r 300 �� Sr �l 'r 'i is r�: 1: 1r .: 1:I I' I' :i :s ' 1' "si i }� 1 _ r r r r r � , I200 { y 1; r 100 0 ( M -100 \ , -200 0 50 _A 15 i 200 250 300 -300 Time(sec) Figure 3.9: Typical load versus time plot i 54 I I I I 44 I 1 I IFigure 3.10: Ultimate failure of uplift screw during testing of Ricon Prototype#1 a) i . b) 0 --.1. A f Y s I IIfii 4 j C Figure 3.11: Failure mechanisms for Ricon Prototype#1: (a) collar bolt at the bottom of the Iconnection; (b) collar bolt at the top of the connection I I I A - - - - - A > — Top osier boi I .I_. A---,: I 1 Beam F Colurm .��•l; Cannedion CL - Comedion Plate Plate II •1 •iiimmi■ < - Bdfan collar bait Figure 3.12: Load distribution at failure for Ricon connectors 1 I I J u r e w 4. 1 i '1:7.(11 17. III I 1 I Figure 3.13: Bending of Ricon Prototype#1 due to bearing 56 I 1 I I i cititve Ns- it Figure 3.14: Bending of Ricon Prototype#1 column plate at location of collar bolt ,01 4544 040".1000....*7; 111 Ai rf 1 f # Figure 3.15: Combined tension failure and pullout failure of the fully threaded wood screws for the Megant 310x150 connection I 57 I I I a I ♦ f I i ' it. ., ' " ' - - - t J G n n aI te ' Figure 3.16: Screws from Megant 310x150 that failed in tear out and tension -,4, 1 .. I I`� w s. 4 V .. ttk I I Figure 3.17: Bending of aluminum connection plate from beam for Megant 310x150 I 1 58 1 I I I . I I I I I -04 IFigure 3.18: Bending of Megant 520x100 connection plate prior to the earthquake loading , k 1 ; I it k ti i 1 ¢ III 11 ) I iH 11/ 11 1 i i11, Figure 3.19: Extreme bending of Megant 520x100 connection plate under earthquake loading 1 I59 I I I I I ./ 3 / . . r I I i I Figure 3.20: Ultimate bending failure of the connection angle for the Megant 520x100 I i OW fr, , , , t s i1 I 44 I I 11 I Figure 3.21: Initial failure of Megant 550x150 due to partial tear out of fully threaded wood screws and bending of the beam connection plate I 60 1 I I I Y • 0 t I ► •• I $ E ri •i. [ i Figure 3.22: Ultimate failure of Megant 550x150 due to tear out and tension failure of wood Iscrews and bending of the beam connection plate I r I I 41 # ! ; I I I t ; I Figure 3.23: Combined tension and shear failure of welded collar bolt for Staggered Ricon I test I 61 I I 1 I CLT Top of Top of Connection Connection Beam Beam Figure 3.24: Definition of positive rotation I I Rotation vs. Time - Megant 310x150 z.s z 1.5 0 c 1 o.5 z 0 0 50 100 1 2 250 ' -0.5 1 Time(sec) Figure 3.25: Typical rotation versus time plot I I 62 1 it I 1 I Moment vs. Rotation - RICON P#1 20 I 15 10 1 .i �;�. / ( ill� I C; �°-0.4 0.2 0 � , //•/�/ � 1 1.2 1.4 1.6 -5 /•.. I -15 Rotation(°) IFigure 3.26: Typical moment versus rotation plot 111 --4111--Ricon P#1 t Ricon P#2 --♦--Ricon P#3 I 1.60 1.40 1.20 1.00 a 0.80 cc 0.60 ��� i 0.40 t 0.20 I 0.00 — �oaa. "kgeaAc t` QaJ z th �p� eS 0P �$r IFFigure 3.27: Rotation of Ricon Prototype connectors I 63 I —II—Rican P#1 t Ricon P#2 --.S—Ricon P#3 --l--Megant 310x150 —Megant 520x100 # Megant 550x150 60 40 U••. 20 -0.5 ,,e 0 0.5 1 1.5 2 2.5 C � 0 �' -20 2 ■ -40 -60 -80 Rotation (°) Figure 3.28: Plot of moment vs.rotation envelopes for all connections 64 I I Connection Installed Visible Connection Installed Embedded I Column Counter-sunk slot Column Beam Beam /. . . . I Figure 3.29: Connection installation alternatives I I 1 I I I I 65 1 I I Damage Range& Damage SIaes and Perbrrnance Level Thresholds Drift Limns I Damage Index No damage.continuous s°rice_ Negligible Ff Y X12% OPE /1fAL Coninuous Service,facility operates and functions after eartiquake.Negligible stucural and nanstucturd damage. Most operations II and functions can resume immediately Repair is required la restore some nonessential seroices.Damage is Light. OPa= L light s35% Structure is safe for oecupancyimmediaely after eartiquake.Essential operations are1 practecl,nonessential operations are disnrped Damage is moderate_Selected budding • Megant 5ZOx100-0.62% systems.features or contents maybe Moderate p from damage_ OF E Life safety is generallyproeaed. Al Staggered Ricons-1D8% Structure is damaged but remains stalie_m s15% -4 Rion Prototype#2-1.15% Falling hazards remain secure_ • Ripon Prototype#3-1 A3% III • Rican Probtype#1-1.4e% Structural collapse prevented. Nonstuctural elements mayfali NR Severe COL PSE S25% 1, Structural damage is sere but collapse is prevented_Nonstructural elements tall_ I Portions of primarystucural system collapse • Meg ant 310x150-2_77% • M eg ant 550x150-2_81% CORplete COL PSE Z25% i Corrpletesiucural collapse. I Figure 3.30: Evaluation of interstorey drift performance of all connections;Adapted from Devall,R. (2003) 1 I I 1 I 66 1 1 1 I Chapter 4 Summary of Conclusions and Future Work For this thesis, the main objective was to design a testing frame to allow for the application of interstorey drifts to heavy timber connections. This frame design was then followed by an experimental program to better understand the performance of two different styles of beam- hanger connections under this simulated earthquake loading. The connections investigated were Ricon and Megant connectors of varying sizes and were used to connect a glulam beam and column. Chapter 2 describes the testing parameters,material and fabrication specifications, and the structural design of all testing apparatus. Chapter 3 describes the experimental program completed and discusses the performance of the connections under shear and rotational loading. To summarize the key conclusions of this thesis: 1. A new test set up was designed to allow for the cyclic loading to be applied in a vertical orientation as well as to allow for gravity loads to be applied. 2. The complete structural design of the testing frame was completed and concluded with the manufacturing of a steel testing frame with a column section of a W460x128 with 10mm plates welded between the flanges. 3. A practice test was completed, and in combination with the measurements of movement of the testing frame throughout the first two tests, it was concluded that the set up performed as intended. 4. The shear and rotational capacity of the Ricon Prototype connections are consistent and exhibit an average shear at failure of 210kN and an average rotation at failure of 1.33°. The Ricon connections fail in a brittle manner due to a combined tension and shear fracture of the collar bolts. 1 67 I I I 5. The Megant connections can sustain higher shear,moments,and rotations than the Ricon Prototype connections. They fail in a ductile manner due to combined tension and pull-out failure of the wood screws. 6. The Megant 310x150 and 550x150 are the only connections that surpassed the NBCC maximum interstorey drift of 2.5%. 4.1 Future Work I After the completion of the practice test, certain potential improvements to the testing frame were identified. Future work should focus on improving the testing frame by implementing the following methods to simplify the test set up and increase reliability in the results. I Combining the large HSS sections and the baseplate of the steel column into a single base would I simplify the installation of testing frame. Additionally,the anchor bolts through both the baseplate and these HSS members should be re-tightened in between every test to attempt to limit the rotation of the test set up even more. During the testing, a steel compression plate was inserted in between the glulam beam and the shear ram to assist with distributing the load to avoid crushing of the timber. This plate should be fastened to the beam to avoid it falling out during the failure of the connection. Lastly,the method of securing the timber column in the I horizontal direction could be improved to allow for a simpler installation. The HSS members in combination with threaded rods performed their required duty, but some investigation into an easier alternative could be useful. A more significant improvement to the test set up would be the ability to include a second testing I frame to allow for the shear loads to be applied in the downward direction. This would be beneficial as they are intended to simulate gravity loads and would additionally simplify the 68 1 I 1 I installation of the connectors. Specifically,the Ricon connectors are only able to support vertical Iloading in one direction and as a result needed to be supported during the test set up until the shear ram was brought in to contact with the beam. If the shear load could be applied down then Ithe connections could have been installed right side up which would eliminate this complication aduring set up. IAdditional future work should be focused on pursuing increased test repetitions for both the 1 Ricon Prototype connections and the Megant connections to confirm their performance. It was noted that the Megant 520x100 drastically under performed in comparison to the other two 1 Megant connections. This could be due to the fact that the field installation of this connection, and all the others, is usually embedded. This embedment would change the way the rotations are Iincurred by the connection,and potentially change the results. Therefore, for any future testing, Ithe connections could be installed embedded to determine what effect this has on the rotational strengths. 1 I I I II I I 1 69 I I I Appendix A Additional Plots 3`6 1% 0% 1°io 0 50 100 0 250 3% 4% Time(sec) Figure Al: Interstorey Drift vs. Time-Megant 310x150 1% 1 1% c 0% 0 120 140 c -1% 1% Time(sec) I Figure A2: Interstorey Drift vs. Time- Megant 520x100 t c 0% 0 50 1 0 0 200 c -1°° 2% Time(sec) Figure A3: Interstorey Drift vs. Time -RICON P#1 I 70 1 1 I I 3% 2% v 2% L 0 1% T r m 0% IE. 1% 0 50 1 1 200 2%I Time(sec) IFigure A4: Interstorey Drift vs. Time-RICON P#2 2% 1 1% $ 1% I y 0% o 0 0 200 1, 1% 'CB C -2% 2% Time(sec) IFigure A5: Interstorey Drift vs. Time-RICON P#3 3% I 2% r 2% I 61% cu C lob m 0% c -1% 0 50 1 1 200 1% I -2% Time(sec) IFigure A6: Interstorey Drift vs. Time- Staggered RICON 1 71 I I I Total Load -----Shear Force I -Actuator Force — — Max Static Design Shear Resistance 500 400 i ,i 1 i ; 1 300 e ' S h ; i i I:) d 5 is l i 200 !, i� i� 0, d i, i j ;i ii 0, ii :' is i' i ii lj ij Ij 1 I to ,i w 1 i -100 -200 4 50 100 150 200 250 -300 Time(sec) Figure A7: Load vs. Time - Megant 310x150 Total Load -----Shear Force -Actuator Force — — Max Static Design Shear Resistance 300 I 250 i I 200 % I I i ,% i �% , '' f \ LLI I i % l i i i r 1 r i 1 150 • V �� t r t i i—tt i % s s 1 i 1 Y 100 'r `t. v " V 4 0 50 I J 0 50 100 I -150 0 20 40 60 80 100 120 140 Time (sec) III Figure A8: Load vs. Time-Megant 520x100 ' 72 1 I I I Total Load -----Shear Force Actuator Force — — Max Static Design Shear Resistance I 400 1 1 300 1 1 1 1 II II A A A ` /1 ' /1 81 9 / 5 h ; I II 11 n t1 200 I l i i 1 11 1 1i i V Pi iv V V ii V I 1 " " i a1 11 it 1 f i 1 — .' 1 1 1: ''r,/ , I -100 I I -200 0 20 40 60 80 100 120 140 160 180 200 Time(sec) IFigure A9: Load vs. Time- RICON P#1 ITotal Load -----Shear Force Actuator Force — — Max Static Design Shear Resistance I 400 SS S II 300 . n i4 ! i Y ; 1 A • . t1 t1 A 11 11 1 1 0 n 11 11 11 t1 II 11 1 •t1 t1 t1 t1 t1 t1 11 11 j1 II t1 t1 11 11 11 11 11 1. i is 1 1 1 t 1 t 1 t 1 t l l l t 1 1 1 1 1 1 1 1 1 , 1 11 11 11 11 11 1 200 v ,i ;i ., 1t It 11 1 1 1 1 1 1 1 i i i 1 1 1 1 1 1 1 f V 4 11 II ► 1 I . 1 i z t II 11 4 11 t 100 o J -100 I -200 0 20 40 60 80 100 120 140 160 180 200 Time(sec) I Figure A10: Load vs. Time - RICON P#2 1 73 I I I Total Load -----Shear Force i -Actuator Force — — Max Static Design Shear Resistance 400 II 1 l ! ` II li ,1 A ^ ,, e ; ; ;1 I. ; il II 11 jj;300jI II 1"I ! , 11 l I 11 1 l 1 I j j i 1 ;,I I I I I I t 1 I 11 11 1 I 1 200 ii ,% N II tl 11 $ I r i 1 I 1 j 1 i 1 1 I ' 1I I1 II 1l Y i ' �� 1I i 1I 1 . li i11 ; i 1 / 1 ; 100 co -100 I -200 0 20 40 60 80 100 120 140 160 180 200 Time(sec) I Figure All: Load vs. Time-RICON P#3 etzumenuoTotal Load -----Shear Force I -Actuator Force — — Max Static Design Shear Resistance 500 400 I 4 it d 1 h iI I It h ' 300 I� 5 iS i1 ' ri :1 n r I 11 I I I I iI, it A it A i1 I i1 11 1 11 0 it ii i1 it :I PI I Z 200 - \R ys-ii���,4 1. In L11 �I T1j I 11s 1 /is if 1i 1j 1% 1I 1i 1 I m 100 i 0 J 0 -100 -200 0 20 40 60 80 100 120 140 160 180 200 -300 1 Time(sec) Figure Al2: Load vs. Time- Staggered RICON I 74 1 1 1 1 1.5 1 I 0 0.5 c 0 Y 0 c 0 20 40 60 80 100 120 140 cc -0.5 1 I -1.5 Time(sec) IFigure A13: Rotation vs. Time-Megant 520x100 1 2 1.5 1 0 00 co z -0.5 0 50 100 150 250 1 -1.5 I z Time(sec) IFigure A14: Rotation vs. Time-Megant 550x150 I 1.6 1.4 1.2 0.8 1 i 1 i ,- 0.6 co +'• 0.4 ce 0.2 0 1 r 1 1 I t -0.2 0 50 100 150 200 -0.4 Time(sec) IFigure A15: Rotation vs. Time-RICON P#1 I 75 I 1 I 1.5 0 1 0 0.5 ce 0 50 100 150 200 -0.5 -1 Time(sec) I Figure A16: Rotation vs. Time-RICON P#2 1.4 1.2 I1 6" 0.8 I I I I c 0.6 fa 0.4 cc 0.2 -0.2 0 50 100 +150 , 1 200 -0.4 Time(sec) I Figure A17: Rotation vs. Time -RICON P#3 1.2 1 o.s 0.6 0.4 0.2 6 0 ce -0.2 0 50 100 150 200 -0.4 -0.6 -0.8 Time(sec) I Figure A18: Rotation vs. Time- Staggered RICONs 1 76 i 1 I 1 30 I 20 f 10 /1/ Y ,7 C E-1 -0.5 0!. .... ,#, 1.5 2 o -20 -30 1 Rotation(°) Figure A19: Moment vs. Rotation -Megant 310x150 I ,s 10 5 I Y • +c•0.4 -0.2 d �� 0.4 0.6 0.8 I El g ;-5. fri ,./ I -15 I -20 Rotation(°) IFigure A20: Moment vs. Rotation - Megant 520x100 I I 77 I I I 60 40 I 20 // Aft I 111 4r..„„ -60 -80 Rotation(°) i Figure A21: Moment vs. Rotation -Megant 550x150 Il 10 I s --1 -0.5 0 r );i1 1.5 ^ r..:---- J -15 20 1 Rotation(I Figure A22: Moment vs. Rotation -RICON P#2 1. I 78 1 I I I 10 I 5 �/ . f � 111 0 -EO.4 -0.2 0 ii,I • /- • 4 - 1 1.2 1.4 w o /5 j/ ` irl 10 .,,/ ' -15 II -20 1 Rotation(°) Figure A23: Moment vs.Rotation -RICON P#3 1 60 50 //(I 40 /7I 30 i j Y 20 /I/ .. 10 / I El 4 0s i// / %, 1.51 1.5 -30 I -40 Rotation (°) I, Figure A24: Moment vs. Rotation - Staggered RICON I 79 I I ,1 Appendix B ITest Setup Manual This appendix provides a step by step guide of the test setup that was undertaken for this research. 111 1. Install testing frame into floor anchors at desired length from actuator and torque bolts down a. Torque to a force of 170kN in anchor bolts(elongation of 0.39mm). 2. Install swivel onto head of actuator 3. Install connection plates into beam and column members I a. Follow manufacturer installation instructions b. Be careful to ensure connections will be centered properly on both beam and I column 4. Install compression reinforcing screws into beam member at location where shear load will be applied I 5. Install splitting reinforcing screws if necessary a. If splitting screws are required,be careful about hitting already installed connection screws Ib. Ideally connection screws can be slightly inclined away from where the splitting reinforcing is going to go II 6. Insert timber column into steel support column a. Make sure that connection is oriented properly 7. Use crane to lift up beam and slip it into swivel I 8. a. Again ensure that the connection is oriented in the correct way Once beam is almost in contact with the column,use controller to lift to correct height to attach connection plates 9. Once connection sitting properly,take note of starting height of controller I 10. Use threaded rods and HSS members to secure timber column to steel column. 11. Install 45°uplift screws into beam and column Ia. Designed to be half in beam and half in column 12. Install CLT plank above top of connection (under beam due to upside down set up) a. Screwed to timber beam so that it is directly in contact with timber column I13. Slide shear load ram into place under beam a. Ensure it lines up with compression reinforcement screws 14. Place steel compression plate above where shear load will be applied and attach to timber beam so it can't slide out during testing 15. Place all measuring devices and take their starting measurements 16. Set up desired cameras 17. Zero measuring devices on data acquisition system 18. Run test! I I80 I I I Appendix C Load Step Pictures This appendix provides still images from videos taken during the testing. After Shear Loading but Before Earthquake First Earthquake Peak(0.25% Interstory Drift) L a■ . . eird I I I First Peak of 0.5% Interstory Drift First Peak of 1%Interstory Drift L 111 1 81 I I I First Peak of 2% Interstory Drift First Peak of 3% Interstory Drift ti B 1 I i Failure(Second peak of 3% Interstory Drift) First Peak of 4% Interstory Drift (Post Failure) 4110 r _L " 9141 Figure Cl: Load Steps—Megant 310x150 82 1 I I I After Shear Loading but Before Earthquake Failure (First peak of 1% Interstory Drift) II I r _, I , , 4 1 , ` � IFigure C2: Before and After Cyclic Loading-Megant 520x100 After Shear Loading but Initial Failure (First uplift Ultimate Failure (Second uplift IBefore Earthquake peak of 3%Interstory Drift) peak of 4% Interstory Drift) . h I41 e, sI I I i I ‘ 1 Ali Figure C3: Before and After Cyclic Loading-Megant 550x150 I 83 I 1 1 I After Shear Loading but Before Earthquake First Earthquake Peak(0.25% Interstory Drift) I ix • itIwlsr First Peak of 0.5% Interstory Drift First Peak of 1%Interstory Drift I I ! ! rip I r,l I .. . . O ,_.. Q �r v i I 84 I I I 111 Failure at First Peak of 2% Interstory Drift L — . / I 4 I 9 y 1 Figure C4: Load Steps-Ricon Prototype#3 I After Shear Loading but Before Earthquake Failure(First peak of 2% Interstory Drift) bil ' 1 mwei I = , i I a. Ie ii ' z `— i . , 1 ,,_ a a Figure C5: Before and After Cyclic Loading-Ricon Prototype#1 111 85 I I I After Shear Loading but Before Earthquake Failure(First uplift peak of 2% Interstory Drift) f I 11 A - ti �I .._... I iit 1 I I ti I i , Figure C 6: Before and After Cyclic Loading-Ricon Prototype#2 After Shear Loading but Before Earthquake Failure(First uplift peak of 2% Interstory Drift) I I II - e - r I Figure C7: Before and After Cyclic Loading- Staggered Ricans 86 1 I 1 catena e° c ng; n e t ee, ng n r s 1 7. Seismic Analysis of Beam Hangers at Rutkin Elementary School I The following pages present an analysis of the beam hangers at Rutkin Elementary School and their ability to withstand the rotations induced by inelastic story drifts.The rotations are calculated in the beam hanger connections, and compared to the values presented in the previously presented Ireport.The beam hanger rotations are well below the rotations at failure published in the section 6. and are below the maximum sustained rotations published in the report. For this reason, we recommend the use of the Myticon Beam Hangers at Rutkin Elementary School. 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