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Specifications (2) Osessaloal -7 " c FOR OFFICE USE ONLY—SITE ADDRESS: /ff/ 2 7/ Jr z) / e This foam is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. 1111 City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT Transmittal Letter T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 •www.tiaard-or.gov TO: TOM DEPT: BUILDING DIVISION DATE/4ff� E FROM: ELIOT ADAMS JUN 2 3 2021 COMPANY: ESSEXGENERALCONSTRUCTION,INC. CITY BUOFILDING TIGARD • l3UILDiNG DIVISION PHONE: (503)951-9912 He EMAIL: ELIOT.ADAMS@ESSEXGC.COM RE: 11974 SW 72ND AVE BUP2019-00346 (Site Address) (Permit Number) DARTMOUTH APARTMENTS,LOT 31 (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: z Additional set(s) of plans. Revisions: Cross section(s)and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. 2 Engineer's calculations. 2 Other_(explain): Shop Drawings REMARKS: DEFERRED SUBMITTAL:Decorative Metal Guardrails Shop Drawings&Calculations VALUATION:$89,420 FOR OFFICE USE ONLY Routed to Permit Technician: Date: 7- '7 a( Initials: Fees Duel Yes ❑No Fee Description: _ Amount Due: Pk., rcv: eur $ 9 87• C 6 anfo pro Lestiyks $ lSO ' / $ Special $ s3'7 . 66 - Instructions: Reprint Permit(per PE): ❑ Yes No ❑Done Applicant Notified: EL' O7 Date: 7I131Z.-/ Initials: A/O 04,4-r t.-- I Submittal Review 1Essex 72nd & Dartmouth GENERAL CONSTRUCTION,INC. Section: 057300-1.0 Date: 02/23/21 Subcontractor/Supplier: RailPro Description: Glass Guardrail Shop Drawings Contractor: Stamp - Glass Guardrail Shop Drawings Essex General Construction Inc - L2 Terrace Railing (3-5) This drawing or submittal has been reviewed - L5 Terrace Railing (6-8) for general conformance with plans and specifications.Review does not relieve - Balcony Railing (9-16) fabricator/vendor or subcontractor of - Details (17-26) responsibility for errors,omissions,or non-compliance with contract documents. - Calculations (27-65) �ryl r�1y� 02/23/2011 Reviewed Eliot Adams Architect: Sta m p Engineer/Consultant: Stamp BALCONY AND ITS ATTACHMENT TO STRUCTURE ARE NOT DESIGNED BY FE, REF PLAN. RAILING ATTACHMENT TO BALCONY NOT REVIEWED PREVIEWED ID ID REVISEH AS COR RECTED0 ED BY FE. Corrections or comments made on the shop drawings dud%this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only tor review of general conformance with the design corept CONTRACTOR TO REFER TO FUTURE ASI WITH REVISED DETAILING AT project compliance given ct docmen Thiscontractor is rresponbl for THE CURVED L5 WALL. confirning and correlating all quantities and dimew ms; seleodrg fabrication processes and techniques of construcon; coordinating his work with that of all other trades;and performing his work in a safe and satisfactory manner. FROELICH ENGINEERS,INC. DATE: 03/05/2021 BY: BJH • 4284 W 71,Avenue.Eugene,OR 97402 1541-342-4509 www.essexgc.com 17400 SW 651^Avenue.Lake Oswego,OR 97035 1503-747-0092 COW OR 54531 I WA ESSEXGC852JC V, RaDProRap ARCHITECTURAL ALUMINUM Revised 6/21/2021 Shop drawings for installation of 42" Glass Guardrail Dartmouth North & South 11974; 11882 SW 72nd Ave. Tigard, OR 97223 'CR�CTURq cR0 PRO, < ��� ��83 6���i° Color: Black OREGO f (5I FaFRh 19, ���� R. G EXPIRES: 6-30-23 (25 Pages including cover) 14110 NW 3nd Ct., Vancouver, WA 98685 Phone 360-213-0958 Fax 360-213-0959 42" Glass Railing w/ Open Mid-Rail uCTV q Fascia mounted R� t Concrete Surface 4 ��N't. £F�'< A 18346Pa 0 �o -FF6h 19, o4�; R. G EXPIRE5, 6-30-23 Max Post Spacing = 4'-6" On Center 66'-1 1/7'L Xf Xf Xf Xf Xf f Xf Xf Xf f f 4'-4 7/16"X4%4 7/16" 4'-4 7/16" 4'-4 7/16-X4'-4 7/16" 4%4 7/16"}'4'-4 7/16"X4'-4 7/1644'-4 7/16" 4.-4 7/16"X4'-4 7/16" 4'•4 7/16" 4'-4 7/16";44'.4 7/16'14%4 7/16" 33J8" 33/8" Xf = Post location RaDartmouth - L2 North Terrace La out 2/4/2021 APPROVED / DATE i�P�� RP V967b Revised y DRAWN ARCHITECTURAL ALUMINUM RR ,RoCT URq S\,„to PROr'fsf< k,,�5LNG‘►Vt,e- °A 1S346P Q,�t,3 . -Finished Siding �" oREGI, I ` . O h 19, . 3500s Top Rail FR R. G0"'� 4'•6"MAXI EXPIRES: 6-30-23 37/8" Ia-- t EII I J 2200 Mid Rail I `4"TYP ` ): 4— 2 TYP 3/8" Clear Tempered Glass : 3'-6n I 'II 1 I I - 2"TYP I T.O. Pavers/Alum. Plate I � - t , y J - I X I 4" - I - I - - - C, 0 2200 Bottom Rail o ° , ° 1'-31/2" I — I e 0 0 1 1 0 -_ i I 1 -5/8" Sq. Super Post - 3 w/ custom Base Rai,Pro TE �p V9676 Dartmouth - L2 North Terrace Elevation ��6/21/2021 APPROVED / DATE ARCHITECTURAL ALUMINUM Revised DRAWN RR RUCTUci � Rc PRO,1 1 s18346P� riR 0 if C ; = FQ£�h 19 D R. GO" EXPIRE51 6-30-23 4" 4- O O 1 1/2" 15 1/2" 1 1/2" 2 3/8" ; ) 2 3/8" 18 1/2" fi 3" 3" _ 3" * 3" 3" * 3" - 1/4"x 4"tall Cont. Alum. Mate attached to railing posts via 1 3/4"Thick Pavers #12 x 3/4"ss tek screws " 3 1/2" x 6" - 3" MOM -- 151/2" I (2) 3/8" x 5-1/$" Hilo HIT-Z-R 9" 181/2" IL HIT HY 200 epoxy at 4" embed Halfen HTA-R 40/22 - HDG - 300 / 2, 2 Anchor Channel Embed w/ HS 40/22 M12 HDG 4.6 T-bolts at each post location RaiIProc "ri°VW V9676 Dartmouth - L2 North Terrace ARCHITECTURAL ALUMINUM Rail Attachment Revised Final 6/21/2021 "�W"RR 42" Glass Railing w/ Open Mid-rail All dimensons to be field verified prior to fabrication] Fascia mounted Wood framed Parapet Wall 28' 3„ 4'-l0" R25' Parapet Wall ,\ 4-10" N 4'-10" 169° TYP 25 `ROCT(1Rq U PROF R fs 1 s 4-10" 44,.,A 18346P 1 N 4-10 -0 Tr CREW 10 ( \ . Fl)4,rbh 19, Nc 64Q- 4'-l0" / _ , 3" R R GDP 4 10 f,----_ ____ EXPIRES: 6-30-23 E- 4'-10" 2'-9 3/8" Q� Dare APPROVED / DATE ■1Q "Pro Op V9675 Dartmouth - L5 Terrace Layout 1/15/2021 ARCHITECTURAL ALUMINUM Y DRAWN RR ,��UCTUR? 0 PROFfs. c..� �G1 NfF s'0 " �18346Ps,01 14, + Finished Siding -0 � • co e� Custom angle Sleeve Fp�toh 19, k. 3500s Top Rail FR R. GO�'� v ' EXPIRES: 6-30-23 I 1 I r <4"TYP ; , T.O. Parapet Wall 3/8" Clear Tempered Glass 3'-6" 2'-G" -L C L (Verify) ` I I 0 0 E a o 0 2200 Bottom Rail 8"Band for posT ___________,t attachment 0 0 0 0 0 0 ,. ...__ 1-5/8"Sq. Super Post- 3(Fascia mounted) T.O. Pavers/Walking Surface s Dare APPROVED J DATE i ProcP V9676 I Dartmouth - L5 Terrace Elevation 6/21/2021 ARCHITECTURAL ALUMINUM Revised DRAWN RR v0CTU'4q 5 QEp PROF < c5 *GI eFo t 18346P=4 DREG,` �°2 1 �� , 1 5/8"Super Post- 3 O h19, 34 �R R. '�� a 1/2" FC Siding EXPIRES= 6-30-23 5/8"Densglass e 3/4" Furring Section Elevation View • 1/2" IFlashing by others dx Blocking by others f I r1 . GC to provide 1 T 1I 4 3/4" 6" T Simpson A35 Top 1 and Bottom of 6x12 Blocking each end to studs. Refer to future 1 1/2" i; 1/8" EPDM Gasket ASI with revised detailing at the curved wall Band for railing attachment by others Top View 169.00° 25' Radius (Verify) -'-- __ - 4" 2x2x3/8 x 6"tall Angle Style Base (4) 3/8" Dia. x 5" Fully Threaded SS lag Screws at each post location APPROVED/DATE Rar alPrO CRP V9676 Dartmouth - L5 Terrace ARCHITECTURAL ALUMINUM Rail Attachment Revised °6/21/2021 DRAW"RR All dimensions to be field verified prior to fabricatiorj k 10• i x ! 1 1 1 1 i , 1 4 __ j j I 4' ; I _- 4-9„ 4-9 i ® = 1-5/8" Sq. Super Post - 3 .Aie APPROVED / DATE aiIPrO P V9675 Balcony Type 1 - Railing Layout 1 ...1/12/2021 ARCHITECTURAL ALUMINUM RR All dimensions to be field verified prior to fabrication 1( 9'-6" ) — 1 I 4' 3c6" X DI x 4'-6" )[ 4'-6" 21 = 1-5/8" Sq. Super Post - 3 PATE APPROVED / DATE RailPro V9675 Balcony Type 1 - Railing Layout 2 DRAWN1/12/2021 ARCHITECTURAL ALUMINUMRR All dimensions to be field verified prior to fabrication 1 1 f 6' I , I 5,-6„ 1 i 1 X I I V x 4'-9" 1 4'-9" i ig = 1-5/8' Sq. Super Post - 3 RaiIPro i V9675 0.E1/12/2021 APPROVED / DATE ARCHITECTURAL ALUMINUM Balcony Type 2 Railing Layout DRAWN RR dimensions to be field verified prior to fabrication 3500s Top Rail �90 Sleeve 2200 Mid-rail f I 3 314" 1 �- - 1 J E- 4'-9" — — - 4'-9" ' 3'-6" 3/8"Clear Welded Sleeve mounts ;) 2"TYP Tempered Gloss 1-5/8"Sq. Super Post-3 TYP T -ter i x — 2" 8" 2200 Bottom-rail 1 J. 1 k 1 10' Balcony Frame Ra= Mt APPROVED / DATE //Pr0 c P V9675 Balcony Type 1 & 2 - Railing Elevation 1 o,pW1/12/2021 ARCHITECTURAL ALUMINUM RR All dimensions to be field verified prior to fabrication 3500s Top Rall 2200 Mid-rail ,(-90 Sleeve I I n 314„ r L I I (-- 4'-6" X , 4%-6" I 3'-6" Welded Sleeve mounts 3/8"Clear Tempered Glass r 1-5/8"Sq. Super Post-3 TYP 2" 3< 8" 2200 Bottom-rail 1 9' Balcony Frame once APPROVED / DATE RailPro cA V9675 1/12,202, Balcony Type 1 - COAW„ Railing Elevation 2 ARCHITECTURAL ALUMINUM RR 1 verify all materia Dimensions 3 3 { i 5 r-3500s Top Rail 90 Sleeve 3 3/4" , 2200 Mid-rail I 1 \ \\, 2"TYP \\ 3/8" Clear Tempered • • 3'-6" Glass • f 0 O. 2200 Bottom-rail q --" , J T ti ,,, ,=;.:y-sue 4' 1' 1/4" 4" M AtPROV(D/DATE IaiIProcw' V9675 Balcony Type 1 ARCHITECTURAL ALUMINUM Railing Elevation 3 DATE DRAwn 1/12/2020 RR i Verity all material! 1 I 1 Dimensions E i i 1 k 2. n 01 ki ki Tie-rod per AUE Submittal i 90 Sleeve 1.1 x 3500s Top Rail 2200 Mid-rail 6I \-- R 1 ■ 3 3/4" \Ii r'TYP " 5'-6" 3'-6" 3/8" Clear Tempered \ Glass 1 N 3 2200 Bottom-rail---\ w a I -a r, ' 11111 8" *w.,?Fzissamizgal 111111. .A APPROVED/DATE Iai1Proc V9675 Balcony Type 2 Railing Elevation 4 DATE DRAWN ARCHITECTURAL ALUMINUM 1/12/2020 RR '(RVCTU1 U PRO,f ,,.'"*GiN�F4!,„0 4 I 18346PaI 4461R 1-5/8"Sq. Super Post - 3 CO ,�� (Pocket mounted) o�p� h19, O�.46 s. R. G EXPIRES: 6-30-23 1"Sq. Alum. Tube — 1" Alumilast Decking Decking Support 3x3x1/4 Alum. Angle Decking Support1111) i 4" Balcony Frame v Ow 2 X 7 \--- Alum. Tube Pocket k 2 2 welded to balcony frame (2-4) #12 x 3/4" SS Tek Screw at each post location DATE APPROVED / DATE ro cRp V9675 Blacony Section/Railing Attachment DRA115/2021 WN/ RR ARCHITECTURAL ALUMINUM (2)#t2 x 3/4"SS Teks Up into Top Rail 3500s Top Rail Post mount brkt 11 L-1-1- 4r';'°A-1.. (2)#10 x 3/4" SS Teks Down into Post -(RUC R// , 1-5/8"Sq. Super Post- 3 4c'<I,1�IFF�'Oil PVC Vinyl Insert 18346Pa ii {l'tILi ' '///%I Mid-Rail Sleeve welded to post oFaFRh ls, O�g� R. G EXPIRES: 6-30-23 b 3/8"Clear Tempered Glass -.— - PVC Vinyl Insert (1)#12 x 3/4"SS Tek rjimia Screw to secure -2200 Bottom Rail Channel bottom rail to mount ►, !y%///* -m+ 2200 Outside Sleeve welded to post DATE APPROVED / DATE RailProv?p V9675 Open Mid-rail Glass Guardrail Assembley 1/15/2021 Section View DEAWN ARCHITECTURAL ALUMINUM RR L __. — 1 5.. 8 1.215 R.025 R.114 A is1111 * ���\ �1./ R.028 �, R.0g R.073 i-g" 1.215 44 :NA` R.128 a 205 ��\�����������\ La .194 f / f .205 - 90° TOP VIEW PROFILE SCALE 1:1" 111111 400 I III •® ISOMETRIC VIEW 1 ® UNLESSOTHERWISESPECIRED: NAME DATE DIMENSIONS ARR IN INCHES tW.W JGUTANG MAPR09 DATE ORAWAL 28 APRIL 2009 RAI LC RAFT FRACTIONAMa°Nr e S. D OR ufON 28 APR09 ,4° TWO PLACEDECRML L ALUMINUM RAILING SYSTEMS THREE PLACE DECIMAL I MEG APPR. 1-5/8" SQ. SUPER POST-3 NTRPRETGEOMETRC OA. 13]R2 Cambia Way PROPRIETARY PERT PROPRIETARY AND CONHDENDAL RAanY'4C. MATCRiAI ALLOY B IDAPER:EOO.SA-161 11QE oNo.NO. REv. AILCRAFT c .v�vsw IRE DPAw"O A 0 6 THE SOLE PROPERTY OFANY REPRODU WASH MILL FRaSH MPATT OPM WHORL REPRODUCTION WRITTEN INC. iN PARE OR AS A WNW WHOA THE WRITTEN INTERNATIONAL I SOUDWORKS20Q9 PPE EofRAP.CRATTTMERNATIONAIRu6. sutEaa W G11- WEI I Of I L- 2.828 2.668 rJ - .080 2.467 4 R " A 4Ef R.170 / p ,../ 12' 1 .340 l i 1 3„ 4 ` �/ li 1 � / .�../ . //9,7277", 1 .240 .393 -- .656 FRONT VIEW PROFILE o SCALE 1:1" - .781 -- 1 .693 411 I I 1 I III 0 0 6* ..0.44 ISOMETRIC VIEW /s".+N UNLESS 0THERWSE SPECIFIED: i-r.•_ c,:F '� ® [MEf41ON5 ARE L`F,:::'i _ CAIE ORAWI. :GptarlO ;-Es 1:ta 01 ANE:CM RA LC RAFT ,,� APNAL �k:�.E_ S IMORNI�N �,°,,_�•, . FRACIIC7PLAl2 -�-'` Ov�t rW_ ASIGIILAR.MACH* REND* E::E_Pr: irVgPUCEDEC LV = 3500S TOP RAIL ALUMINUM RAILING SYSTEMS INREEPLACEi�cur+L z "''•"' Il� RFfERPP.ET GEOME?:- o+ i LERA7 ING Fc.. PROPRIETARY AND CONFIDENTIAL RAIL.CRAFT ,,r :r e r[.,E''r.Er.;_ 'Ulf NFCPsuTOn Ca rIAN1E0 Br I363 DPAWAIO 5£E DWG :rr liMEIYEPPOPEPirOFPAAGPA{'( /1 A 1 sL r'-i`:i:{ I iffitIA}OIIAt P+4.Atli P{PPODCTOrr INTERNATIONAL INCr IPAREOPA OF Ult AXII WRt.Nit SOLIDWORK$2008 L P' D PAuePArt.xEnunpeutxre •!CALF-r:1 I ASIOM. 3" .111111 2.866 s R.337 • R.270 1 .764 1 .540 _f .06693 I i ..., ‘7 /4,,,,,ez,.....v.z.z.r.z.e.,,,,,,v 7 0 ON o R.337 T - 1.503 -1 FRONT VIEW PROFILE SCALE 1:1" ISOMETRIC VIEW /� UNLESS OTHERWISE SPECIFIED: :x�•s E. 1 OIMEMSIONS APE IN RICHES ['-,:;n :GUI,:;v .. .EJ' R A I L C RA F T TOLERANCES: FRACIIONALt .:�E- n m. ;G-E - I.:, FNGULAP:MACW 8EHJp= Pvc Iw01'LLACEDE trAA 3536S OUTSIDE SLEEVE ALUMINUM RAILING SYSTEMS TWOPL CEDEC aL ± f°` lessm ■■ affs, a.'TEPPPEIGEOt.ETFIC Q.T. p� nar ta.rtc, '"ESat N F F': PROPRIETARY AND CONADENDAL RAILCRAFT Cvrw5vv3 E '-•.. LL :1E1.' '.4L1-;5 In!VNOP•aAFgn CCi+NnIEDvl Um DPAWCIG G Ce:F. rtO IS'PI tAtEPPOPEPtt OF PAI JY CPAEE A 1 _E EIi lIjH it ILL Pi OMOtMEPIC.AII(PEPPppLO 4371 NTERNATIONAL INC. oI PAM CPA$A WHOLE Wrw m our n+E wnEr, SOLIDWORKS 2008 4 Poo eneo P•xe=.�rcnEvr«,notua.rr. ser.1E.I t Y.ecn: ;wIE. c,. .02000 = TOLERANCE BETWEEN TOP RAIL AND OUTSIDE SLEEVE ie///////iiiiiiiiiiiiiiiiiiiiiuzehr/#ii,>1 0,1 �i/rii/ \ �'!/!///n %Ineze / 3500S AND 3600S TOP RAIL MATE WITH 3536S OUTSIDE SLEEVE FRONT VIEW PROFILE SCALE 1:1" 3500S TOP RAIL 3536S OUTSIDE SLEEVE -/ 3600S TOP RAIL / 3536S OUTSIDE SLEEVE 4' ,,,,*. _. ile ......./ 00" ISOMETRIC VIEW Al 4 411111111 UNLESS OTHERWISE SPECIFIED' �;r ® UIMEAt510N5 ARE RI RJCHES C=ar. .._. =ltt.Et, .Ic 05 JI1PE hldi RA I L C RA F T IDLE-RA/lCES rE : "�E. .=:._::4 U FF.ACAQNAIt Gc t ANO PLACE DEC BN•%32 Er"APPP. 3500S TOP RAIL MATE WITH TWO PLACE OECa'AAL 2 AIR ALUMINUM RAILING SYSTEMS THRRiF.EtG AIETNAL s 3536S OUTSIDE SLEEVE al;cRPREf GEQVFilaC Cs. ,,z::come«v.,„, Fr. r ©IAtY•tlaG PER. PROPRIETARY AND CONNDENUAI Rknev.®t. LIMEw♦l •♦LLOr LtiNPEPeo10i5 MEI`YORf5AT105 G01R♦atED al 1155 q+♦waeG 1" U:+.: A/LCRAFT CQW W YSW SVa 651E WO ROPERtv 0111510,5 l /�LL IV hr°L Fa 1SH :n1MU 0,04.NIL.♦it REvpoo.Onpt r1 INTERNATIONAL1 PART OR AS A WMOLEVALH�INS WPRi3N INC.NC. $OLIDWORKS2008 `>meb PMLCA.annv.14110t lINC 55♦4E1I I w00,11 Cr 4;N 1 i o FRONT VIEW PROFILE SCALE 10"=1'-0" i i i f0i 13 mom_eminizirJiiseii 1 I 1" I I I I -.- 114" HANGER HOLE �. --- 1" . k 3;7 I y „A . d .. ¢ ) gla -1" 1" I OMETRIC DRAWING 16 4!fait +____:1 145 i -- g" I"i�I 1I�1„� a z „ 3 i 45° 16 f_ 1-1- - FR NT VIEW PROFILE SCALE 10"=1'-0" 4n �#'a RAILCRAFT INTERNATIONAL (2010) INC. ENGINEERING STAMP AND DATE Web Site:www.railcraR-comCN 0 Telephone ,[60 mix 3500S 90° SLEEVE CV Pat No. : S41M47 BaMM.B.C. r— Td l-5CIF"e :1.500.211-4BB4 CaMGa PTO/5M1 GO TOP AND FRONT VIEW 1 ® RAILPRO USA a n RAILCRAFT WASHINGTON USA N ALUMINUM RAILING SYSTEMS SCALE DArE 27 AUGUST 2012 DRAWING NAMEAlli 11‘....... DRAFTPERsoN EMIL ® 3500S 90°SLEEVE N. r 1.313 —y -. — 1.188 ---i //42.118° R.500 / R. 00 �, nvuuuniiiiuili a i i l 1.250 1.125 1.000 R.010 G, % 1.063 1 I 010 f { .748 — .770 y- -- .895 —7 FRONT VIEW PROFILE SCALE 1:1" tT3 > is 4lb"'�. 4 ISOMETRIC VIEW - UNLESS OTHERWISE SPECFED: NAMEw,E 1 OM 610NS ARE NI.NCI FAWN G IANG I2ALGO8 DATE DRAWN: 12 AUGUST 2C08 RAU L C R A F T FA�UA CHE BC140± FfiG APPR JEFF BAKER 12AL1G08 DWG TwO ALUMINUM RAILING SYSTEMS THREE PLACE DBE}CWAL t. S Mf°ARP. MID RAIL FOR 2200 SERIES INTERPRET GEOMfTR1C °A. I3U:c.t.,'Wq roRERANGNG PER RAILCRAFT Omw WsV]NSK PROPRIETARY AND CONFIDENTIAL Alt°Y 4RMRRdPe},$ ISFWWpMiiRtCQ TRALRAFT °RAWN6 WE EAR-Ip' REv. 61EBAr BRO NC ANY RAECRAR A O GRMH MLL FRESH RRERtUiR AS WH ANY REP0.t ff THE A R !'1 N PAIR OR AS A WNOEE WRHOUT ME NRRYEN INTERNATIONALINC. SOLIDWORKS 2008 IPEARASSION S PR Of',KORAN"aEe AEIONAl INC zO.EUrn 1 WE,c,n SUM 1 CAR L--- 1.31 - .98 ---- .74 -- co 42.118°"\ 1•r •N ��� 39 1.25 R.06 +' —+ y F `'' I .86 R.09 R.04 1 .74 "' :ri 21 11 %. :r j I 1 40.002° 93 FRONT VIEW PROFILE SCALE 1:linch -- 1.06 - 1 ISOMETRIC VIEW /"\ 0 UNLESS OTHERWISE SPEC TIED: NAAE DATE dMEW AKIN ONE A INCHES DPn N G- L TG 14MAROR OAEE DRAWN: 14 MARCH TOM RA I L C RA F T CNx BEND! ECNCNECA7TR 5 IHORNTON 14MAR08 DWG Na TWO PLACE DECIMAL 2 ALUMINUM RAILING SYSTEMS T REPUCEOECMAL x MTGAPPk. 2200 BOTTOM RAIL illy INTERPRET GEOMETRIC an. I317 Comber Wey TOIQtANCNG PER: PROPRIETARY AND CONFORMAL 5„ney 4 MIT d TEMPERSp4COWARDBIATFRI\t C THE NFOAMAION COWARD RIRO CRAWNG SITE DWG.NO. A/LCRAFT Co qdq V3W_V9 6THE Sal PROPERW OF RARCRAF1 IAEV FR16H MILL FINISH I RUERNATO A NC.ANY REPRODCTCH A NTERNAT/QNAL INC + NPAROp A �"W" WMOom"TIWN 15PROXIMO. "NA`SC SCALE:1:I I WF*„I: ,„ff,ICA 1.472 1.347 R.11 1 pr42.118° !sal R.579 ® }. 1.534 • �v 3/16" ,A,toa, ..koit„4 6::;,. to 0,44'41:ill.: ;' . . s/l/i R_048 e" ---- .656 -t- R.111 FRONT VIEW PROFILE ISOMETRIC VIEW SCALE 1:1" yirl//AMIK‘ . AI 1 s A IS• S i' S D o• ,i %/A iA AI 2200 M/B SLEEVE 2200 M/B SLEEVE MATE WITH 2200 BOTTOM RAIL MATE WITH 2200 MID RAIL /.--...., UNLESS OTHERWISE SPECIFIED: NAME OMB 1 DIMENSIONS ARE ININCHES DEA _Gum NG 31DEC00 DATE DRAWN 31 DKEMgER nutl RA 1 L C RA F T TOL ERANCES: C,. 8 . S.iNORNTON 31DEC0B .Ha TWO PLACE DECIMAL ± - 2200 SERIES M/B ALUMINUM RAILING SYSTEMS 1} EE PLACE DECIMAL 3 MFG APPR. == MTERPTEiGEOMETRIC OA. OUTSIDE SLEEVE /��` 13272 Corttw W ipLERANCCJD P6t: PROPRIETARY AND CONFIDENTIAL RAILCRAFT rygp4vw MATERIAL ALLOY 6 TEMPERTCE345 THE INFORMATION CONIAiNEO RINI&DRAWING 411 MC'NO, Re, isHIE SOLE PROPERTY Of RAILCRAR 0 MILL FINISH NTERNA1iONAL NO.ANY REPRODUCTION b�/ T �R/� RI PART OR AS A WHOLE WRPIO{6 MR WRITTEN NTERNA I IONAL NC SOLIDW ORKS 2 a woHsa En°PA` Fl E"EAnArgNAL RR:. Sr-411:I:t WEIG R_ sIEEt I Oi I 1 l3„ 9 DRILL HOLE THROUGH 1 6 -� 16 y IN THIS DIRECTION^IC7 �S 1 8^ coI'O MIN 1 `� i i f"-- deAriv oo !now 15 „ AMIl�l 1, 32„ R p, �` DRILL HOLE THROUGH IN THIS DIRECTION 271, 32 FRONT VIEW PROFILE SIDE VIEW PROFILE SCALE 1:111 SCALE 1:1" —__ 3 - r► MIs CD 1 „ 16 IT. iI I I I MIi I I I1 II U. �14\14:44,44, 4 11 " 1 i NI11 Ili f III l 11 IIII 11 ►, ©/ 1 321f _o.d 1 NL 4 ISOMETRIC DRAWING 25„ 2-8 TOP VIEW PROFILE SCALE 1:1" /0 %. UNLESS OTHERWISE SPECIEED: ,NAME WA'® EERWI DIMENSIONS ARE N RNCHES DRAWN JGUTANG 7IOCTO DATE DRAWN: 21 OCT08ER 26�= RAI LCRAFT TOLERANCES: �ItA UL RAI±AcHR KITAW KEN BOYCE 210CRH owc.Na ANGULAC DEOFA RENDa FNG APPe. TWO PLACE DECFAi ± ALUMINUM RAILING momm SYSTEMS THREE PLACE GEOMETRIC •_ NdGAP1R. 1500 SERIES POST MOUNT � ��� WT PRET GEOMETRIC 4A. 13272 CcendA WM, TOLERANC1Nc PER: + stlRtl4.R.C. PROPRffiTA1Y AND CONFIDENTIAL RAIL CRAFT c«w;h vy«sys ......AL nupralEA,PaH16345 NE NTORMAmr+rowAMFD N THIS ORAwwc s DWG.NC' RFV FR115H Bttrt SOLE.A NY OF RAACRAFF A 58-01 MRf.FN1SSH NIERNMtOEuc F+1C ANY REPRODUCTION 0 ,NTERNAT/ONAL INCi r"eR'a�.a"RA"nca`AF WITlialft OaNAno"u"wr. SOUDWORKS2�g ISPRaIN1LO SCALFI:1 I WSG. 9HE1 t Of STRUCTURAL CALCULATIONS ALUMINUM GUARDRAIL PROJECT: Dartmouth Apartments SW 72nd Avenue Tigard, OR 97223 for RailPro 14110 NW 3rd Court Vancouver, Washington 98685 �vcrvR ��� PROf 5 �� � 1Nf �o 18346PE� James G. Pierson, Inc. ,Q ORE60 „to FO Q''°h 19 ,�90 el? R. C,0v-0 EXF'IRES: 6-30-23 James G. Pierson, Inc. Consulting Structural Engineers 610 S.W.ALDER SUITE 918 PORTLAND,OR. 97205 (503)226-1286 FAX 226-3130 -February 22,2021 June 21, 2021 Page 1 of 48 Aluminum Railing Systems Multiple family dwellings (apartments, condos, hotels) and other commercial applications - IBC is the controlling code for the design of these types of guardrails. IBC Section 160.7: Guardrail & Handrails 200 lbs any direction at top rail or 50 plf any direction along the top rail (or wind) Guardrail in-fill 50 psf over a 1 ft sq. area (balusters, fillers, glass, cables, etc) Guardrail Heights: ; H42 = 42 in ; ALUMINUM PROPERTIES Extruded 6005-T5 ;Ftt,6005T5 = 38 ksi ;Fty6005T5 = 35 ksi ;Fcy6005T5 = 35 ksi ;Fshear6005T5 = 24 ksi ;E60005T5 = 10100 ksi ;Fb16005T5 = Fey6005T5 / 1.65 = 21212.12 psi ;(ASD) or ;Fb26005T5= Ftu6005T5/ (1 * 1.95) = 19487.18 psi ;(ASD) ; Fb16005T5 = 21212.12 psi ; Fb26005T5 = 19487.18 psi ;Fb6005T5 = min(Fb16005T5,Fb26005T5 ) ;Fb6005T5 = 19487.18 psi ;Fb = Fb6005T5= 19487.18 psi Aluminum Properties Cont: Project Job no. James G. Pierson, Inc. Dartmouth Apartments=Glass Guardrail Locator. Date Consulting Structural Engineers Tigard, OR February, 2021 610 S.W.Alder,Suite 918 Portland Oregon 97205 Tot(503)226-1286 Fax.(503)226-3130 Cheat Sheet no. Railpro Pape 2 of 48 Extruded 6063-T5 ;Ftusos3 = 22 ksi ;Fty6o63 = 16 ksi ;F'cyso63 = 16 ksi ;Fshear6063 = 13 ksi ;E6o63 = 10100 ksi ;Fb16o63 = F'cy6o63 / 1.65 = 9696.97 psi ;(ASD) or ;Fb26o63= Ftu6o63/ (1 * 1.95) = 11282.05 psi ;(ASD) ; Fb16063 = 9696.97 psi ; Fb26063 = 11262.05 psi ;Fb6o63 = min(Fb 16o63,Fb26o63) ;Fb6o63 = 9696.97 psi Project Job no. James G. Pierson, Inc. Dartmouth Apartments=Glass Guardrail Li Consulting Structural Engineers Oeat on Daze Tigard, OR February,2021 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Railpro Page 3 of 48 Wind Loading on Balcony Glass: 2015 IBC still uses ASCE 7-10 ASCE 7-10, Chapter 29: Wind Loads on Other Structures and Building Appurtenances— MWFRS ASCE 7-10, Section 29.4 most closely applies to typical balcony railing as balconies are open on both sides and most similar to the section for solid freestanding walls or signs. If balcony was located less than 3 ft from building, would be looked at using component and cladding forces (Section 29.4.2). If balcony is at roof top, needs to be looked at as parapet which results in higher wind pressures.. Section 29.4.1 — Solid Free standing signs provides a resonable wind pressure between the two sections (cladding force and parapet force) Wind force on Free Standing Balcony, F 29.3.2 Velocity Pressure. Velocity pressure, g_. evaluated at height z shall he calculated by the following equation: • - t7r = 0.00256 K_K-rKjV;(lblft'-) (29.3-1) lIn SI y,=0.613 K-K-fK;dir(N%rti`): V in in/Sr _ ttd = wind directionality [actor denrled in Section 26.6 K, _ velccity pressure exposure coeffictenidefined in Section 29.3.1 K:, = topographic.factor defined in Section 26.8.2 V= basic wind speed from Section 26.5 q, = Velocity pressure calculated using Eq. 293-1 at height Ir The numerical coefficient 0.00256 (0.613 in SI) shall be used except-where sufficient climatic data are available to justify the ,selection of a different value of this factor for a design F= g1GGA, (lb) (N) (29.4-i) where yh = the velocity pressure evaluated at height h (defined in Fig. 29.4-1) as determined in accordance with Section 29,3.2 G gust-effect factor from Section 26.9 CI= net force coefficient from Fig. 29.4-1 A, = the gross area of the solid freestanding wall or freestanding solid sign, in ft'- (ma) Project Job no. James G. Pierson, Inc. Dartmouth Apartments=Glass Guardrail Location Date Consulting Structural Engineers Tigard, OR February, 2021 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Railpro Page 4 of 48 FIGURE 30.4-1 (Continued).Components and Cladding. Part 2(h< 60 ft(h= 18.3 m)1: Design Wind Pressures for Enclosed Buildings-Walls and Roofs Net Design Wind Pressure,py,,.,in IWR:,for Exposure It at t; _3u It. t_95--I3l mph Molise Basic 11 ind Speed Im III Zone Nind Anu (0 95 I 100 105 110 115 120 130 4 10 16.2 -17.6 18.0 -I9.5 I 19.8 -21.5 21.8 23.6 23 s 25.8 25.9 -28.1 30.4 -33.0 4 20 15.5 -16.9 17.2 -18.7 18.9 -20.6 20.8 -22.6 22.7 -24.7 24.7 -26.9 29. -31.6 4 50 14.5 -15.9 16.1 -17.6 � 17 8 -19.4 19,5 -21.3 + 21.3 -23.3 23.2 -25.4 27.2 -29 8 a 4 100 13.8 -15.2 15.3 -16.8 I 16.9 -18.5 I 111.5 -20.4 I 20.2 -22.2 I 22.0 -24.2 25.9 -28.4 5 10 16.2 -21.7 18.0 -24.1 19.8 -26.6 21.8 -29.1 23.8 -31.9 25.9 -34.7 30.4 -40.7 5 20 15.5 -20.3 I 17.2 -22.5I 18.9 -24.8I 20.8 -27.2 I 22.7 -29.7 I 24,7 -32.4 I 29.0 -38.0 5 50 14,5 -18.3 16.1 -20.31 17.8 -22.4I 19.5 -24.6 I 21.3 -26.9 I 23.2 -29.3 I 27.2 -34.3 5 100 13.8 --16.9I 15.3 -18.7I 16.9 -2o.6I 18.5 -22.6I 20.2 -24.7I 22.0 -26.9I 25.9 -31.6 .'. e . n. ...w n• o.. ww an♦ .na .., . Table 30.6-2 (Continued). Components and Cladding.Part 416 <160 ft(h<48.8 m)J:CSC Zones for Enclosed Buildings- C8C Wall and Roof Pressures Adjustment Factor,x, for Building Height and Exposure for Roof Shapes and Roofs with h 160 ft(h< 48.8 m) Mean Roof Exposure Height,ft ii C U 160 1.613 1.994 2.220 150 1.584 1.967 2.195 140 1.553 1.939 2.169 13t1 1.520 1.909 2.141 120 1.486 1.877 2.111 1tO 1.450 I.S43 2.079 100 1.411 1.807 2.045 90 1.369 1.767 2.008 80 1 123 1.724 1,067 70 1.274 1.676 1.922 2 60 1.219 1.622 1.871 50 1.157 1.561 1.813 40 1,086 1.490 1.744 30 1.000 1.41)2 1.659 70 0,891 1.287 1.5-16 0.820 1212 1.-171 Project Job no. James G. Pierson, Inc. Dartmouth Apartments=Glass Guardrail Consulting Structural Engineers Location note Tigard, OR February, 2021 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Shoot no. Railpro Page 5 of 48 Table 30.6-2(Ca dined). Components and Cladding,Part 4[h<160 ft(h<48.8 m}]:C&C Zones for Enclosed Buildings- C&C Wall and Roof Pressures Roof and Wall Pressures for Components and Cladding, Exposure Adjustment Factor(EAF) no -- Exposure Adjustment Factor h(ft.) Exp B Exp D . 160 0.809 1 1 13 150 0.805 1.116 120 .... 140 0.801 1.118 . uo Exposure 8 130 0.796 1.121 Exposure D r too 120 0.792 1.125 L 110 0.786 1.128 of 30 100 0.781 1.132 a so -- 90 0.775 1.137 al .6 70 80 0.768 1.141 70 0.760 1,147 60 0.751 1.154 so 50 0.741 1.161 40 0.729 1.171 30 0.713 1.183 .--_ 20 0.692 1.201 20 _- . 15 0.677 1.214 to 0.65 070 0-75 0.60 0.85 0.90 095 t.00 1.05 I i❑ I t5 I20i l2c Exposure Adjustment FACtOr Project Job no. James G. Pierson, Inc. Dartmouth Apartments=Glass Guardrail Consulting Structural Engineers 1° 'nn Data Tigard, OR February, 2021 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Cheat Sheet no. Railpro Page 6 of 48 WIND ON L2 TERRACE Check as parapet design (Ch. 30 Components and Cladding Zones Part 4, 30.6.1.2) but for a 55 ft tall building. ;EAF = 0.768 ;RF = 1.0 ;Kzt = too ;A = 1.323; (Fig 30.4-1, h, exposure B) ;ptable = 25.9 psf + 28.1 psf = 54.00 psf ;( Case B; Zone 4, Fig 30.4-1, 10ft2 wind area) Zone 4 C&C ;Z3 = EAF * RF * Kzt * ptable* 2' = 54.87 psf ;Z3asd = Z3 * .6 = 32.92 psf ;ASD ;WLcc = Z3asd = 32.92 psf ;ASD ;Wmax = max (WL, WLcc) = 32.92 psf project Job no. James G. Pierson, Inc. Dartmouth Apartments=Glass Guardrail Location Date Consulting Structural Engineers Tigard, OR February, 2021 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Railpro Page 7 of 48 L2 NORTH TERRACE RAILING POSTS - f ' 3 7/e" tr-5 3ra' 1 Max ;L = 4.5ft ; � t �, H42 = 42 in; (height of railing) �2200 Mid Raft H = H42 + 11 in = 53.00 in; (distance to connection) ;H9 = H42 —5.375 in— 2 in = 34.63 in; (height of glass) j;(4—rrrr 42" Per IBC ' ;M1 = 200 lbs * (H) = 1oso0.00 lb_in ! — nrr ;M2 = 50 plf* L*(H ) = 11925.00 lb in ; ( ' _ - LI_ Wmax=32.92 psf; (ASD) , Wind at top and bottom connections ;MW = Wmax* L * H9/ 2 *( (H) + (2 in)) = 11754.92 lb_in; (moment arm to top of glass at rail connections) fq,s,2- 4„ 4" t..,r w w 1 1 2" ;Mmax = max (M1, M2, Mw) * 1.6 = 19080.00 lb_in; (LRFD) 15 V." Mil 1/.2" ot,,13/8" al 23/8" 181/2" Anchor Tension d-9 3" 11111 ;Wax/91n = 2120.00lb; ■ ii I. 3" 3" 3" 3" II Shear ;V= 50 plf* L * 1.6 = 360.00 lb ; (LRFD) Use (2) 3/8" dia x 3 3/8" HIT-Z -R with HIT-HY 200-R, 2.375" embedment (see attached HILTI report) at top connection Use Halfen HTA-R 40/22— HDG-300/2, 2 Anchors with HS 40/22 M12 HDG 4.6 T-bolts (see attached Halflen report) at bottom connection. Project Sob no. James G. Pierson, Inc. Dartmouth Apartments=Glass Guardrail Consulting Structural Engineers Location Dace Tigard,OR February,2021 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Railpro Page 8 of 48 j I I 2 in r_7 in k 4" -- 11 in 0 0 1 2" 151/2" 11a" s1In2 3/8" ( ) 2 3/8" .118 1/2" 9 in 3" 0 0 3" I � I le 3" * 3" ,' 3„ * 3" 1 1/4"x 4"tall Cont. Alum. Plate attached to 6„ railing posts via (Verify) I #12 x 3/4" ss tek screws 2"(Verify) 4" 3 1/2.. 1"Verify 151/2" 181/2" (2) 3/8" x 5-1/8" Hilti HIT-Z-R 9" (& HIT HY 200 epoxy at 4" embed 20" Halfen HTA-R 40/22 - HDG - 300 / 2, 2 Anchor Channel Embed w/ HS 40/22 M12 HDG 4.6 T-bolts at each post location APPROVED/ DATE RailPro cP V9676 Dartmouth - L2 North Terrace ARCHITECTURAL ALUMINUM Rail Attachment Revised °5 DRAWN /25/2021 RR Page 9 o 48 • • ErProject ProNo. Page �/7� 1 EN Item HALFEN 1 /.2010132 lrint'Y HALFEN HTA cast-in channels, ICC-ES AC232 and ESR-1008 Halfen Design Software HTA,Version 2.85 The design does only apply to the designated HALFEN product. The load bearing capacity of third j party products, appearing to be identical in construction, might differ. For this reason,the software provider does not extend warranty if non-HALFEN products are used. System parameters Anchor channel HTA 40/22-HDG-300/2,2 Anchor T-bolt HS 40/22 M 12 HDG 4.6 Design Code ESR- 1008 and ACI 318-14 Shear load Without lever arm Concrete Normal weight,f"c=3000 psi, cracked Edge reinforcement No edge reinforcement Special inspection Periodic 3 in PI ,, -&IlAair_. U Ibf o IIIF:m ✓ A _..._ V (0 N 7 Lin O ,lbf in + `.._-760 Ibf -- m \ c o .c a oci co 05 X 11.81 F- CO 0 C 0 h= 72.000 in. I= 11.811 in. cap 1 =7.500 in. cal 2 = 12.500 in. ir i• Cr,„ = 1.000 in. cn r Adjusting zone±: Full variability ca t Loads onto bracket: c I) N_ W LO m Bracket Fx Fy Fz Mx My Mz 4: [Ib:a:[Ibf] f] [Ibf] Ilbf in] [lbf in] Ilbf in] 1 0 360 2120 0 0 0 co w Resulting T-bolt loads a (determined under the assumption of a rigid attachment,design of the attachment by designer): x HTA-US 2.85 6/1/2021 Page 10 of 48 fa Project ProNo. Page 2 HALFEN Item ns:rssv 1-bolthb.1/Schb Nbua Vb„a,y T-bolt Sob Nb. Vb„y [in.] [Ibf[___ _ [Ibf[ [in.] [Ibf[ [Ibf[ 1 4.000 1250 180 2 6.000 1250 180 Utilization: 36%-Verification successful Calculation Summary Utilization Verifications for T-bolt Tension •Nss 22% Shear without lever arm 4V55 6% Shear with lever arm cltVss,M 0% Combined load 4Nss- 'Vss 5% Verifications for cast-in channels Channel lips-Tension 4Nsi 25% Channel lips-Shear perpendicular 4Vsi y 4% Channel lips-Shear longitudinal 4Vsi,x 0% Combined load +Ns' -+Vsiy-¢Vsi,x 6% Flexure of channel ¢Msflex 29% Combined load 4Ms,flex -4Vsl,y-"six 8% Tension-Anchor ¢N38 20% v Tension-Connection anchor-channel 4NSe 31% M Shear perpendicular-Anchor ¢V5e y 4% Shear perpendicular-Connection anchor-channel 4V„y 4% o Shear longitudinal-Anchor ¢Vsa,x N/A 00 Shear longitudinal-Connection anchor-channel +Vsgx N/A + y Combined load ¢Nse,C-¢Vse,c,y-¢V9a,C,x 36%a 0 0 a Verifications for concrete 00 Tension-Pull-out failure 4NP„ 25% m Tension-Concrete cone failure ¢Nce 32% r Shear perpendicular-Concrete edge ¢Veb y 5% o Shear perpendicular-Concrete edge, load parallel ¢V„y ll N/A o Shear perpendicular-Pry-out failure ¢VcP y 2% a Shear longitudinal-Concrete edge ¢Vicex N/A c Shear longitudinal-Concrete edge load parallel ¢Vcb,x,ll N/A Shear longitudinal-Pry-out failure iVVPx N/A ix Combined load 4N„c-4Vnyy-4Vnc,x 16% `m D m r c m w w Lo o rn a j c Q en D Z W u_ J Q 2 HTA-US 2.85 6/1/2021 Page 11 of 48 Hilti PROFIS Engineering 3.0.69 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Jun 1,2021 Date: 6/1/2021 Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200+HIT-Z 3/8 Item number: 2149586 HIT-Z 3/8"x 3 3/8"(element)/2022793 HIT-HY 200-R(adhesive) Effective embedment depth: heroal=2.375 in.(hef,rmn=4.500 in.) Material: DIN EN ISO 4042 Evaluation Service Report: ESR-3187 Issued I Valid: 4/1/2020 13/1/2022 Proof: Design Method ACI 318-08/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.375 in. Anchor platen: I,x ly x t=3.000 in.x 8.000 in.x 0.375 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fc'=2,500 psi;h=420.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,0,E,or F) no R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.lb] 4 4 4 Design loads Sustained loads 01/1111116 Y ti Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 HlltI AG,FL-9494 Schaan Hlltl Is a registered Trademark of Hilti AG,Scheer Page 12 of 481 1■■11`Til Hilti PROFIS Engineering 3.0.69 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Jun 1,2021 Date: 6/1/2021 Fastening point: 1.1 Design results Case Description Forces[Ib]/Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=2,120;Vx=360;Vy=0; no 64 Mx=O;My=D;Mx=CI; N sus=0;M0.sus=0; ==0; 2 Load case/Resulting anchor forces •y Anchor reactions[Ib] 2 Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1,060 180 180 0 2 1,060 180 180 0 �x Tension max.concrete compressive strain: -[%s] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 2,120[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 1 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Na,[Ib] Capacity. No[Ib] Utilization SN=Nei/$ Nn Status Steel Strength* 1,060 4,749 23 OK Pullout Strength* 1,060 5,169 •21 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Failure** 2,120 3,323 64 OK *highest loaded anchor **anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Selman Hilti is a registered Trademark of Hilli AG,Schaan Page 13 of 48 2 III I LIT I Hilti PROFIS Engineering 3.0.69 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Jun 1,2021 Date: 6/1/2021 Fastening point: 3.1 Steel Strength N. =ESR value refer to ICC-ES ESR-3187 Nsa>Nna ACI 318-08 Eq.(D-1) Variables ' se,N[in 2] futa[Psi] 0.08 94,200 Calculations N.[Ib] 7,306 Results N.[Ib] steel di N.[Ib] N.[Ib] 7,306 0.650 4,749 1,060 3.2 Pullout Strength Npn =Np refer to ICC-ES ESR-3187 Npn >NUe ACI 318-08 Eq.(D-1) Variables Np[Ib] 7,952 Calculations N.[lb] 7,952 Results N.[Ib] Concrete 4, Nip,[lb] blue[Ib] 7,952 0.650 5,169 1,060 • Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hlltl AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan Page 14 of 48 3 1■■11`TI Hilti PROFIS Engineering 3.0.69 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Jun 1,2021 Date: 6/1/2021 Fastening point: 3.3 Concrete Breakout Failure Nth, = (=AN) W ec,N Wed,N Wc,N W"p,N Nb ACI 318-08 Eq.(D-5) Awo 0 Nag>Ned ACI 318-08 Eq.(D-1) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 hat ACI 318-08 Eq.(D-6) r 1 W ec,N = 1 2 eN <1.0 1 + ACI 318-08 Eq.(D-9) ` 3 hef W silk! =0.7+0.3(ceyhi") <1.0 ACI 318-08 Eq.(D-11) 1.5ef W cp,N =MAX(c- —I 1.5hef) <1.0 ACI 318-08 Eq.(D-13) cm cmNb =kb Jc liF c his ACI 318-08 Eq.(D-7) Variables her[in.] ec.0[in.] ec2,N[in.] ce.mb[in.] W o.N 2.375 0.000 0.000 3.500 1.000 cm[in.] kc fc[psi] 3.563 17 1 2,500 Calculations ANc[in.2] ANca[in.2] W ec1,N Veo2,N Ved,N Wcp,N Nb[Ib] 83.87 50.77 1.000 1.000 0.995 1.000 3,111 Results ___.. Ncbs.[Ib]___ 42 concrete 4r Ncbg[Ib] Nue[lb] 5,113 0.650 3,323 2,120 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 HMI AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schwan Page 15 of 484 1■■11`.TI Hilti PROFIS Engineering 3.0.69 www.hilti.com Company: Page: 5 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Jun 1,2021 Date: 6/1/2021 Fastening point: 4 Shear load Load V e[Ib] Capacity+ vn[Ib] Utilization Pv=Vaa/O V. Status Steel Strength* 180 1,929 10 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength(Concrete Breakout 360 3,579 11 OK Strength controls)** Concrete edge failure in direction x+** 360 15,941 3 OK *highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength V. =ESR value refer to ICC-ES ESR-3187 $ Veil>V. ACI 318-08 Eq.(D-2) Variables Asev[in.2] fete[Psi] °v.seis 0.08 94,200 1.000 Calculations V.[lb] 3,215 Results V.[Ib] CO steel 4 V.[Ib] V.[Ib] 3,215 0.600 1,929 180 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schoen Page 16 of 485 Hilti PROFIS Engineering 3.0.69 www.hilti.com Company: Page: 6 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Jun 1,2021 Date: 6/1/2021 Fastening point: 4.2 Pryout Strength(Concrete Breakout Strength controls) VcP9 =kcv [(Nam) W ee.N Wed,N Wc,N Wep,N Nb ] ACI 318-08 Eq.(D-31) $ Vep9 >Vea ACI 318-08 Eq.(D-2) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANeb =9 hef ACI 318-08 Eq.(D-6) 1 W ec N = \ 2 eN/ <1.0 ACI 318-08 Eq.(D-9) 1 + 3 he iv • coo =0.7+0.3(Gy) <1.0 1.5hef ACI 318-08 Eq.(D-11) W cp N =MAX(c un 1.5hef) 1.0 ACI 318-08 Eq.(D-13) c„ Oac Nb =kc 7 yf rrC hef5 ACI 318-08 Eq.(D-7) Variables kep her[in.] ec1,N[in.] ec2.N[in.] ;min[in.] 1 2.375 0.000 0.000 3.500 W oN C.[in.] Ic 7 fe[Psi] 1.000 3.563 17 1 2,500 Calculations p4ac[in•z I '4Nc0Iln-z I W ect,N Wecz,N Wed.N Wcp,N Nb[Ib] 83.87 50.77 1.000 1.000 0.995 1.000 3,111 Results Vcp [Ib] 4,concrete 4' V,,[Ib] V a[Ib] 5,113 0.700 3,579 360 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 HMI AG,FL-9494 Schaan Hlltl Is a registered Trademark of Hilti AG,Schaan Page 17 of 48 6 1■■III�TI Hilti PROFIS Engineering 3.0.69 www.hilti.com Company: Page: 7 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Jun 1,2021 Date: 6/1/2021 Fastening point: 4.3 Concrete edge failure in direction x+ Vcb9 =( c)vco W eo,V Wed,v Wc,V Wh,V Wvarallel,v Vb ACI 318-08 Eq.(D-22) $ Vag >Via ACI 318-08 Eq.(D-2) Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avm =4.5 cat ACI 318-08 Eq.(D-23) ec V 2e <1.0 ACI 318-08 Eq.(D-26) 1 + 3cei edv =0.7+0.3(1 Scat) <1.0 ACI 318-08 Eq.(D-28) `I1.5ca1 h.v = V >1.0 ACI 318-08 Eq.(D-29) Vb = (7 (d )0.2 ) X Yfe cis ACI 318-08 Eq.(D-24) a Variables cat[in.] cat[in.] ecv[in.] W Gv he[in.] 16.500 - 0.000 1.000 420.000 le[in.] 2. de[in.] lc(Psi] W perallel,V 2.375 1.000 0.375 2,500 1.000 Calculations Avo[In 2] Avob[in.2] W ecv Wad,v Wh,v Vb[Ib] 1,342.69 1,225.12 1.000 1.000 1.000 20,780 Results Vcba[lb] 4'concrete 4' Vcbc[Ib] Vua[Ib] 22,774 0.700 15,941 360 5 Combined tension and shear loads 3N Utilization pN,v[%] Status 0.638 0.101 5/3 50 OK 13Nv=13NRv<=1 Input data and results must be checked for conformity with the existing conditions and for plausibility' PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti Is a registered Trademark of Hilti AG,Schoen Page 18 of 48 7 F■IIIIII.ITI Hilti PROFIS Engineering 3.0.69 www.hilti.com Company: Page: 8 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Jun 1,2021 Date: 6/1/2021 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2018,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. of adhesive anchor systems are influenced bythe cleaningmethod.Refer to the INSTRUCTIONS FOR USE given in the • Design Strengthsy 9 Evaluation Service Report for cleaning and installation instructions. • The present version of the software does not account for special design provisions for overhead applications.Refer to related approval(e.g. section 4.1.1 of the ICC-ESR 2322)for details. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 HIM AG,FL-9494 Selman Hilti is a registered Trademark of HIIti AG,Schaan Page 19 of 48 8 MULTI Hilti PROFIS Engineering 3.0.69 www.hilti.com Company: Page: 9 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete-Jun 1,2021 Date: 6/1/2021 Fastening point: 7 Installation data Anchor type and diameter:HIT-HY 200+HIT-Z 3/B Profile:no profile Item number:2149586 HIT-Z 3/8"x 3 3/8"(element)/ 2022793 HIT-HY 200-R(adhesive) Hole diameter in the fixture(pre-setting):d1=0.438 in. Maximum installation torque: 177 in.lb Hole diameter in the fixture(through fastening):di=0.500 in. Hole diameter in the base material:0.438 in. Plate thickness(input):0.375 in. Hole depth in the base material:2.375 in. Recommended plate thickness:not calculated Minimum thickness of the base material:4.625 in. Drilling method:Hammer drilled Cleaning:Compressed air cleaning of the drilled hole according to instructions for use is required 3/8 Hilti HIT-Z Carbon steel non-cleaning bonded expansion anchor with Hilti HIT-HY 200 Safe Set System 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • - • Dispenser including cassette and mixer • Properly sized drill bit • Torque wrench y 1.500 1.500 I m rD 1 u 7 V X � V u 7 • 1.500 1.500 Coordinates Anchor[in.] Anchor x y c„ c+x c-y c , 1 0.000 -2.375 3.500 16.500 - - 2 0.000 2.375 3.500 16.500 - - Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 9 Page 20 of 48 1■■11`.TI Hilti PROFIS Engineering 3.0.69 www.hilti.com Company: Page: 10 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete-Jun 1,2021 Date: 6/1/2021 Fastening point: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilt Is a registered Trademark of Hilti AG,Schoen Page 21 of 4810 WIND ON L5 TERRACE Check as parapet design (Ch. 30 Components and Cladding Zones Part 4, 30.6.1.2) but for a 80 ft tall building. ;EAF = 0.768 ;RF = 1 .0 ;KZt = too ;7\ = 1.323; (Fig 30.4-1, h, exposure B) ;ptable = 25.9 psf + 34.7 psf = 60.60 psf ;( Case B; Zone 5, Fig 30.4-1, 10ft2 wind area) Zone 4 C&C ;Z3 = EAF "` RF * KZt ptabie* 7\.= 61.57 psf ;Z3asd = Z3 * .6 = 36.94 psf ;ASD ;WLcc = Z3asd= 36.94 psf ;ASD ;Wmax = max (WL, WLcc) = 36.94 psf Project Job no. James G. Pierson, Inc. Dartmouth Apartments= Glass Guardrail Consulting Structural Engineers Locadan Dot` Tigard, OR February, 2021 610 S.W.Alder,Suite 916 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Railpro Page 22 of 48 L5 TERRACE RAILING • in 1 5/8"Super Post-3 (1 5/8") Square post fascia mounted to wood 1/2' PC Siding Max ;L = (4 + 10/12)ft=58.00 in; :um 5/8"Densglass ;H42 = 42in 3/4"Furring ;H = H42- 1.5in - 0.5 * 6in = 37.50in li2" Flashing by others ;H9 = 6 in; (glass exposed to wind above parapet wall) Per IBCAr .,,��;M1 = 200 Ibs * (H) = 7500.0o Ib_in43/4" 8";M2 = 50 plf* L*(H) = 9062.50 Ib_in ; ��` I 1 - 1/8"EPDM Gasket Wmax = 36.94 psf; (ASD) L--Band for railing attachment by others Wind at top and bottom connections ; MW = Wmax * L * H9 * (H-4.875 in) = 2912.81 lb_in; (moment arm to top of glass) ;Mmax = max (M1, M2, MW) = 9062.5o lb in; (ASD) Anchor Tension ; AT = Mmax/4.75 in = 1907.89 lb 2 anchors per side ; Ts =AT/2 = 953.95 lb ; Try 3/8" diameter lag bolts and assume DF, ;Tallow = 305 lb * 1.6 =488.00 lb; per inch embedment Embedment requirement is: ;T = Ts/Tallow =1.95 ;inches USE (4) 3/8" diameter, 2" min embedment, fully threaded SS lag screws at each post location. f—r6ed sklMq —Custom onto Sleeve 35001 top PM ' -210o Mid Roil iff ---I.D.Portage,Walt 3/0"Cleat tempered Gloss 3700 1e0em Sot d' r smarm pole oM dw,,.m .5/0'S4 Super Post-3(Fascia moutslod)—• !.r.a.Pmers/WdIdng Surface Project Job no. James G. Pierson, Inc. Dartmouth Apartments=Glass Guardrail Consulting Structural Engineers coeneon hate Tigard, OR February, 2021 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Railpro Page 23 of 48 gift E 1300—09a 50 psi'x 4.0_200 psi'allowable Load(psf) 5 6 7 8 910 12 15 20 50 70 100 125150 2001u 3000 3500 ; '20 ‘11441 r � 79 i s� v . mE2oo i . TYp 1500 lib' ill so v C I 8D W 1200 ' 1 F. gt2S 800 47 w an 7 I 700 30 0 V Boo I Nonfactored Load c I Glass Simply Supported 144111% L, 500 Along Two Parafel Edges 20 a- ma 1 Pb=0.008 1kPa20.9psf i5 = 300 I 3-Second Duration 12 260I _-J--- ` 0 025 0.5 0.75 1 '.5 2 1 4 5 7 10� Load(kPa) Load x L`(kip-ft)IL Denotes Length of Unsupported Ed.= 55.3 psf Allowable 6002 0.5 1 .....2 '0 W 100 200 500 2 ' rr t 1.5 Vi75 1 E 10 � 4� rp �c� 0 i S 0.2 D 3 1 et _ 1 71 Deflection versus(Load x L4) Glass Simply Supported Along Two Parallel Edges I i_ 0.04 a.1 a.z 0.5 +2 5 /0 2a SD 100 250 Load x L4(kN,m2)IL Denotes Length of Unsupported Edges] FIG.A125(upper chart} Non-Factored Load Chart for Glass Simply Supported Along Two Parallel Edges (lower chart} Deflection Chart for Glass Simply Supported Along Two Parallel Edges GLASS IS OK FOR WIND AND DEFLECTION Project Job no. James G. Pierson, 111C. Dartmouth Apartments=Glass Guardrail Locaton D81B Consulting Structural Engineers Tigard, OR February,2021 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Railpro Page 24 of 48 1 5/8" Square Post in Alumilast Decking Design OK by inspection 1-5/8"Sq.Super Post -3 (Pocket mounted) 1"Sq.Alum.Tube - 1"Alumilast Decking Decking Support 3x3x1/d Alum. Angle d: — ' 111 ter Decking Support i 4' Balcony Frame - i 2„ Alum.Tube Pocket 2" 4- T welded to balcony frame (2-4) #12 x 3/4"SS Tek Screws at each post location Project Job no. James G. Pierson, Inc. Dartmouth Apartments=Glass Guardrail Consulting Structural Engineers Locator D81e Tigard, OR February,2021 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Vent Sheet no. Railpro Page 25 of 48 . , DRAFTING 0 I_ HGINCCR!NG 0 01/14/2020 Jasmine Hall Railcraft International 13272 Comber Way Surrey,BC,Canada,V3W 5V9 RE: Intertek Report number: 10029414000Q-004 Dear Ms. Hall, 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 procedures of IBC 1709,1 conclude that the results show compliance with Section 1607.8.1 Handrails and Guards of the 2015 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, ogiwh POW nr 5Mee d, ���. 'jt lit{.4,"/ Peeler 1 `i+ C 6HHeelgreinga le�g.wm, Bruce J.Keeler!Lnta t LUC'C r_Bmw J.aseler Reason am approving Ma Document 1 B.1531AT00' ORLp�! VON Bruce J. Keeler, P.E." r���/ 1114)?.� Principal • LTS Drafting& Engineering. LLC. E KP: (013o I ?-1 'PP.E. licensed in: AZ.CO.FL.GA.ID. IA. LA.MD.Ml.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:303.8 8.8373 Page 26 of 48 Rl Intertek REPORT NUMBER: 10029414000Q-004 ORIGINAL ISSUE DATE: January 17, 2011 0 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COQUITLAM, BC V3K7C1 RENDERED TO RAILCRAFT INTERNATIONAL INC. 13272 COMBER WAY SURREY, BC V3W 5V9 Cl) PRODUCT EVALUATED:Aluminum Welded Picket and Glass Railing Systems EVALUATION PROPERTY: Load Requirements IIMUM 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 hahility are fimiteu to the terms and conditions of he agreement. Intertek assumes no Jiability'to any party, other than ro 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 he 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 27 of 48 R2 RaiIcraft International Inc. January 17,2011 Repo,l No. 10029414000Q-00.1 Page 2 ofe 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 8 Conclusion 6 Appendix A Test Data 12 Pages Appendix B Drawings 2 Pages MID Page 28 of 48 R3 Railcraft Inlelnalional Inc. January 17,2011 Reporl No. 100244414000Q-004 Page 3 of 6 2 Introduction Intertek Testing Services NA Ltd. (Intertek) has conducted a test program for Railoraft 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 518'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 5!8'x 5/0" Glass Panel- Fascia Mount 1-5/8"x 1-5/8' 66-3/8" 4"x 6"x 3/8" 42" high 114'Glass Glass Panel-Top Mount 1-5/8"x 1-5/8" 66-3/8" 4"x 4"x 318" 42' high 1/4"Glass Note: Post to sub-structure tastener 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 kN/m) 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). 12113 Page 29 of 48 R4 Railcreft International Inc_ January 17,2011 Report No. 100294140000-004 Page 4 fe Notes: 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. 01221 Page 30 of 48 R5 Rallcraft International Inc. January 17,2011 Rupurl No. 10029414000G-004 Page 6 of 6 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. Table1. 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 Welced 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 Page 31 of 48 R6 Railcraft International Inc. January 17,2011 Report Na 10020414000Q-004 Page 0 of 0 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. Reported by: _lam r Chris Chang, EIT Test Engineer—Construction Products Reviewed by: UP246,41.9- Rico rdo DeSantis Lab Supervisor!Test Technician — Building Products Intertek Page 32 of 48 R8 Intertek Test: IBC Loads on Guards Test#1 Project: G100294140 Date: 14-Jan-11 EngfTech: Chris Chang 2,... Client: Railcraft International Inc. Reviewer: Riccardo DeSantis Product: Aluminum Welded Picket Railing System f2), 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 1507.7.1 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 118.3`C! 54.3% Design Equivalent Load Calculated Required Factored Quarter- Test (Inward! Moment Proof Load Pass/Fail Outward) Load (Ibf-ft) Point (IbfL)Oad (Ibf) (lbf) Individual Elements I 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 Fascia- 1 Page 1 of 12 Page 34 of 48 R9 020 Test: IBC Loads on Guards Test#2 Project: G100294140 (0 Date: 14-Jan-11 Engrrech: Chris Chang (71% 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 rem Opening in Guard: 3.875 in 98 mm Method: 2009 International Building Code(IBC) Section 1507.7.1 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 1D#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) (Ib� (Ibf) (Ibf) Individual Elements! 50 125 - 125 PASS - Components (1fP) Horizontal Uniform Load 50 125 770 439 878 PASS (per It) Top of Post Horizontal 200 500 - - 500 PASS Concentrated Load Railcraft International Inc, (January 2011)-Picket Fascia-2 Page 2 of 12 Page 35 of 48 R10 Intertek Test: IBC Loads on Guards Test#3 Project: G100294140 Date: 14-Jan-11 Eng/Tech: Chris Chang i , Chant: Railcraft International Inc. Reviewer: Riccardo DeSantis Product: Aluminum Welded Picket Railing System Installation: Fascia Mount Post Spacing: 7.02 fi 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: Attach 5K load cell (Intertek ID#SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2020010, cal due November 2, 2011) TimerTemp/RH' 10:48 AM/19.2°C/53.9% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment point Load Proof Load Pass/Fail Outward) (lbf-ft) (lbf) (lbf) (I If) 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 Fascia-3 Page 3 of 12 Page 36 of 48 R11 Intertek Test IBC Loads on Guards Test 41 Project G100294140 ,,r Date: 13-Jan-1-1 EngITech Chris Chang (2.. Client: Railcraft International Inc. Aldin Chang Product: Aluminum Welded Picket Railing System Reviewer: Riccardo DeSantis Installation: Top 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 1507.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 Equipment: Artech 5K load cell (Intertek ID#SN13S768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010, cal due November 2,2011) Timelfemp.+RH: 12:35 PM) 187°C/46.4% Design Equivalent Load Calculated Required Test (Inward! Factored Moment Quarter- Proof Load Pass/Fail Outward) Load (lbf-ft) Poi�,bLf)Oad (Ibf) (lbf) Individual Elements I 50 125 125 PASS Components(lftz) Horizontal Uniform Load 50 125 770 439 878 PASS (per ft) Top of Post Horizontal 200 500 - - 500 PASS Concentrated Load Railcraft Internaticnal Inc. (January 2011)- Picket Top •1 Page 4 of 12 Page 37 of 48 R12 Intertek Test: IBC Loads on Guards Test#2 Project: G1 002 941 40 Date. 13-Jan-11 Eng/Tech: Chris Chang ((ram Client: Railcraft International Inc. Aldin Chang Product: Aluminum Welded Picket Railing System Reviewer: Riccardo DeSantis Installation: Top 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 1D#V2920010, cal due November 2,2011) Time/TemplRH: 1:00 PM/16.6°C 148.5% Design Equivalent Load Calculated Required Test (Inward/ Factored Moment Quarter Proof Load Pass/Fail Outward) Load (lbf-ft) Point ad Pi) (lbfl Individual Elements I 50 125 125 PASS Components Oft') 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 38 of 48 R1 3 Intertek Test: IBC Loads on Guards Test#3 Project: G100204140 ,n, 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 Post Spacing: 7.02 ft 2.14 m Height of Guard: 42 in 1070 mm Opening in Guard: 3.875 in 98 mm Method: 2609 International Building Code (IBC) Section 1607.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 Equipment: Artech 5K load call(Intertek ID# SN138768,cal due AugJst 20, 2011) Vaisala Indicator(Intertek ID#V2920010,cal due November 2, 2011) Time/Temp/RH: 1:15 PM! 16.4"C 148.6% Design Equivalent Load Calculated Required Test (Inward! Factored Moment Quarter Proof Load Pass/Fail Outward) Load (Ibf-ft) Point (]bf) (I bf) Individual Elements/ 50 125 125 PASS Components(1ft2) Horizontal Uniform Load 50 125 770 439 878 PASS (per ft) Top of Post Horizontal 20C, 500 500 PASS Concentrated Load Railcraft International Inc. (January 2011) - Picket lop-3 Page 6 of 12 Page 39 of 48 R14 Intertek Test: IBC Loads on Guards Test#1 Project: G1 00294 1 40 Date: 14-Jan-11 Eng/Tech: Chris Chang 02 Client: Railcraft Internatonal 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 (Intertak 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 1 51.2% Design Equivalent Load Factored Calculated Quarter- Required Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (Ibf-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 Fascia- 1 Page 7 of 12 Page 40 of 48 R15 Intertek Test: IBC Loads on Guards Test#2 Project G1 00294 1 40 1, Date: 14-Jan-11 Eng/Tech: Chris Chang 0 .. Client: Raiicraft 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 1507.7.1 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 153.6% Design Equivalent Load Calculated Required Test (Inward/ Factored Quarter- Moment Proof Load Pass/Fail Outward) Load (lbf-ft) Point road (Ibf) (Ibf) Individual Elements/ 50 200 200 PASS Components (1f1.2) Horizontal Uniform Load 50 125 478 346 691 PASS (per ft) _ Tap of Post Horizontal 20C• 500 - - 500 PASS Concentrated Load Railcraft International Inc. (January 2011)-Glass Fascia-2 Page 8 of 12 Page 41 of 48 , R16 Intertek Test IBC Loads on Guards Test#3 Project G100294140 Date: 14-Jan-11 EnglTech: Chris Chang i{ '.. Client: Raicraft International Inc. Reviewer: Riccardo DeSantis Product: Aluminum Glass Panel Railing System Installation: Fascia Mount Post Spacing: 5.53 ft 1.69 rn Height of Guard: 42 in 1070 mm Opening in Guard: 1.625 in 41 mm Method: 2009 International Building Code (IBC) Section 1807.7.1 Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment: Artech 5K load cell (Intertsk ID#SN138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010,cal due November 2, 2011) TimelTemp/RH: 1:43 PM/ 19.1°C!53.9% Design Equivalent Load Calculated Required Factored Quarter- Test (Inward! Load Moment Point Load Proof Load Pass/Fall Outward) (Ibf-ft) (ibfl (Ibf) (lbf) Individual Elements I 50 200 - 200 PASS Camponenls(1ftz) Horizontal Uniform Load 50 125 478 346 691 PASS (perft) Top of Post Horizontal 200 5D0 500 PASS Concentrated Load Railcraft International Inc.(January 2011)-Glass Fascia- 3 Page 9 of 12 Page 42 of 48 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.' Handrails and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment Artech 5K load cell (Interlek ID#SN138768,cal due August 20,2011) Vaisala Indicator (Intertek ID#V2920010,cal due November 2, 2011) Time/Temp/RH: 9:00 AM 114.0°C 154.8% Design Equivalent Load Calculated Required (Inward/ Factored Moment Quarter- Test Proof Load Pass/Fail Outward) Load (lbf-ft) (lbf)Load (lbf) (Ibf) (lbf) Individual Elements/ 50 200 - - 200 PASS Components (1ftx) Horizontal Uniform Load 50 125 478 346 691 PASS (per ft) Top of Post Horizontal 200 500 500 PASS Concentrated Load Railcraft International Ino. (January 2011) -Glass Top- 1 Page 10 of 12 Page 43 of 48 R7.8 Intertek Test: IBC Loads on Guards Test#2 Project: G100294140 ir„ Date: 13-Jan-11 Eng/Tech: Chris Chang Cam. Client: Railcraf: Internatonal 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 SK load cell (Intertek ID#SN 138768, cal due August 20, 2011) Vaisala Indicator(Intertek ID#V2920010,cal due November 2, 2011) TirnelTemp!RH: 10:15 AM !13.8'C I 54.0% Design Equivalent Load Calculated Required Test (Inward! Factored Quarter Moment Proof Load Pass/Fall Outward) Load (Ibf-ft) Point ad (lbf) (Ibf) Individual Elements! 50 200 - 200 PASS Components Oft') 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 of 12 Page 44 of 48 R19 Intertek Test: IBC Loads on Guards Test 43 Project: G100294140 qR 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 rim Opening in Guard: 1.625 in 41 mm Method: 2009 International Building Code (IBC) Section 1607.7.1 Handra Is and Guards Section 1713 Test Safe Load Safety Factor: 2.5 4.0 In-fill Glass Panel Equipment: Attach 5K load cell(Intertek ID#5N138768, cal due August 20,2011) Vaisala Indicator(Intertek ID#V2920010,cal due November2, 2011) Time/Temp/RH: 11:05 AM/ 15.0°C/51.5% Design Equivalent Load Calculated Required Factored Quarter- Test (Inward/ Load Moment Point Load Proof Load Pass/Fail Outward) (lbf-ft) (lbf) (lbf) (lbf) 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. 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