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BUP2021-00086 (6) Site Address: `� tt ' GJ 0 4.{Z OSI Building Division TIGARD Deferred Submittal Transmittal Letter TO: pyyl �00A5tar DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: CAY1S'nGlv1, Mitt/on FFR2 2 2024 COMPANY: (-Z.yun Comp cum c1 U,,S CITY OF TIGARD BUILDING tIFOSIO - PHONE: C.1737\' logy - 31i3,1"el y: RE: SW Oatk. reek 11? 3 °il P -000&.o (Site Address) (Permit/Case Number) (\CO' O,_ 1-i3ar d Stjno( Item# (Project na ie or subdivision name and lot number) Valuation of Deferred Submittal: $ Owl 1 CjOB , (1 ) ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: Copies: Description; Remarks: J NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building. The deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official. Oregon Structural Specialty Code Section 106.3.4.2 FOR OFFICE USE ONLY Routed o Prm eit Technician: Date: a- a 7_ �� Initials: Fees Due: Yes ❑ No Fee Description: Amount Due: Deferred Submittal Fee: $ Additional fee based on valuation: $ 14 g 9 r I Other: &tap /1/4 .OS — IaO $ ) a o Total Fees Due: $ ) 6 0 ry . 0 Special .................. Instructions: Reprint Permit (per PE): ❑ Yes ❑ No U Done Applicant Notified: Date: �/a--t/ Initials: �'� The fee for processing atiewing deferred plan submittal shall be an amount equal to 65%of the building based on the valuation of the particular portion or portions of the project with a minimum $200.00 fee. This fee is in addition to the project plan review fee based on the total project value. I Building\Forms\TransmittalLetter-DefrdSubmtl.doc 04/04/07 �.�.. SION A PPRVE�i lECEIVE O FEB / ? 2024 CITYOFTIGARD BUILDING DIVISION aiRalffiPracP ARCHITECTURAL ALUMINUM Updated 2/6/2024 Shop Drawings for Installation of Aluminum Bolt-on Balconies REVISION OFFICE COP' la up aoai - oo o 8 6 - -a� - a9 Cogir Tigard 9244 SW Oak Street Tigard, OR 97223 Color to be Black (31 Pages Including covers) 14110 NW 3rd Ct., Vancouver, WA 98685 Phone 360-213-0958 Fax 360-213-0959 RaiIPric p ARCHITECTURAL ALUMINUM Balcony Plans (7 Pages including cover) 14110 NW 3rd Ct., Vancouver, WA 98685 Phone 360-213-0958 Fax 360-213-0959 Ali dimensions to be field verified Blocking 121" 1 by others k91/4"X 1021/r, X91/4"i 18" -`- I F *- * 18„ ---7---J _ Units: 127, 129, 131, 133, 231, 233, 235, 237, 232, 72" 230, 228A, 228B, 226, 220, 317, ' 327, 331, 333, 335, 337, 332, 330, 328A, 328B, 326, 324, 316, 1 1 4 315, 320. T 12" II II I II I iI I n l k 120" i • Ra,lPra C DATE APPROVED / DATE RP V12407 Acoya - 1/29/2024 Balcony Plan A Revised DRAWN ARCHITECTURAL ALUMINUM RR lAll dimensions to be field verified 121" 1\ / 6x6 Column � Blocking by others 1 , 109" X9 1/4") by others >q , , 11r 1"Gap *#O E- 18" -'-'; 1 — + 18" --7—) 1 Units: 200, 234, 222, 7r' 300, 324, 313, 322. 4 1 I 7 12" II II II II 11 II II 1 k 120" 1 DATE APPROVED / DATE RaiIProTMc� V 12407 Acoya - 1/29/2024 Balcony Plan B Revised DRAWN ARCHITECTURAL ALUMINUM RR All dimensions to be field verified Blocking 121" 1 by others \ c9 1/4"n 109" , I / 1 6x Column ` 11 , by others 1"Gap 18" 4-r, i i i( 18" _-] I 1 1 72" Units: 135, 239, 211, 319, 321, 323, 325, 339, 311 4" 12" I II II II II II II II k 120" i �,��"� DAiE APPROVED / DATE RP V12407 Acoya - 1 /29/2Q24 BalconyPlan C Revised °"A"'" ARCHITECTURAL ALUMINUM RR o .:: sit r �� } .ttu ae r 1n. k� a .. 1 .cY-]S / ` y.pa ..0 Aj { -in- 1 YT _.old Gt.men .y3Atft ,w.t e� 'a `.., w• � `.'n\ I Ayv I I/rll O }YF}, l`}1. .3 It • — i I S r \ .4TT '';J y i w I�^`'''• <� a 111 $ - Y`\ 1 I(.,f\t\f®: ^, � ' \it :� lj -; .... da, rl.�� Y�w,r11 J : �'")t -\V , meaarr nn y I A� - Fry .7/,l�/n� ti `1� `' w, .. • t f4� wan` �m O 1 �' �� n ` ) �' '� I a soma old? r 7'• .` 7 i11 A t` �� /-��� //" '/ _ �'� mr.nrrtn: riVfA ( 'IR w�1 �'' / \t�t� A' !/��e�LfY 4-_(q]Nb� \ .f� M �5 .mul ' 'S((}nFaj�_�I�t ''''',I s ! ' ":�® V • -'`'-'`- -:! - 'a' i ♦ r �i i�� ns va •raroer wu.a It t w/• aww. / IA i ' �f ®Y a ff(, y ^{ ~ i \1 a i Rr' 01 v rn, L'13 V 1 .. ' CC.'JI O* , . pA�.-"� fOC�IWM ♦ / � T, uIS �,/ 119 tat. +I ; - e ,t,04,4c ,,,0`, ".SYYYTTT + unNw i �, J Z i., a." a.(wm\�n 1 -' ♦�� ye p- - , — _ -`- [Stirs ' �wCf9 f ' ym7, a t ��II _ A _ ae II I 0.. i.' -i.:,:tiol_ —`.t1 - 91w' I 1� a i,s*: 1 \ u lit[ _,1, �mUe. _,,. �' .` r4 i Z %g 0 ` �( ems• tfga.a i r� .. i .p 5 z Pill - `--- Levet ','lam N /01A41/1 MICA I' .I. Navdr'c zap 5idtn,5 OMAIN LEVEL OCCUPANT LOAD&EGRESS PLAN M .3 Poktel Si Cl p'(aJ SCALE an6`.a'.0' �1- Yam® i R.11, !} \p r -M 1= nlxs J \ 1 " tJ: & cant tqiG 7 a n , mw O w n bj e ' ' . +� .. \ i d ,.R u 1$ {X. 1 \ luau. /(19. .1 F. s a u� \�p]fj r. 1\ 6 k ,Iil` Z * g i P. ,,% }\• 1 mac. z �•. .. 1,}tn�e ! .ii 1 . i I) J'Z �j'.5,'? i 0 ny� L \ ��,, \ �ir ��C \ f n� \\Y ° Y I "'1 '. V `i1`a,--. .' k-\\- - ,/11 ® O \ 1,_ ' ng1pT �!' vn. a +n"" u 1\:1 1 \ c4 .° 6` i' Yy'' ¢'C9 1PVIVl,9✓.J (:�5 Z Y q \\ ,}. \.r \ 1µ _ ! ..gy�pp{{ :$ �LY �: 5 IY.,'..!-- ,i• 0C ¢ ; 10? ; < �tu-� � --- YY.. 4 4 i 111 zZ sJ II\ O O e 51 i n ter' \ «i�wl »� J- 5 2 2 0o�cti balcony pEak? Raierdtti4elp ceding O SECOND LEVEL OCCUPANT LOAD&EGRESS PLAN Aiti eAptti c I U e t -_ �. SCALE:Ill le.T.G• 41 ' .oil 7 ��`, ,�+ ., Q ',IL, / I G , r aid A� j/ - Ft I G r- . ' • 1 � I r ^a 1 / W.0 a, f ,qt � i I _t o , � !� „ , ,�� / ..\ , -% l u ; ^ winfi` 5 '/ %r 1 yyy to . ... !a -0 9 ,>,-, , ; i /` ` • A MEE \ � ♦. » , a 4YIIMlW 1/4 .n 11y Ilia ip - . ? t > a."cr�i -' ` ® l � ® T'`• .• :- �s /r4 t. `eSy. ` ..r: u u..u. .✓vr 1Ian r • i ur .,,m i . a1\v.. /7 , "` s ' S '` y4 � / ` /Fv . + t r , s , 1\ o. ..,. wry 0 '/ Q'tN- t/� JI,/ �! 0 �'ti as ' 7E �II l '�,' — '\ �' ;�, , r ✓ II s / .®r ICIe I ,' �'1' qvd om�rve r (L ik nOkk SC C on y P(e rt'. Mil MN. //aYdi‘e �f Mt 1 Pa viz( , 3 THIRD LEVEL OCCUPANT LOAD&EGRESS PLAN SCALE:Me.1'A• RaiIPro ARCHITECTURAL ALUMINUM Balcony Elevations (4 Pages including cover) 14110 NW 3rd Ct., Vancouver, WA 98685 Phone 360-213-0958 Fax 360-213-0959 All dimensions to be verified Tie-back Plate -� Tie-back Roy i i B"Balcony Frame IN 120" J Clevis Plate DHFF APPROVED / DATE l I/Pro cRP V12407 Acoya - 1 /18/2024 Typical Balcony Elevation (Front) DRAW" ARCHITECTURAL ALUMINUM RR Ail dimensions to be field verified R I B I R I Finished Siding—•— 42" 4r 42" 0 II 94 C4o 1 1/4" 8" 1/4"Max CHI a \// 3/4" m 12" ,41 72" III III II iii u1 III m ui iii ill I aiIPro c DATE APPROVED / DATE RP V12407 Acoya - 1/29/2024 Typical BalconyElevation (Side) Rev ised DWN ARCHITECTURAL ALUMINUM EARR All dimensions to be field verified Finished Siding ,X r- — 45 3/4" 42" 40 3/4" 34.04° s ' I II 8" 1/4"Max H 12" —}41 ( 72" DATE APPROVED / DATE Rapp/ RP V12407 Acoya - HA NI /29/2024 "c Typical Balcony Elevation (Side)(PT Level) ARCHITECTURAL ALUMINUM RR ........ .. .. Rairromtop ARCHITECTURAL ALUMINUM Balcony Attachments (7 Pages including cover) 14110 NW 3rd Ct., Vancouver,WA 98685 Phone 360-213-0958 Fax 360-213-0959 Verify all material Dimensions • 5/8" Densglass ' ) 1/2" Furring ( ) 3/4"Max Lap/FC Panel Siding G — 1 1/4"GYP(Verify) 4" — 3/4"(Verify) 2 3/4" d — 1/4"Max w - xr. 3" I I 7 I Ao 2" 2 1/2" 3" iv C0r;r. ng (by to ckiirs) 111 (3) 1/4-14 Tek Screws 6 EPDM Gasket Shims /_ Target paper/waterproofing by others 1 1/' / (4) 1/2"x 6"Zinc Plated Lag Screws APPROVED/DATE Rai Cam' V12407 ®IPro Seat S.1 (Rear) Revised DATE DRAWN ARCHITECTURAL ALUMINUM 2/1/2024 RR Verify all material' I) Dimensions a 5/8" Densglass (i 1/2" Furring 1 3/4"Metal Panel Siding • - 1 1/4"GYP (Verity) 4"— 3/4"(Verify) 2 3/4" — a 1/4"Max ,.. 3„ 2 1/2" 3 / 6x Blocking �1 , A,Il,ll,. :.;;�i v `,///,u,�/! (by others) r. 11 (3) 1/4-14 Tek Screws 6" r --EPDM Gasket Shims 1 1/ Target Paper/waterproofing by others (4) 1/2"x 6"Zinc Plated Lag Screws a171P® TM APPROVED/DATE ro cP V12407 Seat S.1 a (Rear) Revised DARE DRAWN ARCHITECTURAL ALUMINUM 2/1/2024 RR Verify all material Dimensions p i ) 5/8" Densglass O 1/2"Furring O 3/4"Max Lap/FC Panel Siding 0 a — 1/4"Max L mt8� I` w 21/2' A - ---15------1— < E5f 1 7/8" c L % I i/ — 0 2 1/2" 12 Field Welding 4 ; § by others ' IA0 �os : Embed Plate (3) 1/4-14 Tek Screws by others EPDM Shims Target paper/waterproofing by others APPROVED/DATE Rai/Pro O" V12407 Seat S.2 Revised DATE DRAWN ARCHITECTURAL ALUMINUM 2/1/2024 RR Merify all material Dimensions v• a 5/8" Densglass �) 1/2"Furring A 1 3/4"Metal Panel Siding a — 1/4"Max 2 1/2" Ti 1 J [ >e 17/8" 12" Jai I 3 T/2.. Fieldby others Welding ' 4' , Embed Plate j (3) 1/4-14 Tek Screws by others EPDM Shims Target paper/waterproofing by others APPROVED/DATE iIiPrO ap V12407 Seat S.2a Revised DATE DRAW„ ARCHITECTURAL ALUMINUM 2/1/2024 RR Ierify all material Dimensions a 5/8" Densglass 1/2" Furring 3/4"Max Lap Siding A (2 1/4"X- 2" 1 1/2" %- (4) 1/2"x 6"Zinc Plated Lag Screws : . 6" y4 a 4" • 5 5/8„� " I 1 2" Blocking Forti-flash target paper by others. ;( \ (or sim)supplied by others Ref. Balcony j" engineering : r Sheet metal flashing for details — _- by others •- a r u APPROVED/DATE RaiIProci ' V12407 Tie-back Connection A DATE DRAW„ ARCHITECTURAL ALUMINUM 10/13/2023 RR Verify all material Dimensions ( ' 5/8" Densglass d�) 1/2" Furring ) 1 3/4"Metal Siding e .'1 / liq 1 , '%2„ 1 ' T (4) 1/2"x 6"Zinc I Plated Lag Screws 6" a 4" 6 3/8" !ll1P,;YlCf111fB;;C(;Ls"5; i 1 1 2" Forti-flash target paper Blocking Z (or sim)supplied by others by others. -� / Ref. Balcony engineering / For details Sheet metal flashing by others • • • , • • � APPROVED/DATE �IPro CRP V12407 Tie-back Connection B Revised DATE DRAWN ARCHITECTURAL ALUMINUM 1/29/2024 RR RaiIPrc p ARCHITECTURAL ALUMINUM Knife Plates (7 Pages including cover) 14110 NW 3rd Ct., Vancouver, WA 98685 Phone 360-213-0958 Fax 360-213-0959 Powder coated Steel Material ( 1r" 5 1/2 10" 112„ I 03/8" 3/8" )./.; 2" 3" I 5„ 5" % 55/16" i 1" X 2" X 2" X 1" 1 101/2" 3/8' 10 1/2" 1/4" _ 3/8" 1/4" - 4 1/2" 8" X 1 1/2" 11 2" 0 DATE APPROVED / DATE i/ProNU V12407 Acoya - Knife Plate S.1 Revised DRAWN/6/2024 RR ARCHITECTURAL ALUMINUM Powder coated Steel Material 11" ) - 1/2" [ 5 1/2" >e 77 ✓ .. — 3/8" 3/8" / 3" 1 / 3 1 5 5" c�5/16" 1/4" 0 t 2" �' o 2" tqL '/ZY/Mn .G 1" 2" 2" 1" 1 /// 3/8 - 101/2" o 1/4" - 3/8" 1/4" 6" 1/2" 8" X 1 1/2" O 11/2" DAIE APPROVED / DATE Rai/Pro�P V12407 Acoya - Knife Plate S.1 a Revised 0RA2./6/2024 ARCHITECTURAL ALUMINUM RR Powder coated Steel Material 21/2" 1 1 2 1N rri 3/8" I_ 3/8" .j) fit 3„ 2" I/ 2„ 3/8" S- 1" X 2" X 2" X1" i 1/4 - 3/8" 1/4" DA,2/6/2024 APPROVED / DATE RaIIPr®op V12407 Acoya - Knife Plate S.2 Revised DRAWN RR ARCHITECTURAL ALUMINUM Powder coated Steel Material 3 1/2" I 0 3/8" 0 3/8" 4" 5" 0 5/16" 4" 1/4„ 113 O , 2� , 2" ELF 3/8" I 1" X 2" 2" -- 1" 1/4" - 3/8" 1/4" - DA 2/6/2024 APPROVED / DATE ®a,/Proc RP V12407 Acoya - Knife Plate S.2a Revised DRAWN ARCH/TECTURAL ALUMINUM RR Powder coated Steel Material 1/2" 1 51/2" 1 1/2" 2 1/2" . ; 2„ 0 x i rpfy�,, 2 3/4" 9„ 4" x 6" 9, Pi 2, 0 13/16" ✓ 3/8" /j,( 5 5/8" ) / 21/2" x 0 0 1 1/2" 1 1/2" X- 2 1/2" X 1 1/2" 1 DAM APPROVED / DATE Rai1Pr®�P V12407 Acoya - Tie-back Knife Plate A DRAW"1/29/2024 ARCHITECTURAL ALUMINUM (FC & Lap Siding) RR Powder coated Steel Material 1/2 5 1/2" 11/2" �19/16" 21/2" x0 x r PP � //p'' 23/4" 9" j 4" 1 6" 0 9" FP 60 I 2 0 13/16" x 3/8" s� 6 3/8" ) 21/2" x O 4 1 1/2" 11/2" X21/2" v 11/2" ) aiiPl"O V12407 AcoyaDArE1/29/2024 APPROVED / DATE j�jp - Tie-back Knife Plate B DRgWN ARCHITECTURAL ALUMINUM (Metal Siding) RR ■ Rai roc ARCHITECTURAL ALUMINUM Balcony Decking (5 Pages including cover) 14110 NW 3rd Ct., Vancouver, WA 98685 Phone 360-213-0958 Fax 360-213-0959 1" "\til ,F '"� Stronger than Composite, Lighter than Wood. -`z g- �L. I , 3333 Easy to Install! rr t' e , w r Features & 0 Ju4 v,F: N� 'sag1.Install the alumilAST•stoner block. Specifications 4 `t' 2.Insert and fasten the pieces of olumilAST"Decking. tr Fh � c g © 3.Attach the alumiL45t"edge trim to the last piece. t MATERIAL 600ST5 series marina ode 'b. x �s aluminum(extruded for predsionl r.•„•;i a.« - LENGTHS: 12',16',20' kht WIDTH:Main boards,6"wide,seiner Enjoy the benefits of hoard I"wide © � a3 l alumiLASP Deckin WEIGHT; tlb perlineafloo Ms!l \ 9 SPAN:24"on center Have you been searching for a durable,lightweight STRENGTH:400 tbs.per square foot decking solution Ihot is also watertight?Then you are FINISH:Low maintenance powder looking for alumiL4ST Decking.It's stronger than wood, coated finish.Slip resilient more rigid than composites and its unique inielockirg cooling with ridges,Naturally Cost Effective. s em keepswater runningoff and not throw hyour UV resistant Slip Resistant Powder system 9 Coated Finish like composites we are more expensive Ikon FIRE deck,letting you use the patio underneath on rainy days. RATING;Nonflommabla -- wood.wood.Yet Ihere are a number of reasons alumilASr Decking Is worry-free.It won't rot,split, DRAINAGE: I/81h"Downward pitch per why alumitAST Decking is the most cost war lineal Fwl is recommended effective long term solution. p,bow or twist like wood.It's the missing link in g maintenance free decks. MEETS INTERNATIONAL BUILDING CODE •You never need to replace our decking •Cleans with soapy water;no power Waterproof \\\, washing,no sanding,na staining or /�.�, painting,no rotting boards p //Watertight You use,n%ssss Joists,nasince you only need 24"on center vs,16" Slip Resistant Mdd Mildew&Fade ` `1Y`Rosislanp Fasy Fo auon •Less Labor,lighter materials rode Resistant "� -� T f _ 1 rr e t WaLimrranty* Lifetime ate Water bagIntertocking aas Ell f 1 I + f • s ���' fr @fi7arranty* V �� .,•,�„ Y r, f .. o Included in Our Price �,t` , ,�� r Stn. ndardColors All Orders Receive FREES r """'d� a/umiLAST pt� m s ) Aluminum atacK/ng ;^" ■ •Starter Block•Edge Trim l n tr [pra��., •Color Matched Edgo Trim Screws >o,}ant i �.' r° ,, Its •Hidden Decking Screws + }a h' .Sryk�' &jr' y`. h , •fl,ar Rahi Gray Sicm Grey 'IMW i.w.kbMlym M rimin.f,kl.y.$r-f,0+,•l Nanmry"+!.+,,tmwd s,. Call for a FREE cod angkryirt wow endurable,6R.9f@'B 800.933.2060- 763.585.W97 tin MN) , Decks Endurable 'revC-1lS:f5 al[//7 ,LA.,.l'r�T, Atum.mm�Lrrc klny Endurable Product's afumif.A57•brand of deck building products i Durable, provides you with an outstanding variety of versatile aluminum based materials for your new deck and recreation areas. �M Imagine building a deck Air` 9 9 you never need to replace. Watertight One that won't rot,crack or peep alum r ivliA ,... . ' ,,,..,,,..„, iLAB With beautiful powder coaled Deck Frames finishes,Perfect for A ? residential and r' t . ' commercial use. .t iq irllil�. 'y- .. IaiumiLAST' 16n;. . ift alumiLAST 4 b r • l � s ' � 6 f l E`t l l ryc)irrs qq z { .411111 1� j11 �I IlNi _a t bg )� - q ,i 1 \ i t t AI .t f 1 , / � l0 ���l. Jl��l��ill y " , e, ll� / - .� , 2 11 • a� - goo' � fl a/umILAS—r +d7F YJ ". . ,, r1 nnm. a.m.n,.s.e,..\ alamiLAST• k' v .1"4 st 4 ; ,� Stair's 1. es � n, ;iti:a = it, \ 1 r t 1i i ,K'' �a,,N' ding F+rotiFi fs�S 1 y I I +nvww.t„EFe9urable ce i . L.h� tri. alumiLAST' alumILAST' �'Y p §sl rrnie7 6500 Shingle Geek Parkway - pc.tSin s �- 3` `, Bmoldjn Center,MN 56430 -3 ` '' -- . .. Call for a FREE cost analysis! 800.933.2060• 763.585.0097 lin MNI i* - �'`x5Y �i _ ._ TM.a emit 'J wav:m Von m x.r.1*17 PTP.,/W ocu.ats auwM sle xn.Yq em mt b rtp ed.pp.a.,rep I,o,,nns rt+.vi n.PA,.AY>w.s[el tPV WV X OULWIP.'IWU05 OPTION I - WATER-TIHT DECK DETAIL ALUM PLANK DETAIL - GONNEGTION DETAIL DRAWING TI TLE t CONNECTION DETAILS REVISION REV.oA OESGRJPTIQN DATE: 03/1//Oa. EN RA, BLE DRAWN Dr: KF BullPraduct�a, >< r x *j }` 4:f ' k.: 1 1 White Bronze Black BuliefifilTi Forodd it -1f. ,g tE yap , 4 `P k Y is �fj $�� irk F x ` fit .. r , --'::::: '. I i fi' 4. 40. a. 1 _ J _.. __._ • . I Lt Gray Storm Gray ( Wheat I Bronze ' Black fir,. Y - _ .., -. _ _ 1 3' s g 1 I h 13228 NE 20th St., Suite 100 Bellevue,WA 98005 Phone(425) 614-0949 Fax(425)614-0950 AV E STRUCTURAL CALCULATIONS FOR: COMPANIESmi, sTEAfirisT Steadfast - Tigard 9000 Oak Street Tigard, OR 97223 Client: RaiiprTM CP ARCHITECTURAL ALUMINUM Rail Pro -Architectural Aluminum 18862 72nd Ave S. Kent, WA 98032 By Project Engineer: Blen T.Ahmed Principal In Charge: Alex Habliston, S.E. �•<<" L INE Sjo �, ;2146 �I� � -1 II ORE S/ /, AUE JOB#: 23307 -,'qy . `25.\ Date: 2/6/2024 9£X HAB\2' 02/07/2024 V4 EXPIRES: 06/30/25 Design Criteria and Guidelines 1) ALL DESIGN SHALL CONFORM TO THE REQUIREMENTS OF THE ASCE 7-16 AND THE IBC 2018 EDITION,INCLUDING ANY AND ALL LOCAL AMENDMENTS 2) AS PER AVAILABLE STRUCTURAL NOTES,SPECIFICATIONS TAKE PRECEDENCE OVER GENERAL NOTES. 3) BUILDING PARAMETERS: Mean Roof Height'h': 47.00 ft. (Larger)Length: 370.20 ft. Width: 240.00 ft. Ground Elevation above Sea Level,Zg: 0 ft 4) DEAD LOADING SHALL BE BASED ON THE FOLLOWING: 1) 6 5) LIVE LOADING SHALL BE BASED ON THE FOLLOWING: I) 60 psf(Exterior Deck Live Load) II) 25 psf(Flat Roof Snow Load) 6) WIND LOADING ON RAILINGS SHALL BE BASED ON THE FOLLOWING: PARAMETERS Risk Category: II Standard-Occupancy Building Velocity Pressure Coefficient,K.: 0.796 Basic Windspeed'V': 97 mph Topographic Factor,Ka,: 1.41 Enclosure Classification: Enclosed Buildings Wind Directionality Factor,Kd: 0.85 Exposure Category: B Ground Elevation Factor,IC,: 1.00 WIND LOADS I) 27 psf Uplift-Deck Type 1 7) MATERIALS TO USED ARE OF THE FOLLOWING: I) ALUMINUM: 6005-T5 TUBES-Not Weld Affected ALUMINUM: 6005-T5 TUBES-Weld Affected E= 10,100,000 psi E= 10,100,000 psi Ftu= 38 ksi Fey= 35 ksi Ftuw= 24 ksi Fcyw= ksi Fty= 35 ksi Fsu= 24 ksi Ftyw= 13 ksi Fsuw= 15 ksi H) ALUMINUM: 5052-0 PLATES-Not Weld Affected ALUMINUM: 5052-0 PLATES-Weld Affected E= 10,200,000 psi E= 10,200,000 psi Ftu= 25 ksi Fey= 9.5 ksi Ftuw= 25 ksi Fcyw= 9.5 ksi Fty= 9.5 ksi Fsu= 16 ksi Ftyw= 9.5 ksi Fsuw= 16 ksi III) ALUMINUM WELD FILLER: 5356 Ftu= 35 ksi Fsu= 17 ksi IV) STAINLESS STEEL 316,Fv=33,000 PSI V) STEEL A36,Fv=36,000 PSI 8) DESIGN&DETAILING APPLIES TO THE GUARD RAIL SYSTEM,BOLT-ON,AND IT'S CONNECTION TO THE WALL ONLY.NO OPINION AS TO THE CAPACITY OF THE BUILDING WALL TO RESIST THE APPLIED LOADING IS GIVEN OR IMPLIED. IT IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD TO VERIFY THAT THE APPLIED LOADING CAN BE SAFELY SUPPORTED. U413228 NE 20th St,Suite 100,Bellevue,WA 98005 1(425)614-0949 Project: Steadfast-Tigard Pg.No: DC 1 Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Seismic Loading: Components and Cladding IBC 2018 ASCE 7-16 Chapter 13:Seismic Design Requirements for Nonstructural Components OSSC 2019 General Design Parameters: Risk Category: II Standard-Occupancy Building ha: 58 ft Vertical Seismic Loading: S,: 0.980 Sim: 0.730 Ie: 1.00 SDC: D Fp,„en: 0.146 *Wp Si: 0.430 SDI: 0.450 Site Class: D -Balcony Decks A20.Appendages and Ornamentations ap: 2.5 z: 58 ft Ip: 1.0 Rp: 2.5 h: 58 ft 520: 2.0 Fp: 0.876 *Wp Fp, : 1.168 *Wp Fp,ho,z: 0.876 *Wp Fp, : 0.219 *Wp fto*FF,hoa: 1.752 *Wp 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: C&C Seis 1 AU E Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/24 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Wind Loading: Main Wind Force Resisting System ASCE 7-16 Chapter 27-Directional Procedure for Enclosed and Partially Enclosed Buildings Building Geometry and Site Characteristics: I Design Criteria&Velocity Pressure. Mean Roof Height'h': 47 ft Basic Windspeed'V': 97 mph treigg)Length: 370.2 ft Exposure Category: B Width: 240 ft Gust Effect Factor,G: 0.85 Roof Area: 88848 ft2 Velocity Pressure Coefficient,K.: 0.80 Topographic Factor,Kn: 1.41 Building Type: Enclosed Buildings Wind Directionality Factor,Kd: 0.85 Ground Elev.above Sea Level,zB: 0 ft Ground Elevation Factor,Kg: 1.00 Velocity Pressure,q —q,: 22.99 psf \ 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 ' Project: Steadfast-Tigard A� Address: 9000 OakA Street,Tigard,OR 97223 Pg.No: Date: MWFRS 1 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Wind Direction'Y' "Length" 41 Wind Direction'X' 'Building' ,' 5- 0 3 ± • Elevation View Plan View External Pressure Coefficients,Cp or C,,: Wind Direction'X': Wind Direction'Y': Roof Angle: 0- 10 degrees Roof Angle: 0- 10 degrees L/B: 1.54 (Length/Width) L/B: 0.65 (Width/Length) h/L: 0.13 (Height/Length) h2.: 0.2 (Height/Width) Wall Pressure Coefficients,Cp Wall Pressure Coefficients,C, Cp Use w/ Cp Use w/ Windward Wall: 0.8 qz Windward Wall: 0.8 q5 Leeward Wall: -0.4 qh Leeward Wall: -0.5 qh Sidewall: -0.7 qh Sidewall: -0.7 qh Sloped Roof Pressure Coefficients,Cp Sloped Roof Pressure Coefficients,Cp Co CpZ Use w/ Cpi CpZ Use w/ Windward,0>10°: N/A N/A qh Windward,0>10°: N/A N/A qh Leeward,0>10°: N/A N/A qh Leeward,0>10°: N/A N/A qh Flat or Parallel to Ridge Roof Pressure Coeff.,Cp Flat or Parallel to Ridge Roof Pressure Coeff.,Cp Co CpZ Use w/ Co CpZ Use w/ 0 to h/2: -0.9 -0.18 qh 0 to h/2: -0.90 -0.18 qh h/2 to h: -0.9 -0.18 qh h/2 to h: -0.90 -0.18 qh h to 2h: -0.5 -0.18 qh h to 2h: -0.50 -0.18 qh >2h -0.3 -0.18 qh >2h -0.30 -0.18 qh 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: MWFRS 2 AUC Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 G Client: Rail Pro-Architectural Aluminum Job No.: 23307 Internal Pressure Coefficients,GCp, GCp;: 0.18 or -0.18 Wind Pressure on Walls.' I Terrain Exposure Parameters: I n: 7 zg: 1200 ft Wind Direction'X': Wind Direction'Y': Windward GCp: 0.68 Windward GCp: 0.68 Leeward GCp: -0.333 Leeward GCp: -0.43 Sidewall GCp: -0.60 Sidewall GCp: -0.595 Int.Pressure GCp;: 0.18 or -0.18 hit.Pressure GCp;: 0.18 or -0.18 Windward (LRFD) (ASD) Windward (LRFD) (ASD) Height(ft) Kz Px(psf) P(psf) P(psf) Height(ft) Kz Px(psf) P(psf) P(PO) 0 0.70 13.74 21.40 12.84 0.00 0.70 13.74 23.51 14.11 5 0.70 13.74 21.40 12.84 5.00 0.70 13.74 23.51 14.11 10 0.70 13.74 21.40 12.84 10.00 0.70 13.74 23.51 14.11 15 0.70 13.74 21.40 12.84 15.00 0.70 13.74 23.51 14.11 20 0.70 13.74 21.40 12.84 20.00 0.70 13.74 23.51 14.11 30 0.70 13.75 21.41 12.85 30.00 0.70 13.75 23.52 14.11 40 0.76 14.93 22.59 13.56 40.00 0.76 14.93 24.70 14.82 I 47 0.80 15.64 23.30 13.98 47.00 0.80 15.64 25.41 15.24 Px,Leeward: -7.7 psf P.,,Leeward: -9.8 psf Sidewall: -13.68 psf Sidewall: -13.68 psf Internal Px,: 4.139 psf or -4.139 psf Internal Pr: 4.1387 psf or -4.14 psf Wind Pressure on Parapets: Parapet Height above Grade: 50.50 ft Windward Pararpet Leeward Pararpet Windward GCp,,: 1.5 (LRFD) (ASD) (LRFD) (ASD) Leeward GCp,,: -1.0 P(psf) P(psf) P(psf) P(psf) Parapet,Kz: 0.813 35.20 21.12 -23.47 -14.08 qp: 23.47 psf 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: MWFRS 3 ��� Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Wind Pressure on Roofs: Wind Direction'X': Wind Direction'Y': Windward Forces Sloped Roof w/0> 10° Windward Forces Sloped Roof w/0>10° N/A or N/A N/A or N/A Pressure.P(LRFDI Pressure,P(ASD) Pressure,P(LRFD) Pressure,P(ASD) N/A psf or N/A psf N/A psf or N/A psf N/A psf or N/A psf N/A psf or N/A psf Leeward Forces Sloped Roof w/0>10° Leeward Forces Sloped Roof w/0>10° Cp:N/A Cp: N/A Pressure.P(LRFD) Pressure,P(ASD) Pressure.P(LRFD) Pressure,P(ASD) N/A psf N/A psf N/A psf N/A psf Flat Roof or Parallel to Ridge Forces: Flat Roof or Parallel to Ridge Forces: Location: cp Location: cp 0 to h/2: -0.9 or -0.18 0 to h/2: -0.90 or -0.18 h/2 to h: -0.9 or -0.18 h/2 to h: -0.90 or -0.18 h to 2h: -0.5 or -0.18 h to 2h: -0.50 or -0.18 >2h -0.3 or -0.18 >2h -0.30 or -0.18 Pressure.P(LRFD) Pressure,P(ASD) Pressure.P(LRFD) Pressure,P(ASD) 0 to h/2: -17.6 psf or -8.0 psf -10.6 psf or -4.8 psf 0 to h/2: -17.6 psf or -8.0 psf -10.6 psf or -4.8 psf h/2 to h: -17.6 psf or -8.0 psf -10.6 psf or -4.8 psf h/2 to h: -17.6 psf or -8.0 psf -10.6 psf or -4.8 psf h to 2h: -9.8 psf or -8.0 psf -5.9 psf or -4.8 psf h to 2h: -9.8 psf or -8.0 psf -5.9 psf or -4.8 psf >2h -8.0 psf or -8.0 psf -4.8 psf or -4.8 psf >2h -8.0 psf or -8.0 psf -4.8 psf or -4.8 psf 13228 NE 20th St,Suite 100,Bellevue,WA 98005 J(425)614-0949 Project: Steadfast-Tigard Pg.No: MWFRS 4 U E Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Wind Direction'X':Summary Wind Direction'Y':Summary Surface GCpi Pressure,p Surface GC , Pressure,p (LRFD) (ASD) P (LRFD) (ASD) Windward Wall 0.18 11.5 psf 6.9 psf Windward Wall 0.18 11.5 psf 6.9 psf -0.18 19.8 psf 11.9 psf -0.18 19.8 psf 11.9 psf Leeward Wall 0.18 -11.8 psf -7.1 psf Leeward Wall 0.18 -13.9 psf -8.3 psf -0.18 -3.5 psf -2.1 psf -0.18 -5.6 psf -3.4 psf Sidewall 0.18 -17.8 psf -10.7 psf Sidewall 0.18 -17.8 psf -10.7 psf -0.18 -9.5 psf -5.7 psf -0.18 -9.5 psf -5.7 psf 0.18 -21.7 psf -13.0 psf 0.18 -21.7 psf -13.0 psf Flat Roof or Parallel to -0.18 -13.5 psf -8.1 psf Flat Roof or Parallel to Ridge: -0.18 -13.5 psf -8.1 psf Ridge:0 to h/2 0.18 -12.1 psf -7.3 psf 0 to h12 0.18 -12.1 psf -7.3 psf -0.18 -3.9 psf -2.3 psf -0.18 -3.9 psf -2.3 psf 0.18 -21.7 psf -13.0 psf 0.18 -21.7 psf -13.0 psf Flat Roof or Parallel to -0.18 -13.5 psf -8.1 psf Flat Roof or Parallel to Ridge: -0.18 -13.5 psf -8.1 psf Ridge:h/2 to h 0.18 -12.1 psf -7.3 psf h/2 to h 0.18 -12.1 psf -7.3 psf -0.18 -3.9 psf -2.3 psf -0.18 -3.9 psf -2.3 psf 0.18 -13.9 psf -8.3 psf 0.18 -13.9 psf -8.3 psf Flat Roof or Parallel to -0.18 -5.6 psf -3.4 psf Flat Roof or Parallel to Ridge: -0.18 -5.6 psf -3.4 psf Ridge:h to 2h 0.18 -12.1 psf -7.3 psf h to 2h 0.18 -12.1 psf -7.3 psf -0.18 -3.9 psf -2.3 psf -0.18 -3.9 psf -2.3 psf 0.18 -12.1 psf -7.3 psf 0.18 -12.1 psf -7.3 psf Flat Roof or Parallel to -0.18 -3.9 psf -2.3 psf Flat Roof or Parallel to Ridge: -0.18 -3.9 psf -2.3 psf Ridge:>2h 0.18 -12.1 psf -7.3 psf >2h 0.18 -12.1 psf -7.3 psf i -0.18 -3.9 psf -2.3 psf -0.18 -3.9 psf -2.3 psf. 0.18 N/A psf N/A psf 0.18 N/A psf N/A psf Windward Sloped Roof -0.18 N/A psf N/A psf Windward Sloped Roof w/0 -0.18 N/A psf N/A psf w/0>10°: 0.18 N/A psf N/A psf >10°: 0.18 N/A psf N/A psf -0.18 N/A psf N/A psf -0.18 N/A psf N/A psf Leeward Sloped Roof 0.18 N/A psf NIA psf Leeward Sloped Roof w./0 0.18 N/A psf N/A psf w/0>l0°: -0.18 N/A psf N/A psf >10°: -0.18 N/A psf N/A psf Windward Parapet N/A 35.2 psf 21.1 psf Windward Parapet N/A 35.2 psf 21.1 psf Leeward Parapet N/A -23.5 psf -14.1 psf Leeward Parapet N/A -23.5 psf -14.1 psf r 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 U E Project: Steadfast-Tigard Pg.No: MWFRS 5 Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 i Wind Loading: Components & Cladding - Walls & Parapets ASCE 7-16 Chapter 30-Enclosed or Partially Enclosed Buildings: Walls and Parapets For Any Building Height Building Geometry and Site Characteristics: Design Criteria& Velocity Pressure: Height'h': 47 ft Basic Windspeed'V': 97 mph (Larger)Length: 370.2 ft Component Exposure Category: B Width: 240 ft Gust Effect Factor,G: 0.85 Roof Area: 88848 ft2 Velocity Pressure Coefficient,K.: 0.796 Topographic Factor,Kn: 1.41 Building Type: Enclosed Buildings Wind Directionality Factor,Kd: 0.85 Ground Elev.above Sea Level,zg: 0 ft Ground Elevation Factor,Ke: 1.00 Velocity Pressure,q,: 22.99 psf Building Parameters and Wall Wind Zone Designation Internal Pressure Coefficients, GC P; GCP;: 0.18 or -0.18 o " ©, O+ e o ti oillf Roof Angle: <=10 Degrees Zone 5 Extent,aµ„1i: 18.8 ft Walls:External Pressure Coefficients, GCPf: Zone Area(ft2) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 4&5(+) 0.90 0.90 0.85 0.79 0.76 0.74 0.73 0.71 0.70 0.69 0.69 0.68 0.67 0.67 0.65 0.65 0.63 4(-) -0.99 -0.99 -0.94 -0.88 -0.85 -0.83 -0.82 -0.80 -0.79 -0.78 -0.78 -0.77 -0.76 -0.76 -0.74 -0.74 -0.72 5(-) -1.26 -1.26 -1.16 -1.04 -0.98 -0.94 -0.91 -0.89 -0.86 -0.85 -0.83 -0.82 -0.80 -0.79 -0.77 -0.75 -0.72 *GCpf is Reduced by 10%due to Roof Slope Walls:External Wind Loads,P(psi)in(LRFD) Area(ft2) Zone 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 4&5(+) 24.8 24.8 23.7 22.3 21.6 21.2 20.8 20.5 20.3 20.1 19.9 19.7 19.6 19.4 19.2 19.0 18.6 4(-) -26.9 -26.9 -25.8 -24.3 -23.7 -23.2 -22.9 -22.6 -22.4 -22.1 -22.0 -21.8 -21.6 -21.5 -21.3 -21.0 -20.7 5(-) -33.1 -33.1 -30.9 -28.0 -26.7 -25.8 -25.1 -24.5 -24.0 -23.6 -23.2 -22.9 -22.6 -22.3 -21.8 -21.4 -20.7 Walls:External Wind Loads,P(psi)in(ASD) Zone Area(ft2) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 4&5(+) 14.9 14.9 14.2 13.4 13.0 12.7 12.5 12.3 12.2 12.0 11.9 11.8 11.7 11.7 11.5 11.4 11.2 4(-) -16.1 -16.1 -15.5 -14.6 -14.2 -13.9 -13.7 -13.6 -13.4 -13.3 -13.2 -13.1 -13.0 -12.9 -12.8 -12.6 -12.4 5(-) -19.9 -19.9 -18.5 -16.8 -16.0 -15.5 -15.1 -14.7 -14.4 -14.2 -13.9 -13.7 -13.6 -13.4 -13.1 -12.8 -12.4 I I Li 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 CZ Project: Steadfast-Tigard Pg.No: C&C Wall 1 Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Parapet Geometry and Design Criteria w � pa + 1c.p.t L<aud .. lad CeaeA Tor efp.rd Parapet Height above Grade: 50.50 ft h P,. PA ' Parapet Height above Roof: 3.5 ft Parapet,Kz: 0.813 a, qp: 23.47 psf ,,, Internal Pressure Present?: No A. Terrain Exposure Parameters: a: 7 zg: 1200 ft Parapets:Roof External Pressure Coefficients, GCpf(Ref Sheet"C&C Roof 1) Area(ft) Zone 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 &1'(+) 0.30 0.30 0.27 0.23 0.21 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 2&3(+) 1.00 1.00 0.95 0.88 0.85 0.82 0.81 0.79 0.78 0.77 0.76 0.75 0.75 0.74 0.73 0.72 0.70 1 (-) -1.70 -1.70 -1.58 -1.41 -1.34 -1.29 -1.25 -1.22 -1.19 -1.16 -1.14 -1.12 -1.11 -1.09 -1.06 -1.04 -1.00 l'(-) -0.90 -0.90 -0.90 -0.90 -0.90 -0.90 -0.85 -0.81 -0.78 -0.75 -0.72 -0.70 -0.68 -0.66 -0.63 -0.60 -0.55 2(-) -2.30 -2.30 -2.14 -1.93 -1.84 -1.77 -1.72 -1.68 -1.64 -1.61 -1.58 -1.56 -1.54 -1.52 -1.48 -1.45 -1.40 3(-) -2.30 -2.30 -2.14 -1.93 -1.84 -1.77 -1.72 -1.68 -1.64 -1.61 -1.58 -1.56 -1.54 -1.52 -1.48 -1.45 -1.40 Parapets:Load Case A-Windward Parapets:External Wind Loads,P(psi)in(LRFD) Zone Area(ft2) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 Ext.Side,4(+) 21.1 21.1 20.0 18.5 17.9 17.4 17.0 16.7 16.5 16.3 16.1 16.0 16.0 16.0 16.0 16.0 16.0 Roof Side,4(-) -54.0 -54.0 -50.2 -45.3 -43.1 -41.5 -40.3 -39.4 -38.5 -37.8 -37.2 -36.6 -36.1 -35.6 -34.8 -34.1 -32.9 Ext.Side,5(+) 21.1 21.1 20.0 18.5 17.9 17.4 17.0 16.7 16.5 16.3 16.1 16.0 16.0 16.0 16.0 16.0 16.0 1 Roof Side,5(-) -54.0 -54.0 -50.2 -45.3 -43.1 -41.5 -40.3 -39.4 -38.5 -37.8 -37.2 -36.6 -36.1 -35.6 -34.8 -34.1 -32.9 Parapets:Load Case B-Leeward Parapets:External Wind Loads,P(psi)in(LRFD) Lone Area(ft2) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 Ext.Side,4(-) -23.2 -23.2 -22.1 -20.6 -20.0 -19.5 -19.1 -18.8 -18.6 -18.4 -18.2 -18.0 -17.9 -17.7 -17.5 -17.3 -16.9 Roof Side,4(+) 21.1 21.1 20.0 18.5 17.9 17.4 17.0 16.7 16.5 16.3 16.1 16.0 16.0 16.0 16.0 16.0 16.0 Ext.Side,5(-) -29.6 -29.6 -27.3 -24.4 -23.0 -22.1 -21.4 -20.8 -20.3 -19.9 -19.5 -19.1 -18.8 -18.6 -18.1 -17.6 -16.9 Roof Side,5(+) 21.1 21.1 20.0 18.5 17.9 17.4 17.0 16.7 16.5 16.3 16.1 16.0 16.0 16.0 16.0 16.0 16.0 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 i. Project: Steadfast-Tigard Pg.No: C&C Wall 2 AUE Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Use Case: A Parapets:Maximum External Wind Loads,P(psi)in(LRFD) Zone Area(ftZ) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 4 75.1 75.1 70.2 63.8 61.0 58.9 57.4 56.1 55.0 54.1 53.2 52.6 52.1 51.6 50.8 50.1 48.9 5 75.1 75.1 70.2 63.8 61.0 58.9 57.4 56.1 55.0 54.1 53.2 52.6 52.1 51.6 50.8 50.1 48.9 Parapets:Maximum External Wind Loads,P(psn in(ASD) Area(ftZ) Zone 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 4 45.1 45.1 42.1 38.3 36.6 35.4 34.4 33.7 33.0 32.4 31.9 31.6 31.3 31.0 30.5 30.0 29.3 5 45.1 45.1 42.1 38.3 36.6 35.4 34.4 33.7 33.0 32.4 31.9 31.6 31.3 31.0 30.5 30.0 29.3 Use Case: B -Only use for Railings,Parapets, or Parapet Type Structures not on Roof Level Parapets:Maximum External Wind Loads,P(psi)in(LRFD) ZoneArea(ftZ) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 4 44.4 44.4 42.1 39.1 37.8 36.9 36.2 35.6 35.1 34.7 34.3 34.0 33.9 33.7 33.5 33.3 32.9 5 50.7 50.7 47.3 42.9 40.9 39.5 38.4 37.5 36.8 36.1 35.6 35.1 34.8 34.6 34.1 33.6 32.9 Parapets:Maximum External Wind Loads,P(psn in(ASD) Zone Area(ftZ) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 4 26.6 26.6 25.3 23.5 22.7 22.1 21.7 21.3 21.1 20.8 20.6 20.4 20.3 20.2 20.1 20.0 19.7 5 30.4 30.4 28.4 25.7 24.5 23.7 23.1 22.5 22.1 21.7 21.3 21.1 20.9 20.7 20.4 20.2 19.7 A13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: C&C Walla AU E Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Wind Loading: Components & Cladding - Roofs ASCE 7-16 Chapter 30-Enclosed or Partially Enclosed Buildings:Roofs For Any Building Height Building Geometry and Site Characteristics: Design Criteria&Velocity Pressure: Height'h': 47 ft Basic Windspeed'V': 97 mph (Larger)Length: 370.2 ft Component Exposure Category: B Width: 240 ft Gust Effect Factor,G: 0.85 Roof Area: 88848 ft2 Velocity Pressure Coefficient,Kz: 0.796 Topographic Factor,Kn: 1.41 Building Type: Enclosed Buildings Wind Directionality Factor,Kd: 0.85 Ground Elev.above Sea Level,zg: 0 ft Ground Elevation Factor,Ke: 1.00 Velocity Pressure,qz: 22.99 psf Building Parameters and Wind Zone Extents: Roof Loading Zone Diagram: Roof Type and Angle: Gable(Flat)Roof:0<7° 6h Roof Slope: 0 degrees s p. -1 -- Parapet Height above Roof: 3.5 ft 0 '-' Flat Roof Zone Type: Type 1 fir- - - ? -t l?fit r _ _ - "t r 4)4 Zone Extent,0.6*h: 28.2 ft : o Zone Extent,0.2*h: 9.4 ft Zone Extent,aroof: N/A ft 1 t t. 1 Q.bbF L J Internal Pressure Coefficients, GC pi i3 t_ E) PLAN GC,i: 0.18 or -0.18 Type 1:Gable(Flat)Roof:0<7° Roofs:External Pressure Coefficients, GCpf Zone Area(ft2) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 0.30 0.30 0.27 0.23 0.21 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 2&3(+) 1.00 1.00 0.95 0.88 0.85 0.82 0.81 0.79 0.78 0.77 0.76 0.75 0.75 0.74 0.73 0.72 0.70 I(-) -1.70 -1.70 -1.58 -1.41 -1.34 -1.29 -1.25 -1.22 -1.19 -1.16 -1.14 -1.12 -1.11 -1.09 -1.06 -1.04 -1.00 I'(-) -0.90 -0.90 -0.90 -0.90 -0.90 -0.90 -0.85 -0.81 -0.78 -0.75 -0.72 -0.70 -0.68 -0.66 -0.63 -0.60 -0.55 2(-) -2.30 -2.30 -2.14 -1.93 -1.84 -1.77 -1.72 -1.68 -1.64 -1.61 -1.58 -1.56 -1.54 -1.52 -1.48 -1.45 -1.40 3(-) -2.30 -2.30 -2.14 -1.93 -1.84 -1.77 -1.72 -1.68 -1.64 -1.61 -1.58 -1.56 -1.54 -1.52 -1.48 -1.45 -1.40 Roofs w/Overhangs:External Pressure Coefficients, GCpf: Zone Area(ft2) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 0.30 0.30 0.27 0.23 0.21 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 2 &3(+) 1.00 1.00 0.95 0.88 0.85 0.82 0.81 0.79 0.78 0.77 0.76 0.75 0.75 0.74 0.73 0.72 0.70 1 (-) -1.70 -1.70 -1.67 -1.63 -1.61 -1.60 -1.52 -1.45 -1.39 -1.34 -1.30 -1.26 -1.22 -1.19 -1.13 -1.08 -1.00 I'(-) -1.70 -1.70 -1.67 -1.63 -1.61 -1.60 -1.52 -1.45 -1.39 -1.34 -1.30 -1.26 -1.22 -1.19 -1.13 -1.08 -1.00 2(-) -2.30 -2.30 -2.09 -1.81 -1.68 -1.59 -1.53 -1.47 -1.42 -1.38 -1.34 -1.31 -1.28 -1.26 -1.21 -1.17 -1.10 3 (-) -2.30 -2.30 -2.09 -1.81 -1.68 -1.59 -1.53 -1.47 -1.42 -1.38 -1.34 -1.31 -1.28 -1.26 -1.21 -1.17 -1.10 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: C&C Roof 1 Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Roofs:External Wind Loads,P(psj)in(LRFD) Zone Area(ft2) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1&1'(+) 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 2&3(+) 27.1 27.1 25.9 24.3 23.6 23.1 22.7 22.4 22.1 21.8 21.6 21.5 21.3 21.1 20.9 20.6 20.2 1(-) -43.2 -43.2 -40.4 -36.6 -34.9 -33.8 -32.8 -32.1 -31.5 -30.9 -30.4 -30.0 -29.6 -29.2 -28.6 -28.1 -27.1 1'(-) -24.8 -24.8 -24.8 -24.8 -24.8 -24.8 -23.7 -22.8 -22.0 -21.4 -20.8 -20.3 -19.8 -19.3 -18.6 -17.9 -16.8 2(-) -57.0 -57.0 -53.4 -48.5 -46.4 -44.8 -43.7 -42.7 -41.9 -41.2 -40.6 -40.0 -39.5 -39.0 -38.2 -37.5 -36.3 3(-) -57.0 -57.0 -53.4 -48.5 -46.4 -44.8 -43.7 -42.7 -41.9 -41.2 -40.6 -40.0 -39.5 -39.0 -38.2 -37.5 -36.3 Roofs:External Wind Loads,P(psf)in(ASD) Zone Area(ft2) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 &1'(+) 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 2&3(+) 16.3 16.3 15.5 14.6 14.1 13.8 13.6 13.4 13.3 13.1 13.0 12.9 12.8 12.7 12.5 12.4 12.1 1 (-) -25.9 -25.9 -24.2 -22.0 -21.0 -20.3 -19.7 -19.3 -18.9 -18.5 -18.3 -18.0 -17.8 -17.5 -17.2 -16.8 -16.3 l'(-) -14.9 -14.9 -14.9 -14.9 -14.9 -14.9 -14.2 -13.7 -13.2 -12.8 -12.5 -12.2 -11.9 -11.6 -11.1 -10.7 -10.1 2(-) -34.2 -34.2 -32.0 -29.1 -27.8 -26.9 -26.2 -25.6 -25.1 -24.7 -24.3 -24.0 -23.7 -23.4 -22.9 -22.5 -21.8 3(-) -34.2 -34.2 -32.0 -29.1 -27.8 -26.9 -26.2 -25.6 -25.1 -24.7 -24.3 -24.0 -23.7 -23.4 -22.9 -22.5 -21.8 Overhangs:External Wind Loads,P(psf)in(LRFD) Zone Area(ft2) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1&1'(+) 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 2&3(+) 27.1 27.1 25.9 24.3 23.6 23.1 22.7 22.4 22.1 21.8 21.6 21.5 21.3 21.1 20.9 20.6 20.2 1 (-) -43.2 -43.2 -42.5 -41.6 -41.2 -40.9 -39.0 -37.5 -36.1 -35.0 -34.0 -33.1 -32.3 -31.5 -30.2 -29.0 -27.1 1'(-) -43.2 -43.2 -42.5 -41.6 -41.2 -40.9 -39.0 -37.5 -36.1 -35.0 -34.0 -33.1 -32.3 -31.5 -30.2 -29.0 -27.1 2(-) -57.0 -57.0 -52.1 -45.7 -42.8 -40.8 -39.2 -37.9 -36.8 -35.9 -35.1 -34.3 -33.6 -33.0 -31.9 -31.0 -29.4 3(-) -57.0 -57.0 -52.1 -45.7 -42.8 -40.8 -39.2 -37.9 -36.8 -35.9 -35.1 -34.3 -33.6 -33.0 -31.9 -31.0 -29.4 Overhangs:External Wind Loads,P(psi)in(ASD) Zone Area(ft2) 0 10 20 50 75 100 125 150 175 200 225 250 275 300 350 400 500 1 & 1'(+) 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 9.6 2&3(+) 16.3 16.3 15.5 14.6 14.1 13.8 13.6 13.4 13.3 13.1 13.0 12.9 12.8 12.7 12.5 12.4 12.1 1(-) -25.9 -25.9 -25.5 -25.0 -24.7 -24.6 -23.4 -22.5 -21.7 -21.0 -20.4 -19.8 -19.4 -18.9 -18.1 -17.4 -16.3 L'(-) -25.9 -25.9 -25.5 -25.0 -24.7 -24.6 -23.4 -22.5 -21.7 -21.0 -20.4 -19.8 -19.4 -18.9 -18.1 -17.4 -16.3 2(-) -34.2 -34.2 -31.3 -27.4 -25.7 -24.5 -23.5 -22.8 -22.1 -21.5 -21.0 -20.6 -20.2 -19.8 -19.2 -18.6 -17.7 3(-) -34.2 -34.2 -31.3 -27.4 -25.7 -24.5 -23.5 -22.8 -22.1 -21.5 -21.0 -20.6 -20.2 -19.8 -19.2 -18.6 -17.7 Wind Pressure Deck Type Location Trib Area Typical Corner Controlling 1 Both 60.00 sq ft -26.7 psf -26.7 psf -26.7 psf /J I 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: C&C Roof 2 AU 4 Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Deck Balcony Type 1 Deck Design Loads: Deck Seismic Loads: DL= 6 psf E/1.4= 538 lb(ASD) LL= 60 psf SL= 25 psf WL= -27 psf(Uplift) Deck Layout and Summary: Tie Deck at Units: Type: 1 : 127, 129, 131,133,231,233,235,237,232,230,228A,228B,226,220,317,327,331,333,335,337,332,330,328A, Angle Seats or 328B,326,324,316,315,322,320,200,234,222,300,324,313,135,239,211,319,321,323,325,339,311 first anchor occur 1.50ft A A A from Each End I 2 1 I I Fp I 6.00 ft max 1.17ft ' I 3 4 I I pAngle Seat Conn/Ledger >Tie-Back 0.00 ft 1.17 ft 10.00 ft max Internal Member Spacing: 2.00 ft max Center Seat? No Center Tieback? No Internal Member Span: Along Width Front and Back Edge Member: Dead: w= 18.00 plf Snow: w= 75.00 plf Live: w= 180.00 plf WL: w= -80.15 plf Reactions: Back Right Angle Seat Back Left Angle Seat Front Left Tieback Front Right Tieback Node 1: Node 2: Node 3: Node 4: DL: 0.090 k DL: 0.09 k DL: 0.11 k DL: 0.11 k LL: 0.900 k LL: 0.90 k LL: 1.12 k LL: 1.12 k SL: 0.375 k SL: 0.38 k SL: 0.47 k SL: 0.47 k WL: -0.401 k WL: -0.40 k WL: -0.50 k WL: -0.50 k Rmax= 1.05 k Rmax= 1.05 k Rmax= 1.30 k Rmax= 1.30 k Rmin= -0.35 k Rmin= -0.35 k Rmin= -0.43 k Rmin= -0.43 k Member Design: Front Member: Aluminum: A8.2.18 Trib: 3.00 ft A= 2.44 in2 L: 10.00 ft Lb= 2.00 ft Mallow(x-x)= 68.01 k-in(Un-Welded) OK Dead: M= 2.70 k-in IA= 0.40 ins Mallow(x-x)= 34.37 k-in(Welded) OK Live: M= 27.00 k-in IA= 4.01 ins Torsion.allow= 26.47 k-in(Welded) Snow: M= 11.25 k-in IA= 1.67 ins Ix= 17.45 in4 Wind Load: M= -12.02 k-in IA= -1.79 ins A= 0.25 in-> L/ 475 Design Load: M= 31.39 k-in 1A= 4.41 in5(DL+LL) ' 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 r I Project: Steadfast-Tigard Pg.No: Deck 1 Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Member Design(Cont.): Thwical Interior Member: Aluminum: A3.112.18 Trib: 2.00 ft A= 1.06 in2 L: 6.00 ft Lb= 6.00 ft Mallow(x-x)= 12.56 k-in(Un-Welded) OK Dead: M= 0.65 k-in IA= 0.03 ins Mallow(x-x)= 6.35 k-in(Welded) NG Live: M= 6.48 k-in IA= 0.35 ins Torsion.allow= 7.71 k-in(Welded) Snow: M= 2.70 k-in IA= 0.14 ins Ix= 1.21 in4 Wind Load: M= -2.89 k-in IA= -0.15 ins A= 0.32 in-> L/ 228 Design Load: M= 7.53 k-in IA= 0.38 in'(DL-LL) -Maximum Moment occurs where the beam is not welded so OK Edge Interior Member: Aluminum: A3.112.18 Trib: 2.25 ft A= 1.06 in2 L: 6.00 ft Lb= 6.00 ft a: 1.00 ft Mallow(x-x)= 12.56 k-in(Un-Welded) OK Dead: M= 0.73 k-in IA= 0.04 ins Mallow(x-x)= 6.35 k-in(Welded) NG Live: M= 7.29 k-in IA= 0.39 ins Torsion.allow= 7.71 k-in(Welded) Snow: M= 3.04 k-in IA= 0.16 ins Ix= 1.21 in4 Wind Load: M= -3.25 k-in IA= -0.17 ins A= 0.35 in-> U 203 Design Load: M= 8.47 k-in IA= 0.43 ins(DL*LL) -Maximum Moment occurs where the beam is not welded so OK Back Member: Aluminum: A8.2.18 Trib: 3.00 ft A= 2.44 in2 L: 7.00 ft Lb= 2.00 ft Mallow(x-x)= 68.01 k-in(Un-Welded) OK Dead: M= 1.32 k-in IA= 0.10 ins Mallow(x-x)= 34.37 k-in(Welded) OK Live: M= 13.23 k-in IA= 0.96 ins Torsion.allow= 26.47 k-in(Welded) Snow: M= 5.51 k-in IA= 0.40 ins Ix= 17.45 in4 Wind Load: M= -5.89 k-in IA= -0.43 ins A= 0.06 in-> L/ 1384 Design Load: M= 15.38 k-in IA= 1.06 in'(DL+LL) Seismic Load Resultant Loads at Deck: 3 4 1_ - 2 1) 307 lb(T/C) I 14 2 1) 269 lb(T/C) 4� 2) 307 lb(VC) 2) 269 lb(T/C) Fp 3) 269 lb(V) 1 Fp 3) N/A lb(V) 4) 269 lb(V) 4) N/A lb(V) I 1 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: Deck 2 Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 ' Client: Rail Pro-Architectural Aluminum Job No.: 23307 Floor Decking Analysis Floor Decking -1"thick "Alumilast"decking type 6005-T61 Section Profile 7.Note:Minimum effective section for design purposes i�00 - 1219 F0m 'J119] 0.119 15240 OYCO 3.00 in to J ace 0.208 in I< > 5,290 11 R0125 ROL SI w 015 II irP 02m� 0N0W t0 J4a5 i 100 ,t1 ]II 1 i /Rct] ^ I 17 R0711 0A9 i 41m R290 R0.17 N \\\\\\\ I Ran 2a09 R!] R229 OIAJ 1 I atm R0gi6 I g e- I "I Rm Rnn CG V 4P II a Rs= A a R i I I 0.95 in T }} 0050 00300 V " i2 n% ^n� N Son Na "q i L2] -' Rimein K I V �� �e aiz �ry Ram 6ry I19t a' eN qqn ary 0.74 in 'III R 96 ROOM 4R50 nan m,165 Er' 0020 R0.0Ra mimd 0F10 ,0025 R0015 0.42 m R0A1 11 43 L91 R919 10fi) R02R 0201 ISR9 R2fii PoJO 041 FULL R 100 106 91 0944 12 MO 0940 0965 Typical Thickness= 0.075 inch Section Properties area distance y A*y I dist to y Section 1 0.225 0.038 0.008 0.000 0.170 Section 2 0.060 0.475 0.029 0.003 0.592 Section 3 0.032 0.913 0.029 0.000 0.705 Effective Section Properties: Effective I= 0.047 in4 Effective Area— 0.317 in2 Effective S= 0.063 in3 r= 0.383 in Deck Analysis DL= 6 psf L= 24.0 in LL= 60 psf Tributary= 3.0 in SL= 25 psf(Flat Roof) Moment= 83.70 in-lb assumes three span condition minimum WL= 27 psf(Uplift) Actual Fb= 1,335 psi Lb/r= 62.59 OK Allow Fb= 16,139 psi Actual Fv= 21 psi OK 1"Alumilast Decking is Allow Fv= 12000 psi adequate to span 24" Deflection= 0.0055 in LI 4329 OK --• I 1 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 , ( � Project: Steadfast-Tigard Pg.No: Al-Deck I Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 AUE Client: Rail Pro-Architectural Aluminum Job No.: 23307 Railing Sleeve Design - Picket Load Summary Stiffness Ratio 200 lb @ Top of Post Cpost= EI/ 3.50 ft 20 plf @ Rail,Any Direction Crail= EI/ 6.00 ft CR= 0.583 Pf= 1 Per AMP 510 Post Layout 6.00 ft 6.00 ft Moment At Post Conn: 3.50 ft 6.00 ft Mu= 700 lb-ft(Back Corner) 6.00 ft illiiiii.B Mu= 700 lb-ft(Front Left Corner) Mu= 700 lb-ft(Front Center Left) \ 6.00 ' Mu 700 lb-ft(Front Center Right) \L Mu= 700 lb-ft(Front Right Comer) Sleeve Connection Design: Weld Size: 2 /16 Fsw= 1.50 k/in 52= 1.95 Weld Filler: 5356 Ftu= 35.00 ksi Weld E.S.of Post: 5.75 in Fsu= 17.00 ksi Lw= 11.5 in Sw= 11.0 in^2 Base Material Alloy: 6005-T5(EX) Ftuw= 24.00 ksi Mallow= 8.49 k-in OK Fsuw= 13.00 ksi Mu= 8.40 k-in 1 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 ( � Project: Steadfast-Tigard Pg.No: Railing 1 i� Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 AUE Client: Rail Pro-Architectural Aluminum Job No.: 23307 Tie-Back Connection to Structure Deck Balcony Types: 1 & - & - & - & - & - UTSS. .,..,a., w '- es•eo+»tics A O`�' TiebackTie-Rod Slope:LoadAnalysis Eaelmpit 1 Horz.: 0.63 vert(min) 1.50 vent(max) m -#2-1/2 Clevis EA End w13/4"Dia Pin Tie Back HeightIhillkII I I �..�� P= 2.451 k(Ten.)or -0.81 k(Comp.) 3.50 ft MiluounitI I■IUI■I■MONIME•IIUI■ Vert: 1.30 k(Ten)or -0.43 k(Comp.) DL: 0.112 k LL: 1.117 k SL: 0.466 k web Horiz: 2.08 k ui t,minilliNI DL: 0.179 k LL: 1.788 k N.M.+use 11 SL: 0.745 k Tie Back Depth WL: -0.796 k 4 Tieback Plate Properties: Anchor Forces: IP= m 36.00 ^2 DL+LL pL-SL DL+0.75LL+0.75SL 1 VVC1(direct)= 1.23 k 0.58 k 1.30 k 6 in THore(direct)= 1.97 k 0.92 k 2.08 k THoa(in-direct)= 1.23 k 0.58 k 1.30 k Za= 1.15 k 0.54k 1.21 k • a= 74.48 deg 74.48 deg 74.48 deg 4.50 in max 1 1.5 in Fastener Count: Tieback Plate Bending: #Anchors in Tension: 2 PVert= 1.30 k #Anchors in Shear: 4 e= 6.00 in Zx= 1.50 in3 Tie-Back Connection to Structure: Plate: 3/8 "x 4 in Sx= 1.00 in3 Try: 1/2"Dia.x 0'-4"Long into(1)4x10 Fy= 36.00 ksi Mallow= 31.52 k-in OK Embedment= 3 1/8 in Mu= 7.79 k-in Thread= 2 1/8 in Tieback Plate Weld: Z allow= 0.564 k(w/o Snow) Weld: 3 /16 Fillet Weld Wp allow= 1.287 k(w/o Snow) Fw= 3.34 k/in Allow Sw= 5.33 in2 Z'cc allow= 1.179 k(w/o Snow) OK Mallow= 17.82 k-in OK Z'a allow= 1.36 k(w/Snow) OK Mu= 7.79 k-in 13228 NE 20th St,Suite 100,Bellevue,WA 98005 1(425)614-0949 Project: Steadfast-Tigard Pg.No: Tie-Rod Conn 1 Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 AU Client: Rail Pro-Architectural Aluminum Job No.: 23307 Lag Screw Lateral and Withdrawal Capacity - Perpendicular to Grain Loading -Fastener Size&Properties -Main Member Properties Try: pia.x 0'-4" Long Member Material: Wood Dia.: 0.5 in Wood Species: Douglas-Fir Larch Root Dia.: 0.371 in Specific Gravity,G: 0.5 Length: 4 in Wood Type: Lumber Eff Thread: 2.188 in Lumber: (I) 4x10 Screw in Main Member: 3.125 in Member Width: 3.5 in Screw Past Main Member: 0.00 in Member Depth: 9.25 in Eff.Thread Past Main Member: 0.00 in Connection Type: Long Side Connec Eff.Thread in Blkg: 0.00 in Fastener Main Member Depth: 3.5 in Eff.Thread in Side Member: 0.00 in Thread in Main Member: 2.13 in -Side Member Properties Location of Fastener: Side Grain Member Material: Steel Wood Species: - -Load Adjustment Factors Specific Gravity,G: - CD: 1.60 (2015 NDS Table 2.3.2) Member Thickness: 0.375 in Withdrawal CM: 1.00 (2015 NDS Table 11.3.3) Shear CM: 1.00 (2015 NDS Table 11.3.3) Additional Blocking btwn Main and Side Members C,: 1.00 (2015 NDS Table 11.3.4) Blocking Thickness: 0.5 in Shear Ceg: 1.00 (2015 NDS Sett 12.5.2) Withdrawal Cog: 1.00 (2015 NOS Sect 12.5.2) -Withdrawal Capacity of Lag Screw Shear Cg: 1.00 (2015 NDS seer 113.6) W: 378 lb/in (2015 NDS Sect 12.2.2) Shear Co: 1.00 (20r5 NOS Sect 123.1) W: 1287 lb Group Action Factor, Cg: (2015 NDS Section 11.3.6) #of Fasteners in a Row,n: 2 Gross Cross-Sect.Area of Main Member,Am: 32.38 in2 Center to Center Spacing of Rows,s: 6 in Modulus of Elasticy of Main Member,Em: 1600 ksi Load/slip modulus,y: 95 k/in Gross Cross-Sect.Area of Side Member,A,: 3 in2 u: 1.01 Modulus of Elasticy of Side Member,E,: 29000 ksi m: 0.88 REA: 0.595 Cg: 1.00I Geometry Factor, Ca: (2015 NDS Section 11.3.6) End Distance Requirements: Spacing Requirements: Loading at Angle to Fastener: Load Direction: Perp.To Grain Load Direction: Perp.To Grain Load at Angle: No End Distance: 2 in Spacing: 2.0 in Min.Shear Area: 7 in` End Dist.,CA=0.5: 1 in Spacing CA,min: 1.5 in Shear Area CA=0.5: 3.5 in` End Dist.CA=1.0: 2 in Spacing CA=1.0: 2.0 in Shear Area CA=1.0: 7 in- CA: 1.00 CA: 1.00 CA: 1.00 I Design CA: 1.00 -Lateral Capacity of Lag Screw Single Shear: Double Shear: Om, 90 degrees Fyb: 45 ksi Re: 0.04 Im: 765 lb Im: 765 lb 0,, 0 degrees Fe,4 : 5.60 ksi R,: 7.50 Is: 2421 lb Is: 4842 lb K0, 1.25 Fem1: 3.67 ksi kl : 0.16 II: 432 lb II: N/A RD,tm,ts: 5.00 Fee,: 3.67 ksi k2 : 0.49 IIIm: 436 lb IIIm: N/A RD,ti: 4.5 Fedi : 87.00 ksi k3 : 7.11 IIIs: 444 lb IIIs: 888.2 lb RD,mm,ms.ty: 4 Fe,i: 87.00 ksi IV: 353 lb IV: 707 lb II.: 2.81 in FC4: 87.00 ksi I Z': 564 lb Z': 1129 lb 1,: 0.375 in e413228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 r Project: Steadfast-Tigard Pg.No: Tie-Rod Conn 2 AU Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Tie-Rod Design Rod \ Tie Rod Loads: Deck Types: 1 & - & - & - & Pipe 3.00 ft Max Vert Dim: 9.00 ft Rod Length: Min Vert Dim: 3.75 ft Max' 10.83 ft Horiz Dim: 6.00 ft Min= 7.00 ft 4.83 ft Axial Load: Rod -Stiffener Length if Cmax= 812 lb Req'd Tmax= 2,451 lb 3.00 ft Max Tie-Rod Analysis:(Assumes first 12"of rod on each end is threaded) Rod Dia: 3/4 Fy= 30 ksi Brace Load: c At= 0.33 in2 Allowable Compressive Load: 0 Pu= 850 lb OK — Ac= 0.44 in2 P= 6,634 lb c° -a r= 0.187 in Allowable Tension Load: Stiffener: Yes ci Lc= 12 in P= 6,000 lb OK Spacing: 24 in O.C.Max Fe= 69.84 ksi Allowable Bending Moment: -Min(3)Points of Contact H Fcr= 25.06 ksi M= 747 lb-in At= 0.44 in2 Allowable Compressive Load: Stability Load at Joint: aIi Ac= 0.44 in2 P= 138 lb Ru= 8.5 lb r= 0.188 in Allowable Tension Load: ti Le= 130 in P= 7,936 lb OK Stiffener: ' Fe= 0.60 ksi Allowable Bending Moment: Mu= 123 lb-in Fcr= 0.52 ksi M= 1,190 lb-in At= 0.44 in2 Allowable Compressive Load: Rod: .o Ac= 0.44 in2 P= 3,868 lb Mu= 370 lb-in g r= 0.188 in Allowable Tension Load: rn Lc= 24 in P= 7,936 lb Fe= 17.47 ksi Allowable Bending Moment: Fcr= 14.62 ksi M= 1,190 lb-in Tie-Rod Check: Un-Stiffened: Unity Analysis: Pu/Pallow Mu/Mallow Rod: 5.88 + 0.00 = 5.88 NG -Add Stiffener Stiffened: Stiffener: 3/4"SCH 40 Aluminum Pipe M allow= 1,190 lb-in Alloy: 6063-T6(EX,PI) Unity Analysis: Pu/Pallow Mu/Mallow Pipe: 0.00 + 0.10 = 0.10 OK Rod: 0.22 + 0.31 = 0.53 OK ei_.... 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 1 , Project: Steadfast-Tigard Pg.No: Tie Rod 1 �� Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Weld of Angle to Knife or Back Plate: Back Seats Deck Balcony Type 1 v DL= 0 lb id rn LL= 0 lb o SL= 0 lb 1w WL= 0 lb e m DL= 90 lb LL= 900 lb etSL= 375 lb n WL= -401 lb U 0 lb Front Seats: 0 lb x 1046 lb Back Seats: -347 lb Front Seats: VI,max= 0 lb b T1,max= 0 lb a V2,max= 0 lb 1 T2,max= 0 lb 7 Back Seats: 5 V1,max= 269 lb 'a T1,max= 307 lb V 2,max= 0 lb T2,max= 269 lb ( 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 (% Project: Steadfast-Tigard Pg.No: Seat Conn 1 ��� Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Knife Plate(Maximum Eccentricity) 1 Plate Type 1) 3/8 " x 4 " Plate Type 2) 3/8 " x 5 Plate Type 3) 1/2 " x 4 " Sx= L00 in"3 Sx= 1.56 in^3 Sx= 1.33 in^3 Zx= 1.50 in"3 Zx= 2.34 in^3 Zx= 2.00 in"3 Sy= 0.09 in"3 Sy= 0.12 in^3 Sy= 0.17 in"3 Z y= 0.14m^3 Zy— 0.18m3 Zy— 0.25m^3 Mx allow= 31411 lb-in Mx allow= 48550 lb-in Mx allow= 42672 lb-in My allow= 3031 lb-in My allow= 3789 lb-in My allow= 5389 lb-in Deck Type Plate Type e(in) Mx,max My,max Mx/Mx,allow My/My,allow Unity Deck Balcony Type 1 6.5 6435 1749 0.205 0.577 0.782 OK Note:All loads in table are in units of lb-in Weld Knife to Back Plate Weld Type 1) 3 /16"Fillet Weld Weld Type 2) 3 /16"Fillet Weld Weld Type 3) 4/16"Fillet Weld 1w= 3 in E.S. lw= 4 in E.S. lw= 3 in E.S. Sx= 3.000 in^2 Sx= 5.333 in^2 Sx= 3.000 in"2 Sy= 1.500 in^2 Sy= 2.000 in^2 Sy= 2.000 in^2 Vx allow= 16,703 lb Vx allow= 22,271 lb Vx allow= 22,271 lb Mx allow= 8,351 lb-in Mx allow= 14,847 lb-in Mx allow= 11,135 lb-in Vy allow= 16,703 lb Vy allow= 22,271 lb Vy allow= 22,271 lb My allow= 4,176 lb-in My allow= 5,568 lb-in My allow= 7,424 lb-in Deck Type Weld Type e(in) Vx,max Mx,max Vx,max My,max Unity Deck Balcony Type I 3 6.5 990 6435 269 1749 0.870 OK Note:All loads in table are in units of lb-in and lb ( IariD 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: Seat Conn 2 Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Deck Connection at Wood Structure Deck Type: Deck Balcony Type 1 DL+LL DL+3/4LL+3,4SL Lag Screwup Mx= 6.44 k-in Mx= 6.80 k-in Gro O MY n Ix= 25.00 in^2 Vx= 0.99 k Vx= 1.05 k ----- Iy= 64.00 in^2 Mx Vy _ Ip= 89.00 in^2 My= 0.00 k-in My= 0.00 k-in 5 in r===> Vy= 0.00 k Vy= 0.00 k j 0 O DL+SL 0 6*DL WL #Screws in Shear: 4 Mx= 3.02 k-in Mx= 2.25 k-in #Bolts in Shear: 0 Vx= 0.47 k Vx= 0.35 k 1.5 in Typ Total Fasteners= 4 8 in My= 0.00 k-in My= 0.00 k-in 4 0 Vy= 0.00 k Vy= 0.00 k 1.5 in Typ I Vx DL+LL+E/1.4 DL+3/4LL+3/4SL+0.75E/1.4 Anchor Reactions: Mx= 6.44 k-in Mx= 6.80 k-in 3 Vx= 0.25 k _ Vx= 0.99 k Vx= 1.05 k n Vy= 0.00 k 0 90.0 deg(V Only) o T= 0.64 k a= 69.0 deg(V and T) My= 1.75 k-in My= 1.31 k-in 3 Pa= 0.69 k Vy= 0.27 k Vy= 0.20 k 3 Vx= 0.26 k 0= 90.0 deg(V Only) T= 0.31 k T= 0.23 k °a Vy= 0.00 k or or `"3 T= 0.68 k a= 69.0 deg(V and T) My= 0.00 k-in My= 0.00 k-in Pa= 0.73 k Vy= 0.00 k Vy= 0.00 k Vx= 0.09 k T= 0.27 k T= 0.20 k -ci0= 90.0 deg(V Only) 3 Vy= 0.00 k 3 T= 0.23 k a= 69.0 deg(V and T) Pa= 0.24 k Vx= 0.26 k Lag Screw in 4x Member Vy= 0.07 k 0= 75.6 deg(V Only) y 1/2"Dia.x 0'-4"Long into(1)4x10 al D'1 T= 0.83 k a= 72.0 deg(V and T) Embedment= 3 1/2 in _ Pa= 0.87 k Thread= 2 1/8 in Z allow= 0.862 k(6=0)(w/o Snow) Z allow= 0.564 k(8=90)(w/o Snow) Wp allow= 1.287 k(w/o Snow) Combined Withdrawal and Shear: Z'a allow= 1.104 k(w/o Snow) Z'a allow= 1.270 k(w/Snow) Z'a allow= 1.767 k(w/Wind) Z'a allow= 1.841 k(w/Seismic) Pa= 0.69 k(who Snow) 0.62 OK Pa= 0.73 k(w/Snow) 0.57 OK Pa= 0.24 k(w/wind) :� 0.14 OK Pa= 0.87 k(w/Sriomc) 0.47 OK 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: Seat Conn 3 OID Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Sob No.: 23307 Deck Type: Deck Balcony Type 1 Angle Leg Bending Plate: 3/8 " x 6 " Sx= 2.25 in^3 Sy= 0.14 in^3 Zx= 3.38 in^3 Zy= 0.21 in^3 Mx allow= 71965 lb-in My allow= 4547 lb-in e= 2.50 in Mx= 0 lb-in Mx/Mx allow= 0.00 My= 2616 lb-in My/My allow= 0.58 Unity= 0.58 OK Closure Plate Bending Uplift= 347 lb [1;= .114 Shear= 269 lb(Seismic-Parallel to Builidng) e Tension= 307 lb(Seismic-Away from Builidng) Plate: 1/4 " x 2 " x 6 " Sx= 1.50 in^3 Sy= 0.06 in^3 e= 1.0625 in Zx= 2.25 in^3 Zy= 0.09 in^3 Mx= 286 lb-in OK Mx allow= 48028 lb-in My allow= 2021 lb-in My= 327 lb-in OK Closure Plate Weld Weld Size= 3/16 in e= 1.0625 in lw= 12.00 in Mmax= 326.7 lb-in Mu/Mallow= 0.05 OK Sx= 2.25 in2 Vmax= 307.5 lb Vu/Vallow= 0.01 OK Mallow= 6265 lb-in OR Unity= 0.06 OK Vallow= 33411 lb Vmax= 346.7 lb Vu/Vallow= 0.01 OK Loading on Shear Screws Screw: 1/4 "TEK Screw Alternate Connection _ #of Screws: 3 Bolt: LHBM08#1 5/16 x 2" Vallow= 917 lb 349 lb (Screw Strength) Tallow= 2045 lb Vallow= 458 lb (Bearing Capacity) 226 lb (Capacity Due to 5/8"Max EPDM) Vu= 307 lb Tu= 347 1b Vallow= 678 lb Unity= 0.50 OK Uplift Force 347 lb In-Plane Shear= 269 lb Vu/Vallow= 0.51 OK Vu/Vallow= 0.40 OK Max Clamp= 0.875 in Min Clamp= 0.250 in Clamp= 0.625 in OK 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: Seat Conn 4 U Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Lag Screw Lateral and Withdrawal Capacity- Parallel to Grain Loading -Fastener Size&Properties I I -Main Member Properties Try: 1/2"Dia.x 0'-4"Long Member Material: Wood Dia.: 0.5 in Wood Species: Douglas-Fir Larch Root Dia.: 0.371 in Specific Gravity,G: 0.5 Length: 4 in Wood Type: Lumber Eff.Thread: 2.188 in Lumber: (1) 4x10 Screw in Main Member: 3.625 in Member Width: 3.5 in Screw Past Main Member: 0.13 in Member Depth: 9.25 in Eff.Thread Past Main Member: 0.00 in Connection Type: Long Side Connection Eff.Thread in Blkg: 0.00 in Fastener Main Member Depth: 3.5 in Eff.Thread in Side Member: 0.00 in Thread in Main Member: 2.13 in -Side Member Properties Location of Fastener: Side Grain Member Material: Steel Wood Species: - -Load Adjustment Factors Specific Gravity,G: - C„: 1.60(2015 NDS Table 2.3.2) Member Thickness: 0.375 in Withdrawal Cm: 1.00(2015 NDS Table 11.3.3) Shear Cm: 1.00(2015 NDS Table 11.3.3) Additional Blocking btwn Main and Side Members C,: 1.00(2015 NDS Table II 3.4) Blocking Thickness: 0 in Shear Cos: 1.00 ors NDS Sea.12.5.2) Withdrawal Ceg: 1.00 (2015 NDS Sect 12 5.2) -Withdrawal Capacity of Lag Screw Shear Cs: 1.00Rorsrmssen.tt.36) W: 378 lb/in (2015 NDS Seer 12.22) Shear Co: 1.00(2o15 NDS Sect 1251) W: 1287 lb Group Action Factor, Cg: (2015 NDS Section 11.3.6) #of Fasteners in a Row,n: 2 Gross Cross-Sect.Area of Main Member,Am: 32.38 in2 Center to Center Spacing of Rows,s: 9 in Modulus of Elasticy of Main Member,Em: 1600 ksi Load/slip modulus,y: 95 k/in Gross Cross-Sect.Area of Side Member,As: 3 in2 u: 1.01 Modulus of Elasticy of Side Member,Es: 29000 ksi m: 0.85 REA: 0.595 Cg: 1.00 Geometry Factor, Ca: 1(2015 NDS Section 11.3.6) End Distance Requirements: Spacing Requirements: Loading at Angle to Fastener: Load Direction: Parallel to Grain:Tens. Load Direction: Parallel to Grain Load at Angle: No End Distance: 3.5 in Spacing: 2.0 in Min.Shear Area: 12.25 in` End Dist.,Co=0.5: 1.75 in Spacing Co,min: 1.5 in Shear Area CA=0.5: 6.125 in` End Dist.Co=1.0: 3.5 in Spacing Co=1.0: 2.0 in Shear Area CA=1.0: 12.25 in` Co: 1.00 Co: 1.00 CA: 1.00 Design Cs: 1.00 -Lateral Capacity of Lag Screw Single Shear: Double Shear: Om 0 degrees Fyb: 45 ksi Re: 0.06 Im: 1721 lb Im: 1721 lb O . 0 degrees F.sii : 5.60 ksi R,: 8.83 Is: 3026 lb Is: 6052 lb I0, 1.00 Fem L: 3.67 ksi kl : 0.25 II: 849 lb II: N/A RD,im,ts: 4.00 Fem: 5.60 ksi k2 : 0.48 IIIm: 921 lb IIIm: N/A RD,11: 3.6 Fm11 : 87.00 ksi k3 : 5.63 IIIs: 663 lb IIIs: 1327 lb Ro,wa,,ws,rv: 3.2 Fens: 87.00 ksi IV: 540 lb IV: 1081 lb 1m: 3.31 in F.: 87.00 ksi I Z': 862 lb Z': 1724 lb Is: 0.375 in AClie13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 rProject: Steadfast-Tigard Pg.No: Seat Attach 1 u Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 -�- nt: Rail Pro-Architectural Aluminum Job No.: 23307 Lag Screw Lateral and Withdrawal Capacity - Perpendicular to Grain Loading -Fastener Size&Properties -Main Member Properties Try: 1/2"Dia.x 0'-4"Long Member Material: Wood Dia.: 0.5 in Wood Species: Douglas-Fir Larch Root Dia.: 0.371 in Specific Gravity,G: 0.5 Length: 4 in Wood Type: Lumber Eff Thread: 2.188 in Lumber: (1) 4x10 Screw in Main Member: 3.625 in Member Width: 3.5 in Screw Past Main Member: 0.13 in Member Depth: 9.25 in Eff.Thread Past Main Member: 0.00 in Connection Type: Long Side Connection Eff.Thread in Blkg: 0.00 in Fastener Main Member Depth: 3.5 in Eff.Thread in Side Member: 0.00 in Thread in Main Member: 2.13 in -Side Member Properties Location of Fastener: Side Grain Member Material: Steel Wood Species: - -Load Adjustment Factors Specific Gravity,G: - CD: 1.60 (2015 NDS Table2.3.2) Member Thickness: 0.375 in Withdrawal CM: 1.00 (2015 NDS Table 11.3 3) Shear CN: 1.00 (2015 NDS Table 11.3 3) Additional Blocking biwn Main and Side Members Ci: 1.00 (2015 NDS Table 11.3 4) Blocking Thickness: 0 in Shear Cog: 1.00 (2015 NOS Sec[12.5.2) Withdrawal Cog: 1.00 (2015 NDS Sect 121 2) -Withdrawal Capacity of Lag Screw Shear Cg: 1.00 (2015 NDS Sec,.11.3.6) W: 378 lb/in (2015 NDS Sect.12.2.2) Shear Co: 1.00 (2015 NDS Sect 12.5.1) W: 1287 lb Group Action Factor, Cg: (2015 NDS Section 11.3.6) #of Fasteners in a Row,n: 2 Gross Cross-Sect.Area of Main Member,Am: 32.38 in2 Center to Center Spacing of Rows,s: 9 in Modulus of Elasticy of Main Member,Em: 1600 ksi Load/slip modulus,y: 95 k/in Gross Cross-Sect.Area of Side Member,As: 3 in2 u: 1.01 Modulus of Elasticy of Side Member,Es: 29000 ksi m: 0.85 REA: 0.595 Cg: 1.00 Geometry Factor, Ca: 1(2015 NDS Section 11.3.6) End Distance Requirements: Spacing Requirements: Loading at Angle to Fastener: Load Direction: Perp.To Grain Load Direction: Perp.To Grain Load at Angle: No End Distance: 2 in Spacing: 2.0 in Min.Shear Area: 7 in` End Dist.,CA=0.5: 1 in Spacing CA,min: 1.5 in Shear Area Co=0.5: 3.5 in` End Dist.CA=1.0: 2 in Spacing Co= 1.0: 2.0 in Shear Area Co= 1.0: 7 in` CA: 1.00 Co: 1.00 CA: 1.00 Design Cs: 1.00 -Lateral Capacity of Lag Screw Single Shear: Double Shear: Om_ 90 degrees Fyb: 45 ksi Re: 0.04 Im: 901 lb Im: 901 lb es 0 degrees Fom11 : 5.60 ksi R,: 8.83 Is: 2421 lb Is: 4842 lb K . 1.25 Femi: 3.67 ksi kl : 0.18 II: 479 lb [I: N/A RD,im,Is: 5.00 Fem: 3.67 ksi k2: 0.48 IIIm: 499 lb IIIm: N/A Rot{ 4.5 Fesdi : 87.00 ksi k3 : 7.11 [IIs: 444 lb IIIs: 888.2 lb Rn,u[m,ins,ty: 4 Few: 87.00 ksi IV: 353 lb IV: 707 lb lm: 3.31 in F,,: 87.00 ksi Z': 564 lb Z': 1127 lb 1,: 0.375 in 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: Seat Attach 2 Au Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Tie-Rod Pipe Stiffener Lv= 4.83 ft Stiffener Design (Simple Span) -Conservatively set to L L= 4.83 ft v V { V V V Lbx= 4.83 ft a B f5 Lby= 4.83 ft rr75� Closed Shane: Un-Welded Welded Profile: 3/4"SCH 40 Ftu= 30 ksi Fsu= 19 ksi Ftu= 17 ksi Fsu= 11 ksi Fty= 25 ksi Fsy= 15 ksi Fty= 8 ksi Fsy= 5 ksi Alloy: 6063-T6(EX,PI) Fcy= 25 ksi Fcy= 8 ksi E= 10100 ksi Profile Variables: _ A= 0.31 in^2 cx+= 0.53 in S= 0.07 in^3 • C= 0.00 in^3 Outer Dia= 1.05 in cx-= 0.53 in I= 0.04 in^4 J= 0.07 in^4 Inner Dia= 0.82 in cy+= 0.53 in r= 0.34 in t= 0.11 in cy-= 0.53 in Allowable Loads:(See Following Sheets for Analysis) Bending: Un-Welded= 1.19 k-in Welded= 0.38 k-in Shear: Un-Welded= 1.42 k Welded= 0.45 k Torsion: Un-Welded= 1.21 k-in Welded= 0.39 k-in 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: Stiffener 1 101Z Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Bending: Analysis: Section Yielding/Rupture Cl yielding= 1.65 12 rupture= 1.95 Compressive Yielding: Fb= 29.25 ksi(Un-welded) Fb= 9.36 ksi(Welded) Tensile Yielding: Fb= 29.25 ksi(Un-welded) Fb= 9.36 ksi(Welded) Tensile Rupture: Fb= 37.20 ksi(Un-welded) Fb= 21.08 ksi(Welded) Mallow: Fb= 29.25 ksi(Un-welded) Mn/S2= 1.19 k-in(Un-Welded) Fb= 9.36 ksi(Welded) Mn/l= 0.38 k-in(Welded) -Rupture Falure Proportioned to Yielding FS Local Buckling Slenderness(Rb/t)= 4.15 Cl yielding= 1.65 S 1 = 69.96 (Un-welded) Si = 187.02 (Welded) S2=unknown (Un-welded) -S2 must be determined by Trial S2=unknown (Welded) and Error but not less than SI Mallow: Fb= 40.00 ksi(Un-welded) Mn/S2= 1.63 k-in(Un-Welded) Fb= 13.84 ksi(Welded) Mn/52= 0.56 k-in(Welded) Shear Analysis: (X-X) = 23.53 Cl yielding= 1.65 SI = 72.15 (Un-welded) S1= 104.64 (Welded) S2= 75.65 (Un-welded) S2= 177.15 (Welded) Vallow: Fs= 15.00 ksi(Un-welded) Vn/S2= 1.42 k(Un-Welded) Fs= 4.80 ksi(Welded) VMS/= 0.45 k(Welded) Torsion Analysis: 2t= 23.53 El yielding= 1.65 SI = 38.73 (Un-welded) S1 = 56.73 (Welded) S2= 75.65 (Un-welded) S2= 177.15 (Welded) Tallow Fs= 15.00 ksi(Un-welded) Tn/52= 1.21 k-in(Un-Welded) Fs= 4.80 ksi(Welded) Tn/52= 0.39 k-in(Welded) i 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 hi Project: Steadfast-Tigard Pg.No: Stiffener 2 AU Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Aluminumn Tube Design Capacity co P, Beam Design (Simple Span) IF y y + y +jr1, + L=N/A ft a n Lbx= 6.00 ft a b Lby= 2.00 ft Ill 161 II 0'1 Closed Shape: Un-Welded Welded Profile: A3.112.18 Ftu= 38 ksi Fsu= 24 ksi Ftu= 24 ksi Fsu= 15 ksi Fty- 35 ksi Fsy= 21 ksi Fty= 13 ksi Fsy= 8 ksi Alloy: 6005-T5(EX) Fcy- 35 ksi Fcy- 13 ksi E= 10100 ksi Profile Variables: A= 1.06 in2 fillet= 0.00 in Sx= 0.81 in3 Sy= 0.53 in3 b f= 1.50 in d= 3.00 in Ix= 1.21 in4 [y= 0.40 in4 tf= 0.13 in tw= 0.13 in rx= 1.07 in ry= 0.61 in Web b/t= 22.00 cx+= 0.75 in cy+= 1.50 in C= 0.99 in3 Flange b/t= 11.00 cx-= 0.75 in cy-= 1.50 in J= 0.92 in4 mx bending= 0.65 my bending-- 0.65 Allowable Loads:(See Following Sheets for Analysis) Bending: X-X Un-Welded= 12.56 k-in Y-Y Un-Welded= 8.23 k-in Welded= 6.35 k-in Welded= 4.16 k-in Shear: X-X Un-Welded= 9.55 k Y-Y Un-Welded= 4.77 k Welded= 3.55 k Welded= 1.77 k Torsion: Un-Welded= 20.75 k-in Welded= 7.71 k-in -Note:Beams Shapes are only evaluated for capacity with give unbraced length. Analysis to evaluate acceptability of beam is done in the deck analysis 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: AT 1 ■■ Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 ` V Client: Rail Pro-Architectural Aluminum Job No.: 23307 Bendinu: Analysis:(X-X) Lateral-Torsional Buckling S2= 1.65 Cb= 1.00 S2= 1684.75 (Un-welded) Slenderness Ratio= 13.87 S2= 8071.83 (Welded) Mallow(LTB): Fb= 37.90 ksi(Un-welded) Mn/12= 18.51 k-in(Un-Welded) Fb= 14.08 ksi(Welded) Mn/S2= 6.88 k-in(Welded) Flange Check S2 typ= 1.65 Si= 20.81 (Un-welded) SI= 29.36 (Welded) f rupture= 1.95 S2= 32.77 (Un-welded) S2= 62.16 (Welded) Fb= 25.72 ksi(Un-welded) Fb= 35.00 ksi(Un-welded) Fb= 13.00 ksi(Welded) Fb= 13.00 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/52= 12.56 k-in(Un-Welded) Mn/52= 17.09 k-in(Un-Welded) Mn/f2= 6.35 k-in(Welded) Mn/S2= 6.35 k-in(Welded) Web Check S2= 1.65 SI = 49.28 (Un-welded) Sl = 66.93 (Welded) S2 rupture= 1.95 S2= 77.22 (Un-welded) S2= 132.79 (Welded) Fb= 36.53 ksi(Un-welded) Fb= 45.50 ksi(Un-welded) Fb= 16.90 ksi(Welded) Fb= 16.90 ksi(Welded) Mallow(Tension): Mallow(Come.): Mn/f2= 17.84 k-in(Un-Welded) Mn/l= 22.22 k-in(Un-Welded) Mn/f2= 8.25 k-in(Welded) Mn/l= 8.25 k-in(Welded) Analysis:(Y-Y) Lateral-Torsional Buckling S2= 1.65 Cb= 1.00 S2= 1684.75 (Un-welded) Slenderness Ratio= 24.05 S2= 8071.83 (Welded) Mallow(LTB): Fb= 37.44 ksi(Un-welded) Mn/S2= 11.98 k-in(Un-Welded) Fb= 13.96 ksi(Welded) Mn/4= 4.47 k-in(Welded) Web Check 52 typ= 1.65 SI= 20.81 (Un-welded) S1= 29.36 (Welded) S2 rupture= 1.95 S2= 32.77 (Un-welded) S2= 62.16 (Welded) Fb= 25.72 ksi(Un-welded) Fb= 34.43 ksi(Un-welded) Fb= 13.00 ksi(Welded) Fb= 13.00 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/f1= 8.23 k-in(Un-Welded) Mn D= 11.02 k-in(Un-Welded) Mn/f2= 4.16 k-in(Welded) Mn/f= 4.16 k-in(Welded) Flange Check S2 typ= 1.65 S1= 49.28 (Un-welded) S1 = 66.93 (Welded) Q.rupture= 1.95 S2= 77.22 (Un-welded) S2= 132.79 (Welded) Fb= 36.53 ksi(Un-welded) Fb= 45.50 ksi(Un-welded) Fb= 16.90 ksi(Welded) Fb= 16.90 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/S2= 11.69 k-in(Un-Welded) Mn/S2= 14.57 k-in(Un-Welded) Mn/4= 5.41 k-in(Welded) Mnfl= 5.41 k-in(Welded) 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 idi . 1 Project: Steadfast-Tigard Pg.No: AT 2 A■■ Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 V Client: Rail Pro-Architectural Aluminum Job No.: 23307 Shear Analysis:(X-X) S2= 1.65 S1= 35.29 (Un-welded) SI= 49.51 (Welded) S2= 63.16 (Un-welded) S2= 136.43 (Welded) Vallow: Fs= 21.00 ksi(Un-welded) VMS/= 9.55 k(Un-Welded) Fs= 7.80 ksi(Welded) Vn/S2= 3.55 k(Welded) Analysis:(Y-Y) 52= 1.65 SI = 35.29 (Un-welded) S1 = 49.51 (Welded) S2= 63.16 (Tin-welded) S2= 136.43 (Welded) Vallow: Fs= 21.00 ksi(Un-welded) Vn/S2= 4.77 k(Un-Welded) Fs= 7.80 ksi(Welded) Vn/S2= 1.77 k(Welded) Torsion Analysis: S2= 1.65 Vallow: Fs= 21.00 ksi(Un-welded) Tn/S2= 20.75 k-in(Un-Welded) Fs= 7.80 ksi(Welded) Tn/S2= 7.71 k-in(Welded) 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 I Project: Steadfast-Tigard Pg.No: AT 3 AU Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Aluminumn Tube Design Capacity Beam Design (Simple Span) A j y "+ P'+l� L= N/A ft B /175/7 Lbx= 2.00 ft II a b Lby= 2.00 ft N ►. ►I Closed Shape: Un-Welded Welded Profile: A8.2.18 Ftu= 38 ksi Fsu= 24 ksi Ftu= 24 ksi Fsu= 15 ksi Fty= 35 ksi Fsy= 21 ksi Fty= 13 ksi Fsy= 8 ksi Alloy: 6005-T5(EX) Fey= 35 ksi Fey= 13 ksi E= 10100 ksi Profile Variables: A= 2.44 in2 fillet= 0.00 in Sx= 4.36 in3 Sy= 1.87 in3 bf= 2.00 in d= 8.00 in lx= 17.45 in4 Iy= 1.87 in4 tf= 0.13 in tw= 0.13 in rx= 2.68 in ry= 0.88 in Web b/t= 62.00 cx+= 1.00 in cy+= 4.00 in C= 3.69 in3 Flangeb/t- 15.00 cx-= 1.00 in cy-= 4.00 in J= 5.59 in4 mx bending= 0.65 my bending= 0.65 Allowable Loads:(See Following Sheets for Analysis) Bending: X-X Un-Welded= 68.01 k-in Y-Y Un-Welded= 17.50 k-in Welded= 34.37 k In Welded= 9.68 k-in Shear: X-X Un-Welded= 19.73 k Y-Y Un-Welded= 6.36 k Welded=- 8.69 k Welded= 2.36 k Torsion: Un-Welded= 60.08 k-in Welded= 26.47 k-in -Note:Beams Shapes are only evaluated for capacity with give unbraced length. Analysis to evaluate acceptability of beam is done in the deck analysis 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 I ' Lk III e Project: Steadfast-Tigard Pg.No: AT 1 Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Bending: Analysis:(X-X) Lateral-Torsional Buckling 52= 1.65 Cb= 1.00 S2= 1684.75 (Un-welded) Slenderness Ratio= 8.05 S2= 8071.83 (Welded) Mallow(LTB): Fb= 38.25 ksi(Un-welded) Mn/52= 101.13 k-in(Un-Welded) Fb= 14.18 ksi(Welded) Mn/52= 37.48 k-in(Welded) Flange Check Si typ= 1.65 S1 = 20.81 (Un-welded) SI= 29.36 (Welded) 52 rupture= 1.95 S2= 32.77 (Un-welded) S2= 62.16 (Welded) Fb= 25.72 ksi(Un-welded) Fb= 35.00 ksi(Un-welded) Fb= 13.00 ksi(Welded) Fb= 13.00 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/l= 68.01 k-in(Un-Welded) Mn/SL= 92.54 k-in(Un-Welded) Mn/52= 34.37 k-in(Welded) Mn/52= 34.37 k-in(Welded) Web Check 52= 1.65 SI= 49.28 (Un-welded) S1 = 66.93 (Welded) S2 rupture= 1.95 S2= 77.22 (Un-welded) S2= 132.79 (Welded) Fb= 36.53 ksi(Un-welded) Fb= 40.00 ksi(Un-welded) Fb= 16.90 ksi(Welded) Fb= 16.90 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/52= 96.58 k-in(Un-Welded) Mn/52= 105.75 k-in(Un-Welded) Mn/52= 44.68 k-in(Welded) Mn/52= 44.68 k-in(Welded) Analysis:(Y-Y) Lateral-Torsional Buckling S2= 1.65 Cb= 1.00 S2= 1684.75 (Un-welded) Slenderness Ratio= 9.10 S2= 8071.83 (Welded) Mallow(LTB): Fb= 38.18 ksi(Uri-welded) Mn/52= 43.32 k-in(Un-Welded) Fb= 14.16 ksi(Welded) Mn/52= 16.06 k-in(Welded) Web Check 52 typ= 1.65 S1 = 20.81 (Un-welded) S1= 29.36 (Welded) S2 rupture= 1.95 S2= 32.77 (Un-welded) S2= 62.16 (Welded) Fb= 25.72 ksi(Un-welded) Fb= 15.43 ksi(Un-welded) Fb= 13.00 ksi(Welded) Fb= 8.53 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/.O.= 29.19 k-in(Un-Welded) Mn152= 17.50 k-in(Un-Welded) Mn/S2= 14.75 k-in(Welded) Mn/52= 9.68 k-in(Welded) Flange Check 52 typ= 1.65 SI= 49.28 (Un-welded) Si= 66.93 (Welded) 52 rupture= 1.95 S2= 77.22 (Un-welded) S2= 132.79 (Welded) Fb= 36.53 ksi(Un-welded) Fb= 45.50 ksi(Un-welded) Fb= 16.90 ksi(Welded) Fb= 16.90 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/52= 41.44 k-in(Un-Welded) Mn/52= 51.62 k-in(Un-Welded) Mn/52= 19.17 k-in(Welded) Mn/S2= 19.17 k-in(Welded) 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: AT 2 AU E Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 Shear Analysis:(X-X) S2= 1.65 Si= 35.29 (Un-welded) SI = 49.51 (Welded) S2= 63.16 (Un-welded) S2= 136.43 (Welded) Vallow: Fs= 16.28 ksi(Un-welded) Vn/S2= 19.73 k(Un-Welded) Fs= 7.17 ksi(Welded) Vn/52= 8.69 k(Welded) Analysis:(Y-Y) 4= 1.65 Si = 35.29 (Un-welded) S1 = 49.51 (Welded) S2= 63.16 (Un-welded) S2= 136.43 (Welded) Vallow: Fs= 21.00 ksi(Un-welded) Vn/52= 6.36 k(Un-Welded) Fs= 7.80 ksi(Welded) Vn/52= 2.36 k(Welded) Torsion Analysis: S2= 1.65 Vallow: Fs= 16.28 ksi(Un-welded) Tn/12= 60.08 k-in(Un-Welded) Fs= 7.17 ksi(Welded) Tn/12= 26.47 k-in(Welded) ("II 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Steadfast-Tigard Pg.No: AT 3 Address: 9000 Oak Street,Tigard,OR 97223 Date: 2/6/2024 Client: Rail Pro-Architectural Aluminum Job No.: 23307 PROF \(-) \ I NE-6;9 SSi0 ,i Mel 82146 rJ ., _-j _ f 'r OR ' N '51/6., X HA3Uv5,�' 2/07/204 EXPIRES: 06/30 25 DECK TYPE I DECK APT UNITS LEVEL I • 127, 121, 131, 133, 135 LEVEL 2 • 211, 200, 220, 222, 226, 228A, 228B, 230, 232, 234, 23q, 237, 231, 233, 235 LEVEL 3 • 300, 311, 313, 315, 316, 324, 326, 328A, 328B, 330, 332, 334, 33q, 337, 335, 333, 331, 327, 325, 323, 321, 31g, 317,320,322 1 D=CK U \ I T SU�'�'ARY 5K-0 SCALE: N.T.S. 13228 NE 20TN ST, SUITE 100, BELLEVUE, NA g8005 \ 425 614-0g4q (II I bit PROJECT: STEADFAST TIGARD ENG, BA PG: 55K-0 ADDRESS: g000 OAK STREET, TIGARD, OR g7223 VER: TIGARD - V4 CLIENT: RAILPRO DATE: 2024.02.06 JOB NO: 23307 NOTES: EO PROF S I. ALL STEEL SHALL BE POWDER COATED, GALVANIZED, OR STAINLESS STEEL F 2. SEE SSK-2 FOR RAILING ATTACHMENTS �� �\GINE4 sjo , 3. SEE 55K-3 FOR DECK CONSTRUCTION DETAILS . ,,/ 82146 �� 4. DIELECTRIC SEPARATION SHALL BE PROVIDED BETWEEN STEEL AND ALUMINUM TO I'. r/i, PREVENT CORROSION [ / I' 5. THE BUILDING STRUCTURE HAS NOT BEEN EVALUATED FOR CAPACITY. THE BUILDING OR 'IN 1 FOR SHALL VERIFY IF STRUCTURE IS ADEQUATE FOR LOADS SHOWN 9 qY g 20 _, 6. DECK MAY BE MIRRORED AS REQ'D �F''I' hAB�A ' 7. INTERNAL MEMBERS ARE SHOWN FOR REPRESENTATION ONLY. MAX SPACING SHOULD 2/07/2024 BE FOLLOWED WHEN LAYING OUT CORRECT PLACEMENT EXPIRES: 06/30/25 8. RAILING POST SLEEVES ARE SHOWN FOR REPRESENTATION ONLY. MAX SPACING SHOULD BE FOLLOWED WHEN LAYING OUT CORRECT PLACEMENT H. SEE SSK-7 FOR SEAT CONNECTION TYPES AND LOAD SUMMARY. SEAT CONNECTION TYPE "X" SHOWN AS n, WHERE "X" IS TYPE NUMBER. (E) STRUCTURE AT WOOD DECK 5.1 ID S5K-3 1'-6" 5.1)AT WOOD DECK AT CONCRETE(S.2) / 1 1-6' MAX -(5.2)AT CONCRETE \ MAX jr f - 2" X 8" X I/8" i1B ALUMINUM TYP. „ \SK) 55K 3 (4) SIDES I-I/2 X 3 X I/8 ALUMINUM TUBES ATMAX TP. E.S. x a r I" THICK "ALUMILAST" o DECKING TYPE I'-0„ 6005-T61 ALUMINUM „ MAX IMAX ./ L I,-0 a 2 X 1 X I/8 ALUMINUM ANGLE BETWEEN RAILING POST SLEEVE, IIA� RAILING SLEEVES, TYP. (3) SIDES TYP, 60" O.C. MAX �SK 55K-5 E.S. 10'-0" MAX / / DECK LA \ VA : DECK TYPE 1 - DO, BLE TI - ROD DECK SSK-I / SCALE: 3/4"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA g8005 \ 425 614-0H4H �� 1 ' Ihk PROJECT: STEADFAST TIGARD ENG: BA PG: SSK-I ADDRESS: H000 OAK STREET, TIGARD, OR H7223 VER: TIGARD - V4 AUE CLIENT: RAILPRO DATE: 2024.02.06 JOB NO: 23307 NOTE: TUBE (RAILING POST) NOT SHOWN FOR CLARITY ON ALL DETAILS. PR�F�S `. NOTE: / 82146 RAILING PANEL INFILL IS ASSUMED TO BE PICKET. ��! !/ RAILING POST LOADING ASSUMES DECKS ARE NOT � ��- ACCESSIBLE TO THE PUBLIC AND ARE EXEMPT OR SINS FROM MINIMUM DISTRIBUTED LOAD. FOR SHALL BE NOTIFIED IF PUBLIC ACCESS TO DECK WILL OCCUR. HAB10��� 2/07/2024 EXPIRES: 06/30/25 CL OF RAILING POST 2" X 2" HANDRAIL SLEEVE - FRONT ALUM TUBE NOTE: DECKING NOT 1/8 5 3/4" SHOWN FOR CLARITY CORNER POST AT FRONT MEMBER CL OF RAILING POST CL OF RAILING POST 2" X 2" HANDRAIL SLEEVE DECKING BACK ALUM TUBE z /[PER PLAN ipmuim6. 01117:11.m 2" X 2" HANDRAIL FACE OF BUILDING SLEEVE , FRONT ALUM TUBE INTERIOR ALUM TUBE I/8 \5 3/4" I/8 r 5 3/4" 1/8 5 3/4" NOTE: DECKING NOT SHOWN FOR CLARITY CENTER POST AT FRONT MEMBER CORNER POST AT BACK MEMBER TY9 CAL DECK 1 RA L \C- CO\ \ =CT O\ D\TA LS SSK-2 / SCALE: 3/4"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA g8005 \ 425 614-0949 I ' PROJECT: STEADFAST TIGARD ENG BA PG 55K-2 ADDRESS: 9000 OAK STREET, TIGARD, OR g7223 VER: TIGARD - V4 CLIENT: RAILPRO DATE: 2024.02.06 JOB NO: 23307 NOTE: TUBE (RAILING POST) NOT �� PROF SHOWN FOR CLARITY ON ALL DETAILS. \�� NGINEF� ss�0,'I frI 82146 OR FIN / t y 8 20N \a i f �FX HABO`'��" 2/07/2024 DECKING PER PLAN EXPIRES: O6/30p25 ALUMINUM ALUMINUM FILLER INTERIOR TUBE ANGLE PER PLAN / DECKING PER PLAN ALUMINUM INTERIOR TUBE ALUMINUM FRONT TUBE FILLER ANGLE ALUMINUM WELD FILLER /8 2 12 TO EDGE TUBE INTERIOR TUBE TO 1/8 ALUMINUM MATERIAL 5356 1/8 INTERIOR TUBE BACK TUBE 1/8 BACK TUBE I/8 TO EDGE TUBE ALUMINUM WELD FILLER MATERIAL: 5356 DETAIL A: TYPICAL INTERIOR DETAIL B. TYPICAL INTERIOR TUBE TO FRONT EDGE TUBE TUBE TO BACK EDGE TUBE STRUCTURE BY DECKING PER PLAN j___// O1UER / ALUMINUM ALUMINUMBACK TUBE ALUMINUM FILLER INTERIOR TUBE ANGLE PER PLAN ALUMINUM I/8 ALUMINUM SIDE EDGE TUBE 1/8 TUBE FILLER ANGLE 1/8 2-12 TO EDGE TUBE ALUMINUM WELD FILLER MATERIAL: 5356 ALUMINUM WELD FILLER MATERIAL: 5356 DETAIL C: TYPICAL SIDE EDGE DETAIL D. BACK CORNER CONNECTION TYPICAL D=CK rI D=CK V =VB R CO\ \ =CTIO\ D=TAILS .SK-3 SCALE: 3/4"=1'-0" er 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-099 4 ' I PROJECT: STEADFAST TIGARD ENG: BA PG: 55K-3 4,2:0) ADDRESS: H000 OAK STREET, TIGARD, OR 97223 VER: TIGARD V4 CLIENT: RAILPRO DATE: 2024.02.06 JOB NO: 23307 NOTES: PROF I, ALL STEEL SHALL BE POWDER COATED, GALVANIZED, OR STAINLESS STEEL FS 2. DIELECTRIC SEPARATION SHALL BE PROVIDED BETWEEN STEEL AND ALUMINUM TO . c-) <, ESP O''I� PREVENT CORROSION 82146 04 3. THE BUILDING STRUCTURE HAS NOT BEEN EVALUATED FOR CAPACITY. THE BUILDING `' /� ra PI EOR SHALL VERIFY IF STRUCTURE IS ADEQUATE FOR LOADS SHOWN / 4. VERTICAL CONTINUITY OF DECK LOADS TO FOUNDATION SHALL BE VERIFIED BY OR P11�'�� ' 5. ALL W DES ASSUMED TO BE DOUGLAS FIR-LARCH (G=0.50) ��� �cc-,;( B�5�0 2/07/2024 TIE-BACK LOADING EXPIRES: 06/30/25 VERTICAL LOADS (KIP) HORIZONTAL LOADS (KIP) DECK TIE- SL SL TYPE BACK SLOPE DL LL (FLAT AL DL LL (FLAT WL ROOF) ROOF) I I 1-1:0.625 V> 0.112 1.117 0.466 -0.4G7 0.179 1 788 0.745 -0.796 Ak TABLE NOTES: ® 1111 • ALL LOADS LISTED IN TABLE ARE IN ASD FORMAT • EOR SHALL VERIFY STRUCTURE HORIZONTAL LOAD PER 0111M110TABLE DU /111 m 1/ \2" ALUMINUM PL I Q KNIFE PLATE 0.625 MIN VERTICAL I'-2" 1/8 V TO TUBES 1.50 MAX I LOAD PER . f 3/4" THREADED ROD. TABLE 41' STEEL PIPE PER 5SK-6. -✓` i MAX LENGTH OF 9'-0"_ u2 1/2 CLEVIS �/ DETAIL A: EDGE ALUM 2X8 FRONT MEMBER W/ 3/4" PIN TUBE PER PLAN 1 I IL 1 I1■ at I l __ I A _\/\ 1 I TIC - ROD LLLVAT 0\ SK-4 SCALE: 3/4"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 618005 \ 425 614-0949 � I' PROJECT: STEADFAST TIGARD ENG: BA PG: 55K-4 ADDRESS: 9000 OAK STREET, TIGARD, OR 97223 VER: TIGARD - V4 AV E CLIENT: RAILPRO DATE: 2024.02.06 JOB NO: 23307 e /� 0 PRGic . ��� , LNG I NE 4 5if)`1 Liti I ./ 82146 �*, A A / ii ��m,,,,,, •r OR ►IN / /„„„. I EXPIRES: 06/30 o "/2 2/07/20245 01 i■�4m- B (4) I/2' DIA LAG SCREWS. PROVIDE MIN. 3-1/2" INTO RIM, MIN. 2-1/8' . I 6,, THREAD ENGAGEMENT, PROVIDE 5/16" MAX DIA PILOT HOLE FOR ALL LAGS 2 I/2" I 1/2" I/2" ASSUMES 4X BLOCKING, C,' 3/16 \ LAG SCREW MUST LOAD BLOCKING IN SHEAR MI PERPENDICULAR TO GRAIN 0 0 -■I =- 0 I 3/8" X 4" STEEL 0 0 w KNIFE PLATE c.' - 1/2" STL PL SECTION A-A SECTION B-B NOTE: I. THE BUILDING STRUCTURE HAS NOT BEEN EVALUATED FOR CAPACITY. THE BUILDING FOR SHALL VERIFY IF STRUCTURE 15 ADEQUATE FOR LOADS SHOWN IN SSK-4. 2. ALL WOOD IS ASSUMED TO BE DOUGLAS FIR-LARCH (G=0.50) 3. CONTRACTOR MUST FIELD VERIFY CONDITIONS AND NOTIFY AND ENGINEER IF CONDITIONS ARE OTHER THAN AS SHOWN PRIOR TO MODIFICATION. DEC< TYD 1 : I T \ CO\ \ \CTIO\ AT AOOD LOST SK-5 SCALE: I I/2"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-094G i I i' PROJECT: STEADFAST TIGARD ENG: BA PG: 55K-5 �� ADDRESS 0000 OAK STREET, TIGARD, OR 97223 VER: TIGARD - V4 CLIENT RAILPRO DATE: 2024.02.06 JOB NO 23307 NOTES: I. DIELECTRIC SEPARATION SHALL BE PROVIDED BETWEEN � GINEE�`S:S' STEEL AND ALUMINUM TO PREVENT CORROSION �� " 82146 f ii OR SIN / YHAB 5�� 2/07/20 24 EXPIRES: 06/30/25 / / / / / / / / / / / / / / / / 3/4'1 DIAMETER SCH 40 ALUMINUM PIPE; / / ALUMINUM TYPE 6063-TG OR 6061-T6 / / / / / / / / / / / / PROVIDE NUT W/ LOCTITE igf AT EACH END OF PIPE Alf STAINLESS STEEL ROD PER SSK-5, THREADED EACH END 0 CLEVIS (1TD . TIE - BACK / CO\ \ =CT 0\ SSK-6 SCALE: I I/2"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-0949 (It PROJECT: STEADFAST TGARD ENG: BA PG: SSK-6 UE ADDRESS: 9000 OAK STREET, TIGARD, OR g7223 VER: TIGARD - V4 CLIENT: RAILPRO DATE 2024.02.06 JOB NO: 23307 SEISMIC LOAD IN PLANE OF ''<& " WALL, PER TABLE •�� �N�I NE F�SS jo /1 10, HORIZONTAL LOAD AT ^� / !/ DECK PER TABLE ' EXTERIOR CLADDIN, '� ORF�IN i� BY OTHERS �qY 01� FLOOR FRAMING q''f> N,BUS�o�� BY OTHERS 2/07/2024 jr • LLL 1_ IL EXPIRES: 06/3025 `' ALUMINUM INTERIOR TUBE PER PLAN SEISMIC LOAD OUT OF PLANE PER OF WALL, PER TABLE TABLE WALL FRAMING VERTICAL LOAD AT DECK BY OTHERS PER TABLE BACK SEAT LOADING VERTICAL LOADS (K) HORIZONTAL LOADS (K) SEISMIC FORCES SEAT MAX IN OUT OF IN OUT OF REF. TYPE DL LL SL !AIL DL LL SL WL PLANE PLANE PLANE PLANE DETAIL ($) ( J ($) O (K) K) OR (K) (K) S.1 '. 0.09 0.90 0.375 -0.401 0.179 1.788 0.745 -0.796 0.269 0.307 0.000 0.269 SSK-8 S.2 ( 0.09 0.90 0.375 -0.401 0.179 1.788 0.745 -0.796 0.269 0.307 0.000 0.269 55K-9 TABLE NOTES: • SNOW LOADS ARE ASSUMED TO BE FLAT ROOF LOADING ONLY. • ALL LOADS LISTED IN TABLE ARE IN ASD FORMAT • LOADS NOTED THIS Y ONLY OCCUR AS RESULTANTS OF TIE-BACK CONNECTION AND ASSUME A I:0.625 SLOPE FOR THE TIEBACK 1- 1 BAC < SEAT CO\ \ =CT 0\ LOAD TABLE SSK-7 SCALE: N.T.S. 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-0949 — I I I libk PROJECT: STEADFAST TIGARD ENG: BA PG: 55K-7 ADDRESS 9000 OAK STREET, TIGARD, OR 97223 VER TIGARD - V4 CLIENT: RAILPRO DATE 202402.06 JOB NO: 23307 Cl PROFS EQ EQ ,' VGINEF S� ., � p 3/8" X 4" STL PLATE �� 82146 O Q- cz go / % I/2" STL PL ''� OR 'IN i� 8 III 1 OUTLINE OF ANGLE SEAT cb �9} 8 ZO'` / u I (4) 1/2 DIA LAG SCREWS. PROVIDE 2/07/2024 `o — — — TA MIN. 3-1/2" INTO RIM, MIN. 2-1/8' EXPIRES: 06/30/25 THREAD ENGAGEMENT, PROVIDE 5/16" N DIA PILOT HOLE FOR ALL LAGS — 11/2" 8" I I/2" 2 5/8" MIN L5X3-I/2X3/8X0-6" LLV, CLIP HORIZONTAL LEG AS NOTED. I/4" X 2" X 6" SECTION A-A AT CONTRACTOR'S OPTION, /STL PL L5X3X3/8 MAY BE USED ANGLE TO - 5" 11/2" TO PLATE 3/16 lt MAX CL TUBE DETAIL B FLOOR FRAMING AND A V 1 , 1/4 \3 /KNIFE PLATE TO FINISH BY OTHERS I / 1/4 3 BACK PLATE — — q— — 4 -40 , A I t 5/8" MAX v \ m,, 'l ALUMINUM INTERIOR rill 9 V I 1� III1. TUBE PER PLAN KNIFE PLATE\ 3/16 \ TO ANGLE 3/16 / ���: FASTEN TO ALUMINUM „` I TUBE W/ (3) S.S. I/4-14 r \ TEK SCREWS @ 2" O.C., (E) RIM BY OTHERS, PROVIDE EPDM BLOCKING MIN 3 1/2" THICK FOR FULL BEARING I BLADE PER DETAIL B I/2" GAP TYP SEAT TYRE : S . AT ROOD FA \G ( PCO\ \ CTO\ SSK-8 SCALE: 11/2"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA G8005 \ 425 614-0g4q (II ( � PROJECT: STEADFAST TIGARD ENG. BA PG: 55K-8 ADDRESS: 9000 OAK STREET, TIGARD, OR 617223 VER TIGARD - V4 AU E CLIENT: RAILPRO DATE: 2024.02.06 JOB NO: 23307 2 5/8" \ �0 PRO\\i) L5X3-I/2X3/8X0-6" " / 82146 A CLIP HORIZONTAL fSTL PL X 6 Fr / 4/� 1 LEG AS NOTED OR 0IN ANGLE TO q\qr 8, 2� OA � PLATE 3/16 �� HABCA �� 2/07/2024 DETAIL A EXPIRES: 06/30/25 IP- \KNIFE PLATE TO 3/16 (E) EMBED PLATE EMBED PL BY OTHERS MAX I/ CL TUBE 1 i .0 - 5/8" / d 1 MAX Q "M. • / • d 4 - FASTEN TO ALUMINUM TUBE W/ (3) S.S. 1/4-14 TEK SCREWS @ 2" O.C. 3/8" X 4" STL PL /2' BLADE PER DETAIL A KNIFE PLATE\ \ " TYP. / TO ANGLE/ 3/16 PROVIDE EPDM BLOCKING FOR FULL BEARING � SEAT T\ � : 5 . 2 CO\ \ ECTIO\ AT CO\ CRET SK� SCALE: I I/2"=1'-0" (II 3228 NE 20TH ST, SUITE 100 BELLEVUE, WA 98005 \ 425 614-049 I h PROJECT: STEADFAST TIGARD ENG BA PG. 55K-9 ADDRESS: 9000 OAK STREET, TIGARD, OR 97223 VER: TIGARD - V4 CLIENT: RAILPRO . DATE 2024.02.06 JOB NO: 23307 Rairrocp ARCHITECTURAL ALUMINUM Updated 2/5/2024 Shop Drawings for Installation of 42" Picket Railings Cogir Tigard 9244 SW Oak Street Tigard, OR 97223 Color is Black �RJCTU, PROFFss< F-p�°yq 18346PE (29 Pages Including covers) �" ARE ON��� pFRh �s, R. G0��4. 2-8 24 EXPIRES 6-30-25 14110 NW 3rd Ct., Vancouver, WA 98685 Phone 360-213-0958 Fax 360-213-0959 ■ icaiirro cP ARCHITECTURAL ALUMINUM Layouts (9 Pages including cover) ?s0CTURq PROF£f ��•c.)\ *G'N eF"'0y! 18346PE 43, g RQREGON (AO PP°h 19, 19A 4Q; FR R. GO'2--8-24 EXPIRES: 6-30-2S 14110 NW 3fd Ct., Vancouver, WA 98685 Phone 360-213-0958 Fax 360-213-0959 42" Picket Railing x Surface mounted Composite surface lAII dimensions to be field verified Ref Attachment AI 72" DN x x 12" Dinning Room Deck (Composite Decking) 4s" Stair Railings by others j x \ziCT j QED PROP. N\G1 Nee. � 18346PE ,0 I y QREGON pCOL CQL,R h 19, O���CQ R. Gov, EXPIRES: 6-30-2S X = 1-5/8" Sq. Super Post - 3 Rai/PrOCP V12407 Acoya - L2 SW Dinning Room Deck DATE RP APPROVED / DATE R ARCHITECTURAL ALUMINUM Stair Layout Revised DRAWN RR 42" Picket Railing All dimensions to be field verified Surface mounted Ref Attachment A Composite surface ( Finished Siding 150" 7- 4 192" )1e /y 192" 1 k 192" 1�VA 192" 1 Ref Enlarged Stair Layout �CRUCTURq 5\cyc PRO/'Ffj1< c, 18346PE ,o OREGON 0 FhO� �OF 19, <F R. 2-8-2 4 EXPIRES: 6-30-25 X = 1-5/8" Sq. Super Post - 3 �/Pron Acoya - L2 SW DinningRoom Deck DATE APPROVED APPROVED / DATE cp V12407 y DRAWN ARCHITECTURAL ALUMINUM Layout Revised RR 42" Picket Railing All dimensions to be field verified Surface mounted Ref Attachment AI Composite Surface / Finished Siding x •- -- x x 150" 150" x 192" 1 192" 1 ;' v x x x x x x �RUCTUR� ��E.D PROFFS �r1S��GI N fF,p%y! 18346PE - QREGON co ro FOUR 4 19, 0��,k� R• G 2-8-24 EXPIRES' 6-30-2S X = 1-5/8" Sq. Super Post - 3 ®®�� DATE APPROVED / DATE RaiIPrii OP V12407 Acoya - L2 SE Dinning Room Deck 2/5/2024 Layout Revised DRAWN ARCHITECTURAL ALUMINUM Y RR 42" Picket Railing Ref. Attachment B Pocket mounted Aluminum Balcony X , A '- 66" 72" �C.JCnit? I I S,1tio PRO,- ( 1 4,, ‹, NeF4) °y9 X. � I 11 Ii ,k 18346PE l II II II EQ X EQ )114" ) n O� QREGON9��s �b O fh 19, k. t 20" FR R=Go 2-8-24 EXPIRES= 6-30-25 X = 1 -5/8" Sq. Super Post - 3 location Ra IProcP Acoya - DA,9/5/2024 APPROVED / DATE ARCHITECTURAL ALUMINUM V12407 Balcony Railing Layout Revised DRAWN RR 42" Picket Railing Pocket Mounted Aluminum Balcony Unit 135 �RUCTURq " CEO PROFfs 72 /� �4,, <‹, NEF��oy9 Unit 133 \120" 18346PE ,yQ� 72" .o 'er QREGON c'co 0 Unit 131 12O' F0F�h 19, O,F� 72" R. G 2-a-2a Unit 129 ' EXPIRES, 6-30-25 120")1\ 7 20" ` Unit 1051 Unit 127 72" X IM72" w \ 120" 120" -i DOE APPROVED / DATE Rar®Pro RP V12407 Acoya - Main Level Building Layout "qq 9/20/2023 ARCHITECTURAL ALUMINUM RR 42" Picket Railing Pocket Mounted �120„� Aluminum Balcony F 120" -A 2 Unit 234 �120 Unit 211 120-� 4- Unit 232 Unit 239 \ 72 Unit 230 \v120° Unit 237 120„ 120" 72" Unit 228 120"� 2„ � 72, Unit 235 ,v-- 120 \,,,� Unit 226 72 2 Unit 222 Unit 233 Unit 220 � �120 7 120„� Unit 231 Unit 200 , UCTU,4q \ ,kko PRope-l< �c5 \..\GI NEB. 42yq 7 120 rk 18346PE 120" --) ,0 AREGON co 0 CAO�r66 19, \�% {i.� L AO, R• G� za-2a EXPIRES- 6-30-2 DATE APPROVED / DATE RaiIPro p V12407 Acoya - 2nd Level Building Layout DR2/20/2023 ARCHITECTURAL ALUMINUM RR 42" Picket Railing Pocket Mounted Aluminum Balcony \-- 2,. \0UCTU i20^ .0 PROits� �\ 72 c.5 NGINfe '(2 120" Unit 334 'k, �18346PE� r 120" Unit 332 Unit 339 AQ". REGONo e§� ¢�' �% n Unit 330 �O �b 19, F. 120" FR R. GO"2 8-24 72" � ?� Unit337 � � EXPIRES 6-30-25 72" Unit 328 120" 72' Q ? Unit 335 �120" 72.. 72„ \ �t2o" Unit 326 Unit 333 72" \V \ Unit 324 72" � Unit 331 �" \` Unit 327 72" \ �120" s DACE APPROVED / DATE I a/IPr`o V12407 Acoya - 3rd Level Building Layout 9/20/2023 DRAWN ARCHITECTURAL ALUMINUM (East) RR 42" Picket Railing Pocket Mounted IER Aluminum Balcony E- 120" AI- 120" N 72"--r .m. 72.. ___MI_,L. \ Unit311 Unit313 Unit 315 , ,0RUCTUR9 Sc‘ PROP/1 `` ��GI N� 'oy � q Unit 316 'kI 18346PE � 120 72" \ ,0 6REGON 0 120"� F °''c 1°��' Unit 322 O h79, F. �Y FR R• GO\'2"8-24 72" % Unit 325 \ EXPIRES: 6-30-25 Unit 320 72" Unit 323 - \I'120"� F Unit 317 Unit 321 722 \ 120., T Unit 300 -----MI72' Unit 319 72 & 120" 1 72" \/120" 120" - 7 `, 120"� F Acoya - 3rd Level Building Layout DAiE9/20/2023 APPROVED / DATE II/Pr'Q ` - `a}[� V12407 (Wes BRAWN ARCHITECTURAL ALUMINUM RR RaiIPro c ARCHITECTURAL ALUMINUM Elevations (5 Pages including cover) 14110 NW 3rd Ct.,Vancouver, WA 98685 Phone 360-213-0958 Fax 360-213-0959 4RUCTUfrp 9 N� NFF�;y9 All dimensions to be field verifiet� ck- 18346PE f (Max Post spacing - 6 On Center REGON c c(\0;b 19, O��tcQ R• G 2-8-24 EXPIRES: 6-30-25 2000s Capped End Sleeve 1500s Top Rail L 5/8"Sq. Pickets 0<4"TYP — 3'-6" L J 2"TYP — 16' WP Bottom Rail WP Bottom Rail mount Surface mount Super Post- 3 Rai/PraarP V12407 Acoya - Typical Deck Railing Elevation DATE2/55/2024 APPROVED / DATE ARCHITECTURAL ALUMINUM Revised DRAWN RR Max Post spacing = 6' on center 2000s 90* Sleeve 1 -5/8" Sq. Super Post - 3 1500s Top Rail 5/8" Sq. Pickets <4"TYP t l /- i I 1 ( EQ CO ) 42" i 1 1 l , i, — l — 2"TYP 1\ ' 120" vCTUR,q WP Bottom Rail s x ),“) PRO, * Walking Surface 1/4, c \-\G'NfF,P/* WP Bottom Rail mount r 18346PE f ,b QREGON co cQ�R h 19, 0c��" R• G 2-8-24 EXPIRES' 6-30-2 DATE APPROVED / DATE R' iIPro RP V12407 Acoya - 9/20/2023 TypicalBalconyRailing Elevation (Front) DRAWN ARCHITECTURAL ALUMINUM RR All dimensions to be field verified SF. D TU/ Finished Siding-} NO' G1NFF7y9 � 118346PE y QRE ON Xu__ R• GO 2-8-24 EXPIRES: 6-30-25 47„ 42" u Current height 42" of blocking 11 34.04° 1 n y 1 1/4" >( `✓ W II ` H 8" 1/4"Max W i 3/4" 12" —44" n/ 72" 041 APPROVED / DATE ///"ro 4P V12407 Acoya - 1/29/2024 ARCHITECTURAL ALUMINUM Typical Balcony Elevation (Side) Revised D'AwN RR All dimensions to be field verified Finished Siding--a- 4 ck.0 C T(J,ci) ^ �0.9 PROFEss< �S�\4GkNr-e oy9 I „ I I „ 18346PE OREGON 0 �C Q��ch 19, \�0 �� 42" 40 3/4" 45 3/4"Min FR R• Go��s-za EXPIRES, 6-30-25 \ 34.04° " II >< -,-(-----I 8" 1/4"Max — (- 12" --X4"1 ( 72" DATE APPROVED / DATE RaiIProacip V12407 Acoya - DPAWN/Z�I2O24 Typical Balcony Elevation (Side)(PT Level) ARCHITECTURAL ALUMINUM RR RaiIProci ARCHITECTURAL ALUMINUM Attachments (3 Pages including cover) 14110 NW 3rt'Ct., Vancouver, WA 98685 Phone 360-213-0958 Fax 360-213-0959 ( ) 1 5/8"Sq. Super Post- 3 3 3/4* 1 1"Composite — 3/8" — �-- 'diaiUU//i/O •I ., ii Use (4) 3/8" Dia. x 5" SS fully threaded lag screws w/ bonded sealing washers at each post location 6x GLlulam Beam at all sides 07/16 5 ) of decks by others 4 03 C T U� 5" 3 3/4" �0,D PRores ��c,5��GI N eF.%yA ��118346PE ! 3 3/4" ,c, "bREGON oc5,3 c., Top view of Base Plate R• G 2-8-24 EXPIRS= C'-30-2S APPROVED/DATE RaiIPro " V12407 Acoya - Attachment A Revised DATE DRAWN ARCHITECTURAL ALUMINUM 2/5/2024 RR -44 1-5/8"Sq. Super Post- 3 (Pocket mounted) — 1"Alumilast Decking .. 1 8" 4" Balcony Frame f- UCTU 2., * 2 -i \ Alum. 'CR ,q welded to balcony frame S\C" PROF£s < 5��G,N f�,�.oy� 18346PE l QREGON 5 Use (4) #12x3/4'' SSTekScrews cO��°h19, \OJ �¢- at each post location FR R. GG"'Q 2-8-24 EXPIRES! 6-30-25 Acoya Attachment B 2/5/2024 APPROVED / DATE /®I�rO��cP V12407 y DATE (Balcony) DRAWN RR ARCHITECTURAL ALUMINUM rocs ARCHITECTURAL ALUMINUM Components & Product Data (11 Pages including cover) 14110 NW 3rd Ct., Vancouver, WA 98685 Phone 360-213-0958 Fax 360-213-0959 2000s Outside Sleeve 1500s Top Rail L-716.j III 5/8" Sq. Picket welded to top and bottom rails Super Post - 3 i (2) #10 x 3/4" SS lek WP Bottom Rail Wall mount Screws to secure bottom rail mount to post D WP Bottom Rail 4ei ,, (1) 010 x 3/4" SS o e k aT Screw to secure bottom rail to mount. Concealed welds TYP Picket Guardrail "" 7 5 2018 — APPROVED / DATE �rro.cP VI240 Assembley / / ARCHITECTURAL ALUMINUM Section View oenwry RR (------ _::'—'-,,, 1500s Top Rail , �� #10 x 314" SS Tek Screws c 1 ti 1 t, w,, 1._,_, 1500s Post Mount p.N.ft, •r.,.,,,,1 I I � #12 x 3/4" SS Tek Screws I A. ; I mu Super Post - 3 • ..BAR Ems Mt APPROVED p DATE RanirlitO4P V 124 01 o� I AftCFHIT,ECrURAL ALUMINUM RR DRILL HOLE THROUGH I "1 6 —� 1 II -... IN THIS DIRECTION P 1S„ m`; 32 co Mr 47741M �115 „ G ' 3„ 27„ 1, 4 32 37 DRILL HOLE THROUGH IN THIS DIRECTION -------h-j- 27 r. 32 -..3 FRONT VIEW PROFILE SIDE VIEW PROFILE SCALE 1:1" SCALE 1:1" - f.� 38rr .0. 1 `� 166 7 -4 -� 1 1 16 �� !I 11 i II NI ��� /\4 ii I� M �I� 1 h \/ �.,. a ii�'� _ II mu., I! "'� ll� ' , .. Rolf IIw I II / ►t r �i 1 9 H 1 , 32 4 ISOMETRIC DRAWING 25„ 8 TOP VIEW PROFILE SCALE 1:1" UNLESS OTHERWISE SPECIFIED: NAME DATE wwwwwjelZalkmismamt DIMENSIONS ARE IN INCHES DRAWN JGU1ANG 210CTO4 DATE DRAWN: 21 OCTOBER 2004 TOLERANCES: R A 1 L C RA F T NGULAtN MACH± BEND. CHECKEDn. KEN BOYCE 210CTO4 DWG.Ha ALUMINUM RAILING SYSTEMS TWOPEACCEEDDE DECIMAL ± MFG APPR. BJi�PRETGEOMETRIC OA. 1500 SERIES POST MOUNT RArcc I3272 Comber wayTOLERANCING PER: Zak.; PROPRIETARY AND CONFIDENTIAL FT Ca oCo.ak.; kukTRIAL A 71 THEEMPEBE 6�.5 THE INFORMATION CONTAINED RI NG OVAWING SRE OWG NO. MILL FINISH 'NH1ESOlOPAL INCrNFREFROOUT ,� 58-01 "�' INTERNATIONAL INC- " E3""°N"""`'"""BEER°°C"°+ 0 SOLIDWORK52GG8 Phi PART OR AS WWI°CRnFTITHOuT MR WRWR,nfl. 6 PROMPTED. SCAIR:!:1 MGM SHEET T OF 2.000 1.-J 1 .850 b 1 .649 ���� jam. .���+ Rory � Illi FRONT VIEW PROFILE co Rp.073 SCALE 1:1" 0-3 Cr. 41,"• D p s. CDi 11 o±D 7\ N V' 0.656 -_+ o N. o, a a O 13— 0.817 410 1 .773 ..- r ISOMETRIC VIEW ,III 1 UNLESS OTHERWISE SPECIFIED: NAME I ogre ® DIMENSIONS ARE IN INCHES DRAWN JGUTANG I3SEPT04 DATE 135EPTEMBER 20(M R A 1 LC RAFT A GL CH. BEND t cxEcKApEppR. KEN BOYCE 13SEP104 ow°.No. IWO PLACE DECIMAL ± ALUMINUM RAILING SYSTEMS THREE PLACEDECIMAL t MFGAPER. 1500S TOP RAIL -t ........0 INTERPRET GEOMETRIC QA. p- innCawerWok, FJ TOIfRANCG PER. PROPRIETARY AND CONFIDENTIAL RAILCRAFT °motla.v3 N MATERIAL ALLOY I TEMPER:6063TS THE INFORMATION COMAINED PI TIM DRAWING SIZE DWG.NO REV. Awsn MILL FINISH fTH'ER AATTIO .MANY R oDucnoe.FT A 50-20 O INTERNATIONAL N PART OR AS A WHOLE WITHOUT THE WRRI6J INC.NIN 5ON OF WHOLE WIT ONATgNALNG SCAlE:1:1 WE HT: SHEETI O I SOLIDWORKS 2008 3PRONErrEO. N�� a i FRONT VIEW PROFILE SCALE 1:1" s I t! rWisil 1NR l` I \` , I I I r` f L 1/4"0 HANGER HOLE -to-. 3 R 1" _ -- - -3 2 " 8 ISOMETRIC DRAWING - ((t(t(tFTECC wr I Il I1 *Note: ° I I 1 Joint shall be wire feed tig welded with alloy r„�L 45 i I type ER-4043.Build up area to be grinded and buffed smooth on top and outer perimeter edges. ` ))))))))l) J MATERIAL: 45° EVE 8 SQUAREI TUBE(0.062 WALL THICKNESS) TOP VIEW PROFILE 3 2 1 , _ SCALE 1:1" ® UNLESS OTHERWISE SPECIFIED: NAME DATE DIMENSIONS ARE IN INCHES DRAWN .1GUTANG 715EPip8- DATE DRAWN: �S�Tf1J�BER 2f108 RAU L C RA F T FRAAANGULARMACH± BEND 2 ENGAPPR NIKSANDELL 18NOVI0 DWG NO TWO PLACE DECIMAL. t 2000S 90° SLEEVE ALUMINUM RAILING SYSTEMS THE PLACEDECIMA L. : MFGAPPR. =mott'emm'' INTERPRET GEOMETRIC CIA. (WITH MOUNT) inn comber way TOIERANCWG PER: AILCRf /. w suRey,es. PROPRIETARY AND C°NRDE NTIAL AFT Cmlodq v3W SV9 MATERIAL ALLOT&TEMPHCRD6345 THE INFORMATION CONTAINED M Ha DRAWING ME DWG.NO. IS THE SOLE PROPERTY OF RAILCRAFF �/E,RIMN MC1 FINISH IMPART OR Al INC.ANY REPRODUCTION M 27-(_� INTERNATIONAL INC. IN PEPR AOFN Of RAILCRAFtt INTERNATIONAL Ric. SOUDWORKS 2070 IS PROHIBITED scAEla I wEGH: IDIEET1oRr ■ 'al—I". - ,q, 1 EI 4 r 1 f I 1TI 5 tI _ II 111 s II 16 1 FRONT VIEW PROFILE SIDE VIEW PROFILE SCALE 1:1" SCALE 1:1" f a;a J Llkt .„...-- _ e11 III 1 11i 111 Y' BMWS III III NI III 110 III, Ill 1 EtIII 111 m NI III II III C� , BIB Hs 114 in 00/1 114 4R 7, 2 5II ��u L___]__T___J 111 en 8 LT IN 111 I 4D 1111 IN 1 111 i L1 H .�. III 1 11 1 III1 111 111 I III un 1 111 FIN 411 Nu 111 IIIII III 114 IIIF ma 410 OH 1 BII 111VII 011 111 LIME Al TOP VIEW PROFILE SCALE 1:1 ISOMETRIC DRAWING UNLESS OTHERWISE SPECIFIED: NAME DATE ® DIMENSIONS ARE IN INCHES DRAWN JGUTANG 22SEPP0g DATE DRAWN: 22 SEPTEMBER 2008 TO RA I LC RAFT ANGULAR:MACH± BEND. ENGCHECAK FeLED MK SANDEU. 18NOVIO DWG.NO. TWO ALUMINUM RAILING SYSTEMS THREE PLACE DECIMAL ±` 2000S CAPPED END SLEEVE MF6 APPR. Illimmerammimr INTERPRET GEOMtIKa. GA. (WITH MOUNT) /�1. 13272 Comber WEW TOLERANCING PER: PROPRIETARY AND CONFIDENTIAL RAILVRAFT CmgL� ,4"A MATERNL ALLOY 87EMPER,6RS?-TS NE INFORMATION COMANIEO M iN6 DRAWING DWG.NO. REy. [SINE SOLE PROPERTY OF RMLCRAFT A 27-24 1 FINISH MILL FINISH II PART.OIONAL INC.ANY REPROXIKTEWN INC, N PART OR AS A WHOLE W ITNOUN THE WRITTEN INTERNATIONAL INN SOLIDWORKS 2010 6 M[S,O RR F RAICRAFTERNADONAL NC. sr.AEF.i.t WEIGHT_ SHEET IOfI PHYSICAL PROPERTIES a lxx 0.00679 in^4 rxx 0.23931 in Sxx 0.02138 inA3 ill iYY 0.00679 in^4 a. rYY 0.23931 in Syy 0.02138 inA3 ALLOY 6063-T5 ALLOWABLE STRESS=9500 PSI MINIMUM YIELD = 16000 PSI <> 8a .1 7-- R64r / 9 5, ■ 9 rr 8 16 f II il I I r 16 • ACTUAL SIZE i 1 i ISOMETRIC VIEW Bus.(504)543-7245 Fax.(604)543-4447 Web Sice'www.railcraR / .com 77TLE 5/8" SQUARE PICKET ` Too Free:1-800-211-4854 Email:2ilinfo@railc, ft.com `^ 1 ® o Physical Properties ^ e 13272 COMBER WAY ■�A LC. AFT p RAILCRAFT SURREY.B.C. Engineering Standard z CANADA'43W 5'd9 ALUMINUM RAILING SYSTEMS v; DIE#AT2501 SCALE 1 rr=1 rr ' DATE 15 NOV. 2006 DRAWING NAME INTERNATIONAL INC-/ DR4FTPERSON JGUIANG PHYSICAL PROPERTIESh v R.025 1 8 L. } 1.215 R.1R.014 '��. \\����� �, 28 *OsR039 R.073 1 51I 1.215 , 8 i ', R.128 "' 6. , .205 \, ° .194 f f f .205 — -- -- - .194 TOP VIEW PROFILE SCALE 1:1" ISOMETRIC VIEW UNLESS OTHERWISE SPECIFIED: NAME DATE DIMENSIONS ARE IN INCHES DRAWN JGUTANG 28APRO9 DATE DRAWN: 28 APRIL 2009 RA I L C RA F T TOANGULAR:MACHt BEND ECHECKED NGwPPR STHORNTON 28APRU9 0wG.NO. TWO PLACE DECIMAL ± ALUMINUM RAILING SYSTEMS THREE PLACE DECIMAL t MFGAPPR. 1-5/811 SQ. SUPER POST-3 1..........a UYIERPRET GEOMETRIC OA 0272 earth,,wey TOLERANCING PER: PROPRIETARY AND CONFIDENTIAL RAILCRAFT s�Y S.C. COnodo,VFW$V9 MATERIAL ALLOY&iEMPER:6 T61 THEE SOLE O RAEDWTHR DRAWING A DWG.NO. REV, SI THE SOLE PROPERTY OP RAICRAFT 0 FINISH .+AIIJ.FINISH PART OR AS INC.ANY RPOUT THE N V INTERNATIONAL IN PARSORAS AWHOIEWRHERNATI NALINC INC SOLIDWORKS2008 PERMISSION PRALLCRAFTINIERNATIONALWC. SCALE:I:I WHOM, SHEET IOFI 20° 167 1.313 --;- 430p� 1 .213 3 6�2 1.063 �0�� t Fr4".- AR , ,,, Ii „.„.„, 0 ,„ ; 0.92483 '`2S o 0 o°\1 DETAIL A NJ 0.97971 SCALE 5 : 1 FRONT VIEW PROFILE NOTE: SCALE 1:1" LOCKING ARC WIDEN TO ACCOMODATE TOP RAIL -M.BOPARAN I t ISOMETRIC VIEW UNLESS OTHERWISE SPECIFIED: NAME DATE - ® DIMENSIONS ARE IN INCHES DRAWN .IGUTANG 270E026DATE DRAWN: L7 DEC@M0ER.20D6 RAI LC RAFT AANG TOLERANCES: MACH BEND A ENGCHEA12. MICK BOPARAN 270E026 DWG.NO ALUMINUM RAILING SYSTEMS T EEPPLLACEDEECIMAL EOMAL t MFGAPI'R WELDED PICKET(W/P) wINTPRET GEOMETRIC GLA BOTTOM RAIL (REDESIGN) TC TOl62ANCWG PER: PROPRIETARY AND CONFIDENTIAL RAILCRAFT CmgEp V SW MATERIAL ALLOT TT.TEMPER:6063-TS THE INFORMATION CONTAINED IN THIS DRAWING SQE DWG NO. REV. FINISH MINE SOLE PROP3(W OF RAILCRAFT MILL FINISH MfiJNAimNAL INC.ANY REPR000C't)QN A -01 2 INTERNATIONAL INC. INPARTORASAWHOLEWITHOUTTHEWRITTEN SOLIDVJORKS2004 6 HTPPRARCR0.rtINERrAnDNALRNC, SCALeT:T WEIGHT: SHEET I O I II 1 2„ 8„ 1 41, -. 3NN 0.4„ i 3., 8 0 • 5,, _ $ 5„ 1 8 3 l 32 f' 1-5/16" ----I t FRONT VIEW PROFILE SIDE VIEW PROFILE SCALE 1:1" SCALE 1:1" I I I I I L I I Il II I II 3 I' II 1 *It , ' �„ 11 tl e 1 II II n II II R , 1 • 1 „ 2 TOP VIEW PROFILE ISOMETRIC VIEW SCALE 1:1" UNLESS OTHERWISE SPECIFIED: NAME DATE DIMENSIONS ARE IN INCHES DRAWN NAME DATE BATE DRAWN: IS SPETEMEBR 2WB RAI LC RAFT TOLEANGULNCES, GH�® NM FRACTIONAL*_ ISS3I R! DWG No. ANGRANC MACH± SEND± eNG aPPR. TWO PLACE DECIMAL ± WELDED PICKET ALUMINUM RAILING SYSTEMS THREE PLACE DECIMAL ± MFGAPPR. Ihissammaxmossir INTERPRET GEOMETRIC Q.A. STRAIGHT WALL MOUNT TOLERANCING PER: 12272 Comber Way PROPRIETARY AND CONNDEN IAL RAILCRAFT CmaEovW•l 8A MATERIAL ALLOT&TEMPER:6063-T5 THE INFORMATANI CONTAINED IN THIS DRAWING ME DWG.NO. -� REV. IS THE 3GLE PROPERTY OF RALCRAPr A MIEN MILL RNISH NNNBINT ORRNAL INC.ANV REPRODUCTION C1PAIR AS AWHOLEWRHOUN WRITER M INTERNATIONAL. INC. souuwoelcs 2008 IS PROHIBITED.EDOFRARCRAF INTERNATIONALMC 3ULE:1:1 MGM SHEET IOFI STRUCTURAL CALCULATIONS ALUMINUM GUARDRAILS PROJECT: Cogir Tigard 9244 SW Oak Street Tigard, OR 97223 for RailPro 14110 NW 3`d Court Vancouver, Washington 98685 'CRUCTt�Rq �lcr �`���� PROreil ci"\ N eF, 9 18346PE James G. Pierson, Inc. AREGONJ4' -O or �°co Q F c \ oFR h is, o� ,� k\67401°A1QiNEes R- G 2-8-24 XPIRES, C-30-25 James G. Pierson, Inc. Consulting Structural Engineers 2850 SW Cedar Hills Blvd#2241 BEAVERTON,OR. 97005 (503)226-1286 FAX 226-3130 February 8, 2024 Page 1 of 29 Cogir Tigard—Picket Guardrails GENERAL DESIGN LOADS: Project is designed in accord with requirements of the 2022 Oregon Structural Specialty Code. For this location the following design parameters apply: Dead Load= 10 psf Live Load=60 psf Snow Load=25 psf Wind: 98 MPH, Exp B Guardrail Load: 200 lb and 50 plf—any direction at 42"AFF Pickets and Bottom Rail=50 lbs over 1 sq ft. Design Summary: The following calculations are for the proposed aluminum guardrail system located at 9244 SW Oak Street in Tigard, OR. The proposed railing system is a picket railing system, Series 1500s top rail and W/P Bottom Rail. These rails and post are qualified by Intertek test reports, provided as part of this calculation package. The posts and connections were tested as a system to resist bending, deflection,and shear for typical railing loads. This calculation package demonstrates adequacies of the proposed connections and demonstrates adequate connection to the structure. The techniques and principles of structural analysis used for these calculations conform to generally accepted standards of the engineering community. These design calculations have been prepared based upon shop drawings provided by Railpro Railing Solutions. Project Job no. James G. Pierson, Inc. Cogir Tigard—Guardrails and Connections Location Date Consulting Structural Engineers 9244 SW Oak St,Tigard OR 2/8/25 2850 SW Cedar Hills Blvd#2241 Beaverton,Oregon 97005 Cant Sheer no. Page 2 of 29 Railpro re:(503)226-1286 Fax:(503)226-3130 ALUMINUM PROPERTIES Extruded 6005-T5, 6005A-T61 —Used Extruded 6063-T5— Used for for extrusion, horizontal and vertical extrusions, horizontal and vertical rails rails ;Ft soo5r5 = 38 ksi ;Ftuso63rs =22 ksi ;Ftysoosr5 = 35 ksi ;Fty6063T5 = 16 ksi ;F'cysoosr5 = 35 ksi ;F'cy6o63T5 = 16 ksi ;Fshear6005T5 =0.6* Fty6005T5 =21.00 ksi; ;Fshear6063T5 = 0.6* Fty6063T5= 9.60 ksi; (ADM Table A.3.1) (ADM Table A.3.1) ;Fshear6063T5 = 13 ;E6005= 10100'ksi ksi ;E6o63T5 = 10100 ksi ;Fb16005T5= F'cy6005T5 / 1.65=21200 psi; (ASD)or ;Fb16063T5= F'cy6063T5 / 1.65=9700 psi; ;Fb26005T5= Ft„6005T5l(1 * 1.95)= 19500 (ASD) or psi;(ASD) ;Fb26o63T5= Ftu6063T5/(1 * 1.95) = 11300 ;Fb6005T5 = min(Fb16005T5,Fb26005T5) = psi; (ASD) 19500 psi ;Fb6063T5 = min(Fb16063T5,Fb26063T5)= 9700 psi Plate 6061-T6— Used for covers, Extruded 6063-T6— Used for caps, and baseplates extrusions, horizontal and vertical ;Ft sosl =42 ksi rails ;Fty6061 = 35 ksi ;Ftus063T6 = 30 ksi ;F'cy6061 = 35 ksi ;Ftyso63r6 = 25 ksi ;Fshear6061 = 0.6* Fty6061 = 21.00 ksi; ;F'cy6063T6 =25 ksi (ADM Table A.3.1) ;Fshear6063T6 = 0.6 * Fty6063 = 15.00 ksi; = (ADM Table ;Esos1 10100 ksi A.3.1) ;E6063T6 = 10100 ksi ;Fb16os1 = F'cy6061 / 1.65 =21200 psi; (ASD) or ;Fb16o63T6 = F'cy6063T6 / 1.65 = 15200 psi; ;Fb26061= Ft„so61/(1 * 1.95) =21500 psi (ASD)or ;(ASD) ;Fb26o63r6= Ft 606ST6/(1 * 1.95) = 15400 ;Fbso61_Piate = min(Fb16o61,Fb26061) =21200 psi; (ASD) psi 8100 1b 8633T6= min(Fb16063T6,Fb26063T6) = 2Extruded 6061-T6—Used for extrusions, horizontal and vertical rails ;Ft 6061 = 38 ksi ;Ftysosi = 35 ksi ;F'cy6o61 = 35 ksi ;Fshear6061 = 0.6* Fty6061 =21.00 ksi; (ADM Table A.3.1) ;E6061 = 10100 ksi ;Fb16061 = F'cy6061 / 1.65 =21200 psi; (ASD) or ;F626061= Ft 6061/ (1 * 1.95) = 19500 psi ;(ASD) ;Fb6061 = min(Fb16061,Fb26061) = 19500 psi Project James G. Pierson, Inc. lab na. Cogir Tigard—Guardrails and Connections Consulting Structural Engineers Location Date 9244 SW Oak St,Tigard OR 2/8/25 2850 SW Cedar Hills Blvd 42241 Beaverton,Oregon 97005 Chant shod nu. Page 3 of 29 Railpro Tel:(503)226-1286 Fax:(503)226-3130 Acoya - Attachment A Revised BASE ATTACHMENT Max ; L = 6 ft; _ ers Sp.Super Post-3 ;H42=42in; k at -1 = in; 1" ,H = H42 49.500 Composite — ;Mi=200 lbs* (H) =9900.000 lb_in ;(ASD) Use(4)3/8"Dia.x 5"SS ;M2=50 plf* L*(H ) =14850.000 lb_in fully threaded lag screws w/bonded sealing washers, at each post location i ;Mmax=max(Ml, M2)=14850.000 Ib_in; V1=200 Ibs; (ASD) ;V2= L*50 plf=300.000 lbs 6x GLlulam Beam at all sides / 07/16* r ;Vmax= max(Vi,V2) = 300.000 Ib; of decks by others S 33/C Anchor Forces • Bending moment from guardrail load resolves into 3/4 force couple at bolts with spacing ;s=3.75 in;. Top view of Base Plate Tension controls ;T= Mmax/s =2970.000 Ib; at two bolts or ;Tag = T/2 = 1485.000 lb ;per lag Per NDS Table 12.2A, 3/8"lags into GLB G 0.50 ;W= 302 lb/ in * 1.6 = 390 lb/in; embedment(includes duration factor) ;TE =hag/W= 3.8 in; embedment required Use (4) 3/8" x 5"fully threaded lags per post Project Job no. James G. Pierson, Inc. Cogir Tigard-Guardrail and Connections Location Date Consulting Structural Engineers 9244 SW Oak Street, Tigard OR 2/8/24 2850 SW Cedar Hills Blvd 42241 Beaverton,Oregon 97005 Client Sheet Page 4 of 29 eet no. Railpro Tel:(503)226-1286 Fax (503)226-3130 Acoya Attachment B (Balcony) Max;L =6ft; ; ;H42=42 in; ;H = H42 =42.000 in; 1-5/8"Sq.Super Post-3 (Pocket mounted) ;Mi=200 lbs * (H) =8400.000 Ib_in ;(ASD) — 1"Alumilast Decking ;M2=50 plf* L*(H ) =12600.000 1I lb in ;Mmax= max(Mi., M2) = 12600.000 Ib_in; - 8" ;MLFRo= Mmax* 1.6=20160.000 lb_in; 4„ Bdcony Prams v,=200 Ibs; (ASD) .�► "` ;V2= L *50 plf= 300.000 lbs ;Vmax= max(V,, V2)=300.000 lb; Z" 4-r ` - Alum.Tube Pocket welded to balcony frame ;VLFRD=Vmax * 1.6=480.000 lbs 11se 4) #12 x 3/4" SS Tek Screws! at each post location Project Job no. James G. Pierson, Inc. Cogir Tigard-Guardrail and Connections Consulting Structural Engineers Location Da" 9244 SW Oak Street, Tigard OR 2!8l24 2850 SW Cedar hills Blvd 42241 Beaverton,Oregon 97005 Client Sheet no.Page 5 of 29 R311pr0 Tel:(503)226-1286 Far(503)226-3130 Post supported by alum tube that is welded to balcony (by others). Check shear in screws for vertical direction. #10 or larger The vertical posts are attached to the tubes with(2)#10 self-drilling steel screws. Maximum shear is each screw ;v=Wax /2= 150.000 Allowable shear in each screw: 5A.3 Screw Shear and Bearing The shear force on a screw shall not exceed the least of: I) 2 F,et D t,Ine. (Eq.5.4.3-I) If the screw is countersunk, one-half the depth of the countersink shall be deducted from t,. 2) 2Fra2 Dt_If„ (Eq. 5.4.3-2) 3) 4.2(t,3D)'r F,a2G1r,for t,s ti (Eq. 5.4.3-3) 4) Pa,)(1.25 n.) (Eq.5.4.3.4) ; Ftuscrew=38000 psi ;dscrew=0.19 in ;#10 screw ;nu= 1.95 ;asd factor ;ns=3 ;factor of safety ;tt =0.1 in ;thickness bottom rail ;t2=0.1 in ;thickness post ;Pns = 1526 lbs ;ESR-3332 report ;1) ;2* Ftuscrew*dscrew*tt/nu=740.513 lbs ;2) ;2*Ftuscrew*dscrew`t2/nu=740.513 lbs ;3) ;4.2 *(t23*dscrew)'5*Ftuscrew/ns=733.311 lbs ;4) ;Pns/(1.25*ns)=406.933 lbs Okay Project Job no. James G. Pierson, Inc. Cogir Tigard-Guardrail and Connections Location Date Consulting Structural Engineers 9244 SW Oak Street, Tigard OR 2/8/24 2850 SW Cedar Hills Blvd 92241 Beaverton,Oregon 97005 Client Sheet no.Page 6 of 29 Railpro Tel:(503)226-1286 Fax:(503)226-3130 0 0 07/07/2023 Duncan Priestly Railcraft International 13272 Comber Way Surrey,BC,Canada,V3W 5V9 RE: Intertek Report number: 10029414000Q-004 Dear Mr. Priestly, This letter is in regard to the Intertek report referenced above and attached hereto labeled as RI through R22. After review of the test report results within the intent of IBC 1709,I conclude that the results show compliance with Section 1607.9.1 Handrails and Guards of the 2021 International Building Code for the samples shown and recommend that the report be accepted by the building official. Pursuant to Oregon Statute 672.020 my seal and signature are applied below. Respectfully, 15) PRO,ce e. 84302 07/10/2023 OREGON rPulpy Bruce J.Keeler,P.E.* Principal EXP: 06/30/2025 LTS Drafting&Engineering,LLC. *P.E.licensed in:AZ,CO,FL,GA, ID,IA,LA,MD,MI,MN,MS,MT,NE, NV,NM,NY,NC,ND,OH,OK,OR,PA,TX,TN,UT,WA, WV,WI,WY C: file 8670 Concord Center Drive,Englewood,Colorado 80112 phone:303.858.9858 fax:303.858.8373 Page 7 of 29 R1 Intertek REPORT NUMBER: 10029414000Q-004 ORIGINAL ISSUE DATE: January 17, 2011 0 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE CLI COQUITLAM, BC V3K 7C1 WRENDERED TO RAILCRAFT INTERNATIONAL INC. 13272 COMBER WAY SURREY, BC V3W 5V9 U) W PRODUCT EVALUATED: Aluminum Welded Picket and Glass Railing Systems EVALUATION PROPERTY: Load Requirements 1111111 Report of Railcraft International Inc. Aluminum Welded Picket and Glass Railing Systems for compliance with the applicable requirements of Section 1607.7.1 Handrails and Guards of the 2009 International Building Code (IBC) This report is for the exclusive use of Intertek's Client and is provided pursuant to the agreement between Intertek and its Client. Intertek`s responsibility and liability are limited to the terms and conditions of the agreement. Intertek assumes no liability to any party, other than to the Client in accordance with the agreement, for any loss, expense or damage occasioned by the use of this report. Only the Client is authorized to copy or distribute this report and then only in its entirety. Any use of the Intertek name or one of its marks for the sale or advertisement of the tested material, product or service must first be approved in writing by Intertek. The observations and test results in this report are relevant only to the sample tested. This report by itself does not imply that the material, product, or service is or has ever been under an Intertek certification program. 1 Page a of 29 R2 Railcraft International Inc. January 17,2011 Report No.10029414000Q-004 Page 2 of 6 1 Table of Contents 1 Table Of Contents 2 2 Introduction 3 3 Test Samples 3 3.1. Sample Selection 3 3.2. Sample And Assembly Description 3 4 Testing And Evaluation Methods 3 4.1. 2009 IBC: Section 1607.7.1 Handrails And Guards 3 4.2. In-Fill Load Test 4 4.3. Uniform Load Test 4 4.4. Concentrated Load Test 4 5 Testing And Evaluation Results 5 5.1. Results And Observations 5 6 Conclusion 6 Appendix A Test Data 12 Pages Appendix B Drawings 2 Pages Page 9 of 29 R3 Railcraft International Inc. January 17,2011 Report No. 10029414000Q-004 Page 3 of 6 2 Introduction Intertek Testing Services NA Ltd. (Intertek) has conducted a test program for Railcraft International Inc. on various railing systems. The evaluation was carried out to determine whether the railing systems would resist the loads specified in Section 1607.7.1 Handrails and Guards of the 2009 International Building Code (IBC). This evaluation was conducted in the month of January 2011. 3 Test Samples 3.1. SAMPLE SELECTION The client submitted twelve (12) aluminum railing systems to the Evaluation Center on January 11, 2010. Samples were not independently selected for testing. 3.2. SAMPLE AND ASSEMBLY DESCRIPTION The different samples were identified as the following: Table 1. Railing Configurations Railing Post Post Mounting Rails Picket/Panel Spacing Plate Insert Welded Picket-Fascia Mount 1-5/8"x 1-5/8" 84-1/4" 4"x 6"x 3/8" 42"high 5/8"x 5/8" Welded Picket-Top Mount 1-5/8"x 1-5/8" 84-1/4" 4"x 4"x 3/8" 42"high 1 5/8"x 5/8" Glass Panel-Fascia Mount 1-5/8"x 1-5/8" 66-3/8" 4"x 6"x 3/8" 42"high I 1/4"Glass Glass Panel-To Mount 1-5/8"x 1-5/8" 66-3/8" 4"x 4"x 3/8" 42" high 1/4"Glass Note: Post to sub-structure fastener evaluation is beyond the scope of this report. 3/8 in. Grade 5 bolts were used to install the specimen for testing. 4 Testing and Evaluation Methods The test specimen was loaded at a rate to achieve the specified loads between 10 seconds and 5 minutes. The specified test loads were held for one minute before the load was released. As per the 2009 IBC, the following tests were conducted: 4.1. 2009 IBC: SECTION 1607.7.1 HANDRAILS AND GUARDS 1) Handrails and guards shall be designed to resist a load of 50 pounds per linear foot (plf) (0.73 kNlm) applied in any direction at the top. 2) Handrails and guards shall be able to resist a single concentrated load of 200 pounds (0.89 kN), applied in any direction at any point along the top. 3) Intermediate rails, balusters and panel fillers shall be designed to withstand a horizontally applied normal load of 50 pounds (0.22 kN) on an area equal to 1 square foot (0.093 m2). Page 10 of 29 R4 Railcraft International Inc. January 17,2011 Report No.10029414000Q-004 Page 4 of 6 Notes: 1. A live load factor of 2.5 is applicable to the above loads. 4.2. IN-FILL LOAD TEST For the welded picket systems, a load of 125 lbs was applied using a 1 square foot block normal to the in-fill. For the glass systems, a load of 200 lbs was applied to the glass panel using a 1 square foot block normal to the in-fill. After release of the load, the system was evaluated for failure, any evidence of disengagements of any component and/or visible cracking from any component. 4.3. UNIFORM LOAD TEST The guardrail system was subjected to a maximum equivalent uniform load of 125 plf applied horizontally to the top rail. The load was applied using quarter point loading. After release of the load, the system was evaluated for failure, any evidence of disengagements and/or visible cracking from any component. 4.4. CONCENTRATED LOAD TEST The top rail of the guardrail system was subjected to a horizontal concentrated load of 500 lbs adjacent to the rail post connection to verify the connection capacity. Page 11 of 29 R5 Rai!craft International Inc. January 17,2011 Report No.10029414000Q-004 Page 5 of B 5 Testing and Evaluation Results 5.1. RESULTS AND OBSERVATIONS The product test results are shown in Table 1 below and a full set of test data is located in Appendix A. Table 1. Test Results System Description Test Compliance In-fill load Pass Aluminum Welded Picket Railing System Uniform Load Pass —Fascia Mount Concentrated Load Adjacent to Post Pass In-fill load Pass Aluminum Welded Picket Railing System Uniform Load Pass —Top Mount Concentrated Load Adjacent to Post Pass In-fill load Pass Aluminum Glass Panel Railing System Uniform Load Pass —Fascia Mount Concentrated Load Adjacent to Post Pass In-fill load Pass Aluminum Glass Panel Railing System Uniform Load Pass —Top Mount Concentrated Load Adjacent to Post Pass 0111113 Page 12 of 29 R6 Railcraft International Inc. January 17,2011 Report No.100294140000-004 Page 6 of 6 6 Conclusion The Railcraft International Inc. aluminum railing systems identified in this test report have complied with the requirements of Section 1607.7.1 Handrails and Guards of the 2009 International Building Code. The product test results are presented in Section 5 of this report. INTERTEK TESTING SERVICES NA LTD. 77,7 Reported by: , — — Chris Chang, EIT Test Engineer—Construction Products Reviewed by: -0F id/�' ') Ricc rdo DeSantis Lab Supervisor/Test Technician — Building Products Page 13 of 29 R8 Intertek Test: IBC Loads on Guards Test#1 Project: G100294140 //JJ11 Date: 14-Jan-11 Eng/Tech: Chris Chang M. Client: Railcraft International Inc. Reviewer: Riccardo DeSantis Product: Aluminum Welded Picket Railing System fb, Installation: Fascia Mount Post Spacing: 7.02 ft 2.14 m ' Height of Guard: 42 in 1070 mm Opening in Guard: 3.875 in 98 mm Method: 2009 International Building Code(IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 Equipment: Artech 5K load cell(Intertek ID#SN138768,cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2,2011) Time/Temp/RH: 7:45 AM/18.3°C/54.3% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (lbf-ft) (Ib8 (Ibf) (lbt) Individual Elements/ 50 125 125 PASS Components(1ftz) Horizontal Uniform Load 50 125 770 439 878 PASS (per ft) Top of Post Horizontal 200 500 500 PASS Concentrated Load Railcraft International Inc. (January 2011)- Picket Fascia-1 Page 1 of 12 Page 15 of 29 R9 Intertek Test: IBC Loads on Guards Test#2 Project: G1 002 94 1 40 Date: 14-Jan-11 Eng/Tech: Chris Chang �, Client: Railcraft International Inc. Reviewer: Riccardo DeSantis Product: Aluminum Welded Picket Railing System Installation: Fascia Mount Post Spacing: 7.02 ft 2.14 m Height of Guard: 42 in 1070 mm Opening in Guard 3.875 in 98 mm Method: 2009 International Building Code(IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 Equipment: Artech 5K load cell(Intertek ID#SN138768,cal due August 20,2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2,2011) Time/Temp/RH: 10:00 AM/ 19.2°C/53.9% Design Equivalent Load Calculated Required Factored Quarter- Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (lbf-ft) (Ibf (lbf) (Ibf) Individual Elements I 50 125 125 PASS Components(1ft2) _ Horizontal Uniform Load 50 125 770 439 878 PASS (per ft) Top of Post Horizontal 200 500 500 PASS Concentrated Load . • Railcraft International Inc. (January 2011) - Picket Fascia-2 Page 2 of 12 Page 16 of 29 R10 Intertek Test: IBC Loads on Guards Test#3 Project: G100294140 nn Date: 14-Jan-11 Eng/Tech: Chris Chang ((;) Client: Railcraft International Inc. Reviewer: Riccardo DeSantis Product: Aluminum Welded Picket Railing System Installation: Fascia Mount Post Spacing: 7.02 ft 2.14 m Height of Guard: 42 in 1070 mm Opening in Guard: 3.875 in 98 mm Method: 2009 International Building Code (IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 Equipment: Artech 5K load cell (Intertek ID#SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 10:48 AM/ 19.2°C/53.9% Design Equivalent Load Calculated Required Factored Quarter- Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (lbf-ft) (lbf) (Ibf) (lbf) Individual Elements/ 50 125 125 PASS Components(1ft2) Horizontal Uniform Load 50 125 770 439 878 PASS (per ft) Top of Post Horizontal 200 500 500 PASS Concentrated Load Railcraft International Inc. (January 2011) - Picket Fascia- 3 Page 3 of 12 Page 17 of 29 R11 Intertek Test: IBC Loads on Guards Test#1 Project: G100294140 ,,,., Date: 13-Jan-11 Eng/Tech: Chris Chang UCH Client: Railcraft International Inc. Aldin Chang Product: Aluminum Welded Picket Railing System Reviewer: Riccardo DeSantis Installation: Top Mount WA Post Spacing: 7.02 ft 2.14 m Height of Guard: 42 in 1070 mm Opening in Guard: 3.875 in 98 mm Method: 2009 International Building Code(IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 Equipment: Artech 5K load cell(Intertek ID#SN138768, cal due August 20,2011) Vaisala Indicator(Intertek ID#V2920010,cal due November 2, 2011) Time/Temp/RH: 12:35 PM/ 16.7°C/46.4% Design Equivalent Load Calculated Required Factored Quarter- Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (Ibf-ft) (lbf) (Ibf) (lbf) Individual Elements 1 50 125 125 PASS Components(1ft2) Horizontal Uniform Load 50 125 770 439 878 PASS (per ft) Top of Post Horizontal 200 500 - - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)- Picket Top-1 Page 4 of 12 Page 18 of 29 R12 Intertek Test: IBC Loads on Guards Test#2 Project: G100294140 rnrn Date: 13-Jan-11 Eng/Tech: Chris Chang ((//. Client: Railcraft International Inc. Aldin Chang Product: Aluminum Welded Picket Railing System Reviewer: Riccardo DeSantis Installation: Top Mount Wd Post Spacing: 7.02 ft 2.14 m Height of Guard: 42 in 1070 mm Opening in Guard: 3.875 in 98 mm Method: 2009 International Building Code(IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 Equipment: Artech 5K load cell(Intertek ID#SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) TimefTemp/RH: 1:00 PM/16.6°C/48.5% Design Load Calculated Equivalent Required Factored Quarter- Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (lbf-ft) (lbf) (lbf) (Ibfl Individual Elements/ 50 125 - 125 PASS Components(1ft2) Horizontal Uniform Load 50 125 770 439 878 PASS (per ft) Top of Post Horizontal 200 500 - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)-Picket Top-2 Page 5 of 12 Page 19 of 29 R13 intertek Test: IBC Loads on Guards Test#3 Project: G100294140 ri)) Date: 13-Jan-11 Eng/Tech: Chris Chang (v.. Client: Railcraft International Inc. Aldin Chang Product: Aluminum Welded Picket Railing System Reviewer: Riccardo DeSantis Installation: Top Mount 0! Post Spacing: 7.02 ft 2.14 m Height of Guard: 42 in 1070 mm Opening in Guard: 3.875 in 98 mm Method: 2009 International Building Code (IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 Equipment: Arlech 5K load cell(Intertek 1D#SN138768,cal due August 20,2011) Vaisala Indicator (Intertek ID#V2920010, cal due November 2,2011) Time/Temp/RH: 1:15 PM/16,4°C/48.6% Design Equivalent Load Calculated Required Factored Quarter- Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (lbf-ft) (lbf) (Ibf) (lbf) Individual Elements! 50 125 - - 125 PASS Components(1ft') Horizontal Uniform Load 50 125 770 439 878 PASS (per ft) Top of Post Horizontal 200 500 500 PASS Concentrated Load Railcraft International Inc. (January 2011) - Picket Top-3 Page 6 of 12 Page 20 of 29 R14 Intertek Test: IBC Loads on Guards Test#1 Project: G100294140 �) Date: 14-Jan-11 Eng/Tech: Chris Chang C V!... Client: Railcraft International Inc. Reviewer: Riccardo DeSantis Product: Aluminum Glass Panel Railing System Wb• Installation: Fascia Mount Post Spacing: 5.53 ft 1.69 m Height of Guard: 42 in 1070 mm Opening in Guard: 1.625 in 41 mm Method: 2009 International Building Code(IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment: Artech 5K load cell (Intertek ID#SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2,2011) Time/Temp/RH; 12:20 PM/19.0°C/51.2% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (Ibf-ft) (Ibf (lbf) (Ibf) Individual Elements/ 50 200 200 PASS Components(1ft2) Horizontal Uniform Load 50 125 478 346 691 PASS (per ft) Top of Post Horizontal 200 500 500 PASS Concentrated Load Railcraft International Inc. (January 2011) -Glass Fascia- 1 Page 7 of 12 Page 21 of 29 R15 ntertek Test: IBC Loads on Guards Test#2 Project: G100294140 Date: 14-Jan-11 Eng/Tech: Chris Chang Client: Railcraft International Inc. Reviewer: Riccardo DeSantis Product: Aluminum Glass Panel Railing System 0, Installation: Fascia Mount Post Spacing: 5.53 ft 1.69 m Height of Guard: 42 in 1070 mm Opening in Guard: 1.625 in 41 mm Method: 2009 International Building Code(IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment: Artech 5K load cell(Intertek ID#SN138768,cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2,2011) Time/Temp/RH: 1:15 PM/19.2°C!53.6% Design Equivalent Load Calculated Required Factored Quarter- Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (lbf-ft) (lbf) (Ibt) (lbf) Individual Elements/ 50 200 - - 200 PASS Components(1 ft2) Horizontal Uniform Load 50 125 478 346 691 PASS (per ft) Top of Post Horizontal 200 500 - - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)-Glass Fascia-2 Page 8 of 12 Page 22 of 29 R16 Intertek Test: IBC Loads on Guards Test#3 Project: G100294140 Date: 14-Jan-11 Eng/Tech: Chris Chang r� Client: Railcraft International Inc. Reviewer: Riccardo DeSantis Product: Aluminum Glass Panel Railing System Installation: Fascia Mount Post Spacing: 5.53 ft 1.69 m Height of Guard: 42 in 1070 mm Opening in Guard: 1.625 in 41 mm Method: 2009 International Building Code (IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment: Artech 5K load cell(Intertek ID#SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2,2011) Time/Temp/RH: 1:48 PM/19.1°C/53.9% Design Equivalent Load Calculated Required Test (Inward/ Factored Moment Quarter- Proof Load Pass/Fail Outward) Load (lbf-ft) Point Load (Ibf) (lbf) (Ib� Individual Elements I 50 200 - - 200 PASS Components(1ft2) Horizontal Uniform Load 50 125 478 346 691 PASS (per ft) Top of Post Horizontal 200 500 - - 500 PASS Concentrated Load Railcraft International Inc. (January 2011) -Glass Fascia - 3 Page 9 of 12 Page 23 of 29 R17 Intertek Test: IBC Loads on Guards Test#1 Project: G100294140 /��)) Date: 13-Jan-11 Eng/Tech: Chris Chang ((, , . Client: Railcraft International Inc. Aldin Chang Product: Aluminum Glass Panel Railing System Reviewer: Riccardo DeSantis Installation: Top Mount Post Spacing: 5.53 ft 1.69 m Height of Guard: 42 in 1070 mm Opening in Guard: 1.625 in 41 mm Method: 2009 International Building Code(IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment: Artech 5K load cell (Intertek ID#SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 9:00 AM/14.0°C/54.8% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (lbf-ft) (Ibfl (lbf) (Ibf) Individual Elements/ 50 200 200 PASS Components(1ft2) Horizontal Uniform Load 50 125 478 346 691 PASS (per ft) Top of Post Horizontal 200 500 - 500 PASS Concentrated Load Railcraft International Inc. (January 2011) -Glass Top- 1 Page 10 of 12 Page 24 of 29 R18 Intertek Test: IBC Loads on Guards Test#2 Project: G100294140 wi, Date: 13-Jan-11 Eng/Tech: Chris Chang CfL Client: Railcraft International Inc. Aldin Chang Product: Aluminum Glass Panel Railing System Reviewer: Riccardo DeSantis Installation: Top Mount fb Post Spacing: 5.53 ft 1.69 m Height of Guard: 42 in 1070 mm Opening in Guard: 1.625 in 41 mm Method: 2009 International Building Code(IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment: Artech 5K load cell (Intertek ID#SN138768, cal due August 20,2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2,2011) Time/Temp/RH: 10:15 AM/13.8°C/54.0% Design Equivalent Load Calculated Required Test (Inward/ Factored Moment Quarter- Proof Load Pass/Fail Outward) Load (lbf-ft) Point Load (lbf) (lbf) (lbf) Individual Elements/ 50 200 - - 200 PASS Components(lft2) Horizontal Uniform Load 50 125 478 346 691 PASS (per ft) Top of Post Horizontal 200 500 - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)-Glass Top-2 Page 11 0112 Page 25 of 29 R19 Intertek Test: IBC Loads on Guards Test#3 Project: G100294140 Date: 13-Jan-11 Eng/Tech: Chris Chang (V, Client: Railcraft International Inc. Aldin Chang Product: Aluminum Glass Panel Railing System Reviewer: Riccardo DeSantis Installation: Top Mount 01. Post Spacing: 5.53 ft 1.69 m Height of Guard: 42 in 1070 mm Opening in Guard: 1.625 in 41 mm Method: 2009 International Building Code(IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment: Artech 5K load cell(Intertek ID#SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2, 2011) Time/Temp/RH: 11:05 AM/15.0°C/51.5% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (Ibf-ft) (Ibf) (Ibf) (Ibfl Individual Elements I 50 200 - - 200 PASS Components(lft2) Horizontal Uniform Load 50 125 478 346 691 PASS (per ft) Top of Post Horizontal 200 500 - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)-Glass Top-3 Page 12 of 12 Page 26 of 29 BEMINEEFORG SEER AND fare OR NOVEMBER 2010 84"CENTER TO CENTER \'. � �LLQi6.€1 1500S TOP RAIL 1 `__1-sir SO. 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