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FE8- 1 12- 2007(MON) 17:23 P. 004 /005 ,v2 °" LEW15 & ' consulting ' engineers Job a /LL W Ti4qm ' ll'� 1965[1 s.w, t1nnnes foal.' rand Client ill INI� u tualatln. Dragon 97062 ..[5C1J] l'•.!C�5.EJECt5 phone [t031 0O5.12.05 rdx Job No. By 44_ VAN VLEET Date Z/v Sheet No. INt t5G i 1 I n c o r p o r a r o d - .. • o- ._ - - - .. �IIIEP MMRowatY11 ormrrlMII4Ndul1�rAIrA /M9�'onummomenwalito• uclwRdAW1N'rdaeWtox m mettma ,tounni ommartaam • 1 I I I. I "" u C`14d4A = Lrie PANCt C cn 1 NCC11wS ... - I __ - ; _. i 1 I - - -•*- -- -' -- -- • ± 1 i m e rkL - `rD_ Ca kIter pr+ ek 1 Cep :Jr e: . _ Atk ; f ►s cort � = - _ - ; - I 1 . I , ' I�/ I. ..,____� —_ ,.. ' I r 1 I I • 1 ry_ —..! •�; 1. ,off - �.) I - P5 .4 - : t*I•t" t4 l ti I� (3s /2.j 3 t ' : P -.. _ .. _ , ' '• - F sr ; CGNTS , grTia�j,aa.r'..- : ' ZX NA iLc» : W j ' x I % CAWS I I I , ' ' , 1 : ' . 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F E E; - 2 -2007(MON) 17:23 . P. 0 0 5 / 0 0 5 . . . ... , * LEWIS & .... ,.. • consulting engineers J ob Csotiociw C1 a_ rierfrLi) ig .11I 16613 s.w. tome.. ferry rood jCollent 1 11, ,11, tuolodri, argon Q71362 Job No, By Lc 150311385.8505 phonr_. (503) 885.1206 tax VAN VLEET Data 2 .-/C?3 - Sheet No. 12 : - ,‘ incorparetec . . , • 1 . I 6 ■ 1 , . . : I ' i • 7 . ; ; • ' • I • , , ' , . • -• -•-•.- - •••• • . ■........... .. , " . . ' . . / • 1 k 114 4/ ...: t° WI CU;11 74Y 1 F 11 : 0, 11114 1 ' , . . . 1 • . ,,..., . .... __ , 1 , t . - • ' • . -- .- • • : • ** I I " 1 I . I 1 , ' I I • ' I ' ' I I .. .. ..., ..... .., 4.4 . ......... ... . .. I • ■ 1 . , . Tiiruiir -,.. r..$3?1‹ see .. 'it4 7- . I _ . . ; . : . I . , I . . : • • . .. . • 1 . , • .. . , I . . I • , , . , • • • ••: , - , . ; . , : . , • . . 1 I 1 . 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' 1 . , , . • .... ••■•• .....• .• $. ■ $ $ $ $ $ I $ • ' • • . •• • ..• $ ■ $ $ • $ 0 i " $ $ • •• • .$ • •■■ . • • • • V . FE0- 12- 2007(M0N) 17:23 P. 002 /005 LEWIS & VAN VLEET Incorpore tcd principals chrl5 c. van vleet. p.c. garg1. Icwls. p.c. February 12, 2007 Miller Consulting Engineers, Inc. 9570 SW Barbur Blvd., Suite 100 Portland, Oregon 97219 Attention: Ray Miller P.E. RE: Goodwill Tigard City of Tigard Permit EUP2006 -00574 MCE Project No ..: 070038 Structural Plan Review Response Per our phone conversation, there were four items from the structural review checklist dated January 15, 2007 that you requested clarification or more investigation of 6. The detail flags on sheet A7.1 will be modified to note that detail 81A2.4 occurs above and detail 9/A2.4 occurs below. 10. See new calculation page Misc -11 for the connections of the "omega -lite" panels to the supporting structure. At the concrete walls, the omega -lite panel mounting extrusion should be fastened to the nailer with ##6x1" wood screws at 16" O.C. and the nailer to the concrete wall with.' /2" diameter drilled anchor bolts at 24" O.C. At the window awnings, the extrusion should be mounted with .145" diameter powder driven fasteners at 16" O.C. At the entry canopy, the extrusion should be attached to each stud with (1) #8 self tapping screw. 13. The top of the masonry partition is noted in detail 8/A10.2. Detail 8/A10.2 if flagged on the reflected ceiling plan A10.1. 20. See new calculation page R -36 for the main roof bracing the thrust from clearstory roof frames. consulting engineers 18660 s.w. boones ferry road tuelatIn. Oregon 97862 [508] 865.8505 phone (503] B85.1206 fax FEB- X 12- 2007(MON) 17:23 P. 003/005 Goodwill Tigard Page 2 City of Tigard Permit $UP2006-00574 Structural Plan Review Response We hope that the attached information adequately addresses the Plan Examination comments, and we ask you to please call if you have any questions or would like to discuss any of the issues. e trdi 8T09ipE Lance Cerny PE �! • REGON f. Enclosures r F ' 74 •1 � G ,�� a "l piesc LEWIS N. REGEIvEn JAN 2 6 2001 cl ' 1 'Y U►r IitJHKh 4TT1T1mm fln TTCT()! VAN VLEET Incorporated principals chrls c. van vleet. p.e. glary J. lewis. p.e. January 24, 2007 Miller Consulting Engineers, Inc. 9570 SW Barbur Blvd., Suite 100 FILE Copy Portland, Oregon 97219 Attention: Ray Miller P.E. RE: Goodwill Tigard City of Tigard Permit BUP2006 -00574 MCE Project No.: 070038 Structural Plan Review Response We have received the Structural Plan Examination Sheet for the referenced project. The following are our responses to the remaining items. 1. OK, see revised drawings. 2. OK, see revised drawings. 3. OK, see revised drawings. 4. OK, see revised drawings. 5. OK, see the revised drawings showing 3 /" clearance to the reinforcement from the inside of the reveals. The previously submitted calculations took the reveals into account. For example, on sheet TW -5 the depth to the reinforcement "d" equaled (6.25 "- .75 ")/2= 2.75" and on sheet TW -6, d=4 "= 6.25 "- ..75 " -.75 "- .375 "- .75 "/2. At some conditions with bars each face of the wall, such as on sheet TW -12, the depth to the reinforcement was conservatively entered as 3.75 ". 6. See new calculation pages TW -33 to TW-41. 7. Per ACI 318 -02, section 14.3.6, lateral ties around the vertical reinforcement in walls are not required where the vertical reinforcement is not required as compression reinforcement. In our judgment, the typical ties at 24" O.C. are re�nsuw ensure n 18660 s.w. boones ferrg road tualatin, oregon 97052 [503] 885.8505 phone [503)13135.1206 fax Goodwill Tigard Page 2 City of Tigard Permit BUP2006 -00574 Structural Plan Review Response the vertical reinforcement is located at the proper position. At locations with narrow wall piers, the tie spacing is reduced to 8" O.C. to act as the wall minimum reinforcement where typical horizontal bars would not have adequate development length. 8. See detail 12/A2.4 which shows the two full height number 5 bars in the panel above. The amount of vertical reinforcing in the pilaster was chosen to meet ACI 318 minimum requirements for vertical reinforcing in concrete columns. .01 * 12 "* 18" =2.16 square inches < (7) #5 bars. 9. OK. 10. According to the wall panel manufacturer, the panels specified are strong and stiff enough to support a 120 psf load with supports at 24" O.C. at an L/175 deflection limit. This is adequate for the design wind pressures on this job. See the accompanying sheet from the manufacturer's catalogue. 11. According to the wail panel manufacturer, the panels are designed to be field cut to fit and therefore shop drawings are not required. 12. See the previously submitted calculation page R -29 for the TS5x5x1 /4 beam design. See details 1/A5.3 and 3/A5.3 for the beam connections. 13. The masonry wall was deigned to cantilever off of its footing. See the previously submitted calculation pages Misc -1 to Misc -5. 14. See new calculation page L -12 and existing detail 4A/A7.3. 15. OK, see revised drawings. 16. OK, see revised drawings. 17. OK, see revised drawings. 18. OK, see revised drawings. 19. See new calculation pages L -12 to L -14. 20. See new calculation pages L -15 to L -16. 21.OK. 22. OK. 23.OK. • Goodwill Tigard Page 3 City of Tigard Permit BUP2006 -00574 Structural Plan Review Response 24. OK. 25. OK. 26. OK. We hope that the attached information adequately addresses the Plan Examination comments, and we ask you to please call if you have any questions or would like to discuss any of the issues. Sincerely " PROir s Lance Cern . �a G 4, R io it , 0111 PE Enclosures - • G • - r ✓ °4. 14 won' ' . • `-e I'IIVC t � F4 E P1RES: � , LEWIS &c consulting engineers Job CC/MUM. 7'1e4w.. 18550 s.w. t7onnes ferry road Client " '' tualatln. nregon 97052 [503] 665.6605 phone [503] 685.1205 fax Job No. By �� VAN VLEET Date 1(6 a Sheet No.l .33 Incorporated sirszmt ^^ . a..wr.T :T.azaas.. = === — '_'rs.,ccac... :asa - • * - !==.44 •- - ':c . 22rncr= ... rxsxa't::. = ass3... . s's . i S PAw n ct Ca' T Ccratete pi tL . rd. ihr i. Q om . il,zs k see" 7w - : . a , f r ' � {1 A� 1 ;1 1 1 \is \\ 1,-P a ri 1 ,... ; . ,;\ %111‘piplr7 .. h ts 1 1, i . li K F \\\. .. : . . . : 4 I i Vigil* -0 Q . .sPANOL L . i i qn .1 : I�,,= ll,tsE . i ii 0 0 IA, iins(c) : C ? :14-k S +ZV O t t * TI .l4E b &M O Or/ // -, gs 4/ I; . ti 1 0 ( 0 9 . 01 IT 6 ,7-1 kin. 1 '~' 0 • 0 a / i 1,1 w /Yu L 1/41 ' 1:1 Fite' j C 1+ -...r'.'....rwc.; . _ .$FBI,. • •_. PI .. _ ... .3tiff'L'i1.12= == . .....� Yra-s - -.. .....w.i =1 LEWIS & consulting engineers Job CCOtic1 /tl 16660 s.w. tmones Perry road Client tualatin. oregon 97052 Job No. By U.. [5031 665.0605 phone [503) 995.1205 fax / VAN VLEET Date f ( Sheet No. 7 14 ' 34 incorporated r _—___, -• .._.au _... r. _IS -. _a X"^`.....�_-..,e 1F. ...�.._ ITZ:2-. -. ^' ""L"'314a -""' 3+G. Z.1,1 it 1 :SPA 0041:1 Craw n+ttni4i Curtii . F� bS .. .. li .. : . 'rEPS twk1 Lahti) cp . /sot** From : tutu( Lofinf 44 • i T : 7C (8.i-. 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L 18650 s.w. boons ferry road W tJ Client I8n, aregon 97052 Job No. By (-c- [S03) 885.8505 phone [503] 805.1205 fax VAN VLEET Date Sheet No. 1143 '35 Incorporated �._ ... .. ...^t*_-�.�ara _.._., _ ,...� ,_. ,. ...^ ��. �r..";;•.' _"" ���..��szz._rz� -� - nr-'..:.__.. - ^ '° r'• -r..r_ ��e-� T SPhUOnet cgwoccriPio ccwr. F4- IS • 1 i • • .. .. Sheit Pt C4P 1 TY ' I. M 11 11 .. .. n Asc f ' it \;t0 �t CQ� Cr ( KTt ) +l . 11 h • F It U C �� ; �iV� �� �� YG . L ' y P/ itA1LK 70 4C 2 V4 t((5 1 I C t : LI, ? + . q " ......1.2) .s1' f • Pi - 03 t r(z) t ts) (6 3 s') - 31i; • r Is li f Y il I n l ` LI II 2 i r-- - i o 4"6" (ci)lir t ,--- , ... ( )1,?s. irrx (I . $.1) 1 ' r / , il • . , . pcoo it it : ' 3114 k. n F 1� GR4 = 3IS 4201 (1.0 \CI.c* }(fri).( L) (2 o`) = ....31 k. 1 A . 1 . . : ,..- . . • • . i / /3 14i) I' - / 36��: 67-s) (.31) w t t o ‘ 4 /2 a • i 11 . .. • 11 • II li • �• { : .... • I L . L . , ... , ..._._. , ...,.._......„.........„:..., „,„.„ ..._ F.'. s". R'ii3:::.C1."�`41'�1C_L.....�'^ .CT. , tLa� —^^g.ae....... —`... R: ^._R'C� ......_....gym LEWIS N. ' • consulting engineers Job C00 0wfct Pft 10550 s.w. boons terry road Client tualatin. Oregon 97052 Job No. By Lc [503] 885.6505 phone [503] 005.1205 fax VAN VLEET Date //pg Sheet No. TI0-1‘ incorporated - . I Q-- -- �....'-"�'°_ �z - �ass�...--- �rsrtae..�..:.._ - = mrs: �s: �""" ssz-^ �- ...s__..x:3r:.'.......:zs =�.-= •,'_�s..:__..w.s :�.: '...::_. SPANWntt cobtwtctfIw OM; F>tIS ' ' A. : co Natufwa . P�rwGt_ • i " ' 1 • _..__ _ _ - : 1(o. ..— ° 12 II,u�C . f . t,r ;.l'' M : Iti1s( ¶O fur of plot of olikti. I, $ yyl : ps- cK) - 7 168;$ rN Pesos i . : MI am j of wm.i. ., P O v • p E[ClybttMLIF/ RUM\ istft WEI% i H N A1bStS UM t7fliTfGrK, f2tbt S ii 1.4 :1-De") 0) SufPu 1 &V 12tiPfrxc.00. 53 y 1 POU e. WtOMbur Gf ;g ql[� GtSCs CO) TO t; r�ttk SJf tc d' F f . , gti-tq. 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[503)13135.13605 phone [503) 9135.1206 Fax VAN VLEET Dale 1107- Sheet No. 11- Inearparbted !.- ._,..._- - .. 1 ++1.,7131 .-rx�r� -.,. _ .....y"a'xc ---• 2= ^'R . • ^ = ...._.. """" '.9G.1.^"_ Xr...:6S;t 3L:C..__.o.w..Ae._...... 'r'.. _ 1 J (*AD it, t L t Min tC4101J afM r r 1IS . . Y n :.......:.... .T 514%)._.. toitO .. UN ettRAP. Fnu1ir1 {;uw.r.tic. tG■o,NL _ _ : T :- .: ‘ k ( t ' 1 z. (,6)(cA (2)' = 914 7 2,y . = I2, ok fi t . � cost a, or LOao a `l16 9) 4.210.( . 3,e .. : t-, t A- II F : (rI I V StNSlcw CApitclry t tt a r 4i 1 i 7 Apr C-1 4- ti�°I.1- 71ns)( ?11tr t1i .1 -6 = ?? ?,9. 1 p 5 I ' : 1� ,: q (t,�s) Zo) ;i I 11 R • Y1A ' I /2ct,7)/3(�1��3, . CC it ie K i j t I t = 1 J' = 2 �1 [Q c (p%°°° = 15; .. N „,,, ??;.7 , (1 G6) (18$)(, (►s +a) 311 l k I : • : hi 1 1 1 : .. 11 f ........... tmet4 Slt ti rt[kogc.tt .. L 4 ' ” /A 4 t&lii Ub , pAYtr3ti1:L 7b Otte; 2i a PI3t, 7, : : ri . : ... : G1' VS rwlknos tv4e 4- tp I,b 1 4 le t . E1s(2-* 4 ►t) (C,?s �� - 3ss.3 # . t,S A go r L IIS(ZZ,f '..u? =.._ _l 1 II 1 :.1.0...,." `4 ,110 &Pi_, fiq t. . - __ _=_�A.._ s . Mr_ .._ ......, ..,.V -.ra — �.,.,. qtr --^. -- - z.,...A.. - _ _ - : xi LEWIS & . • consulting engineers Job Caonwttl. : Client iB660 s.w. donnas road -a tualatln. Oregon 57062 Job No. By LC [5031 885.6605 phone [503] 8E15.1206 fax VAN VLEET Date 1/07 Sheet No.14 Incarp r . . � , - --- "'zM.1.) _.: 1.....M: �.•^_"...tIN, �r tW.s: x�_. a= va'*a� ' __._.. ..., e...__ . ....; 4 � rstxgs.= �._ . ,..a 1 • I SPANpnLL Crvnv w' ocu,4V co, Ft4S g . . ... . • • l ) ' I4 r G a 110 I t l lo�orru, : \ blab t � F) ( �.73) � 1 (1 o • If i • a fi r. it II it ■ � i fI ri : . I 9 4 i l ; ft i l . . . . . . , ... . .. . . it 1 ii . • i R 4 a [i - . . tt1 11 14 i r E I f R .e . '- s ._.c:�'.r1 ..r._ °'_'• = ^.:��rxx.�. ._ . .t ?T.. = ° .'^^..e..smc.. :S4]c.7. -t .. 5 faa'S.V41=7_. : - .- �".i^ra -si •a.st .:: es- <.."- rmra-�=.i� =_�.i il LEWIS & • Co nsulting engineers Job 6 O6D ni 7 IL100 ]8560 s.w. boanes tarry road Client tualatln. oregon 97052 (5133] 885.8505 phone 1503] 865.1206 fax Job No. By VAN VLEET Date I'0* Sheet No. Th.1i Incorpnr _,r .. .�_ .. ..aoe' - K _...._ ... ,- » �s- ..s...^.,.:,.;.rs..._._.....� ^ �.a.,.:.. SPAWDitct - Caturier -Toll ;7b Co)U'tt76 PAnitt. - C 4-I "r :... t ,,= 11.2sk i ... . . . Ste SPIDEC N . L. ccnhtor.f.41 .1 9= tt LC ....-2 4N Fax evAer? ,11) SPRAorta I ti li d .0- .e. •Z11 q ' r - .4. 0 i . o 1 i i . i : : 1 i Wi I li t r 1 4 u I, a 0 ... 1 M " .1111x(5)- .. .:101 3 t „ t( mkt OF .... . ..: , . ii I .. M 14S `1p) ' 6 ?,r lri .. }N. Al>oe oF, WAS i1. -1(i.0 = IOB IK I< hito T Clrwrrotra of C.Tklos ” - : Exte 1, iiH EyCct1Ss („Ii i it P" CCU li r ...._.._... AwAi •tslS .r-- Suepu fn-/. no/46 c •D arstst I * Pu1NG: W O$,ito im '- Y ---- ---4=r s. .. - =- - x A- zzz.�•�•• tit x a a r sty.:.._....... =xr M..- • .._. x:4= ...__ =,.---.._ __... - 3 LEWIS & consulting engineers Job 6bnOui . MA NI) • A. Client 16660 e.w. booties Ferny road tualatin. Oregon 97052 Job No. By (L [5031 885.8605 phone (5031 885.1205 Fax VAN VLEET Date ) l0 } sheet No. TA/ 4 4 0 Incorporated ^�T"'S' azzz 7i e-eu ^A- 723= ...... f.. -.x'- r + - 7' ' - ' =- S 'W'INE=' ":1:st a.. � ! _. . �- 'T- - ^fig. ^ — i . z SPANDnri Cowriartow comer aft lj ti : Poutit 1atltva of .. I ICItY AF . _ Sruo 4.1 okP .. ...... ....: 1 4 I ' F i . I : = l o 8 (!Z) /d ? ?.r ` ,I $6 4� x ��- ) t,?T ! 4 k sue ) i G As 571 0- Soo) cIPA( y x • (31)(1 46 �;t4' _ j it 4)90 4 ',bet = I3xk. < )9,1 k arc( R li II n i 3`I I NC Pccrrw J C. il �,1±Lrllkar;r CAN cow ptttul Toot /ut:'IlrL /I PMNcL L.T)ke, Temfp J t kPAU71 oF m kit ,14)(60) 2 " )> i,96 4 ak Tb n.tss fi u 01440 N f CZ> , Pty I � i . • 4 4 a 1 L U-O yt&c3L' TO &Wet° 1 ' .. I . 2 NI : . noi : 4- TO It L : • : : : iii „ ferg4r a ... bl!r(i!b/ P. ;slit/ , p I TCNSiew topro ark ei1+ti em Fr cw t=ccexilc t, n Ab Ke, '.. . . T • _ , z> f I lz (1, 4.)Cq} (z) r, 1,N1 IC_ ____ ii It,0 5: 1. I li aorta% of coj t 1SI DI K p( +43(k)( .? 3,6" 411 i II /141 ,_ 1221E-WC....22 FAIL7=Z=ZTEMACC.C........"*"'—,-"4=3= .?.: v 1.............ValrZ, Zari==tscnr..,ta_.--^^.-1.1j LEWIS &. consulting engineers Job CoSprwcL V 3rt0 ' 3111441Aitu, 18650 s.w. boons ferry road Client tualatln. Dragon 97062 Job No. By [503] 895.13605 phone [503] 805.1206 fax VAN VLEET Date 110q Sheet •o.-4( t nc or poretod R .us.1.- '�..Inm- '^�+a- -'-_" .1SC CIABC. - ' � �RY=.__. ._s ac. 7O'C� -._ ...1 i -..-• - _ - � .rs -..- r °S3G�.�._: 'see - - _°ffiC7L.'�'F'L.T�'� SP/;Noaet : Carlweattw Glatt; C EM tf TemSttw CAPAC.ITV I 1 . N . �A o P , . � 4' lub A (,S +5 +7i 0(71 + )2)(z) = ?84 . , 11 4 1 l i W . /I f s (1 pr Y i - r, f Yl / j �j'j( - 1 r i LI ' 1 1'2 = , i f 3 ( = • Di .. te/_Ia ti 5 0 r 2'I (417S) / /vas : }5, 9- t Vs t4 — y ,�s , 1q) ,$g) Ora) : 14n.1k i . . L- 'W46t) SIKkt coti0'1y .. . i ' V PA ttu L ro to . ; V ties romps to a = a 1 ... � .5 �t', = 13 a AV = (ztrss) }zy �,u) = 3►B.& r) M rf 1 le6 = Lb 1 Aft ri j I/ C )111 14 � _ ......:. _........_..... tit ti = & l -7 � r, lit _ $ f y.�s/ 4 V1-y) 65-) f r i ceo (rs,$)l, 'Ycoo 1 { 31m ` I !1 Vca4 = rt19 V6V (1 )0•4)(31, (Z;c 3y,z . Il,s ' \ I • ,(OW�Btaco �cap : a.3 �' 3y,z 1 C /� 0) ' t ilt I t, hft: ho Ok I , - bf-- ,rsrP.�. _ x .:.�. ---- �+�-�- .::„ --�R ." .. ....". ._...- sS-._..' T-'E'x^+..":_`.. —...„A .:.. _ •..- --- ,- 3'ffi@SJ^- .-- `C..,.r--.". .. - -A LEWIS & consulting engineers Job � w�u 714RN� 4:..,. 18650 s.w. tonnes Ferry road Client tualatin. Oregon 97062 (503] 865.8605 phone [503] 885.1206 Fax Job No. By VAN VLEET Date I/ Sheet No (...- ) 2 Incorporated .....s...... _:.,:.s == ate— a. ^-_sxa - ,� - .. _ - ».� - - r - —ca:il TMs--' "�._ •• -Z__-...44-7.:1=""'^ ''' '''''''''•"." ;ac:.= — V1 i 1- W ? -iy z Cow& w Ar1LF!(�r &E: to P ?ruCL. . . s 1t 9 H /i(Co ' V ' Il ik I U.sr (3) ft I s 4,= 44,2 a tt i . 11 i Li ti I 7 W t PANG. . t axr v grrcw T fl &.. v . . Cams ru Su i8 II i . . 0... C.010 A ..... -f.- 2q 11 5 I 3015' fAim eL t i , 2-f ar (c .0 = 7,T.r/c ri il 1,1 . g: (pfrp From, "Mott serf wc1■sir; ll . V I ( ?ksr S,zsic. r. ii i. I 7: r i b f a 12, 'is ii /p/i st • 4 ri - . . Cow' ttf PANtA. . r) Frei 041 (t) em LEDs TO FTs seat O PPcu/ of 3 x6 ielz it 0 1W/ 1 0 ,9 14 . :. . ; _ ......... . • ... s A oto Pa Etrc. L l; .. i I �tn�= `t:tr`i) (60 52,E r Ike • . 2 r� � /A, o x Ub , : AV- (Z ( 5� ( 1o0 : 0 ` 30( a et A wr c c .r am* L _ 8 ( /) Pr 4o CG too . _' —�-, . 1ws-,.--.. aer--^- x-- w_ _• i,_••-'^ �£....- =�_. �[ �'imm7fS- sasssas._-__. ,...,,I'.�T-.=._._.ax:a ^""^_o ....- 5�" sa'ar'-':-- ^»=maa:S....'^.� "..s.�. ..!! LEWIS & consulting engineers Job 6-0Z3bJUJ 714.M.0 18660 5.w. 600ne5 Ferry road Client tualatin, D r a gon 97062 Job No. By I. [503] B85.8505 phone [50311385.120E fax VAN VLEET Date 1(03 Sheet N0.1- 't ) I ncorparsted E . : S Heft i . wM,t_ P 1N ti P■ 1 ..----.17 . ,e _:,............- it-- P i b j[i I po' i . f _ I I I li i1 P : I (24) } = to,* [TIE P Itt Tb Plc' T o >i �(�t, Loki) (� E ii P,,,- � ,' ,74)(2114) t c1 _ P = . I ( 107 ksF) (24nt ) S.ok ; 1 I , PkotL numisAILNu 4 . . (4,1 4 I s ' +.S,G (i = 3CS' Fro "` ri , PAwtr_ .&tiLi4l .,c)700(2 , G? (29)(2.I.S'.' .41,2 k . Nt4ttcr1lv, Gar tottdIr • p 1 W!�= 41, )-(I2.2TT= 6O1 Fr-4 : (Mr) 2116 Fr - INo nVt:h7l�ICw��t, oOki I i 1 ) ' Wlor I 11 :. lJ. = . 1b /1 t = 16.3k liv VI (NA - ;22. %t # (5) GWm46tnS to. F [Oli r 3 ? ')I7 o�L I frnob Platt Tie i p= $2 k c S,t OA) (1.4\b,?. ' !o ? k A c 00,9 ', sSt, 2 USE t.SxrY5 /t6 `I1 ii E i .. I - .:. • I I sx. iCrix- tair . w. . 3m '_.'_" tars.= _.^"_`xx -m-"-' = Aw__....._< _—. 0_ ...r.. .., w _ "" "."3i•.u ^*�.9m LEWIS & • consulting engineers Job Cb0Dt4 ILL TI( KILO • Client , ;, , 18660 5.w. baone5 ferry road V* tualatin. oregon 97062 Job No. By (L [503) 885.8605 phone [5031 855.1205 fax VAN VLEET Date Sheet No. L l -( Incorporated - "v.*1tF' -' y°s i..sx ^_.:d.] ::.:.... ._,.._....�. -„- ..._..ter__._. ,.-_.-_.. .. __._.._ Zs_ �,.._._ n-.. s.___ r. re. w..,-=- .__..:__..- ....._. �a•..,, NP, 9►9t s t ra FrG e-At tos (407-. 4 i I II S{OV Gkrit "�I a etitr;L To . Frtn • = 2.o( 3eY, /z iz(j1a(i1o((/�1r ' ) , �))) r e o io PA I L C) I ii7o6 a II 4 ii . :4 1 a UN:�y ii il 1 A 2 6 1 )( 4 0(# ` la /4 . . I f 14,1 14,1 = t3s (14 t) f 1zc s ,ewt o e-- c iltots 1 4 N a F' ;1 It f ... tt e3) tw►2 eac 7b Frt, 1,, - li VI y le a "T i I i ti 4 t ..... .. _ :.._.._.._.. ..... :..........._ .. :_._ . t t �C Ic is i 11 pp #y • 1 ! usa�__xa �^• ^•'7s:z>r�,� __. _ ..._. .sry�— ±= s-x. re'1:. =..— ^ a.- .V.. �7.'sx�a _7;741.-s_- 7ZZ4 i = =r:: �S- =M '.�:._^..rsri==—. ts.,Xes • LEWIS & • consulting engineers Job 60040ltt. LI 18660 5.w. boones Ferry road Client tualatin. oregon 97052 1 Job No. By (.L [503] 665.0605 phone [503] 065.1206 fax VAN VLEET Date 1PP Sheet No. (: ) S Incorporated .-. __R r ,-- M;z�i.�__":7r�e ''S�.:..�^:ai�x.— ...�. ^. .._x: ._Y. _.s 'rest__..:.;,.._ _.. '+.::.•. -' ixe.- sssc. -vB CU/War: N, UistAUc. i - - CLeokitaTEPAY Imo.. Is NOT LtSktign 10 ',ute Colmuttrc PA.irti., Phottss m ..6E -41 6t4 to ' $PPw MAW. . © i� of P 4 E. std' I 1 Ii : : , i . .� .. 'TILT torktk tAtx : Carol, .10 0.1,5 Dittcu i Cali mq Falasmes : . 1 UItki4 o Pak toi IMO, Ste. non, Frbssmi - CM_C Setroso, I ;C..ritLk ciootfitemi FuK ; a/u3 .utrat,MI. : 01 7nt6GCr/f ., L co Fno . } 4 l i ' e ti Po i . .. _ .- ..... Igo t. o W► rite Q W I n1t i ,R11 '>< si r • i p } r 1 , -- is q(I.fl( (lsu )= t 2 p5 P ii L OAD Tb OILtli tbaOF 11111111161 to ..61Lits/2)--,04& 4 11 t b 6 1 WI We AliaOrbj:.l /7130 t. ZS: . _ - . ( - i i : 4 A I, SeISWUL wk-t . u=, I w li ril i A . .. W = r (2: (ZS,r 3 '16 Quit) ( -_ 1,0420k-cf. ,048 kcf _ ("iliwt.S . i. g It ' . 8 \/ iNs(t:Catow Crnlaun. -re Pt utt. • is .-M uL{ Sf IFFc vt MALI Ati I I)Fitt. S7lwttu 4- t W LA. ..11.C5t5T A,I.t_ L MI 't t 10*1) Fna Cl01Iti ivc..../ . k, 3 1 . o ff,P0A Silo% •Y= I,1W /25 =(,otiS1CLF , 22 ei vI^tw ASR -3C 0k l 4 .. , ail 31 x s i ,1 r R Pb Coult-40t 1 ; okr(I') . s4 k .. . ii LEWIS & consulting engineers Job C000WILL. 4..t4., Client 18660 s.w. boons ferry mad tualatin. oregon 97052 Job No. By IC [503] 805.5505 phone [503] 855.1205 fax VAN VLEET Date 1107 Sheet No. ` "16 Incarpuretsd , ._ ,�. lesric ....�. . Y^zsmm....._ --- ._ n tsz c...4^r- ziwas.� -. _rs:�:xsl G . ... CVi-k►r I? AS Ar CeittPittSSrwo ..WtrhArlitk . . " 0 . IC:i a . 1 4 I + ` / ' ri t qa ' y r 1 ) .1,12C ( (Os 770)/: : / . M 11 IP. _ :! Z :. z : .. 1 M : I 6ar~t� _1 iI j R 1 N . .. ...z r ,$5 ,a23 i; n k } c, X ' , t IIItrtpG9 ,2114 # Alr ( + , s fob X9 - t) r �13 iK n i `1 f 4 i A : :. ......• . ._ _:; r te 1 . r I ' le .. . ....: , icbc 14; H 8 y 4" 1 ' :rrt,L 7'fa (zrzss =.Z3. 7: ct r `Q '# ' (3v1 2 °ki 1 1 ---..-...---,....„...................._---...........-- ..,..............n....- --,.,......,..---..-----,---,......--.,.....----‘rr. -...-.2arJ • Installation Systems O 1 i ,,___ CUT -TO -FIT FOR ECONOMICAL INSTALLATION 1 A key advantage to Laminators' Omega -Lite" ACM Panels is that they are ' < u Z V - designed for installation on the cut -to -fit principle. .,,, r+,r �, Unlike panel systems that require shop fabrication, Omega -Lite panels are fabricated on the job site where field measurements and as -built conditions can be directly translated to the panel installation process - no shop drawings, no delays for prefabricated panel revisions - fabricated on -site and installed Our proprietary installation systems provide exactly as required by job site conditions. a crisp, flat, finished look in a wide variety of standard colors. Omega-Lite Specifications Thickness: Gmm or 10mm Width: 48" (also 60" in limited colors) Prefinished aluminum sheet with Length: 96 ", 120 ", 144" over 40 standard colors and two finishes to choose from. Tolerances: Length and Width: ± 1/16" Thickness: ± 0.016" Squareness: Diagonals equal within 1/8' Polyallome core is non- Construction: 6mm, Omega -Lite, 0.032 " /0.013" absorbent and water insensitive. Exclusive truss design lightweight. stronger Weight: 1.00 lb/sq ft' and faster to install. R-Value: 1.22 hr ft °F/Btu Stability: 1.94 x 10 - ' in. /in. °F, 7x10"' in. /ft at 50 to 90% RH Stiffness: 6.44 x 10' psi /ft - width (El) Load: 120 lb /ft', 24" span, AAMA L/175 limit Wind Load: Based on ASTM E330 static load; 250 mph, 24" O.C. (Architectural Testing Inc.) Random aluminum backer or matching the face for 2 -sided applications. Exclusive flexible backer for Omega-Flex panels. Fire Test: Based on ASTM E84: Class A, under 25 flame spread Bond Test: Based on ASTM C481 -A Cyclic Aging: Pass In Addition, Passed: ASTM 283 Air Leakage Test The look you want ASTM 331 Water Penetration Test AAMA 501 Dynamic Pressure Test at a price you can afford Miami -Dade County Product Control Division NOA no. 03- 1126.02 installed in a fraction City of New York Department of Buildings MEA 1-02 -M of the time. OMEGA PANEL PRODUCTS LZ LAMINATORSc. www.LaminatorsInc.com • 1.877.OMEGA77 2006 laminators Inc. All rights reserved. Over 40 years of delivering quality products and innovative solutions • Willamette Engineering, Inc. 3700 River Road N. #11, Keizer, OR 97303 Ph (503) 304 -0905 Fax (503) 304 -9512 DEAD AND WIND LOADS ON PROPOSED KAWNEER WINDOWS AND RESISTANCE CALCULATION FOR GLAZING ON PROPOSED KAWNEER WINDOWS AT GOODWILL TIGARD 1 13920 SW PACIFIC HWY RECJ TIGARD, OR 08 20 r ENGINEER COMMENTS �r ;'�` 1. All window frames to be connected to concrete tilt panels, stru tulral steel or steel studs 16 gage minimum. 2. All frames to be connected to steel stud or to structural steel are to be connected with #12 screws 12" on center, entire perimeter of window frame. 3. All windows to be loaded at the 1/6 points unless noted otherwise. 4. See plans for location and type of connectors. 5. Install all door and window frames in accordance with Kawneer installation requirements. THESE SHEETS ARE VOID IF SEAL IS NOT RED ��OPROFFS (�ut���� -7, �' �G1NE� P Ct Ot7i and 13,685 � real/ Tigard - ate �, 7 4;\ voz � D P. 3 c; 1 c60 RC- 1 EXPIRES: June 30 2 & SIGNATURE IS NOT ORIGINAL 15 PAGES NOT COUNTING COVER SHEET * ** *LIMITATIONS * * ** NO RESPONSIBILITY AND /OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. JOB NO. 2007 -15 FEBRUARY 22, 2007 PREPARED BY GERALD P. HONER, PE Willamette Engineering, Inc. 3700 River Road N. #11, Keizer, OR 97303 Ph (503) 304 -0905 Fax (503) 304 -9512 DEAD AND WIND LOADS ON PROPOSED KAWNEER WINDOWS AND RESISTANCE CALCULATION FOR GLAZING ON PROPOSED KAWNEER WINDOWS AT GOODWILL TIGARD 13920 SW PACIFIC HWY TIGARD, OR ENGINEER COMMENTS 1. All window frames to be connected to concrete tilt panels, structural steel or steel studs 16 gage minimum. 2. All frames to be connected to steel stud or to structural steel are to be connected with #12 screws 12" on center, entire perimeter of window frame. 3. All windows to be loaded at the 1/6 points unless noted otherwise. 4. See plans for location and type of connectors. 5. Install all door and window frames in accordance with Kawneer installation requirements. THESE SHEETS ARE VOID IF SEAL IS NOT RED PROFes GINEt %% 13,68 • • rk e"64— l Y 1 g 1g �t. EXPIRES: June 30, & SIGNATURE IS NOT ORIGINAL 15 PAGES NOT COUNTING COVER SHEET * ** *LIMITATIONS * * ** NO RESPONSIBILITY AND /OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. JOB NO. 2007 -15 FEBRUARY 22, 2007 PREPARED BY GERALD P. HONER, PE WILLAMETTE ENGINEERING, INC. PROJECT 666 ID L tLL- 76,4 -RJOB NO 2007- /5 KEIZER, OREGON { , i JJJ /2 Iii ArDei.u5 DATE 2-2 3 -2007 PHI 503- 304 -0905, FAX1 503 -304 -9512 BY JERRY HORNER PAGE / OF /5 s T IZI / L- [ 5Z _ e6 I�C�2< <F - 2-- It /tits L J i n; a- 22 IPSr- „ b .� M L1 L Ll'6 it> F WO LG .4 D —65`) `'( 6F) Z/ L8 WITH HORIZONTALS L.L4 e Z - 0 5 C F 6_55 /, j WIDTH IN METERS P� / (� Q �� ( ` � 1 1.5 2 „�( r L t> l�Mc - —0 / 14 ■`M„N■ s ' i �t'�� /V 13 ■„"',� 4 6 12 ■EN,��,,,,�� ■■711103111 A3.5 in F- 11■,.,” g (T 8 ■.■,,,� 2.5 = .1111111101E D 6 1111111.11.115 1.5 5 1.5 h 450 -110 STEEL ■■■■1111 wit WINDLOAD CHARTS ARE BASED ON 1 2 3 4 5 6 7 8 COMPOSITE PROPERTIES WHICH WIDTH IN FEET ARE CALCULATED IN ACCORDANCE WITH AAMA TIR -8 AND AAMA 505 6 L 4a /!✓L O LE-C 1/ AJ _ 61 8 i OBS, z..1/ ,4tie n/ WILLAMETTE ENGINEERING, INC. PROJEpT6t' / t, / /a - 7764 -J) JOB NO 2007- /5 KEIZER, OREGON ill IIV1 'IEEP -- W JA / DATE o/- - a B -2007 PHI 503- 304 -0905, FAX' 503- 304 -9512 BY JERRY HORNER PAGE c - OF /5 g51 c6 ^I1- � ��� __ S T S '5T E� u if ( ---4 • R A Ai . 4 1- 1• 5 5 1 )(6r 4 ?)(Z215:C) WITH HORIZONTALS R .- , �� S L i� — W !DT H IN METERS / R M 0 L L Li b N IA S 2_ C O N!r/ 'te its A C /1 1 1.5 2 j / .( / t Ai ry i 4 1 �„�. /� 13 it ..L m -rE & . t' �1 L- 0 !y170 !-t YI 1 i s \� �NZAM 4 I of `/ I? 5 cc-0 C J FALLS W . ,h.,n W Z.1 t' \ \A\ \� \\ w Z 10 , ®,"B C=7 9 ERWIN 2.5 2 w 8 .t.,, C W 6 ■11"; U2 451T -CG -112 5 I 1.5 with 450 -110 STEEL I 4 WINDLOAD CHARTS ARE BASED ON 1 2 3 4 5 6 7 8 COMPOSITE PROPERTIES WHICH WIDTH IN FEET ARE CALCULATED IN ACCORDANCE WITH AAMA TIR -8 AND AAMA 505 DE FL `C-0,; nr- v K B a f3 s &-.cl3A -tr c Al WILLAMETTE ENGINEERING, INC. PROJECT 6apt•d l[.L I /(7J4 J) JOB NO 2007- /5 KQZp2, NA W Na: k.. it Ai 3613 -.S DATE . ` a 3 -2007 0E11 503- 304 -0905, FAX' 503- 304 -9512 BY JERRY HORNER PAGE 3 OF / /UN DO is Crl) ,--6(.124'0 w /N O zZ. P5F PULLLteN C C1 /b it/ - P61elrle1. &- t A '' ` Iv t1 /LTl KC J/K $a 67 V) j - ?/ it 5 . K. c 4Pk c ITY- L/i/ % L!3 Mcli 191.11_06 .‘) .,LO LP40- (3 `.+ -i.5`) (Z, 7S (?z P5 A ' 27a WITH HORIZONTALS L f - WIDTH IN METERS ■� i' 1 ' a '~ �.�T 1 1 .5 2 Op 1 c G `1 fLt Ll - 6' k 15 I I 14 L/yq L8 > 272 LIS- a 12 L 4 t 11 „"„■■■11 3.5 EICJ Z 10 „",■■■ 1 F 9 li`e,�na 3 11 f[ 8 ■"",E = b 1 l [:(�L,L_! is IV - OI` _ Millia\\\ e W 6 ::.■\'1Mn2 2 g ■■■WRE1.5 4 (({} 1 2 7 8 WIDTH IN FEET C-'� 1J t R,. L) 62_14-5s DEC- LE CYns iv 1 / , a - 1 Mft &Er GLAZ /N[, Plate tar* (in.) 0 00 It 100 150 am 2 (j O X .5 - 3 , f (114 1n ) ( 0 , � 4ir!■ Nonfactorad Load ter! ■!l 140 mm 1 Foursrdes Simply Suppated I■\\■Nr■Gi 120 P, =0.008 I■ !■111\PIMI CAP e ( E WI E R - lice (Z6,9) ' a> �■■■■It1► �■■1 - 31. '3 1 kPa =.213.9 psf � �■ ■!l d11b.1fI 100 3-Second Duration 1m 411 i E � 125 ++wI■■. �,!■N►dII E I . 3 1 F> Z Z 80 • o l /.!■ ► \ ►ra■■■1 6 �F- OK �� warso ■p►i1■!lril 3 il al a.. ao.� avA a /� E 4m /►\lGi1 ►i'!■ 11P. fan /',i 1000 t►' i� ■ _ �--Z 140 Okal TIPZZ r - -_ _ _- - -- 0 ; rm.■i��■rl�I ■! ■ ■ ■��! ■! ■ / ■1 0 1000 2,000 3000 4000 5000 Plate Length (rrm) WILLAMETTE ENGINEERING, INC, PROJECT &ODL ) ILL- 7"/ b JOB NO 2007— /5 KQZER, OREGON m ovcgp.- I,c.A /NI)bt. S DATE 2 - Q-3 —2007 PHI 503- 304 -0905, FAX' 503- 304 -9512 BY JERRY HORNER PAGE 1 OF /6 IV 1 0 DO_ LS' b t( 4/ W ►>sP - 22 P5 MtULLieILI END i -9 6 L c.g P- (i''C z.i.SO (zLPSF> = 2 'V2 L 6 y' 2 '' Liyy L £ > 2.Y2, t 6- O k L Ai 4' /L'f 1:6.91/ oc.ft - rf -- Ok WITH HORIZONTALS WIDTH IN METERS 1 1.5 2 15 I 1 14 13 , -- 4 CO W , ISOMER -- 3 5 Z 10 ,\ \",•■ _ = 9 ",,' Z 3 0 8 "", A2.5 2 = 8 ■""∎ B W mom ti 6 U LLI e Ni — ®I< 5 ■11Ziii.\ E15 4 1 2 3 4 5 6 7 8 WIDTH IN FEET ('_` RPT C„2 DC; <--> L A-SS O G -L. C'fl6Al 64 W iF el PL.2 Eo GL.4ZINL Plate Length (i,.) o so 100 150 ill/ _( e l Li i I6 1. 5'— 3,, 14LL 14o s 0 mm (1l4 in.) Glass a , 4U IU• I C A- D L & ArreR. No red Load ∎IU■••I�I �Z Four Sr�sSimply Supported AEC" NNE � t i 2 n P5 � .= V P 13F.> 27 c 120 P — 0.006 41111111116:411.21111 0 ��!• ■.A► /�111 psf = zo.s lll•••11 1 %•1■.11111 .y 1W 3"second ,m An' Will..ii11�11�►! E € � �11 memo UEFAI € n I :l a. 5 -CCANOIT44111 1 E 400 /►\1 211E_10E11►a■>11e ME : a sm 4, P ; aMai - -� — ,It�..! 1006 20 '� -= ��- -- -- ___- 0 ;. -ziii. i. IUU••U 0 t 0 1000 2000 3000 4000 5000 I Plate Length (rmo WILLAMETTE ENGINEERING, INC. PROJECT 60 LL -- r/6/90 JOB NO 2007- /5 KEIZER, OREGON pl iA gre_. Li/ Id 1T DATE 2 3 -2007 PHI 503- 304 -0905, FAX' 503- 304 -9512 BY JERRY HORNER PAGE 5 OF / 11 ti DO L `w` ` Ntt MvJLLIa N e ND r ` L8AD -- 41/(2_,70(2z_ 2qZ LB L i I f 2 4 1 'IW L6> ZVZ L I3 ok t 1 ENE Yy 11IL 1 - o k WITH HORIZONTALS WIDTH IN METERS 1 1.5 2 141 \i ■rimer■ 1\1i�.1111� 4 13 M 0111111 . 111 r) 1 ? ,\",,...11 3'5 E H 9 ■",,'IN 3 Z 6 8 ■"",! A 2.5 2 = 7 ■t \:1 \� \ _ b X1.6 Lu0 5 :■1Mi■iiii: 1 .5 D L.0 l 76 Ai - G o5E tz vi 7 }N 1 2 3 4 5 6 7 8 WIDTH IN FEET 11 �t � /M. IL_ 4 R.1'6 C - a ESR -1385* E Issued September 1, 2004 PAGE t ' OF / 5 This report is subject to re- examination in one year. ICC Evaluation Service, Inc. Business/Regional Office • 5360 Workman Mill Road, Whittier, California 90601 • (562) 699-0543 Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599 -9800 www.icc-es.org Regional Office • 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 • (708) 799 -2305 DIVISION: 03— CONCRETE are zinc - plated. The ' / , 5/9 , and 3 / 4 -inch- diameter (12.7, 15.9, Section: 03151 — Concrete Anchoring and 19.1 mm) carbon steel Kwik Bolt 3 anchors are available with a hot - dipped galvanized plating complying with ASTM A REPORT HOLDER: 153. The studs, nuts and washers of the 304 and 316 stainless steel Kwik Bolt 3 anchors are also made from HILT!, INC. stainless steel. All 304 stainless steel, 316 stainless steel, 5400 SOUTH 122 EAST AVENUE and hot - dipped galvanized Kwik Bolt 3 anchors use 316 TULSA, OKLAHOMA 74146 stainless steel wedges. (800) 879 -8000 The stud consists of a high- strength rod threaded at one www.us.hliti.com end. The standard Kwik Bolt 3 has a thread length equal to or HiltiTech noOus.hilti.€g less than three bolt diameters, while the Long Thread Kwik Bolt 3 has a thread length greater than three bolt diameters. EVALUATION SUBJECT: The tapered mandrel has an increasing diameter toward the anchor base, and is enclosed by a three - section wedge that KWIK BOLT 3 CONCRETE AND MASONRY ANCHORS freely moves around the mandrel. In the vertical direction, the wedge movement is restrained by the mandrel taper at the 1.0 EVALUATION SCOPE bottom and by a collar at the top of the mandrel. When the anchor nut is tightened, the wedge is forced against the wall Compliance with the following codes: of the predrilled hole to provide anchorage. • 2000 International Building Code (IBC) 4.0 DESIGN AND INSTALLATION • 2000 International Residential Code (IRC) 4.1 Design: • 2002 Accumulative Supplement to the International Minimum embedment depth, edge distance, and spacing Codes TM' requirements are set forth in Tables 1 and 2. Allowable stress • 1997 Uniform Building Code' (UBC) design tension and shear loads are as noted in Tables 3 through 14. Tables 4, 7, 8, 9, and 10 also apply to Kwik Bolt Properties evaluated: 3 anchors installed in holes drilled with Hilti Matched - Structural Tolerance Diamond Core Bits as noted in the footnotes to each table. Allowable loads for Kwik Bolt 3 anchors subjected 2.0 USES to combined shear and tension forces are determined by the The Kwik Bolt 3 (KB3) Concrete and Masonry Anchor is used following equation: to resist static and transient seismic and wind tension and (P + (V5V < 1 shear loads in uncracked, normal- weight concrete, structural lightweight concrete, structural lightweight concrete over where: metal deck, and grout - filled concrete masonry. The anchor P = Applied service tension load (lbf or N). system is an alternative to cast -in -place anchors described in Sections 1912 and 2107 of the IBC and Sections 1923.1 and P = Allowable service tension load (lbf or N). 2107.1.5 of the UBC. The anchor systems may also be used VS = Applied service shear load (lbf or N). where an engineered design is submitted in accordance with Section R301.1.2 of the IRC. V = Allowable service shear load (lbf or N). 3.0 DESCRIPTION 4.2 Installation Requirements: The Kwik Bolt 3 expansion anchors consist of a stud, wedge, Kwik Bolt 3 shall be installed in holes drilled into the base nut, and washer. The stud is manufactured from carbon or material using carbide - tipped masonry drill bits complying stainless steel material. The carbon steel Kwik Bolt 3 anchors with ANSI B212.15 -1994 or where permitted by the tables, have a 5 pm (0.0002 inch) zinc plating. The anchor is Hilti Matched - Tolerance Diamond Core Bits. The nominal drill illustrated in Figure 1 of this report. bit diameter shall be equal to that of the anchor. The drilled The wedges for the carbon steel anchors are made from hole shall exceed the depth of anchor embedment by at least carbon steel, except for all 1 / 4 -inch (6.4 mm) lengths and the one anchor diameter to permit over - driving of anchors and to 3 / 4 -inch-by-12-inch, 1- inch -by -6 -inch, 1- inch -by -9 -inch and 1- provide a dust collection area. The anchor shall be hammered inch -by -12 -inch (19.1 mm by 305 mm, 25 mm by 152 mm, 25 into the predrilled hole until at least six threads are below the mm by 229 mm, and 25 mm by 305 mm) sizes, which have fixture surface. The nut shall be tightened against the washer AISI 316 stainless steel wedges. All carbon steel components until the torque values specified in Table 1 are attained. *Revised August 1, 2005 VS REPORTS are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2004 Page 1 of 9 Page 2 of 9 ESR -1385 4.3 Special Inspection: PAGE OF 15 UBC Section 1612.3.2 that include wind or seismic loads, the allowable shear and tension loads for Special inspection shall be provided in accordance with anchors are permitted to be increased by 33 percent. Section 1704 of the IBC or Section 1701 of the UBC when Alternatively, the basic load combinations may be design loads are based on special inspections being provided reduced by a factor of 0.75 when using IBC Section during anchor installation, as set forth in Tables 3 through 14. 1605.3.2. Special inspection in accordance with Section 1704 of the IBC shall be provided under the IRC when special inspection 5.6 Anchors are not permitted for use in conjunction with is specified in Tables 3 through 14. The code official shall fire- resistance -rated construction. Exceptions would be: receive a report, from an approved special inspector, that • Anchors resist wind or seismic loading only. includes the following details: • For other than wind or seismic loading, special 1. Anchor description, including the anchor product name, consideration is given to fire exposure conditions. nominal anchor and bolt diameters, and anchor length. 2. Hole description, including verification of drill bit 5.7 Use of carbon steel Kwik Bolt 3 anchors shall be limited compliance with ANSI B212.15-1994 or the Hilti to dry, interior locations. Hot - dipped galvanized and stainless steel Kwik Bolt 3 anchors are permitted in specification for matched tolerance diamond core bits, exterior exposure or damp environments. hole depth, and cleanliness. 3. Installation description, including verification of concrete 5.8 Since an ICC -ES acceptance criteria for evaluating data compressive strength by ASTM C 42 methods, and to determine the performance of expansion anchors verification of anchor installation and location (spacing subjected to fatigue or shock loading is unavailable at and edge distance) in accordance with Hilti's published this time, the use of these anchors under these installation instructions and this report. conditions is beyond the scope of this report. 5.0 CONDITIONS OF USE 5.9 Special inspection shall be provided in accordance with Section 4.3 of this report when required by Tables 3 The Kwik Bolt 3 Concrete and Masonry Anchors described in through 14. this report comply with, or are suitable alternatives to what is 5.10 Anchors shall be manufactured by Hilti, Inc., specified in, those codes listed in Section 1.0 of this report, Feldkircherstrasse 100, Schaan, Liechtenstein, under a subject to the following conditions: quality control program with inspections conducted by 5.1 Anchor sizes, dimensions, and installation shall comply Underwriters Laboratories Inc. (AA -668). with this report and Hilti's published installation 6.0 EVIDENCE SUBMITTED instructions. 5.2 Allowable tension and shear loads shall be as noted in 6.1 Data in accordance with the ICC-ES Acceptance Tables 3 through 14 of this report. Criteria for Expansion Anchors in Concrete and Masonry Elements (AC01), dated April 2002, including seismic 5.3 Calculations and details demonstrating compliance with tests, reduced spacing tests and reduced edge distance this report shall be submitted to the code official for tests. approval. 6.2 Quality control manuals. 5.4 The use of anchors shall be limited to installation in 7.0 IDENTIFICATION uncracked, normal - weight concrete, structural lightweight concrete, structural lightweight concrete over The anchors shall be identified in the field by dimensional steel deck, and uncracked grout filled masonry characteristics and packaging. The packaging label indicates concrete. Cracking occurs when f", > f, due to service the manufacturer's name (Hilti, Inc.) and address, the size loads or deformations. and type of anchor, the name of the inspection agency 5.5 When using the basic load combinations in accordance (Underwriters Laboratories Inc.), and the ICC-ES report with IBC Section 1605.3.1 or UBC Section 1612.3.1, number (ESR- 1385). A length identification code letter is allowable loads are not permitted to be increased for stamped on the threaded end of the bolt. The length wind or earthquake loading. When using the alternative identification system is described in Table 15. basic load combinations in IBC Section 1605.3.2 or TABLE 1- INSTALLATION SPECIFICATIONS' SETTING DETAILS ANCHOR SIZE 1 / 4 inch 3 /8 inch 1 / 2 inch 5 / 8 inch 3 /4 inch 1 inch Drill bit size = anchor diameter (inches) 1 / 4 3 / 6 1/2 5/8 3 /4 1 Wedge clearance hole (inches) 5 /16 7 /16 9 /16 11 /16 13 /16 11 /8 Anchor length (min. /max.) (inches) 1 4 2 7 2 7 3 10 6 12 6 12 Thread length std. /long thread length (inches) 3 / 4 3 7 /8 5 1 4 1 7 1 6 2 6 Installation: Stainless steel 6 20 40 85 150 200 Torque guide Carbon steel: Min. embedment 4 20 40 85 150 200 values' (ft-lbf) in Carbon steel: Std. embedment 4 20 40 85 150 325 concrete Installation: Torque guide values Carbon steel: Min. Embedment 4 15 25 65 120 - (ft-Ib) in Carbon steel: Std. Embedment 4 15 25 65 120 - concrete masonry Min. base material thickness (inches) 3 inches or 1.5 x embedment depth, whichever is greater For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N -m. 'Installation torques are applicable for all anchors installations unless noted otherwise in this report. TABLE 2- ANCHOR SPACING AND EDGE DISTANCE REQUIREMENTS DESCRIPTION ANCHOR DIAMETER (in.) 1/4 3/8 1/2 5/8 3/4 1 Embedment : minimum /nominal /deep (in.) 1 1/8 12 13 1 5/8 12 1/21 3 1/2 2 1/41 3 1/2 14 3/4 I 2 3/4 1 15 1/2 13 1/4 14 3/4 16 1/2 14 1/2 J 6 19 NORMAL WEIGHT CONCRETE''' Spacing required to obtain maximum load S „ (in.) Tension 2 1/2 4 1/2 5 3 5/8 5 5/8 5 3/4 5 1/8 7 7/8 7 7/8 6 1/4 9 9 1/8 7 3/8 10 3/4 10 3/4 10 1/8 13 1/2 15 Shear Minimum allowable spacing between anchors S „„„ (in.) Tension' 1 1/8 2 3 1 5/8 2 1/2 3 1/2 2 1/4 3 1/2 4 3/4 2 314 4 5 1/2 3 1/4 4 3/4 6 1/2 4 1/2 6 9 Shear Edge distance required to obtain maximum load C , (In.) Tension 2 3 1/2 3 7/8 2 7/8 4 3/8 4 1/2 4 6 1/8 6 1/8 4 7/8 7 7 5 3/4 8 3/8 8 1/4 7 7/8 10 1/2 11 1/2 Shear 3 3/8 3 3/8 3 3/8 4 7/8 4 7/8 4 7/8 6 3/4 6 3/4 6 3/4 8 1/4 8 1/4 8 1/4 9 3/4 9 3/4 9 3/4 13 1/2 13 1/2 13 1/2 Minimum allowable edge distance C (in.) Tension 1 1/8 2 3 1 5/8 21/2 3 1/2 2 1/4 3 1/2 4 3/4 2 3/4 4 5 112 3 1/4 4 3/4 6 1/2 4 1/2 6 9 Shear' _ 1 3/4 1 3/4 1 3/4 2 1/2 2 1/2 2 1/2 3 3/8 3 3/8 3 3/8 4 1/8 4 1/8 4 118 4 7/8 4 7/8 _ 4 7/8 6 3/4 6 3/4 6 3/4 STRUCTURAL SAND - LIGHTWEIGHT CONCRETE''' Spacing required to obtain maximum load S „ (in.) Tension 3 5 1/4 5 7/8 4 1/4 6 5/8 6 7/8 6 9 1/4 9 1/4 7 1/4 10 5(8 10 3/4 8 5/8 12 5/8 12 3/4 11 7/8 15 7/8 17 5/8 Shear Minimum allowable spacing between anchors S (in.) Tension' 1 3/8 2 3/8 3 1/2 1 7/8 3 4 1/8 2 5/8 4 1/8 5 5/8 3 1/4 4 3/4 6 1/2 3 7/8 5 5/8 7 5/8 5 1/4 7 10 5/8 Shear' Tension 2 3/8 4 1/8 4 1/2 3 3/8 5 1/8 5 1/4 4 5/8 7 1/4 7 1/4 5 5/8 8 1/4 8 1/4 6 3/4 9 3/4 9 3/4 9 1/4 12 3/8 13 1/2 Edge distance required to obtain maximum load C „ (in.) Shear 4 4 4 5 3/4 5 314 5 3/4 8 8 8 9 3/4 9 3/4 9 3/4 11 1/2 11 1/2 11 1/2 15 7/8 15 7/8 15 7/8 Minimum allowable edge distance C „; (in.) Tension 1 3/8 2 3/8 3 1/2 1 7/8 3 4 1/8 2 5/8 4 1/8 5 5/8 3 1/4 4 3/4 6 1/2 3 7/8 5 5/8 7 5/8 5 1/4 7 10 5/8 Shear' _ 2 2 2 2 7/8 2 7/8 2 7/8 4 4 4 4 7/8 4 7/8 4 7/8 5 3/4 5 3/4 5 3/4 8 8 8 STRUCTURAL -ALL LIGHTWEIGHT CONCRETE Spacing required to obtain maximum load S (in.) Tension 3 , 3 3/8 6 6 5/8 4 7/8 7 1/2 7 3/4 6 3/4 10 1/2 10 1/2 8 1/4 12 12 1/8 9 3/4 14 1/4 14 1/2 13 1/2 18 19 7/8 Shear Minimum allowable spacing between anchors S „ (in.) Tension' n.) 1/2 2 5/8 4 2 1/8 3 3/8 4 5/8 3 4 5/8 6 3/8 3 5/8 5 3/8 7 318 4 3/8 6 3/8 8 5/8 6 8 12 Shear' „ Tension 2 5/8 4 5/8 5 1/8 3 3/4 5 7/8 6 5 1/4 8 1/8 8 1/8 6 3/8 9 3/8 9 3/8 7 5/8 11 1/8 11 1/8 10 1/2 14 15 3/8 Edge distance required to obtain maximum load C c , (in.) Shear 41/2 41/2 41/2 61/2 61/2 61/2 9 9 9 11 11 11 13 13 13 18 18 18 Minimum allowable edge distance C (in.) Tension 1 1/2 2 5/8 4 2 1/8 3 3/8 4 5/8 3 4 5/8 6 3/8 3 5/8 5 3/8 7 3/8 4 3/8 6 3/8 8 5/8 6 8 12 Shear 2 1/4 2 1/4 2 1/4 3 1/4 3 1/4 3 1/4 4 1/2 4 1/2 4 1/2 5 1/2 _ 5 1/2 5 1/2 6 112 6 112 6 1/2 9 9 9 For SI: 1 inch =25.4 mm, 116=4.45 N. Data in this table and the footnotes apply to Tables 3, 4, 5, 8, and 9 for normal weight concrete. 2 Data in this table and the footnotes apply to Tables 6, 7, 10, and 13 for structural sand or all lightweight concrete. 'When using S „ for a load in tension, reduce allowable load by 40% ° When using S ,n„ for a load in shear, reduce allowable load by 10% 'When using C „,;„ for a load in tension, reduce allowable load by 20 %. When using C ,, „ for a load in shear, reduce allowable load by 50 %. 7 For edge and anchor spacing between minimum and critical values, allowable loads may between linearly interpolated between the allowable loads at minimum and critical spacings. Critical and minimum 71 edge distance and spacing values may also be interpolated for embedments between those listed In Table 2. 'Load reductions shall be multiplied when considering simultaneous reductions due to C ,„,„ and S „,;„ m 0 TABLE 3 - CARBON STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES IN NORMAL - WEIGHT CONCRETE (in pounds)1•2 PAGE OF / .� fc = 2,000 psi fc = 3,000 psi fc = 4,000 psi fc = 6,000 psi Anchor Anchor Tension Shear Tension Shear Tension Shear Tension Shear diameter depth With Sp. Without With Sp. Without With Sp. Without With Sp. Without inch inches Ins .. S.. Ins.. Ins .. S.. Ins.. Ins .. S.. Ins.. Ins .. S.. Ins.. 1 1/8 276 138 449 338 169 449 399 200 449 510 255 449 1/4 2 594 297 449 669 335 47 745 372 449 766 383 449 3 661 331 449 714 357 449 766 383 449 766 383 449 1 5/8 678 339 1061 846 423 1164 1013 506 1268 1013 506 1423 3/8 2 1/2 1179 590 1255 1424 712 1339 1669 835 1423 1846 923 1423 3 1/2 1450 725 1255 1560 780 1339 1669 835 1423 1846 923 1423 2 1/4 1049 524 1745 1284 642 2143 1519 759 2541 1853 927 2717 1/2 3 1/2 1810 905 1832 2048 1024 2186 2286 1143 2541 3035 1518 2717 4 3/4 2000 1000 1832 2207 1103 2186 2414 1207 2541 3083 1541 2717 2 3/4 1766 883 2578 1898 949 3198 2029 1015 3817 2601 1300 3988 5/8 4 2469 1235 3324 2805 1402 3571 3141 1570 3817 3825 1912 3988 5 1/2 3079 1539 3324 3462 1731 3571 3846 1923 3817 4992 2496 3988 3 1/4 1949 974 3834 2230 1115 4593 2510 1255 5353 3475 1738 5353 3/4 4 3/4 3007 1503 4701 3956 1978 5579 4905 2452 6456 5714 2857 6456 6 1/2 4173 2087 4701 5369 2685 5579 6565 3283 6456 6565 3283 6456 4 1/2 2930 1465 6625 3650 1825 7125 4375 2188 7625 4360 2180 8625 1 6 3990 1995 8625 5310 2655 8625 6625 3313 8625 7875 3938 8625 9 6040 3020 8625 7050 3525 8625 8055 4028 8625 10000 5000 8625 For SI: 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 lb = 4.45 N. The tabulated tension and shear values are for Kwik Bolt 3 installed in stone aggregate concrete having the compressive strength at the time of anchor installation. Concrete aggregate must comply with ASTM C 33. These loads may be interpolated for concrete strengths and embedments between the tabulated values. 'Allowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads. 3 These tension values are only applicable when anchors are installed with special inspection as set forth in Section 4.3 of this Report. TABLE 4 - HOT DIPPED GALVANIZED KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES IN NORMAL- WEIGHT CONCRETE (in pounds) fc = 2,000 psi fc = 3,000 psi fc = 4,000 psi fc = 6,000 psi Anchor Anchor Tension Shear Tension Shear Tension Shear Tension Shear diameter depth With Sp. Without With Sp. Without With Sp. Without With Sp. Without (inch) (inches) Insp.' Sp. Insp. Insp. Sp. Insp. Insp Sp. Insp. Insp. Sp. Insp. 2 1/4 1055 528 1673 1185 592 2107 1314 657 2541 _ 1553 776 2717 1/2 3 1/2 1775 887 1745 1983 991 2143 2191 1095 2541 2912 1456 2717 4 3/4 2078 1039 1745 2373 1187 2143 2669 1334 2541 3375 1687 2717 2 3/4 1639 820 2690 1803 902 3253 1967 984 3817 2522 1261 3988 5/8 4 2363 1182 3324 2929 1464 3571 3495 1747 3817 4900 2450 3988 5 1/2 3163 1581 3324 3778 1889 3571 4394 2197 3817 5327 2663 3988 3 1/4 2090 1045 3834 2253 1126 4442 2415 1208 5050 2496 1248 5050 3/4 5 4 3/4 3328 1664 4701 3880 1940 4876 4432 2216 5050 5177 2589 5050 6 1/2 4607 2304 4701 5229 2615 4876 5851 2926 5050 6685 3342 5050 For SI: 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 lb = 4.45 N. The tabulated tension and shear values shall apply to Kwik Bolt 3 installed in stone aggregate normal - weight concrete having the compressive strength at the time of anchor installation. Concrete aggregate shall comply with ASTM C 33. These loads may be interpolated for concrete strengths and embedments between the tabulated values. 'Allowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads. 3 These tension values are only applicable when anchors are installed with special inspection as set forth in Section 4.3 of this Report. 4 The anchors am permitted to be installed in a Hilti matched - tolerance diamond cored hole. 'Allowable tension loads may be increased by 4% for the 3/4 inch diameter anchor if installed in a drilled hole using carbide- tipped masonry driill bits. TABLE 5 - STAINLESS STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES VALUES IN NORMAL - WEIGHT CONCRETE (in pounds) fc = 2,000 psi fc = 3,000 psi fc = 4,000 psi fc = 6,000 psi Anchor Anchor Tension Shear Tension Shear Tension Shear Tension Shear diameter depth With Sp. Without With Sp. Without With Sp. Without With Sp. Without (inch) (inches) Insp. Sp. Insp. Insp.' Sp. lnsp. Insp. Sp. Insp. Insp.' Sp. Insp. 1 1/8 235 118 560 289 144 627 343 171 693 422 211 763 1/4 2 493 247 599 567 283 646 640 320 693 785 392 763 3 588 294 599 632 316 646 677 339 693 785 - 392 763 1 5/8 546 273 825 601 301 1043 657 328 1261 855 427 1582 3/8 2 1/2 1170 585 1451 1301 650 1549 1432 716 1647 1716 858 1647 3 1/2 1385 692 1451 1488 744 1549 1591 795 1647 1729 865 1647 2 1/4 922 461 1757 1120 560 1995 1318 659 2233 1474 737 2571 1/2 3 1/2 1313 657 2702 1800 900 2702 2288 1144 2702 2413 1207 2702 _ 4 3/4 1809 905 2702 2045 1023 2702 2281 1140 2702 2716 1358 2702 2 3/4 1470 735 2697 1564 782 3269 1657 829 3840 2082 1041 4283 5/8 4 2210 1105 4283 2609 1304 4283 3008 _ 1504 4283 3959 1979 4283 51/2 3163 1581 4283 3531 1766 4283 3900 1950 4283 5337 _ 2668 4283 3 1/4 1450 725 2700 1825 913 2700 2200 1100 2700 2450 1225 2700 3/4 4 3/4 2350 1175 4225 2990 1495 4225 3625 1813 4225 4375 2188 4225 8 2750 1375 4500 3500 1750 4500 4250 2125 4500 4800 2400 4500 4 1/2 2300 1150 5700 2850 1425 6350 3400 1700 7000 4500 2250 7000 1 6 3740 1870 7000 4930 2465 7000 6120 3060 7000 6875 3438 7000 9 5250 2625 7000 7025 3513 7000 8800 4400 7000 8800 4400 7000 For SI: 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 lb = 4.45 N. 'See Table 3 for footnotes. PAGE )0 OF / TABLE 6 - CARBON STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES (in pounds), STRUCTURAL LIGHTWEIGHT CONCRETE fc = 2,000 psi fc = 3,000 psi fc = 4,000 psi Anchor Anchor Tension Tension Tension Shear diameter depth With Sp. Without (inch) (inches) Insp. Sp. Insp. Insp. Sp. Insp. Insp. Sp. Insp. 1/4 11/8 275 138 337 169 399 200 397 2 594 297 665 333 737 368 397 3/8 15/8 586 293 686 343 787 393 889 2 1/2 1119 560 1339 670 1560 780 1255 1/2 2 1/4 1049 524 1284 642 1519 759 1745 31/2 1810 905 2048 1024 2286 1143 1867 5/8 2 3/4 1560 780 1815 908 2071 1035 2578 4 2483 1242 2828 1414 3172 1586 3151 3/4 3 1/4 1922 961 2242 1121 2562 1281 3834 4 3/4 3037 1519 3996 1998 4955 2477 4701 For SI: 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 lb = 4.45 N. The tabulated tension values are for anchors installed in structural sand - lightweight concrete having the minimum indicated compressive strength at the time of installation. Concrete aggregate shall comply with ASTM C 330. These loads may be interpolated for concrete strengths and embedments between the tabulated values. 2 Allowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads. 3 These tension values are only applicable when anchors are installed with special inspection in accordance with Section 4.3 of this report. 4 The tabulated shear values are for anchors installed in structural sand - lightweight concrete having minimum 2,000 psi compressive strength at the time of anchor installation. The concrete aggregate shall comply with ASTM C 330. These loads may be interpolated for concrete strengths and embedments between tabulated values. TABLE 7 - STAINLESS STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES (in pounds), STRUCTURAL LIGHTWEIGHT CONCRETE fc = 2,000 psi fc = 3,000 psi fc = 4,000 psi Anchor Anchor Tension Tension Tension Shear diameter depth With Sp. (inch) (inches) Insp. Sp. Insp. Insp. Sp. Insp. Insp. Sp. Insp. 1/4 11/8 245 122 301 150 357 179 547 2 509 254 584 292 660 330 599 3/8 15/8 562 281 623 311 684 342 825 2 1/2 920 460 1198 599 1476 738 1258 1/25 21/4 951 475 1155 578 1359 680 1757 3 1/2 1354 677 1853 926 2351 1176 2702 2 3/4 1471 736 1607 804 1744 872 2697 5/8 4 2301 1151 2717 1358 3132 1566 4219 For SI: 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 lb = 4.45 N. 'The tabulated tension values are for anchors installed in structural sand - lightweight concrete having the minimum indicated compressive strength at the time of installation. Concrete aggregate must comply with ASTM C 330. These loads may be interpolated for concrete strengths and embedments between the tabulated values. 2 Allowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads. 3 These tension values are only applicable when anchors are installed with special inspection in accordance with Section 4.3 of this report. 4 The tabulated shear values are for anchors installed in structural sand - lightweight concrete having minimum 2,000 psi compressive strength at the time of anchor installation. The concrete aggregate shall comply with ASTM C 330. These loads may be interpolated for concrete strengths and embedments between tabulated values. 5 The 1/2 and 5/8 inch diameter anchors are permitted to be installed in a Hilti matched - tolerance diamond cored hole. PAGE )/ OF/7D ,,- TABLE 8 - CARBON STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES FOR ANCHORS INSTALLED IN HILTI MATCHED - TOLERANCE DIAMOND CORED HOLES IN NORMAL - WEIGHT CONCRETE (in pounds) fc = 2,000 psi fc = 3,000 psi fc = 4,000 psi fc = 6,000 psi Anchor Anchor Tension Shear Tension Shear Tension Shear Tension Shear diameter depth With Sp. Without With Sp. Without With Sp. Without With Sp. Without (inch) (inches) Insp.' Sp. Insp. Insp. Sp. Insp. Insp.' Sp. Insp. Insp.' Sp. Insp. 2 1/4 1049 524 1745 1284 642 2143 1519 759 2541 1853 927 2717 1/2 3 1/2 1810 905 1832 2048 1024 2186 2286 1143 2541 3035 1518 2717 4 3/4 2000 1000 1832 2207 1103 2186 2414 1207 2541 3083 1541 2717 2 3/4 1766 883 2578 1898 949 3198 2029 1015 3817 2601 1300 3988 5/8 4 2469 1235 3324 2805 1402 3571 3141 1570 3817 3825 1912 3988 5 1/2 3079 1539 3324 3462 1731 3571 3846 1923 3817 4992 2496 3988 3 1/4 1873 936 3834 2143 1071 4593 2412 1206 5353 3340 1670 5353 3/4 4 3/4 2889 1445 4701 3802 1901 5579 4714 2357 6456 5491 2745 6456 6 1/2 4011 2005 4701 5160 2580 5579 6309 3155 6456 6309 3155 6456 4 1/2 2816 1408 6625 3508 1754 7125 4204 2102 7625 4190 2095 8625 1 6 3834 1917 8625 5103 2551 8625 6367 3183 8625 7568 3784 8625 9 5804 2902 8625 6775 3388 8625 7741 3870 8625 9610 4805 8625 For SI: 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 lb = 4.45 N. 'The tabulated tension and shear values are for Kwik Bolt 3 installed in stone aggregate concrete having the minimum tabulated compressive strength at the time of installation. Concrete aggregate shall comply with ASTM C 33. These loads may be linearly interpolated for concrete strengths and embedments between tabulated values. ' 'Allowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads. 'These tension values are only applicable when anchors are installed with special inspection as set forth in Section 4.3 of this Report. TABLE 9 - STAINLESS STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES VALUES FOR ANCHORS INSTALLED IN HILTI MATCHED - TOLERANCE DIAMOND CORED HOLES IN NORMAL - WEIGHT CONCRETE (in pounds) Pc = 2,000 psi fc = 3,000 psi fc = 4,000 psi fc = 6,000 psi Anchor Anchor Tension Shear Tension Shear Tension Shear Tension Shear diameter depth With Sp. Without With Sp. Without With Sp. Without With Sp. Without (inch) (inches) Insp.' Sp. Insp. Insp.' Sp. Insp. Insp. Sp. Insp. Insp.' Sp. Insp. 2 1/4 922 461 1757 1120 560 1995 1318 659 2233 1474 737 2571 1/2 3 1/2 1313 657 2702 1800 900 2702 2288 1144 2702 2413 1207 2702 4 3/4 1809 905 2702 2045 1023 2702 2281 1140 2702 2716 1358 2702 2 3/4 1470 735 2697 1564 782 3269 1657 829 3840 2082 1041 4283 5/8 4 2210 1105 4283 2609 1304 4283 3008 1504 4283 3959 1979 4283 5 1/2 3163 1581 4283 3531 1766 4283 3900 1950 4283 5337 2668 4283 3 1/4 1393 697 2700 1754 877 2700 2114 1057 2700 2354 1177 2700 3/4 4 3/4 2258 1129 4225 2873 1437 4225 3484 1742 4225 4204 2102 4225 8 2643 1321 4500 3364 1682 4500 4084 2042 4500 4613 2306 4500 4 1/2 2210 1105 5700 2739 1369 6350 3267 1634 7000 4325 2162 7000 1 6 3594 1797 7000 4738 2369 7000 5881 2941 7000 6607 3303 , 7000 9 5045 2523 7000 6751 3376 7000 8457 4228 7000 8457 4228 7000 For SI: 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 lb = 4.45 N. 'See Table 8 for footnotes. TABLE 10 - CARBON STEEL KWIK BOLT 3 ALLOWABLE TENSION AND SHEAR VALUES FOR ANCHORS INSTALLED IN HILTI MATCHED - TOLERANCE DIAMOND CORED HOLES (in pounds), IN STRUCTURAL LIGHTWEIGHT CONCRETE fc = 2,000 psi fc = 3,000 psi Pc = 4,000 psi Anchor Anchor Tension Tension Tension Shear' diameter depth With Sp. Without With Sp. Without With Sp. Without (inch) (inches) Insp.' Sp. lnsp. Insp.' Sp. Insp. Insp. Sp. lnsp. 1/2 2 1/4 1049 524 1284 642 1519 759 1745 3 1/2 1810 905 2048 1024 2286 1143 1867 5/8 2 3/4 1560 780 1815 908 2071 1035 2578 4 2483 1242 2828 1414 3172 1586 3151 3/4 3 1/4 1847 924 2154 1077 2462 1231 3834 4 3/4 2919 1459 3840 1920 4761 2381 4701 For SI: 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 lb = 4.45 N. 'The tabulated tension values are for anchors installed in structural sand - lightweight concrete having the minimum tabulated compressive strength at the time of installation. Concrete aggregate shall comply with ASTM C 330. These loads may be linearly interpolated for concrete strengths and embedments between tabulated values. 'Allowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads. 'These tension values are only applicable when anchors are installed with special inspection in accordance with Section 4.3 of this report. `The tabulated shear values are for anchors installed in structural sand - lightweight concrete having a minimum 2,000 psi compressive strength at the time of installation. The concrete aggregate shall comply with ASTM C 330. Linear interpolation may be used for concrete strenghts and embedment depths between those listed. PAGE /C9 OF / S TABLE 11 - ALLOWABLE TENSION AND SHEAR VALUES FOR HILTI KWIK BOLT 3 CARBON STEEL ANCHORS INSTALLED IN THE FACE SHELLS OF GROUT - FILLED CONCRETE MASONRY WALLS (in pounds) ANCHOR EMBEDMENT MIN. DISTANCE TENSION SHEAR DIAMETER DEPTH FROM EDGE OF UBC With Sp. UBC Without Sp. (inches) (inches) WALL' (inches) Insp.' Insp. IBC /IRC 8 UBC IBC /IRC 4 152 76 121 380 304 1 1/8 12 152 76 121 380 304 1/4 4 540 270 432 427 342 2 12 540 270 432 427 342 4 321 161 257 736 589 15/8 12 342 171 273 938 751 3/8 4 782 391 626 955 764 2 1/2 12 782 391 626 1317 1054 4 628 314 502 830 664 2114 12 667 333 533 1464 1171 1/2 4 905 452 724 1051 840 3 1!2 12 905 452 724 2317 1853 2 314 4 814 407 651 888 710 5/8 12 866 433 692 2165 1732 4 4 1242 621 994 929 743 12 1294 647 1035 2654 2123 31/4 4 1036 518 829 784 627 3/4 12 1036 518 829 3135 2508 4 318 4 1645 823 1316 821 657 12 1711 855 1368 3283 2627 For SI: 1 Inch = 25.4 mm, 1 Ib =4.45 N 'Values valid for anchors installed in face shells of Type 1, Grade N, lightweight, medium - weight, or normal- weight concrete masonry units conforming to ASTM C 90 or UBC Standard 21-4. The masonry units shall be fully grouted with coarse grout conforming to IBC 2103.10 and ASTM C 476 or UBC Section 2103.4 and UBC Standard 21 -19. Mortar shall comply with IBC Section 2103.7 and ASTM C 270 or UBC Section 2103.3 and UBC Standard 21 -15, Type S, N, or M. Masonry prism strength shall be at least 1,500 psi at the time of anchor installation when tested in accordance with IBC Section 2105.2.2.2 and ASTM C 1314 or UBC Section 2105.3.2 and UBC Standard 21 -17. 2 Anchors shall be installed a minimum of 1 -3/8 inch from any vertical mortar joint in accordance with Figure 2. 'Anchor locations are limited to one per masonry cell with a minimum spacing of 8 inches on center. 'Allowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads. 'Embedment depth shall be measured from the outside face of the concrete masonry unit. 6 For intermediate edge distances, allowable loads may be determined by linearly interpolating between the allowable loads at the two tabulated edge distances. 'These tension values are only applicable when anchors are installed with special inspection in accordance with Section 4.3 of this report. 6 Special inspection shall comply with Section 1704.5 of the BC for anchorages in masonry. PAGE 13 OF 15 TABLE 12 - ALLOWABLE TENSION AND SHEAR VALUES FOR HILTI KWIK BOLT 3 CARBON STEEL ANCHORS INSTALLED IN TOP OF GROUT - FILLED CONCRETE MASONRY WALLS (in pounds) SHEAR ANCHOR EMBEDMENT TENSION DIAMETER DEPTHS Perpendicular to wall Parallel to wall (inches) (inches) UBC With UBC Without I /IRC' UBC IBC/IRC' UBC IBC/IRC' Sp.lnsp. Sp. Insp. 1/2 3 646 323 517 311 249 614 491 5/8 3 1/2 852 426 682 311 249 614 491 For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N. 'Values valid for anchors installed into top cells of Type 1, Grade N, lightweight, medium- weight, or normal- weight concrete masonry units conforming to ASTM C 90 or UBC Standard 21 -4. The masonry units must be fully grouted with coarse grout conforming to IBC 2103.10 and ASTM C 476 or UBC Section 2103.4 and UBC Standard 21 -19. Mortar shall comply with IBC Section 2103.7 and ASTM C 270 or UBC Section 2103.3 and UBC Standard 21 -15, Type S, N, or M. Masonry prism strength shall be at leasst 1,500 psi at the time of ANCHOR installation when tested in accordance with IBC Section 2105.2.2.2 and ASTM C 1314 or UBC Section 2105.3.2 and UBC Standard 21 -17. 'Anchors must be installed a minimum of 1 -3/4 in. from edge of the block 'Anchor locations shall be limited to one per masonry cell with a minimum spacing of 8 inches on center. 4 Allowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads. 5 Embedment depth is measured from the top edge of the concrete masonry unit. 6 These tension values are only applicable when anchors are installed with special inspection in accordance with Section 4.3 of this report. 'Special inspection shall comply with Section 1704.5 of the IBC for anchorages in masonry. TABLE 13 - KWIK BOLT 3 CARBON STEEL ALLOWABLE TENSION AND SHEAR VALUES (in pounds), STRUCTURAL LIGHTWEIGHT CONCRETE OVER STEEL PROFILE DECK ANCHOR DIAMETER MINIMUM EMBEDMENT Pc 2 3,000 psi (inches) / Material DEPTH (inches) c Tension (lb) With Sp. Insp. Without Sp. Insp. Shear 1/4 Carbon Steel 2 619 310 574 3/8 Carbon Steel 2 1/4 790 395 1000 3/8 Carbon Steel 2 1/2 1033 517 813 1/2 Carbon Steel 2 1/4 880 440 1000 1/2 Carbon Steel 3 1/2 1600 863 1264 5/8 Carbon Steel' 4 2221 1111 2118 1/4 Stainless Steel 2 617 308 574 3/8 Stainless Steel 2 1/2 1016 508 994 1/2 Stainless Steel 3 1/2 1476 738 1602 5/8 Stainless Steel' 4 2202 1101 2118 For SI: 1 inch = 25.4 mm, 1 lb = 4.45 N, 1 psi = 6.9 kPa. 'The tabulated tension or shear values are for anchors installed in structural sand lightweight concrete having the minimum tabulated compressive strength at the time of installation. Refer to Figure 3 for minimum dimensions of the composite deck Concrete aggregate shall comply with ASTM C 330. Steel deck shall have a minimum base steel thickness of 0.0358 inch (0.9 mm) (No. 20 gage) and steel sheet shall comply with ASTM A 611, A653 or A1008. These loads may be linearly interpolated for embedment depths between the tabulated values. 'The minimum distance from the center of the bolt to the edge of the lower flute is 1 1/4 inches. 3 Allowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads. 4 Anchors shall be permitted to be installed in the lower or upper flute of the composite steel deck/concrete fill assembly, provided that the installation procedures are maintained. 5 For anchor spacing, refer to Table 2, footnotes 2, 3, 4, 7, and 8. 'These tension values are only applicable when anchors are installed with special inspection in accordance with Section 4.3 of this report. 'The 5/8 -inch- diameter Hiki Kwik Bolt 3 expansion anchors may be installed at 5-inch embedment in the lower flute, in order to comply with Section 1632.2 of the UBC requiring 8 diameters of embedment for anchorages. In this case, the base material thickness requirement of 1.5 times anchor embedment stated in Table 1 need not apply. Refer to Figure 3. 'Table 13 represents allowable loads for anchors installed into structural lightweight concrete over steel deck from the underside of the steel deck into the upper or lower flute. To install the Kwik Bolt 3 Anchor into concrete through the top of the deck, Tables 6, 7, and 10 shall be used for structural lightweight concrete, and Tables 3, 4, 5, 8, and 9 shall be used for normal weight concrete. TABLE 14 - KWIK BOLT 3 CARBON STEEL AND HOT DIPPED GALVANIZED ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL - WEIGHT CONCRETE, 1 -3/4 INCH EDGE DISTANCE''' f� S 2,000psi ANCHOR ANCHOR Tension Shear Perpendicular Shear Parallel DIAMETER EMBED. With Sp. Insp. Without Sp. Insp. to Edge to Edge 3/8 3 956 478 409 916 1/2 3 932 466 376 1001 41/2 1287 643 447 1415 For SI: 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 lb = 4.45 N. The tabulated tension and shear values are for Kwik Bolt 3 installed in stone aggregate concrete having the compressive strength at the time of installation. Concrete aggregate shall comply with ASTM C 33. 'Allowable loads or applied loads may be modified in accordance with Section 5.5 of this report due to short-term wind or seismic loads. 'These tension values am only applicable when anchors are installed with special inspection in accordance with Section 4.3 of this report. TABLE 15 - LENGTH IDENTIFICATION SYSTEM STAMP ON ANCHOR A B C D E F G H I J K L M N O P O R S T U V W X Y Z LAMP From 1% 2 2% 3 3% 4 4% 5 5% 6 6% 7 7'% 8 8''A 9 9 %1011 1213 14 15 16 17 18 .chOr Uptobutnot f " " ) includ 2 2% 3 3% 4 4% 5 5% 6 6% 7 7% 8 8% 9 9% 10 1 1 12 13 14 15 16 17 18 18 For SI: 1 inch = 25.4 mm. Page 9 of 9 ESR -1385 PAGEI OF / Nut Anchor Installation is Restricted to Non Areas 1, a Vtfasher 1= r r� i t s 1 i� t t Thread Area r t' ` t t :,11 1 j ..1 t i .-- .t r I f r.- ,,..,...a,.1. 4 t i 3 3 Anchor Body ! 4 k .4 .•r € • ' 1 Mortar Joint 3 : -3rK i i Concrete Masonry Unit Triple 3f9' i 1 (Grouted) Segmented I Mandrel .€ Wedge Area I N FIGURE 1 --KWIK BOLT 3 FIGURE 2— ACCEPTANCE LOCATIONS (NON-SHADED AREAS) FOR HILTI KWIK BOLT 3 ANCHORS IN GROUT - FILLED CONCRETE MASONRY WALLS i` I I r g . ,,µ `L'••• •..`::.P,•• :e. Y. • .. �y � � � � •. { . �: 9 pp 300 . A . SSVl SAND , F ¢ ::'::':14'.'::' ter t i ' +� :•. �; , ,. t — • • is N. NO. 20 GAGE 17 i - r E LOWER STEEL DECK i -- MIN.4.1 — MAX, t' (RIDGE) -..- --- OFFSET, rn>. FIGURE 3 — INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES E = DEPTH OF EMBEDMENT FIGURE 3— PROFILE OF STRUCTURAL LIGHTWEIGHT CONCRETE OVER METAL DECK Fasteners (Screws and Welds) PAGE )5 OF I Screw Table Notes 1. Screw spacing and edge distance shall not be less than 3 x D. (D = Nominal screw diameter) 2. The allowable screw values are based on the steel properties of the members being connected, per AISI section E4. 3. When connecting materials of different metal thicknesses or yield strength, the lowest applicable values should be used. 4. Screw strength needs to be verified by the screw manufacturer. 5. Values include a 3.0 factor of safety. 6. Applied loads may be multiplied by 0.75 for seismic or wind loading, per AISI A 5.1.3. 7. Allowable loads are based on mill certified stel. c cy Allowable Loads for Screw Connections t Properties #6 Screw #8 Screw #10 Screw #12 Screw Thickness Yield Tensile Shear Pullout Shear Pullout Shear Pullout Shear Pullout Mil in. ksi ksi lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 18 0.0188 0.028 33 45 60 33 66 39 71 46 75 52 27 3 33 45 111 50 121 59 131 69 139 78 30 0.0312 33 45 129 55 141 65 151 76 161 86 () 33 0.0346 33 4.5 151 61 164 72 177 84 188 95 1 43 0.0451 33 45 224 79 )44 94 263 109 280 124 1 54 0.0566 50 65 455 144 496 7 171 534 198 569 225 68 ' 0.0713 50 65 576 181 684 215 755 249 05 284 Weld Table Notes 1. Weld capacities based on AISI, section E2 2. When connecting materials of different metal thicknesses or yield strength, the lowest applicable values should be used. 3. Values include a 2.5 factor of safety. 4. Applied loads may be multiplied by 0.75 for seismic or wind loading per AISI A 5.1.3. 5. Allowable loads are based on mill certified stel. Allowable Loads for Fillet Welds and Flare Groove Welds Design Steel Properties Mil Thickness Yield Tensile E60XX Electrodes in. ksi ksi Ibs(n 43 0.0451 33 45 609 54 0.0566 33 45 764 68 0.0713 33 45 963 43 0.0451 50 65 879 54 0.0566 50 65 1104 68 0.0713 50 65 1390 ) • KN,ORR.. 41 ut /22f2LiUI 09 :13 5039920093 DETAILSDETAILS PAGE 01 •0 DETAILS, DETAILS, DETAILS...Lc Date 1- Z 2 - 0 - fv. i „. , vivotir,* me Number of pages (Incl. cover) 1 TO NAME A Q ls • � � � ., um �� �► co L 4- GI 1 0` FAX # 1 - 503 -- ` 7 7 7 u- /i. °t`t f�`! RFI FROM TED DELAMARTER REF FAX # 503- 992 -0093 J/N COMMENTS: • Z.:1oa 0,LL - - 1 - ;e" A..e1 E M6 -1t c 0R - APP t_ PL -E,ASE ■J e.g. I F' Q VAN t TI ES City of Tigard . is v: d Plans B * . 4 1 _ Pete 1 �o� ' 1. 2,0 c k.t)y - k, E: D & ASSOCIATES. RC } NA ME i''\A ( js+.NO EXCEPTIONS TAKEN ( ) MAKE CORRECTIONS NOTED ( ) SUBMIT SPECIFIED ITEM ( ) REVISE AND RESUBMIT I ( } REJECTED Corrections or comments made on the shop drawings during this review do not - reiieve the contractor of his responsibility to comply with the requirements of REVIEWED the drawings and s. • ifi < it • r +ti Back for general THIS REVIEW IS NOT AN APPROVAL OF 3 conformance -4 t t • +�w� wa.l .r+ +• , r I: , ant general compliance with the Contract + ■ ` , , . • ains' responsible for; ANY DEVIATION FROM THE REQUIREMENTS u confirming and corn + ;1 + V. in selecting fabrication processes and techniHHH >I ,11-.wt, • , .01 Afl the work of the trades: . OFTHE CONTRACT DOCUMENTS I ; and }Jerforming the w+" •+ *`_, ; *partner. ,' . �7 1 ID D Li t ., DATE " Z Z APPROVED BY etD 'rCl' :, =3NEiU C jJ4E�tD: JM>I�If1INEO PENCE /KELLY CONSTRUCTION, LLC 2747 PENCE LP SE I • RE03I100.t�0 t � , SALEM OR • (MEMOkMEG/ta - i i OOOODDIViii) t: - �,,. • ._— lus ......... ,� ..u. Office /Residence 503- 359 -9451 Cellular 503- 702 -6325 FAX 503- 992 -0093 01/22/2007 MON 14:06 [TX /RX NO 8539] U] 001 DEFFENBAUGH . 1, 1 10CIATES. P.C. DATE 2Z1. THIS �. L' P.G HAS 1312EMCDORDIfiAlID THE ARCHUTCTIJ STP.!.tr romPONENISOFTHEOVERALL PROJECT T47F RFYI cnr• • • TEVE TKOONTRACTOR OF HIS RESPONSIPT1 rry r y • IIREMENTS OF THE BUILDING, MECHANICAL ct.MTA Ica • DES. THIS REVIEW IS ONLY TO CHECK i'Oh GENFRAt c' • •tIVr TO THE PROJECt. THE CONTRACTOR RI3AeNS • • k FOR: CONFORMING AND CORRELATING Au. - !:4e4SUINS • 11ES; SBECTING FABRICATION PROCESSE ANt) tr-DegIntiEF • ,CTION; COORDINATING THE WOR TRADE:, AYD1 IN A SAFEMDSATISFACTORY MANNER . ; S .± • .76 • [_ , C I_ N. SPG S La T -O ) / ,' , !• C C d a tl SHO COPE VEiZC. \------\__/-/. LEL16 di/ - Ii l V f / C 12 19 Lc .0t I I_ ... u. 1 [--- r---41 �' 4 - LT I LL M ti hit in_. ( t,-%,b b --:„.< I Z et - f '-, - t c; '1..' L--- L O LD Vi‘9 o p� ? � ��; t� V �� NTH' �Q� a _i . r = y CO N �'- / / 5 V s ys s \- \- � ,� ui N 0 o (' „� h % �' ID 0 2 7 -Ca ,, 3 POCIti LMBEPS �- 3A 0, 3 ' L,x3x l gs.c Aft �F Co Gl. L x K I DRAWN BY Cx -. H REV. DESCRIPTION DATE C.L. FAB 10 b ! r Need . O CDR- AWL. TED K CHANNEL Die ldRld Grt L DATE 1/0 E1LDG 12 -BAY Ill Pogruurt z d _ to L3 x 3 x 14 MATERIAL A.S.T.M. Ass U.N.O. C) r . OR 972t7 %zAZ IJ� SruD D 4- ELER a7O XX £iOOP WILL w C ' NO U. N.O. WI LL 4 I�1 ETT E I> - END DISf & EDGE DISTANCE U.NA. i I m AMIT o JP .E,: I Z7 of I 3* i o QTY. MARX DESCRIPTION LENGTH R.B. REMARKS WEIGHT 0 N if a r: N N CS a . 1 2 2 ? S a a- --v 44 A. 1'-(o I LC 1 —14 2 —1 J r c� 3 8 LC LL m Lc 3 Z S TYP bo - 4 x 1' 4V 0 o C SIM IN MN 2 .�B�ti N1 � ED 5 ti ti'A rot / � 44' As , Z • I I Il E MBE_D7 A8 �1([6 OL _ . IzEr . I ••o _ 411 ■1 • rz EF.� 5 m r I D .. :I . N 0'-2 -I 0 7 ek. a ✓ co z I / / ✓' % i O '- Pte` GLI F �D eJP�. Pi- WELD STOCK AG QEF vag y ' 1 O A f.- "b x - 1 0 - - REV DESCRIPTION -DATE DRAWN sr - CI1. 20 a. ' # 4 i A70 !v I to 1T ! 0 FOR AWL TED F 5555 N. CHANNEL DALE I/O 7 BLDG 12 - BAY III 11 f0 4 L 2 1 x 7. 1 2_ x 3 I p _ PORTLAND, Ott 97217 97217 zz Z 6 MATERIAL A.S.T.M. A76 U.N.O. C T32. b V 4 k\700 I la DENT ELECT. £ LOOP W 1 LL w W ILLAMETTE p ca; 30 AG WI? e5A IZ O & EDGE DISTANCE u.NA. i m 4D 4D FE- q x 3 0 ,8 _ 8 CLIP PAINT NONE El QTY. MARX DESCRIPTION LENGTH R.B. R EMARKS WEIGHT ' Z7 -3 I L� _ CO 0 w u1/'22/200; 09 :13 5039920093 DETAILSDETAILS PAGE 04 0 J LA • j J � �n { UI V Y ] Q -.1 P — 1 'MI r = V LA_ Lai ui D . I I- Tr 0 1. z i 0 Ld X N ',1'Z W cz il D L. a i r i`r r `_ — 0 Wig i' w 2 a i s . 1 Di ai N .-- - 7 ° J o CO K c 7, K -1 Vs 0 V 2 ? 6' 4 .Z - 0 It cl N 01 7 -,7 "0 C--(2ci -b v7 s I _,"' ID k@ LbLi ..‹ is , a- z I 1 a �r u '' Z 0 x w o —I a m _i 6 4 " 01/22/2007 MON 14:06 [TX /RX NO 8539] U004 m f , / 2 ff, • COG O - . _r m • ____� -- i / y • W 0 P c> a tt..-1- 4 N . S . - — a Le , S A2 J loB T50 ri�wl K I'•4 Z co of ( - / . .. &ad l 06 0G r r -o 2 Lh'1cO . a 0 c� f / / PCi A2.4 a� to x C O • 1 1 Z o D N S 'i- EMP3EDS CoA ,SI hit C cwp/7� a�. _ , c fr o REF O n y U °z / A2. Q •• Co F T K I' -5 Z 0 w 4 E5 CoA IT-- .3 4 x t 5 2 - 3 - - - REV. DESCRIPTION - DATE - DRAWN 'CH. CL Fne 48 a. tilh. ‘7T01 ‘7T01 D 4. 0 - FDFL APPL '� 34,S 5555N.CrwwEt DATE 1/0 7 &DG 02 - BAY 1111 2 Z Cob_ . T`5 2, x x 30. I A- _ MATERIAL A.S.T.M. Au UKO. PORTLAND. OR D7217 - 'z fat 4 �1 0 ELECT. LaODD1,JI LL 2 toP' . "' 0 tl • HOLES 2 CoF' x x U.N.O. - WIILAMEII� 1 5 END D ar ! EDGE DISTANCE U.N.O. M g r i 'Ann N ONE REF - 4 REV g my MARIC nFCrairnrw, , cwr-n, Q a RFUAatS WEIGHT 1Z.7 01 I LO I O O U 0 Gil uii ._Li ZOU 1 u7i: iJ 5UJTJ2kiii± DETAILSDETAILS PAGE 06 0 i I W • L _I 1,' 11 y _I W Is 4 g ----- 3 • i p 0a s z O _ cv v - � S t 1 �_ C,... 4 N Q TR m g 4 -1. k 11 ° ___14 Iiii....§ E • x J 4 W< o o N ° 62. 2HZI o a o i o 1 -- /%,_. ,,F-- N —.— , — C � � — - - N x NEU ? x Q ,6 1 <3 z a mn g 01/22/2007 MON 14:06 [TX /RX NO 8539] [ej006 CD N TJ o J Iv l'-0 1Z 5, 8 sit 1 1I-b 1 CD C .-^ -g x 5M. 5 GYP. All W „-N E Mfl5EDS • /I!t11=1111111111111lr 1 Q c" N 1 m �n LO to Q m 0 Lo W Ili` it 1 ‘..‘0 i a Or-- �� 7 -1-10151 E M BEDS 02A . / 23 SDIST E1 - aC' �i 1' D lit C P" r Iv col ND D o Q VSE ZEF U % P•S" Z L. I— Z. 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'Fv 61 OTY, MARE DESCRIPTION ! LENGTH R.B. REMARKS WEIGHT 1 Z7 - DI 1 Awe. I D O I ii 0 0 m CD ■ PJ • PJ fJ Ca 3S 3a. 3 \ °, / I/. 3 CZ CD 0 5 r ___.0 tip G -,. 3 te s 4 N. h. w 1 ../* ITI 4 LT, i 4lr -I. (o x31-49 09 LID N CD m up W q '+- q.oXloNh- imild•I 1 ,--- N 0 f1 I . ONE :EtfrIFSED IIA / (o EIA5E1) 115 H n ° N. tZEF 4A REF r /� �� Iv WI N _ IND r ° � U ° • z r , 1 o o y ONE. I IA ft. a4 X �t _ i 7 I REV. DESCRIPTION DATE T Y `ca C.L FAD °` 3 a._ it Co A?Olo D C::, _ O FOV AP PL seams N. CHANNEL MINI 112 - BAY 1/ 11 2 b '44 I,IE L 4TU P D Co DATE yr) 7 _ rainwR an ri'rzn z 0 MATERIAL A I S.T.M. AM U.N.O. + 0 ro nl3 3 7 X 1- '-. I Ea. Ego x X hDDDW ILL 3!0„ G • 4 NEL4, 6T D mot - HOLES U.N.O. 7 W k11LLAME l IL G cp END 0 1S a EDGE INSTANCE U.N.a n " rAmT N ONE 1 n-rf .. MARK OFCt't In - I Fw 6 R Y:T R ` RFMAt KS - wErar - - Z 7'D I I I 0 - 0 F-+ o 0. 09:13 5039920093 DETAILSDETAILS PAUL 11 0 1' ` �'v F- N 2 I _ , -i ;: Q 6 t ots o _s 1 �, II I . 0 d o E � �N • S \cl ' J N g. o 1 10 . • s 2 X z kn 4. 11 ��- 9 a - • • d o , _0,_ � 1 _ „ c., . . ,,.. ‘,„0...z..... .... q...,...,9. 07 ,4_2, . 410 ,.., -1 . t%tON 00 2t 4 t v 0 d 4 • � a �� s � N x x a aw C O N A w ,4 IA - 1 oa. Nq 01/22/2007 MON 14:06 [TX /RX NO 8539] Z011 ti.j....2,; ........q allevaft, Ri f) 1 .... 14.:" 1 i © ! ' 1 ( ; c al 4 a ITERIAL• GALVANIZED STEEL [ i. \ NEOPRENE mama.. (/� } .` C ) as TEE YREW 0 m Z ► 0 OD ASSEMBLY -� AITALH N�£Nf' t 8 N = "-,i • 4 4t 1 GOV£R TO VP; a �„� F �(clo. LENGTH) • tie... LTYD.) Z ••4 w 1 0, 0 " � ,..0 Z ,, C CI F ULL VIEN 1/ I/�'rr - - i rr _ 5 m Cj N Q �p1 � fall ENO VIEW Q Z g Q CAP 8 COVER ASSEMBLED 211 - - - - - - - - � T I f1 1►� "A" d Ii CL' Q tJI 3" TYP 5IX HOLES 9 46 DIAMETER M - AtwD PROTECTION "11 itSg8/PWi z v ! - , L� ,- EVENLY SPACED at ' TYP ' :I.: I ma: E PA VIEW COVER . musommos,/:::=1=7: 90° TYP O `�"+ 'HOLE 11 W FRONT VIEW COVER I 1 §" FLANGE TYP 94DIA d W •' N Z I Cw C 7 HOOD ASSEMBLY ' BREAK ANGLES THIS PIECE 90° 1 . "' Z Z /Z •.. O / wat %Mgr 1 — — y 0a o3. MODEL G. "R" "B" AS JT rw�snwm ""0" " -' IYx" t W G Z cL Z G Q u 8 w O HH1800 16 18" 5t5" A 51.6 3 7 /!G S" M +rJ. C CO,8 E p Q O , 1 y i 412400 16 24" 71/2" 75.8 4 4 / j � . 011 413000 16 30" IV 97.7 GIM END VIEN CAP LAYOUT; 2 REG: 1 EA. R.H. 1 EA. L.H. f p 413600 14 36' 11>4" tM•4 65/8- • CENTER SUPPORTS (SAME AS R.H. END CAP) 3 REG. Mw42w Ik 42 13%: t51•? 4 7 • MH4800' - 19 , 48` 151x' 1r.L 7 7s/d .uw- ♦rnlovao nr ^ a ROrwruN • INIVI.R °nn' /2 - /8 - 9 0 _ I FK- - /P. 8 - -2.-%, t t e MET it 7op ASSEMBLY 5 krer 1 0P 8 REVtStV s Lo!.�. 'I t, G'I')•1I Td t$ / d 121M501 T.Ki , . /,'I -i T, 6 -I491 TR(y iw.se it ;vK ACCiOE AMM/I. Mll�.tll F_�•r�C1: G A CO'1 . 64M,7Fa sR:�,Cdr_C ors t: -10 9l -rue 8 ACC /0077 Pl.YtSes Holt W.• - efts $ Ic 4. C ii) .:UP. , :' >, .'. ..f — Ica t MOIiK I14 V 2VtE t►biD d1/112tVC1OISA 1'IVV I*ji Ot C0N211SfCLIO14 COOUDIS4VIII4IL' ii4EMo K .111VDEV t�1�1D OfVVLLI1 E ' 2EfECCJIV. liTgICVIIOVI bBOC622E2 tip dabOWIRCE LOW COiREO ! I AC vvOCOKKEf'Vin a Vf7 DIWE412I01A2 COVIEOISMICE1O1HEbK0'IEC1` 1HEC01411M106 KE uIVQ VAD EMMACODE' 114i2IfFAtEM1aOArA10CHECKE01fea4ENVf NUM 1liE ISEOMKEINE1112 OE .1111E ii(1110114C' W.ECtIVIATCVr ETQC1wICVr 00E2 1401 scrii:AE !NE COItUf k'C10Ii OE HI? tU2b0WiileI111/410 COWbfA 21IStiC1f nvr COWb014E1f12 OE 1HE maw AZOlEC1 1.HI2 ISEt EM VI? MAIM HY? BEEN CtIOISDINV1 8}M1114 THE WC, (I. to- .mule v1I D ,deftw, ...1.,.».....Y...,,_ • _ ! I.... . , 5 , . • 0 r 0 ) A NE Arnt, V. 1 l ool 9 " w . Nag o) D, a .7 I �� 1 E' U q t i r 4 ,L a -- - \\ f if L1 1... 1 I-16-- 1 J L DO PLAN FOR TWO (2) UNUT5 E5T. BLANK wa1aN7- le.546 ice- • L I • FIX)M a1VE. BLANK 5HONM '� L * 14 GA. GALA 1, STEEL APPROVED ws aaWw n`JjirH(/rtT BLANK DEVELOPMENT -METAL HOOD JRT GU55ETS MODEL MH-3600 zort3ore REYFSED-4 .S 5 /8 " KoLF DfA, 8-2•6 T1t8 ...aft, rm. Damao mew •i ioertseD- wASCs?. t t DU,kalis S -tz -9! tRe 6 P FRBN I 'too/7 4 F �J+SED WRS yZ elr,. ko�es S tt -�1 TRB - II, j�EVtSt WF.S SAS "H°t,E Dt .. 6-�-S� 1 R. tvSSE [)- "W " FOIC M6DELMH-34.ih1ti'A6 4 1 - 27'° to- E- % T125 9 ° dA -1faES -Cv[uLYsaC!'D �!° !° NIXES 011 0 0) IEU[>nI tt li . z rz, i r 4 ' x -- - •- - - - - - ° - - - SEND uP Q I Lil . 1 I J — _ w - i n °o X.3 .+t_ - - - • 1- Z .. Bob . FINISHED PROFILE � 2' (iaF.ONLY) tD=O Sr. D t < Lenten t ► rIg a, i MAT'L! GALVANIZED 3-1EET STEEL L 001 } MODEL" GA. 'W' X" 'Y' "Z EST, WEIGHT BUNK LAYOUT BEFORE BENNM&) (WIDTH} (BENDANGLE) A GO /Q' LGTH _ g Mk IBOO I6 23b /2' 16 ii 18 48,70% II 0 MFI 24Q7 lb f..41" 14° 721 ! bl.85 %a. 1"4■1' F.1A65120Ybt ./.nw . Q "1°) MH•3O0_) lb 5b" /5° 28i /8 74 I P tC11Lt: APP YIo w. D"" w5lEWART - M H 16 42.'4 / 35 } i - / ji 93.51'4. ea.t. 12.17.90 reanao Mk 4ZDO 16 48g /6' 4.1i 1 ! fir'" 101.507I, ' METAL 1 - 1000 TOP COV Mk - 4500 14 SR /6 47 Ijz 12f. %• 4.4 6.7.e ..r. Mang sKr.aae DIAWInMUrm 5 P FRBr i ! lour/ i <tAi ° ,9 20-66 2 --cam co7 `` JOIST GIRDER COLOR CODE LIST NUMBER FILE NUMBER BILL OF MATERIALS RED _. S070049 -01 SHT 1 OF 1 JOB: GOODWILL INDUSTRIES PIECE COUNT PAINT REFER TO DWG 2 GREY 1 OF 1 LOC: TIGARD, OREGON • EXT BOTTOM CHORD BRG DEPTH SLOPE HIGH PITCH TYPE MARK QTY DESIGNATION OVERALL LENGTH TCXL TCXR BASE LENGTH LEFT RIGHT LEFT RIGHT RATE END OR EDL OR EDR G1 1 48GSPCL 43 -5 1/4 43 -4 3/4 2 1/2 5 1/4 7 1/2 1 1/2 G2 1 48GSPCL 43 -5 1/4 43 -4 3/4 2 1/2 5 1/4 7 1/2 7 1/2 BEARING SEAT SLOTS TOP CHORD HOLES FIXED MOMENT LATERAL MOMENT BC Lyy LCADD. TC NET MARK SCL LOCATION SCR LOCATION HCL LOCATION NCR LOCATION LEFT RIGHT LEFT RIGHT DISTANCE IAL FORCE UPLIFT MARK REQ'D. G1 8 4 8 5 1A 1 - 3 -y /4 19.0 G2 8 4 8 5 1 A 1 - 1 19.0 ADDITIONAL CONCENTRATED LOADS- LOCATED FROM BASE LENGTH LEFT END I MARK "A" "B" "C" LOAD LOCATION LOAD I LOCATION LOAD � LOCATION LOAD LOCATION ADLOAD SPLICE 47_8 1/2 �1j -7 3/8 I, 8 -0 1 /8,, 8 -0 1 /8,, 8 -0 1/8i, 5 -0 1/2k G1 2.0K 15.6K 13.5K 13.5K 13.5K 13.7K 4 -8 V2 i r-7 3/81, 8 -0 1/8i, 8 -0 1 /8,, 8 -0 1/8i, 5 -0 1/ G2 2.0K 15.6K 13.5K 13.5K 14.9K 14.2K MARK REMARKS - REMARKS - REMARKS - REMARKS - REMARKS - REMARKS - REMARKS - REMARKS - - REMARKS G1 NO AXIAL FORCE THROUGH SEAT LE I KNIFE PLATE RE, HOLD BACK 12" G2 NO AXIAL FORCE THROUGH SEAT LE I KNIFE PLATE RE, HOLD BACK 12" GENERAL NOTES 0 LL 5- L/240 LL /TL =0.625 (.. .iy of i g arc r d Plans CHECK TOP CHORD BENDING FOR 2000 # CONCENTRATED LOAD ANYWHERE �'�►��, _ ate _ /1,7 /1,7 y DESIGN ALL GIRDER TOP CHORD PANEL POINTS FOR 3.9K AXIAL FORCE FROM JOIST TO JOl DR BY ADP CHECKED BY SHOP ORDERED BY SHOP ORDER CHECKED BY PAGE 1 OF 10 WOOD -LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 JOIST GIRDER COLOR CODE LIST NUMBER FILE NUMBER BILL OF MATERIALS RED e S070049 -01 SHT I OF I JOB: GOODWILL INDUSTRIES PIECE COUNT PAINT REFER TO DWG 3 GREY 1 OF 1 LOC: TIGARD, OREGON EXT BOTTOM CHORD BRG DEPTH SLOPE HIGH PITCH TYPE MARK QTY DESIGNATION OVERALL LENGTH TCXL TCXR BASE LENGTH LEFT RIGHT LEFT RIGHT RATE END OR EDL OR EDR G3 1 60GSPCL 55 -5 1/4 55 -4 3/4 2 1/2 5 1/4 7 1/2 7 1/2 G4 1 GOG7N13.5 58 -11 1/2 1/4 1/4 58 -11 5 1/4 5 1/4 71/2 71/2 G5 1 GOG7N13.5 58 -11 1/2 1/4 1/4 58 -11 5 1/4 5 1/4 71/2 7 1/2 BEARING SEAT SLOTS TOP CHORD HOLES FIXED MOMENT LATERAL MOMENT BC Lyy ADD. TC NET MARK SCL LOCATION SCR LOCATION HCL LOCATION HCR LOCATION LEFT RIGHT LEFT RIGHT DISTANCE AXIAL FORCE UPLIFT I REO'D. G3 8 4 8 5 1A 1 -3-�/4 19.0 G4 8 5 8 5 IA 1 -1 3 -? /4 1A 1 -310/4 19.0 G5 8 5 8 5 1A 1 - - .y/4 1 A 1 -310/4 19.0 ADDITIONAL CONCENTRATED LOADS- LOCATED FROM BASE LENGTH LEFT END I MARK "A" "9" "C" LOAD LOCATION LOAD LOCATION l LOAD LOCATION LOAD LOCATION ADLOAD SPLICE G3 ,7 -11 5/8, 7 -5 ,,8 -0 1/8 8 -0 1/8 -0 1/8 8 -0 1/8 5 -0 t2-11 3/81, �( 1 '� 2.0K 15.6K 13.5K 13.5K 13.5K 13.5K 13.5K 1.4K G4 10 -10 3/4 7 -11 5/8 8 -0 1/8 14.2K 2 -10 5/8 1.4K 50 -11 3/8 2.0K G5 10-10 3/4 7 -11 5/8 8 -0 1/8 0.2K 0 -5 13.9K 2 -10 5/8 0.2K 8 -5 2.0K MARK REMARKS - REMARKS - REMARKS - REMARKS - REMARKS - REMARKS - REMARKS - REMARKS - - REMARKS G3 NO AXIAL FORCE THROUGH SEAT LE I KNIFE PLATE RE, HOLD BACK 12" G4 KNIFE PLATE BE, HOLD BACK 12" G5 KNIFE PLATE BE, HOLD BACK 12' GENERAL NOTES A LL L/240 LL /TL =0.625 CHECK TOP CHORD BENDING FOR 2000 # CONCENTRATED LOAD ANYWHERE DESIGN ALL GIRDER TOP CHORD PANEL POINTS FOR 3.9K AXIAL FORCE FROM JOIST TO JOIST DRAWN BY ADP CHECKED BY SHOP ORDERED BY SHOP ORDER CHECKED BY PAGE 2 OF 10 WOOD -LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 SHORT SPAN JOIST `CLOR CODE UST EIMER FLE SUMER BLL OF MATERIALS RED S070049 -01 BIF SHE OP' JOB GOODWILL INDUSTRIES RIME COUNT PAINT REFER 1nowo 6 GREY 1 OF 1 LOO TIGARD, OREGON ELT BOTTOM CICED EEO DEPTH SLOPE NON MARK O1Y DESIGNATION ew NATION a.LLB Q BABE LENGTH TOL TC�Qt BA LE NTH LEFT NOW LEFT RIC HT RATE @D J1 4 30K320/200 38 -5 1/4 38 -4 3/4 3 3 J2 1 30K320/200 43 -11 1/2 1/4 1/4 43 -11 3 3 J3 1 30K320/200 43 -11 1/2 1 1/2 1/4 43 -9 3/4 3 3 BEARING BEAT BLOTS ADO. TC BC Lyy NET LOCATION MARK BCD. LOCATION BM LOCATION FORCE DISTANCE LI'ItT J1 9 1 3/4 9 1 3/4 3.9 40 J2 9 1 3/4 9 1 3/4 3.9 40 J3 9 1 3/4 9 1 3/4 3.9 40 ADDITIONAL CONCENTRATED LOADS-LOCATED MIA BABE LEN= OPT ISO I MARK LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION ADLOAD J1 0.75K J2 0.4K 4 -0 0.7K 36 -0 0.75K J3 0.7K 36 -0 0.75K MARK FEMME - - RBAARKS - - REMARIaB - - REMARKS - - FINANCE - - MEEKS - - FEMME - - REMARKS - - REMARKS J1 AXIAL FORCE THROUGH SEAT BE J2 AXIAL FORCE THROUGH SEAT BE J3 AXIAL FORCE THROUGH SEAT BE °ENTa c NCREB A LL <_ L/240 3X NAILER INSTALLED BY MFGR. USE #14 X 2" GRADE 5 SCREWS ® 12" 0.C. SEE DETAIL 5/1. CHECK TOP CHORD BENDING FOR 750# CONCENTRATED LOAD ANYWHERE DRAM Br ADP CHECKED BY SHOP CROEIIED BY SHOP OIMNI DECKED BY PAGE 3 OF 10 WOOD -LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 SHORT SPAN JOIST COLCA OOM LOT MISER FLON"II BLL OF MATERIALS BLUE II f S070049 -01 SHT10F1 JOB GOODWILL INDUSTRIES PEW care RUNT REFER TOOVO 35 GREY 1 OF 1 LOG TIGARD, OREGON EXT BOTTOM CHORD SRO DEPTH SLOPE front MARK OW ONATION OVERALL LENGTH TOL mast BASE LENGTH LEFT NOW Ian Roc RATE --- D J4 25 30K320/200 38 -5 1/4 38 -4 3/4 3 3 J5 6 30K320/200 43 -11 1/2 1/4 1/4 43 -11 3 3 J6 4 30K320/200 43 -11 1/2 1 1/2 1/4 43 -9 3/4 3 3 EEaltiiO BEAT BLOTS A00.1C SO Lyy NET MARK SOL LOCATION LOCATION 8CR ANAL FORCE DISTANCE 11'LPT J4 3.9 40 J5 3.9 40 J6 3.9 40 ADCRIONAL CONCPJYRtATFB, LOADS- L.00ATED FROM BABE LBIQIH LEFT END MARL LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION ADLOAD J4 0.75K J5 0.75K J6 0.75K MAN( MARKS - - REMARKS - - FINKS - - REMARKS - - RHWKS - - R AAROB - - IMAM - - REMARKS - - REMARKS J4 AXIAL FORCE THROUGH SEAT BE J5 AXIAL FORCE THROUGH SEAT BE J6 AXIAL FORCE THROUGH SEAT BE MORAL NOTES A LL <_ L/240 3X NAILER INSTALLED BY MFGR. USE #14 X 2" GRADE 5 SCREWS 0 12" O.C. SEE DETAIL 5/1. CHECK TOP CHORD BENDING FOR 750# CONCENTRATED LOAD ANYWHERE DRAWN BY ADP CHECKED Br SHOP OFDERED BY SHOE' ORDER CHECKED BY PAGE 4 OF 10 WOOD -LAM P.Q. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 SHORT SPAN JOIST COLONC00E LLST "AIER FLENUMMI BLL OF MASS BLUE et S070049 -0 OIrIOF1 JOB GOODWILL INDUSTRIES ewe caw PANT REFER TO DWG 5 GREY 1 OF 1 LOO: TIGARD, OREGON BD' BOTTOM CHM, ORD DEPTH WYE HIGH WM CITY DLBBONATTON ON LOLL MOTH TOX. TOE BABE 'MOTH LEFT NOW LEFT Raiff RATE BD J7 3 30K375/255 38 -5 1/4 38 -4 3/4 3 3 J8 1 30K320/200 38 -5 1/4 38 -4 3/4 3 3 J9 1 30K253/158 38 -5 1/4 38 -4 3/4 3 3 BEWO MAT BLOTS App TC BC L yy NET MARC BCL LOCATION OCR LOCATION ANAL FORCE DISTANCE lLPl l•T J7 3.9 40 J8 3.9 40 J9 3.9 40 AOC7(RON*L CONCENTRATED LOADO- OCATED BABE LOICITH LEFT 80 I MARK LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION WAD LOCATION LOAD LOCATION ADLOAD J7 0.75K J8 0.75K J9 0.75K taw Fawn - - MINIM - - R3dMiCB - - RTBIARCB - - IMAM - - FENA - - HBOARKB - - REMARKS - - R IARKEI J7 AXIAL FORCE THROUGH SEAT BE J8 AXIAL FORCE THROUGH SEAT BE I DR \O- 0 \20 \20 \1 -0 J9 AXIAL FORCE THROUGH SEAT BE I DR \0 -0 \125 \125 \11 -0 I DR\11 -0\96\0\11 -0 GENERAL NOM ALL <_ L/240 3X NAILER INSTALLED BY MFGR. USE #14 X 2" GRADE 5 SCREWS ® 12" O.C. SEE DETAIL 5/1. CHECK TOP CHORD BENDING FOR 750# CONCENTRATED LOAD ANYWHERE DRAWN BY ADP CHECKED BY SHOP CAMEO BY N OP MOM CMFEOIC®D eY PAGE 5 OF 10 WOOD -LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 SHORT SPAN JOIST coma O0DE LAS 1 ' N RIM • OF MASS BLUE e F S070049 -01 eET I aF I JO& GOODWILL INDUSTRIES PEcE =NT PAW ._ _ .TOOWG 3 GREY 1 OF 1 LOO TIGARD, OREGON ECT BOTTOM CHORD SRO DEPTH BLDPE HIaH MAN( OW CEIXONA110t4 OVERALL LORI TCO TC BABE L9(O H LET Raiff LBO Iir NO RATE Bo BI J10 1 30K375/255 43 -11 1/2 1/4 1/4 43 -11 3 3 J11 1 30K375/255 43 -11 1/2 1 1/2 1/4 43 -9 3/4 3 3 J12 1 30K320/200 43 -11 1/2 1 1/2 1/4 43 -9 3/4 3 3 MARINO BEAT BLOTS ADD. TC BC Lyy NET MAN( e L LOCATION 9CR LOCA7106 AXAL I OBTANCB lPl� J10 3.9 40 J11 3.9 40 J12 3.9 40 ADORIONAL CONCENTRATED LO De- LOCa1Tm ffiO BASE LNO1H Len END MAN( LOAD LOCA110N LOAD LOCAl10N LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION ACLOAD J10 0.75K J11 0.75K J12 0.7K 36 -0 0.75K • MARK R U M M -- MAIM -- M M A R 8 -- REMARKS -- IBAAIKS -- . .. - - RBAANCB - - N3UWCB - - N3JANC8 J10 AXIAL FORCE THROUGH SEAT BE J11 AXIAL FORCE THROUGH SEAT BE J12 AXIAL FORCE THROUGH SEAT BE GENERAL NORM 6, LL <_ L/240 3X NAILER INSTALLED BY MFGR. USE #14 X 2" GRADE 5 SCREWS ® 12" O.C. SEE DETAIL 5/1. CHECK TOP CHORD BENDING FOR 750# CONCENTRATED LOAD ANYWHERE DRARN Br ADP aHEa®Er+' SHOP °POE ) Br Nice ORDER cHEZKED Err PAGE 6 OF 10 WOOD —LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 SHORT SPAN JOIST C1-°R 000E MT "UMBER Imo"" 113INI 13L.L OF MAMMALS BLUE BTF S070049 -01 IHf1OP1 JOS GOODWILL INDUSTRIES PINE CORM NATNf REFER TO Dm 4 GREY 1 OF 1 LOO TIGARD, OREGON EXT BDTfoM OFIOto IMO 03 SLOPE HON YAFK Y DONATION OVERALL TOLL TOM BABE LENGTH LEFT RIOHf LE'T MKT @D O1 E J13 2 30K320/200 43 -11 1/2 1/4 1/4 43 -11 3 3 J14 1 30K320/200 43 -11 1/2 1/4 1/4 43 -11 3 3 J15 1 30K320/200 43 -11 1/2 1/4 1/4 43 -11 3 3 FG=JIR Q BEAT fDT8 ADD. it BC Lfry IET MARK MX LOCATION BCR LOCATION ANAL FORCE OIBTANCE l!'lFf J13 3.9 40 J14 3.9 40 J15 3.9 40 ADDITIONAL CONCaftMTED LOAM-LOCATED PROM BABE L B O1M LART ED WfK LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION ADLOAD J13 0.7K 36 -0 0.75K J14 0.2K 4 -6 0.7K 36 -0 0.75K J15 0.2K 4 -6 0.75K MAFK FBWKB - - FE1i1AFK8 - - REMARKS - - REMARKS - - RELIApC8 - - MINKS - - FEMAFKB - - SMARM - - REIAFIIO3 J13 AXIAL FORCE THROUGH SEAT BE J14 AXIAL FORCE THROUGH SEAT BE J15 AXIAL FORCE THROUGH SEAT BE GENERAL Name LL <_ L/240 3X NAILER INSTALLED BY MFGR. USE #14 X 2" GRADE 5 SCREWS 0 12" O.C. SEE DETAIL 5/1. CHECK TOP CHORD BENDING FOR 750# CONCENTRATED LOAD ANYWHERE CR BY ADP cHECaED BY SHOP cameo BY BHOr cote, ci c19cKE D BY PAGE 7 OF 10 WOOD -LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 SHORT SPAN JOIST COLOR LET" ' FLE TIMER BLL OF MATERIALS BLUE ow 5070049 -01 •4T1 of 1 JOEL GOODWILL INDUSTRIES PECG O01M PANT PIEPER TOLD 8 GREY 1 OF 1 LOG TIGARD, OREGON BET 907701 CHORD SRO DEPTH SLOPE NCH MARK OW DESIGNATION OVER4 L LENGTH TC� TOM BASE LENGTH LIFT RKTHT LET FIGHT RATE !3D J16 3 22K320/200 27 -10 1/2 27 -10 1/2 3 3 J17 1 22K375/255 27 -10 1/2 27 -10 1/2 3 3 J18 4 22K320/200 27 -7 3/4 1 1/2 27 -6 1/4 3 3 BENNO BRAT SLOB ADD TC SC la►y NET MARK SOL LOCATION SCR LOCATION ANN. R57fiCB DIBTANOE I1'L�'T J16 3.9 40 J17 3.9 40 J18 3.9 40 ADDITIONAL CONCENTRATED LOADS- LOCATED FNMA BASE LOGIN LEFT T BC I MARK LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION ADLOAD J16 0.75K J17 0.75K J18 0.75K MARK N3IAFKB - - RBlARKS - - REMAINS - - MARKS - - REMARKS - - swam - - MINKS - - REMARKS - - REMARKS J16 AXIAL FORCE THROUGH SEAT BE I DR \22 -10 \0 \104 \5 -0 J17 AXIAL FORCE THROUGH SEAT BE J18 AXIAL FORCE THROUGH SEAT BE I DR \O -0 \328 \O \11 -0 GENERAL NOTES A LL 5 L/240 3X NAILER INSTALLED BY MFGR. USE #14 X 2" GRADE 5 SCREWS 0 12" O.C. SEE DETAIL 5/1. CHECK TOP CHORD BENDING FOR 750# CONCENTRATED LOAD ANYWHERE ORAMM BY ADP CHECKED BY SHOP CfGEFED BY SHOP ORDER CHECKED BY PAGE 8 OF 10 WOOD -LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 SHORT SPAN JOIST COLOR LET "` ' FILE"AWR BLL OF MATERIALS BLUE e F S070049 -01 EiTlOFI JOB GOODWILL INDUSTRIES PIECE COUNT PAINT TO DKMD 4 GREY 1 OF 1 LOG TIGARD, OREGON EXT BOTTOM COMO ORO DEPTH eLOPE FROM MAT ( OTT DEEIONATION 0■ERALL LENGTH T L =CR BASE LE WIN LEFT RIGHT LEFT RIGHT RATE END J19 3 22K320/200 24 -10 3/4 24 -10 3/4 3 3 J20 1 , 320/200 16 -10 1/8 16 -10 1/8 3 3 RFJI * O TREAT SLOTS ADO TC BC LW IET WR( KICL LOCATION Sal LOCATION ANAL MACE DMTANCE min t J19 3.9 ' 19 V J20 3.9 0 11 ADDrt1ONAL CONCENTRATE) LOADS-LOCAM) FROM BASE MOTH LEFT END I MWK LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOW= ADLDAD J19 0.75K J20 0.75K wRc IIaIARX - - MARKS - - REMARKS - - REMARKS - - FEMAR103 - - RHIAIR8 - - REIMAN - - RTBWRCB - - REMARKS J19 AXIAL FORCE THROUGH SEAT BE I DR \O -0 \480 \0 \15 -6 J20 AXIAL FORCE THROUGH SEAT BE I DR \O-0\480\0\15-6 ! SKEW RE NS F CIEERAL NOIB3 0 LL 5 L /240 3X NAILER INSTALLED BY. MFGR. USE #14 X 2" GRADE 5 SCREWS ® 12" 0.C. SEE DETAIL 5/1. CHECK TOP CHORD BENDING FOR 750# CONCENTRATED LOAD ANYWHERE DM" BY ADP gfdCED BY SHOP OICEFED BY SHOP OICEI di b= BY PAGE 9 OF 10 WOOD -LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 BRIDGING /ACCESSORIES `°L°" GiDce LiBrMmml31 PLC"BER B1 OF MATERALS BLUE S070049 -01 END sir 1 oF 1 JOB GOODWILL INDUSTRIES PANE REFER To Dwo as GREY 1 OF 1 LOG TIGARD. OREGON Le TOM 1 A A 8 B A B 8 - �� - -'� t �' I I - c I X ! ,c L L L4 i-L f �' L DETAIL - A DETAIL - B DETAIL - C DETAIL - D DETAIL - E c ), lc E ,,,i i , ; ic 144 I L / L .04--- L ,I'— L �Y DETAIL - F DETAIL - G DETAIL - H DETAIL - N MOM ecTTn1 TO ToP VELD MARK 0r1Y DESCRPRON L A B C G DET o s= ELEV. WADE OR IMIIMER N MEMMEM L ODLT UB1 12 60G 30K UB2 4 4/G 30K JB3 36 22K 2x6 _ . J84 212 30K 2x6 RBAARKB: X BOLTS X BOLTS X NUTS X NUTS X WASHERS X WASFERS OFIAMNI BY ADP cow= or MVP oFlOe _ BY 8ICP mRO@i CHECKED BY PAGE 10 OF 10 WOOD -LAM P.O. # 07 -02 -01.0 ISSUED FOR APPROVAL 1/18/07 ■ d 2 0 ( - C S 7 y JOIST I R D E R COLOR CODE ' UST NUMBER FILE NUMBER BILL OF MATERIALS RED B S070049 -01 SHT 1 OF 1 JOB: GOODWILL INDUSTRIES PIECE COUNT PAINT REFER TO DWG 2 GREY 1 OF 1 LOC: TIGARD, OREGON 1 EXT BOTTOM CHORD BRG DEPTH SLOPE HIGH PITCH TYPE MARK QTY DESIGNATION OVERALL LENGTH` TCXL TCXR BASE LENGTH LEFT RIGHT LEFT RIGHT RATE END OR EOL OR EDR G1 1 48GSPCL 43 -5 1/4 43 -4 3/4 2 1/2 5 1/4 7 1/2 7 1/2 G2 1 48GSPCL 43 -5 1/4 43 -4 3/4 2 1/2 5 1/4 7 1/2 7 1/2 I BEARING SEAT.. SLOTS , TOP CHORD HOLES FIXED MOMENT LATERAL MOMENT BC Lyy ADD. TC NET �� r DISTANCE AXIAL FORCE UPLIFT MARK SCL LOCATICi ICR LOCATION HCL LOCATION HCR LOCATION LEFT RIGHT LEFT RIGHT I REQ G1 8 4 .' 8 5 1A 1 - -C1/4 19.0 G2 8 4 8 5 1 1_ 11/4 19.0 3 1 ADDITIONAL CONCENTRATED LOADS - LOCATED FROM BASE LENGTH LEFT END MARK "A" "B" "C" LOAD LOCATION LOAD I LOCATION LOAD LOCATION LOAD LOCATION ADLOAD SPUCE / 12-8 1/2 3/8,, 8 -0 1/81, 8 -0 1 /8,, 8 -0 1 /8 ' 5 -0 1/21, .. G1 �i 2.0K 15.6K 13.5K 13.5K 13.5K 13.7K 7 -8 1/2 . -7 3/8 8 -0 1/8 8 -0 1/8 8 -0 1/8 5 1/2 G2 2.0K 15.6K 13.5K 13.5K 14.9K 14.2K I IA MARK REMARKS - REMARKS - REMARKS - REMARKS - REMARKS REMARKS - REMARKS - REMARKS - - REMARKS G1 NO AXIAL FORCE THROUGH SEAT LE I KNIFE PLATE RE, HOLD BACK 12" G2 NO AXIAL FORCE THROUGH SEAT LE I KNIFE PLATE RE, HOLD BACK 12" GENERAL NOTES A LL L/240 LL /TL =0.625 CHECK TOP CHORD BENDING FOR 2000 # CONCENTRATED LOAD ANYWHERE DESIGN ALL GIRDER TOP CHORD PANEL POINTS FOR 3.9K AXIAL FORCE FROM JOIST TO JOIST DRAWN BY ADP CHECKED BY SHOP ORDERED BY SHOP ORDER CHECKED BY PAGE 1 OF 10 WOOD -LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 REVIEWED THIS REVIEW IS NOT AN APPROVAL OF 1 V : fl ANY DEVIATION FROM THE REQUIREMENTS RE OF THE CONTRACT DOCUMENTS DATE I / 2 Z /` APPROVED BY LCG PENCE, LLC • PDX: 503- 252 -3802 SALEM: 503 -399 -7223 c,6.,,, bid 04z4/_ a cc,,a — «,) RECEIVED JAN 2 2 2007 O REVIEWED ❑ REVISE AND RESUBMIT ❑ REJECTED XMAKE CORRECTIONS AS NOTED LCG PENCE. a Vender is entirely 7bsponsible for performance of his product(s). Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for: confirming and correlating all quantities and.dimerision; selecting fabrication processes and techniques of construction; coordinating his wak a safe l with that of all otha trades; and performing his satisfactory manner. Lewis b Van Vleet Inc. Consulting Engineers 'JAN Date DEFFENBAUGU ASSOCIATES. P.C. DATE: I • a-01- BY. THIS DRAWING HAS BEEN COORD A WDH THE ARCHITECTURAL AND STRUCTURAL COMPONENTS OF THE OVERALL PROJECT. THIS REVIEW DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITY TO COMPLY WITH THE REQUIREMENTS OF THE BUILDING, MECHANICAL, ELECTRICAL AND ENERGY CODES. THIS REVIEW IS ONLY TO CHECK FOR GENERAL CONFORMANCE TO THE PROJECT. THE CONTRACTOR REMAINS RESPONSIBLE FOR: CONFORMING AND CORRELATING ALL DIMENSIONS AND QUANTITIES; SELECTING FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION; COORDINATING THE WORK TRADES; AND PERFORMING THE WORK IN A SAFE AND SATISFACTORY MANNER. C JOIST GIRDER COLOR CODE UST NUMBER FILE NUMBER BILL OF MATERIALS RED e S070049 -01 SKI 1 OF I JOB: GOODWILL INDUSTRIES PIECE COUNT PAINT REFER TO DWG 3 GREY 1 OF 1 LOC: TIGARD, OREGON EXT BOTTOM CHORD BRG DEPTH SLOPE HIGH PITCH TYPE MARK QTY DESIGNATION OVERALL LENGTH TCXL TCXR BASE LENGTH LEFT RIGHT LEFT RIGHT RATE END OR EDL OR EDR G3 1 60GSPCL 55 -5 1/4 55 -4 3/4 2 1/2 5 1/4 7 1/2 1 1/2 G4 1 GOG7N13.5 58 -11 1/2 1/4 1/4 58 -11 5 1/4 5 1/4 7 1/2 7 1/2 G5 1 GOG7N13.5 58 -11 1/2 1/4 1/4 58 -11 5 1/4 5 1/4 71/2 71/2 BEARING SEAT SLOTS TOP CHORD HOLES FIXED MOMENT LATERAL MOMENT BC Lyy ADD. TC NET MARK SCL LOCATION SCR LOCATION HCL LOCATION HCR LOCATION LEFT RIGHT LEFT RIGHT DISTANCE AXIAL FORCE UPLIFT I REO'D. G3 8 4 8 5 1A 1- 3-11/4 19.0 G4 8 5 8 5 1A 1 -3 1/4 1A 1_ 19.0 G5 8 5 8 5 1A - 1-31/4 1A,1-31/4 19.0 ADDITIONAL CONCENTRATED LOADS- LOCATED FROM BASE LENGTH LEFT END MARK "A" "B" "C" LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION ADLOAD SPUCE G3 4,7 -11 5/, 7 -5 ,, 8 -0 1 /8 I, 8 -0 1/8t 8 -0 1/81, 8 -0 1/81, 5 -0 / 2-11 3/81, 2.0K 15.6K 13.5K 13.5K 13.5K 13.5K 13.5K 1.4K G4 10 -10 3/4 7 -11 5/8 8 -0 1/8 14.2K 2 -10 5/8 1.4K 50 -11 3/8 2.0K G5 10 -10 3/4 7 -11 5/8 8 -0 1/8 0.2K 0 -5 13.9K 2 -10 5/8 0.2K 8 -5 2.0K MARK REMARKS - REMARKS - REMARKS - REMARKS - REMARKS - REMARKS - REMARKS - REMARKS - - REMARKS G3 NO AXIAL FORCE THROUGH SEAT LE I KNIFE PLATE RE, HOLD BACK 12" G4 KNIFE PLATE BE, HOLD BACK 12" G5 KNIFE PLATE BE, HOLD BACK 12" GENERAL NOTES A LL L/240 LL /TL =0.625 CHECK TOP CHORD BENDING FOR 2000 # CONCENTRATED LOAD ANYWHERE DESIGN ALL GIRDER TOP CHORD PANEL POINTS FOR 3.9K AXIAL FORCE FROM JOIST TO JOIST DRAWN BY ADP CHECKED BY SHOP ORDERED BY SHOP ORDER CHECKED BY PAGE 2 OF 10 WOOD -LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 SHORT SPAN JOIST COLOR LET N"MIER NLFMFER 6LL OF MATERIALS RED __ S070049 -01 BHr1OPF JOB GOODWILL INDUSTRIES rem COUNT PAINT REFER TO DWG 6 GREY 1 OF 1 LOG TIGARD, OREGON OCT BOTTOM CHORD BAG DEPTH SLOPE HIaH MARK OTT DCYIATION 0.W AL . LB C T ICiTH TOM BABE LENGTH LET RIGHT LET RIGHT RATE 90 � J1 4 30K320/200 38 -5 1/4 38 -4 3/4 3 3 J2 1 30K320/200 43 -11 1/2 1/4 1/4 43 -11 3 3 J3 1 30K320/200 43 -11 1/2 1 1/2 1/4 43 -9 3/4 3 3 BEARING BEAT BLOTS ADO 7C BC Lyy NET MAW 8CL LOCATION a =CATION A)OAL MACE DF3rANCE lB'LFT J1 9 1 3/4 9 1 3/4 3.9 40 J2 9 1 3/4 9 1 3/4 3.9 40 J3 9 1 3/4 9 1 3/4 3.9 40 ADOrtIONAL CONC9ITRRAT® LOADe- LOCATED I'W BABE LENGTH LEFT BO MARK LOAD LOCAWN LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION ADLOAD J1 0.75K J2 0.4K 4 -0 0.7K 36 -0 0.75K J3 0.7K 36 -0 0.75K MARK FOAARC8 - - REMARKS - - REMARKS - - FEUARKB - - MOM - - R MAFK8 - - IMAM - - FIBJARCB - - MIMICS J1 AXIAL FORCE THROUGH SEAT BE J2 AXIAL FORCE THROUGH SEAT BE J3 AXIAL FORCE THROUGH SEAT BE MEWL NOTEB LL <_ L/240 3X NAILER INSTALLED BY MFGR. USE #14 X 2" GRADE 5 SCREWS ® 12" O.C. SEE DETAIL 5/1. CHECK TOP CHORD BENDING FOR 750# CONCENTRATED LOAD ANYWHERE DRAWN BY ADP CHECKED BY BIIOP Of09110 BY BFIOP oRDER cHEcKED BY PAGE 3 OF 10 WOOD -LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 SHORT SPAN JOIST COLOR CODE UST NUMBER NUMBER BIJ_ OF AUqIERI,gL8 BLUE I r S070049 -01 Mwf 1 OF 1 JOB GOODWILL INDUSTRIES eece CONT PAM REFER TODINO 35 GREY 1 OF 1 LOG TIGARD, OREGON EXr 80TSOM cHoRD SRO DEPTH ELOPE _ HIGH MARK OTT' DONATION 0 LENGTH TCL ET RIGHT BABE LEKOTH LE RIGHT LEFT RATE t30 J4 25 30K320/200 38 -5 1/4 38 -4 3/4 3 3 J5 6 30K320/200 43 -11 1/2 1/4 1/4 43 -11 3 3 J6 4 30K320/200 43 -11 1/2 1 1/2 1/4 43 -9 3/4 3 3 BEARNG SEAT mom App. 7O BC LyY NET MARK 80 ANAL FORCE OfBTANCE t/'L—1 LOCATION 8CA LOCATION J4 3.9 40 J5 3.9 40 J6 3.9 40 AOCIT ONAL CONCENTRATED LOADS - LOOMS) FROM BABE LENGTH LIFT END MARK LOAD LOCATION LOAD LOCATON LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION ACLOAD J4 0.75K J5 0.75K J6 0.75K MARK FEMARC - - FItB,IAFIKS - - R MAFKS - - R MARGS - - REMARKS - - FEMME; - - REMARKS - - REMARKS - - REMARKS J4 AXIAL FORCE THROUGH SEAT BE J5 AXIAL FORCE THROUGH SEAT BE J6 AXIAL FORCE THROUGH SEAT BE OBERAL NOTES LS.LL 5 L/240 3X NAILER INSTALLED BY MFGR. USE #14 X 2" GRADE 5 SCREWS © 12" O.C. SEE DETAIL 5/1. CHECK TOP CHORD BENDING FOR 750# CONCENTRATED LOAD ANYWHERE CROWN BY ADP DECKED BY SHOP OFC RED BY SHOP OFCER clEECKED BY PAGE 4 OF 10 WOOD -LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 SHORT SPAN JOIST COLOR aOM UST NUMBER FLE NUMBER BILL OF MATERIALS BLUE B T S070049 -01 eHriaFI JOB GOODWILL INDUSTRIES PIECE COUNT PANT REFER TO DIMO 5 GREY 1 OF 1 LOG TIGARD, OREGON Exr BOTTOM CHOro BRO DEPTH g_oPE MOH MAW OT! DESIOIU110N OAERALL LE NO H TOIL TCXFI BASE LBIOTH LEFT RIGHT LEFT RIGHT RATE BID J7 3 30K375/255 38 -5 1/4 38 -4 3/4 3 3 J8 1 30K320/200 38 -5 1/4 38 -4 3/4 3 3 J9 1 30K253/158 38 -5 1/4 38 -4 3/4 3 3 13EAIB10 BEAT SLOTS ADM 1Yr BC ldry NET MARC BM LOCATION a LOCATION AXIAL PONCE DISTANCE lN'L!R J7 3.9 40 J8 3.9 40 J9 3.9 40 ADDf k NAL CONCBNTBATED LOADS-LOCATED FROM BABE LENOIH LET BO MAW LOAD LOCATION LOAD LOCATION LOAD LOCATON LOAD LOCATION LOAD LOCATION LOAD LOCATION AOLOAD J7 0.75K J8 0.75K J9 0.75K mom MIAMI - - LBIAFKB - - RBIAFKB - - REMARKS - - RBIAfKB - - RE1ORKEI - - REMAKE - - fBIARKB - - LHIAELICB J7 AXIAL FORCE THROUGH SEAT BE J8 AXIAL FORCE THROUGH SEAT BE I DR \0- 0 \20 \20 \11 -0 J9 AXIAL FORCE THROUGH SEAT BE I DR \O -0 \125 \125 \11 -0 I DR \11- 0 \96 \0 \11 -0 cd2reF AL NOTES A LL <_ L/240 3X NAILER INSTALLED BY MFGR. USE #14 X 2" GRADE 5 SCREWS @ 12" 0.C. SEE DETAIL 5/1. CHECK TOP CHORD BENDING FOR 750# CONCENTRATED LOAD ANYWHERE DTtAMM BY ADP CHECKED BY SHOP C OE RED BY 940P ORS CtECIOED BY PAGE 5 OF 10 WOOD —LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 SHORT SPAN JOIST COLOR CODE LIST NULEIST FLE NUMBER BLL OF MATERIALS BLUE er S070049 -01 I IT1OI 1 JOB GOODWILL INDUSTRIES MICE COUNT PAM REFER TODWG 3 GREY 1 OF 1 LOC TIGARD, OREGON OCT BOTTCM cHM) BRO DEPTH SLOPE WIN MARIIC mr N 4 A1IO CAERALL LENGTH TOL TO R BASE LENGTH LEFT ILIff LEFT MKT RATE BC J10 1 30K375/255 43 -11 1/2 1/4 1/4 43 -11 3 3 J11 1 30K375/255 43 -11 1/2 1 1/2 1/4 43 -9 3/4 3 3 J12 1 30K320/200 43 -11 1/2 1 1/2 1/4 43 -9 3/4 3 3 BEANO SEAT elms Tr; BC Lay 1ET MARK SOL LOCATION SCR LOCATION AXIAL FORCE DISTANCE IPL—I J10 3.9 40 J11 3.9 40 J12 3.9 40 ADOMONAL OORaCBMTBATRD LOADS- OCATR'D FROM BASE LBMOTH LEFT BID MARK LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCAlON ADLOAD J10 0.75K J11 0.75K J12 a 0.7K 36 -0 0.75K MARK REMARKS - - RBAARICS - - IMAM - - REMARKS - - R AARKB - - NBAARCS - - R E MAR ICS - - REMARKS - - REMARKS J10 AXIAL FORCE THROUGH SEAT BE J11 AXIAL FORCE THROUGH SEAT BE J12 AXIAL FORCE THROUGH SEAT BE GENERAL PANES 0 LL S L/240 3X NAILER INSTALLED BY MFGR. USE #14 X 2" GRADE 5 SCREWS © 12" O.C. SEE DETAIL 5/1. CHECK TOP CHORD BENDING FOR 750# CONCENTRATED LOAD ANYWHERE CRAVMN BY ADP CHECKED BY SHOP ORDERED BY eHCP ONZER CHECKED HY PAGE 6 OF 10 WOOD —LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 SHORT SPAN JOIST COLOR CODE IETTNLERBER FLENLEIENER BILL OF MATERIALS BLUE BTF S070049 -01 err 1 OP 1 JOB GOODWILL INDUSTRIES COUNT MKT REFER TO DWG 4 GREY 1 OF 1 LOG TIGARD, OREGON EXT BCTTCII comp BRO CEPIFL LILOPE _ MOH IIANC QTY L4UTION OVERALL LENGTH Tc L TCICR BABE LENGTH LEFT RIGHT LEFT Rail RATE e0 J13 2 30K320/200 43 -11 1/2 1/4 1/4 43 -11 3 3 J14 1 30K320/200 43 -11 1/2 1/4 1/4 43 -11 3 3 J15 1 30K320/200 43 -11 1/2 1/4 1/4 43 -11 3 3 REARM BEAT 8.Oi8 ADO. TC BC LYY NET AEAL ROL LOCATION BCR LOCATLCN MARC PORCI? DtBrANCE UFLFT J13 3.9 40 J14 3.9 40 J15 3.9 40 ADDITIONAL. CONCENTRATED LOADS- LOCATED FROM !M EE LENGTH LEFT BO MANIC LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION ADLOAD J13 0.7K 36 -0 0.75K J14 0.2K 4 -6 0.7K 36 -0 0.75K J15 0.2K 4 -6 0.75K MARL MAR KO - - REMARKS - - REMARKS KB - - FIBIAFRKB - - REMARKS - - REMARKS - - ITBIAfKB - - FEIAARC8 - - REBWRICB J13 AXIAL FORCE THROUGH SEAT BE J14 AXIAL FORCE THROUGH SEAT BE J15 AXIAL FORCE THROUGH SEAT BE OeoeRAL NOrIIB) LL <_ L/240 3X NAILER INSTALLED BY MFGR. USE #14 X 2" GRADE 5 SCREWS e 12" O.C. SEE DETAIL 5/1. CHECK TOP CHORD BENDING FOR 750# CONCENTRATED LOAD ANYWHERE DRAM IN ADP CHECICE'D BY SHOP CfCEF EED BY SHOP OLOel CHECKED BY PAGE 7 OF 10 WOOD -LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 SHORT SPAN JOIST COLOR Cone LIB FILE NUMBER B..L OF MA�AU3 BLUE __ 5070049 -01 BKTIOFI JOB GOODWILL INDUSTRIES mew COUNT PANT REFER TO DWG 8 GREY 1 OF 1 LOG` TIGARD, OREGON EXT BOITCU CHORD SRO 08TH SLOPE KM WMiiC OW OBBfTNAT ON O•BIALL LR4OTH TCXL 1CXR BASE Lf3NO1H LEFT RIGHT LEFT RIGHT RATE @D J16 3 22K320/200 27 -10 1/2 27 -10 1/2 3 3 J17 1 22K375/255 27 -10 1/2 27 -10 1/2 3 3 J18 4 22K320/200 27 -7 3/4 1 1/2 27 -6 1/4 3 3 BEARING SEAT SLOB A00 TC BC Lyy NET MAW SOL LOCATION SCR LOCATION AXIAL mace DISTANCE UPLIFT J16 3.9 40 J17 3.9 40 J18 3.9 40 ADDITIONAL CONC®YTFRA11D LOADS - LOCATED Ri10M BABE LENGTH LRPT R30 MAW LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LACAAION ACLOAD J16 0.75K J17 0.75K J18 0.75K hum mu - - AWACS - - REMARKS - - REMARKS - - MARKS - - ISSIARC8 - - RE91MI03 - - RBWIf(S - - REI M1C8 J16 AXIAL FORCE THROUGH SEAT BE I DR \22 -10 \0 \104 \5 -0 J17 AXIAL FORCE THROUGH SEAT BE J18 AXIAL FORCE THROUGH SEAT BE I DR \0 -0 \328 \0 \11 -0 OBBRAL NOTES LL <_ L/240 3X NAILER INSTALLED BY MFGR. USE #14 X 2" GRADE 5 SCREWS ® 12" O.C. SEE DETAIL 5/1. CHECK TOP CHORD BENDING FOR 750# CONCENTRATED LOAD ANYWHERE COM*1 Br ADP aEac» BY SHOP ORDERED BY BHOP ORDER CHECKED BY PAGE 8 OF 10 WOOD —LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 SHORT SPAN JOIST `OLoR cOCE LIB NUMBER FLE NUMBER LL OF MATERIALS BLUE MP S070049 -01 PI•PT L GF l JOB GOODWILL INDUSTRIES nece COUNT me REFER TO DM 4 GREY 1 OF 1 LCIO TIGARD, OREGON EXT BOTIDU CHOP° SRO DEPTH SLOPE HUH MAW Y DP3LKiNAT1oN OYI3IALL UENOTH TOO TCXR ME LEMOTH LET Raw LEFT Ra RATE ETC CM J19 3 22K320/200 24 -10 3/4 24 -10 3/4 3 3 J20 1 0/200 16 -10 1/8 16 -10 1/8 3 3 1 LEARNO PLEAT SLO1B ACO. TC Pic Lay PET AXIAL W$( Sol_ LOCATION BM LOCATION PUCE DISTANCE UPLIFT . J19 3.9 4 160 J20 3.9 FO ADOmONAL CONCENTRATED LOADS-LOCATED MOM RVE LENGTH LEFT D° YANK LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION LOAD LOCATION ADLOAD J 19 0.75K J20 0.75K wwc FIEMAFICS - - RBAAPKS - - mwaca - - RBIARCa - - REMARKS - - MOM - - RBIARRa - - REMARKS - - PiarARCa J19 AXIAL FORCE THROUGH SEAT BE I DR \O -0 \480 \0 \15 -6 J20 AXIAL FORCE THROUGH SEAT BE I DR \O -0 \480 \0 \15 -6 I SKEW RE NS F GENERAL NOTES ALL < L/240 3X NAILER INSTALLED BY MFGR. USE #14 X 2" GRADE 5 SCREWS ® 12" O.C. SEE DETAIL 5/1. CHECK TOP CHORD BENDING FOR 750# CONCENTRATED LOAD ANYWHERE DRAM BY ADP cHEaCED BY SHOP OPLOeED BY BIOP ORDHI Cl EOs BY PAGE 9 OF 10 WOOD -LAM P.O. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07 BRIDGING /ACCESSORIES uanklaeR FIX IWER BLUE 10 S070049 -01 BILL OF MATERIALS 130 BHT 1 OF 1 PANT FAR TO DWG JOB GOODWILL INDUSTRIES Bs TONB GREY 1 OF 1 LOG TIGARD, OREGON LBO � I A -- fie �� � B ,...„ I4 c 1 I ---4 .1.-- - ' L ---f' 1-- L ,t" .1` L 1 IC L -A L DETAIL - A DETAIL - B DETAIL - C DETAIL - D DETAIL - E r c' t cf 1 k , lc c I x 1 i i ii:1, If L L L f DETAIL - F DETAIL - G DETAIL - H DETAIL - N MU BOTTOM TO TOP WELD MARL OTY DESCRIPTION L A B C G DET OF OF ELM, SPACE CA Ml h MElABBI B@ p BOLT UB1 12 606 30K 3DK _ 36 UB2 4 22K 2x6 £3 3 £4 212 30K 2x6 REMARKS • X BOLTS X BOLTS X NUTS X NUTS X WASHERS X WASHERS A aszKap np B! MOP OFB B ! SHOP ORDER CFi'CJ® BY DRAM BY /1VI PAGE 10 OF 10 WOOD —LAM P.Q. # 07 -02 -010 ISSUED FOR APPROVAL 1/18/07