Loading...
Specifications (22) Site Address: VUi vv, t _f 11/yka . . . . .: , . ' *- Building Di-vision .;,IP" Deferred Submittal Transmittal Letter Tc.4: il/117 DATE RECEIVED: DEFT: BUILDING DIVISION , FROM: LIM Sinik_. comPANY: _, .L.L.V,CLCIXISttratilal ' , - PLIONE: 67)3 ' SZtP ' 015/ i I' , ' '-" -- „...„.. ,....70 & I 5.hrtItildii I.04.1d esti P 0. 601-7-b . (Site Xsiares.-:t 0-'iitor.J1 Ci,i'ic HAVP S ,Apor ) . -ri. (Yr SittkiiVfMfIf'/anti;and' lot iiiiichcri- --- l'irfAUntit.Yr, itYr IY:f.ferred S-ahmitt.sl: S cS-c) 0 0 ATTACIIED IS TIP E FIJI:LOWING DEFERRED SUBMITTAL Fr L NI: _ Descri lion: _,......_,,.. ,.„ f * ' a i z „ittit? 10' rii Wit . i Rerivars: ,,Y1 it: 1)ocurnents. for deferred submeta l items shall he submitted In the registeied design profemoral in beaiaonsible eharge who shah revievs them and forward them to the building offcial with a notation didicating that the def'.,Jred subinittal dt.icuaients hia's-e been reviewed and been found to be in general cOilibrITUTI.A`,10 thf;*design of the building.The deferred submittal items shall not he installed until ate desi,ran and submittal J umems have been eii.,aro'‘.ed by the building offidial, °rigor, Sr, i /lire!506.,.:‘i.111'Cod,-j''';',''(...i,,,,, 1,:?6,,3,4,2 .....,....,,.........,441 ... FOR tlFFICE USE ONLY' 1 _ ..._,.. ... ,. f .., . ,...,_ I,f..-mlit "I e.olir,-, ,,,,,I: f Re: f Initials: _ ,.. ,..., Desenroon: i Antotine Dist: ' Deferred Sithrniqal Lee- '., Atilkiltional A Cti oased on vt.ttuation: 1 s, 3 9 3 *Li .,cAD t, ael. ...3 S .1 era 041 k. — 1., S J 9,_o_o____ _. '7 _. ,-, 1 tal Fees Due:To, Special i ].,,s 'I..i. a. , 9 4 lasiTik:tio.ns: I I N. es . 1e "so 1) ne Notified: i Date: ' 9/ rtTiz,. , lonta,s. _ .. . ., , • ) .. , :fee ( r processing and Ye me deferred plan submit tat.shall be an amonth edual to 65 of the btitidin?,tittsed en the valuation et the oartice;ar pord,,,r,::r p,huons .-..lf the projeat with a min'zium .',.;.2.).0.00 fee. rh.ts-1` e is in i'ilitiori t the project pl:.1.11 review to rased on the total proital value. s",:irw'rno-aamrcialtiale, L,s,,: asailod its, '.,.0 i'mi 07 REVISION V7 OFFICE vcTc� ROYE pi7R0 '7 ,���. ass, GSCONTRACTING, INC. ,, 1834 E i 1 )--' 1 ' 2- iTY Oi'TiA�i J 9 aREcaN 3!;i!DING DIVISION- 7402 NE St. John's Rd., Suite B (360)695-0313 Office info@globalsolariums.comAlt,A. °f (f) Vancouver, WA 98665 (360) 281-9023 Cell www.globalsolariums.com �!j ch. 19, fi'�' R GO- 8/4/23 EXPIRES: 6-30-25 HAMPTON STREET APTS - 7007 SW HAMPTON STREET - TIGARD, OR 97223 „,,_,,, _4 , MA ( CONSTRUCTION LEVEL 2 - SLAB PLAN - El REVISION DATE !R ® NO EXCEPTIONS TAKEN 0 REVISE AND RESUBMIT 0 07/18/2023 VALIDITYOF PER 0 MAKE CORRECTIONS NOTED ❑ REVIEW NOT REQUIRED THE ISSUANCE OF A FERMI This review is ony ton general conformance wan the design concept and the information even n the Construction Documents.Corrections or comments BASED ON CONSTRUCTION I£i. made on thesubm„ialowingthmreviewdonotrelievethecontractorfrom 1 p A AND m _] compliance wi h the requirements of the plans and speeiticahons.Review of a DOCUMENTS f1 rot �T� f l peclhc Item shall not include review of an assembly of which the Item is a y.J +omponent.The Contractor is responsible tar:dimensions to be confirmed and DATA SHALL NOT PR Et,l-°'T correlated at the h mea information,that pertains solely to the fabrication processes or to the e means_methods,techniques,seq°fences endndprocession THE CODE OFFICIAL ol construction:coordination of the Work with that of at other trades and oink/memo all Work in a safe and satisfactory manner. REQUIRING THE CGRRr I KPFFConsultingEngineers OF ERRORS. OSS^ 1 By devo OB:1812023 u_ 40'co rn 0 17'-6" 0 23'-11" ® 23-11" 0 23-11" 0 23'-11" 0 z V) LU U.. ›— Z , ,›— Z >"' Z ›— Z 44" > ct -=2 Lu > cc ..---__< cc <I w > cc B C (.60.-D A1.3 A1.4 -,..—?., -—A— ----A—--A----A—-A—A 1.7—Ar-—A-—A—- --A—-11 —-A—A—A——A——A——- END OF IF SLAB _ _ Jc r-I- I I - i Li- FACE OF iirl i_ k BLDG 0 Lur , i i i 1 , A1 .1 PARTIAL SLAB PLAN - 2nd FLOOR -----JZ _eckOCTUty, _ SCALE: 3/32 =1.-0" ls,i) PROti--1 N.S.. Jtx, . c...,<'. INI4-.. 04 44.7 4c.. ct. cs) 1834 E .14)40, 4 ii. G 0\0•81r/4/23 EXP I RES 6-30-25 DRAWING REVISIONS NO. DESCRIPTION BY DATE 0 FOR APPROVAL ONLY BT 07/18/23 1:4 NO EXCEPTIONS TAKEN 0 REVISE AND RESUBMIT 0 MAKE CORRECTIONS NOTED 0 REVIEW NOT REQUIRED 7402 NE St.John's Rd. 360.695.0313 This review is only for general conformance with the deep concept and tee GS CONITRACTIN1G, INC. Suite B info@globalsolariums.com information given in the Construction Documents Corrections or comments . Vancouver,WA 98665 www.globalsolariums.com made on the submittal during this review do not relieve the contactor from compliance with the requirements of the plans and specifications Review of a specific nem shall not include review of an assembly of which the item is a component.The Contractor is responsible for,chmensions to be confirmed correrated at bs the rode,mformaten the;pertains so ely to tne tab-Nation and DWG TITLE: HAMPTON APTS - 2nd FLOOR - GENERAL LAYOUT processes aria the means,methods,techniques,sequences and procedures of construction;coordinabon or the,Work with that of at other trades and , CUSTOMER: SCALE: AS SHOWN PO/PROJ NO.: performing alr Wors in a sate at%satisfactory manner KPFF Consulting Engineers LMC CONSTRUCTION DWN BY: BRONI CHKD: kff Date 051812023 Tualatin, OR DATE: 06/16/23 DATE: By devons PAGE NO.: A1.1 SHT: REV. 0 u_ >- z >- z 0 03 u w 0 w f=1 ..,<,_ ....' et Z VI 2 o (2 L) LLJ 0- VI 5" (5) SPCS @ 41" = 17-1" (6) SPCS @ 4716" (47.8334) = 23-11" — --. - sq, -... : a so -so : CD . . : : %— .- •-• : A : i---- i-M 0, V ,— 't in Ci 14-.. ;:r b i---- i-of ;:.:P. En x— l• 77 Ln 1 . Vi, -aI,1 tt.411,,1 k _- -- -- - __ -- . i U L _ P _ __ 17-6" -_—_ 23.-11" .... - . - 0 0 0 IkUC iLiii.„, VI, PROfte7<1 0 *GI = A PARTIAL SLAB PLAN - 2nd FLR ---__J ..,.... A1.1 SCALE: 1/4"=1'-0" AL" OREGON 40 ch 19 N'fb _ Go R. 8/4/23 EXPiRE5: 6-30-25 DRAWING REVISIONS NO. DESCRIPTION BY DATE 0 FOR APPROVAL ONLY BT 07/18/23 • ix NO EXCEPTIONS TAKEN 0 REVISE AND RESUBMIT 0 MAKE CORRECTIONS NOTED 0 REVIEW NOT REQUIRED 7402 NE St.John's Rd. 360.695.0313 Suite B info@globalsolariums.com Thks review is only tor th generalCo conformance vath the design oonotht and the GS CO NTRACTI NG, I NC. Vancouver,WA 98665 www.globalsolariums.com information given in e nstruction Documents.Corrections or comments made on the submittal during this review do not relieve the contractor from compliance with the requirements of the plans and specificatiore.Review of a specific item shall not include review of erf assembly of which the item is a component Tne Contract.,is responsithe fon dimensions to be confirmed and DWG TITLE: HAMPTON APTS - 2nd FLOOR - GENERAL LAYOUT correlated at the jobate,information that pertathe solely to the fabrication processes or to the means,methods,techniques.sequences and procedures of construction,coordination or the Work with that of all.other trades and CUSTOMER: SCALE: AS SHOWN PO/PROJ NO.: performing all WOrK in a safe and satisfactory manner. KPFF Consulting Engineers LMC CONSTRUCTION OWN BY: BRONI CHKD: . kp ff Date 08/1812023 Tualatin, OR DATE: 06/16/23 DATE: By devises PAGE NO.: A1.2 SHT: REV. 0 Z Z cc > cc > c a (6) SPCS @ 471 16' (47.8334) = 23'-11" a (6) SPCS @ 471316" (47.8334) =23'-11" a in \j Ni so so al l. in p, inI•-• I.n C, rh I--- fe inF.... N N M M M rt' Nr — —— — — _ — — — - — — — — — — r_ — — - - t rI I I D A3.1 I l Oki u u l� 1-11 C u u I. I u 23'-11" 23'-11" CD OO 0 CT CJ NtO I PRop 1< �S1Na ik PARTIAL SLAB PLAN - 2nd FLR �� `.�1ZCi3- .� SCALE: %4"=1'-0" 1834 E ,,0 , OREGON ti, <`Q�,rh , �`c' �'' R.19 Gpti. 8/4/23 XPU E�= Fr-30-25 DRAWING REVISIONS NO. DESCRIPTION BY DATE 0 FOR APPROVAL ONLY BT 07/18/23 ►3 NO EXCEPTIONS TAKEN 0 REVISE AND RESUBMIT 0 MAKE CORRECTIONS NOTED ❑ REVIEW NOT REQUIRED 7402 NE St.John's Rd. 360.695.0313 This review is only for general conformance with the design concept and the GS CONTRACTING INC. Suite B info@globalsolariums.com information given in the Construction Documents.Corrections or comments Vancouver,WA 98665 www.globalsolariums.com made on the submittal during this review de not relieve the coniravior from compliance with the requrremerts of the plans and specifications.Review of a comspeponenrn t. ontraGorisreude iawntanassam dimeny of sions to ch 8miea HAMPTON APTS - 2nd FLOOR - GENERAL LAYOUT component.The Contractor is responsible fee:dimensions to be confirmed and DWG TITLE: correlated at the jobsite;information Mai pertains solely to the fabrication processes or to the means,methods,techrsques,sequences and procedures of construction;coordination of the Work with that of ail other trades and CUSTOMER: SCALE: AS SHOWN PO/PROJ NO.: performing aft Wow in a safe and satisfactory manner. KPFF Consulting Engineers LMC CONSTRUCTION DWN BY: BRONI CHKD: F.. Date 0818//2023 Tualatin, OR DATE: 06/16/23 DATE: i�, By devons PAGE NO.: A1.3 SHT: REV. 0 >- z .- -ci w 22 U rq 0_ Im (6) SPCS @ 47746" (47.4584) = 23'-83/4" 2Y4' •••• • 234" b ....._..., . . .0 = •D r. -- 0 z _ _ - 1 Il) 7.--- ---,,, _ 1_ ..p..._ - _ , r •1 n ; ..... i _ __ T, , , • , . so _ . .._ b rn .._. 1 I In !): , I - _ __ -- -- -- -- - -- 1 -L i I-4 1 i i 1 _ , I ;:r k- L I I-I I 1 I 1 1 1 1 23-11" (9 0 0 C Tifici:4,44 co'c 0 % N tss> PARTIAL SLAB PLAN - 2nd FLR e 1\ i NJ :CI (te 4,r• G I 4-(4, 0 1834 E"P e... V (RE -1.i SCALE: 1/4"=1'-0" ..:' ... c" or 8/4/23 EXPIRE5: 6.-30-25 DRAWING REVISIONS NO. DESCRIPTION BY DATE 0 FOR APPROVAL ONLY BT 07/18/23 Dp NO EXCEPTIONS TAKEN 0 REVISE AND RESUBMIT 0 MAKE CORRECTIONS NOTED D REVIEW NOT REQUIRED 7402 NE St.John's Rd. 360.695.0313 This review is only for general conformance with the design concept and the GS CONTRACTING INC. Suite B info@globalsolariums.com information divert orthe Construction Documents.Corrections or comments Vancouver,WA 98665 www.globalsolariums.com made on the submittal during this review do not reeve the contractor from compcanco with the requirements of the plans and specifications.Review of a specific item shall not include review of an assembly of which the item is a component,The Contractor is responsible for dimensions to be confirmed and DWG TITLE: HAMPTON APTS - 2nd FLOOR - GENERAL LAYOUT correlated at the jobsite;information that pertains solely to the fabrication processes or to the means,methods,techrsques.sequences and procedures of constructico coordination of the Work with that of at other trades and CUSTOMER: SCALE: AS SHOWN PO/PROJ NO.: performing all Work in a sate and satisfactory manner. kr if KPFF Consulting Engineers LMC CONSTRUCTION OWN BY: BRONI CHKD: Date 08/18/2023 Tualatin, OR DATE: 06/16/23 DATE: By deyons e PAGE NO.: A1.4 SHT: REV. 0 0 O0I pco og iO Qm Zv L.L. I w 6r 10%4' :o 'cis END OF 11 SLAB o, M I N r. A ^? A2.2 1 ' 10 M 0o I � 0 r- lV 7 in PRIVACY a A D SCREEN J T i-. ,.}CTC1R,9 NO EXCEPTIONS TAKEN 0 REVISE AND RESUBMIT Me i---) I ' E ❑ MAKE CORRECTIONS NOTED ❑ REVIEW NOT REQUIRED `zs.)��G 1 N L'' 0 —— — —— J — v This review is only tor general conformance with the design concept and the 8 C .-It1 information given in the Construction Documents.Corrections or comments 1 '�$31�., made on the submittal during this review do not relieve the contractor from r .T I m cornpliarrce with the requirements of the plans and specifications.Review of a x specific item shall not include review of an assembly of which the item is a �. 1 1 component.The Contractor is responsible for dimensions to be confirmed and OREGON •_' r r Y,^ correlated at the jobsita thtormation that pertains solely to the fabrication processes cite the means,methods,techniques,sequences and procedures .,.n ,/ F �\m of construction caordlnation of the Work with that of ail other trades and `v (yCPC{, v performing all Work in a sate and satisfactory manner. <^ /. i NC3 'S M KPFF Consulting Engineers V f t B . b Date 08118 2023 R. G 1 By doyens 8/4/23 IA2.3 c N 1=XPIRE - -3C�-25 DRAWING REVISIONS NO. DESCRIPTION BY DATE END OF 0 FOR APPROVAL ONLY BT 07/18/23 SLAB V I O r. G S CONTRACTING I N C• Suite e NE St.John's Rd. 360. 0313 `0 Suite B info@gloglobalsolariums.com 5'-0/g" SLAB . Vancouver,WA 98665 www.globalsolariums.com �z 42 I PARTIAL SLAB PLAN - 2nd FLOOR SCALE: AS STONER_ HAMPTON APTS - 2nd FLOOR - GENERAL LAYOUT PO/PROD NO.: LMC CONSTRUCTION DWN BY: BRONI CHKD: SCALE: 3/32"=1'-0" Tualatin, OR DATE: 06/16/23 DATE: PAGE NO.: A2.1 SHT: REV. 0 0 _ 1 ti RD > 0" bis END OF 3'-0Y2" 3'-0%z 5,. SLAB i j1F _ —{ 5" 0 i... 42'/6 :o I os M N i Lin i... 7'-117/8" 1 1 1'-7" 1'-5%2" 7 i... 11'-916 ` SLAB END ! ® NO EXCEPTIONS TAKEN ® REVISE AND RESUBMIT 0 MAKE CORRECTIONS NOTED 0 REVIEW NOT REQUIRED SCALE. /4"= '-0' This review is only for general conformance with the design concept and the C 1 —— —— —— —— —— —— — M I I 1 intonation given in the Construction Documents.Corrections or comments made on the submittal during this review do not relieve the contractor tram compliance with the requirements of the plan and specifications.Review of a 15'-613 ' specific item shall not include review of an assembly of which the item is a I RI b component.The Contractor is responsible for dimensions to be confirmed and I i... correlated at the jobsite;information that pertains solely to the fabrication processes or to the means,methods,techniques,sequences and procedures of construction,coordination of the Work with that of all other trades and performing all Wok in a safe and satisfactory manner. 1 II KPFF Consulting Engineers Data 08/18/2023 I �O By demons i... 19.-4%4., ' i... ,s U C T Udy D a t4tti PRO,61 A3.1 in 0� ��v�S�*GiN �Q 1834 E M . i... 23'-1'%6' i. OREGON bo I JZ ( PARTIAL SLAB PLAN - 2nd FLR �O<6 of ,�t `s- Ai J SCALE: %4:r=1'-0" '`� R. Gp�' 26' 11%$'I 3/4/23 EXPIRES: 6-30-25 ' / DRAWING REVISIONS NO. DESCRIPTION BY DATE t I 0 FOR APPROVAL ONLY BT 07/18/23 i.. 30'-89/6" i-' G S CONTRACTING INC. 7402 NE St.John's Rd. 3 o a oI Suite B nfo@glblsolariums.com D r . Vancouver,WA 98665 www.globalsolariums.com O i.. 34'-6" PRIVACY DWG TITLE: HAMPTON APTS - 2nd FLOOR - GENERAL LAYOUT 11 i SCREEN CUSTOMER: SCALE: AS SHOWN PO/PROJ NO.: LMC CONSTRUCTION DWN BY: BRONI CHKD: i! 36'-5" �y Tualatin, OR DATE: 06/16/23 DATE: i' I PAGE NO.: A2.2 SHT: REV. 0 0 i 1 i i..: 16 I In CO V: -E i 16 § 1 1 1 as = 1 1---- 30.-01.Y1,- 1 4'-0" I I. 26-43/0" 2-77/8'. l'-4Y8" II , ...N.= . , , • „if,', NIMIIIMENd ' ,....- Ltd — -- -- -- -- -— M. I 1 1 I. ..,. 8 ,...--. R I'l (v) 11 1 1,) : .,-- CO u 13 --------------- : !ga -- _ -- _ -- _ 1 -- - -- im ir 1 -', 'l II NI. a 0 MI I VI 1 U SLAB END s:k, CTU. , a. 'c. 4 I 1::: _____-_____- 815'2%" I I V) ,0,1) PROFel 1 " "E SCALE: /2 =1'-0 , NO EXCEPTIONS TAKEN c REVISE AND RESUBMIT tie N,N,GINE.e. 04 I i I I Y.-- 0MAKE CORRECTIONS NOTED 0 REVIEW NOT REQUIRED This review is only for general conformance with the design concept and the 1 834 E,440 eiew 41) 4/ *' I information giver ir the Construction Documents.Corrections or comments I jhoitv. made on the submittal during this review do not relieve the contractor from I compliance with the requiremeras of the plans and specifications Review of a 0 I 1 1%67/1," specific tern shah rot include review star assembly or which the Scot to a 71- Pe ru component The Contractor in responsible tart dimensions to be confirineo and OREGON /, correlated at the dawns,:information that pertains solely to the fabricatmn '43 4 ektk i CV I I processes or to the means,methods techniques,sequences and procedures _1 / of construction;coordination of the Work with that of ail other trades and performing all Work ir a safe and satisfactory manner. ‘6 ch 19, , B PARTIAL SLAB PLAN - 2nd FLR )? \,-- R GO 8/4/23 1 —.....jz lgrff KPFF Consulting Engineers By 0818/2023 ir I A2.1 SCALE: 1/4"=I-0" demons EXPIRE 5: Es 3 0—25 7_015, .. II DRAWING REVISIONS - /16 INO. DESCRIPTION BY DATE I 4.-1746" 0 FOR APPROVAL ONLY 7402 NE St.John's Rd. 360.695.13:313 07/18/23 GS CONTRACTING, INC. Suite B info@gIobaIsoIariums.com I . Vancouver,WA 98665 www.globalsolariums.com I I DWG TITLE: HAMPTON APTS - 2nd FLOOR - GENERAL LAYOUT I 5" I I CUSTOMER: SCALE: AS SHOWN PO/PROJ NO.: ii 0 1 -- - --ir.vi RD > 0- LMC CONSTRUCTION DWN BY: BRONI CHKD: -- -- -- -- : Tualatin, OR DATE: 06/16/23 DATE: • in PAGE NO.: A2.3 SHT: REV. 0 B-B A3.2 ►( NO EXCEPTIONS TAKEN REVISE AND RESUBMIT ��j/ O 0 MAKE CORRECTIONS NOTED 0 REViEW NOT REQUIRED (J (� �1/fir Tee review is only for general conformance with the design conceptand the ✓ `'Q ,D P+•V!'it - information given illthe Const ud on Documents Corrections or comments '� S M made on the dbmeta daring this review do ant re ieve the uantractor from �,��. �/+ N te. - I ( TOP OF compliance with the equrremenM of the pens and specifications Review of a 47 i./ I , ma HORIZ RAIL specific item hall not heel lde review of an assembly of which the item Is a �s,r y! eamtm e.t Tho Contractors fespo s ble for:di c:s o s to be f ed and {' • 1 8 Z,{ E {'� correlated at the iobsite info malice that pertains soley to the fabrication (7JY ——r———————————— ———————I^—- -—--—--—--—-- I -- I p:ocessas or to the^wan methods techn4q the sequences and procedures I of const:action:coordination of the Work with that of all other trades and I I performing a Work in a sate and satisfactory manner. KPFF Consuifing Engineers ,� 4- .-- cljjkx OREGON ,co ----------- --- -- ----------- A A --' -- :o �, Date 081t8/2023 Or + By deyons .0 °6 R1.9, II A G4 t - -- `"' 814/23 -- -- -- ----- -- -- -- -- -- --- -- -- - --- a :o EXPIRES: 6-30-28 N a I - — ____ `^ --__-------- ----- ----------- - A3.2 t 1 1 1 I , ! . 1 1 1 , • M O __ TOP OF • CI___-___„._ _-___,-_ itli-,_,- - :7 .i°. 11 CONC A3.2 .. 11 •_ C-C I I .. _ _-- AiBTM OF A3.2 POST © O© TRAFFIC COATING -- -- -- -- -- -- -- -- -- -- -- -- -- -- - \ a "; (BY OTHERS) —i \ / O LIJ R EQ EQ a EQ EQ d d _1 ffp.ps�=� 4-0"MAX. 4'-0"MAX. - a d e d_ �i• 1 O 1D TYPICAL CABLE RAILING E-E Ensure that no gaps will allow a 4" - • A3.2 sphere to pass through. ° a "° -- . t/A2 SCALE: 3/4rr_1'-0" CO ® -- =A SEE NOTE 3 M CI KEY NOTES: LED LIGHTING FIXTURE 1. EMBEDS FOR BALCONY BOTTOM MOUNTING BRKTS: HILT! HAC-V-144/250 F, GALVANIZED, (BY OTHERS) (INSTALLED BY OTHERS). 2. BOLTS FOR MOUNTING BOTTOM BRKTS TO EMBEDDED CHANNELS: (2) EA HBC-C 8.8F, M16 x 2", GALVANIZED. 3. BOTTOM MOUNTING BRKTS: (2) EA L3x2x3/8 ALUMINUM. 4. 18GA STAINLESS STEEL FLASHING, (BY OTHERS). DRAWING REVISIONS 5. NEOPRENE WASHERS/SEALANT WHERE BOLTS PENETRATE FLASHING. 6. 01/8' STAINLESS STEEL CABLE RAILING c/w FITTINGS. NO. DESCRIPTION BY DATE 7. BOLTS FOR POST ATTACHMENT: (2) EA 01/2"TYPE 304 or 316 c/w SSTL SELF LOCKING NUTS 0 FOR APPROVAL ONLY BT 07/18/23 WASHERS. 8. 14" TALL x 0.05" THICK PAINTED ALUMINUM PANEL (TYP 96" LONG). (PROVIDED/INSTALLED BY GS CONTRACTING) GS CONTRACTING INC. 7Suite402 NEB St.John's Rd. 360.695.0313 info@globalsolariums.com GENERAL NOTES: Vancouver,WA 98665 www.globalsolariums.com 1. ALL FASTENERS FOR ALUMINUM FRAMING TO BE #14, 300 SERIES SELF DRILLING SCREWS. 2. DO NOT OVER-TIGHTEN BOLTS TO AVOID CRUSHING HALLOW TUBE SIDE WALL. DWG TITLE: HAMPTON APTS - 2nd FLOOR - CABLE RAILING DETAIL 3. ALUM PANEL SEAM TO BE PLACED BEHIND EVERY OTHER POST. CUSTOMER: SCALE: AS SHOWN PO/PROJ NO.: LMC CONSTRUCTION DWN BY: BRONI CHKD: Tualatin, OR DATE: 06/16/23 DATE: PAGE NO.: A3. 1 SHT: REV. 0 . _ A-A 41- (2) (1) 946" POST y16 0 0 13%6,, 2346- 1346" 1346" s 1 I th 1 1 CV B-B . , -6-- + Er) TOP RAIL I : I ‘V iNt 9 v— 1 i -rfr 3" ..... 2" C-C F POST CONN BRKT BTM RAIL w/ SPACER & CAP A3.1 SCALE: 3"=1'-0" o -OW C Ttifi), co tt PROteiY C4 NO EXCEPTIONS I AKEN 0 REVISE AND RESUBMIT D—D G MAKE CORRECTIONS NOTED 0 REVIEW NOT REQUIRED c., \ko 1 N4- , >.0 , .. MID PICKET This review is only for general conformance with the desIgn concept and the information giver at the Construction Documents,Corrections or comments Ct. 1834#°E made on the submittal during this review do not relieve the contractor from compliance with the r,lquirerne,,to of the plans mkt specifications.Revtew of a specific ter n shall not'prelude awnrevtf an assembly of+Ouch the aem is a 4 component The Contractors responsible tor dtmensions to be confirmed and correlated at the jobsite;information that pertains solely to the fabrication other trades and Otl ff . , ,4.„ OREGON co/Jo processes alto the means,methods,techntques,sequences and procedures ‹ of construction.coordination of the Work with that of all " aprt,Cb tr performing all Work In a safe and satisfactory manner, (<‘.9 C6 7 9 \---' , KPFF Consulting Engineers e;i3 R Go? E-E 1 • By devons Date 08/18/2023 • 6/4/23 EXPIRES: 6-30-25 BTM POST CAP DRAWING REVISIONS NO. DESCRIPTION BY DATE 0 FOR APPROVAL ONLY BT 07/18/23 GS CONTRACTING, INC.• 7s4uOit2e NBE St.John's Rd. Vancouver,WA 98665 360.695.0313 info@globalsolanums.com www.globalsolariums.com DWG TITLE: HAMPTON APTS - 2nd FLOOR - CABLE RAILING DETAILS CUSTOMER: SCALE: AS SHOWN PO/PROJ NO.: LMC CONSTRUCTION DWN BY: BRONI CHKD: Tualatin, OR DATE: 06/16/23 DATE: PAGE NO.: A3.2 SHT: REV. 0 CRI 3'-11" I 11 TN— I \P.- - pi• 1 4-0 -17- r I (1111 i m- @J to U 1 a N rn .0CTCi t }#[ NC)EXCEPTIONS TAKEN ❑ REVISE AND REStJBM:" �( P Oi 0 MAKE CORRECTIONS NOTED 0 REVIEW NOT REQUIRED �+�� 1 ��, "''GTiP � i This review is only for general conformance with the design concept and thetk! Qyfi Y/' I information given in the Construction Documents,Corrections or comments ryra 1 V JY E I made on the submittal during this reviewdo not relieve the contractor from compliance with the requirements of the plans and specifications Review of a it11 1 specific item shai not indude review of an assembly o:which the item is a G component.The Contractor is responsible tor:dimensions to be confirmed and 1 correlated at the jabsrter information that pertains Solely to the fabrication fop f�l1 processes or to the means,methods,techniques,sequences and procedures .,f t✓il E V V N 0 C+ l ' of construction coordination of the Work with that st at other Hades and -%4 �{� performing all Work in a see and satisfactory manner, �� /" 1` +� r L� KPFF Consulting Engineers ' Date 08t16:2023 C j' R GO\ By devons 8/4/23 A-A EXPIRES 6-30-25 ® DRAWING REVISIONS NO. DESCRIPTION BY DATE 0 FOR APPROVAL ONLY BT 07/18/23 A4.1 PARTIAL PLAN - GUARD RAILING AT 5th FLR Z 3/ G S CONTRACTING, INC. 7402 NE St.John's Rd. 360.695.0313 Suite B info@globalsolariums.com SCALE: /$ =1 -0" Vancouver,WA 98665 www.globalsolariums.com DWG TITLE: HAMPTON APTS - 5th FLR RAILING - GENERAL LAYOUT CUSTOMER: SCALE: AS SHOWN PO/PROJ NO.: LMC CONSTRUCTION DWN BY: BRONI CHKD: Tualatin, OR DATE: 06/16/23 DATE: PAGE NO.: A4.1 SHT: REV. 0 GwP2o22—Dol-15 -I00-t Sw rvhAtnl ST SUBMITTAL COVER SHEET CITY OF TIGARU _ a cowsTaucrtoly aUILDING DIVISI© Date: August 7, 2023 Project Name: Hampton Street Apartments This review inydevs for ntions fromsaeral a samece not h noteand d by only.My deviations from same not clearly noted by the subcontactor/supplier have not been reviewed.Review shall not Attention: Steve Sandstrom constituteacomplete check or detailed dimensions or count or serve to relieve the subcontractor/supplier of contractual responsibility for Architect: Leeb Architects any error or deviation from contract requirements. DATE gr7/2623 Submittal#: 055200-2.0 PROJECTN 11,1c1225 , Spec Section #: 05 52 00 SPEC.SECTION# 9s31Oc Description: CABLE RAILINGS Package REVIEWED BY Drawings and Cafes lit Reviewed ❑ Reviewed w/Comments Subcontractor: Global Solarium ❑Rejected ❑ Revise&Resubmit Comment: Arch- DFS. Needs to be stamped by architect and EOR. Submittal review is only to determine general conformance ® NO EXCEPTIONS TAKEN 0 REVISE AND RESUBMIT with the design concept of the Project and the information 0 MAKE CORRECTIONS NOTED REVIEW NOT REQUIRED given in the Contract Documents. Contractor is responsible for dimensions to be confirmed and correlated at the job sue; This review is only for general conformance with the design concept and the information that pertains solely to the fabrication process or information given in the Construction Documents.Corrections or comments to the means and method of construction;coordination of all. made on the submittal during this review do not relieve the contractor from trades;and performing all work in a safe and satisfactory man- compliance with the requirements of the plans and specifications.Review of a specific item shall not include review of an assembly of which the item is a net. Contractor is responsible submittal. for all deviations, errors and component.The Contractor is responsible for:dimensions to be confirmed and omissions in the submittal. This approval does not modify correlated at the iobsite;information that pertains solely to the fabrication Contractor's dur to comply with the Contract Docwments. processes or to the means,methods,techniques.sequences and procedures ❑ Approved ■ No Exception Taken of construction:coordination of the Work with that of all other trades and performing all Work in a safe and satisfactory manner. CI Revise as Noted/Resubmit ❑ Rejected/Resubmit as Specified "cif KPFF Consulting Engineers CI No Action Required Date 08/18/2023 ❑ Submittal Not Requested/ By devons Returned Without Review By:Steve Sandstrom Date; 08/15/2023 ` teebArohitects -No technical review performed. -See all comments from Structural Engineer. -Ensure that no gaps will allow a 4"sphere to pass through. -We recommend the owner consult with a waterproofing consultant for the edge condition. Transmitted: ®Procore 0 Hand Deliver 0 Email 0 Other STRUCTURAL CALCULATIONS ALUMINUM GUARDRAILS PROJECT: Hampton Street Apartments 7007 SW Hampton Street Tigard, OR 97223 for GS Contracting, Inc 7402 NE St John's Rd, Suite B Vancouver, WA 98665 ,,9,UC7LiR 7/,.--- ;:i.oc-ru, 1834 PE `r James G. Pierson, Inc. Since 1945/ff1 "('�6b ig+^�' * N' Q3 � tNEE� R' � 8/4/23 EXPIRES: 6-30-25 fla NO EXCEPTIONS TAKEN 0 REVISE AND RESUBMIT 0 MAKE CORRECTIONS NOTED 0 REVIEW NOT REQUIRED This review is only for general conformance with the design concept and the information given in the Construction Documents.Corrections or comments made on the submittal during this review do not relieve the contractor from compliance with the requirements of the plans and specifications.Review of a specific item shut not include review of an assembly of which the items a component.The Contractor is responstble for:dimensions to be confirmed and correlated at the iohsite;information that pertains solely to the fabrication processes or to the means,methods,techniques,sequences and procedures of construction;coordination of the Work with that of ail other trades and performing ail Work in a sate and satisfactory manner. KPFF Consulting Engineers James G. Pierson, Inc. Datedev'o s Consulting Structural Engineers 610 S.W. ALDER SUITE 918 PORTLAND,OR. 97205 (503)226-1286 FAX 226-3130 August 3,2023 Page 1 of 26 Aluminum Railing Systems Task: Check aluminum railing system and attachments for conformance to the 2022 OSSC using the 2015 Aluminum Design Manual, 10th edition. Code Summary Multiple family dwellings (apartments, condos, hotels) and other commercial applications - IBC is the controlling code IBC Section 1607.8: Guardrail & Handrails 200 lbs any direction at top rail or 50 plf load to the top rail in any direction Guardrail in-fill 50 psf over a 1 ft sq. area (balusters, fillers, glass, cables, etc) Glazing requires a safety factor of 4 Guardrail Height: ; H42 = 42 in ALUMINUM PROPERTIES Extruded 6005-T5 ;Ftu6005T5 = 38 ksi ;Fty6005T5 = 35 ksi ;F'cy60051-5 = 35 ksi; (0.9 * Fty, per ADM 2015) ;Fshear6005T5 = 20 ksi; (0.6 * Fty, per ADM 2015) ;Fbearing6005T5 = 56 ksi ;E = 10000 ksi ;Fb16005T5 = F'cy6005T5 / 1.65 = 21212.121 psi ;(ASD) or ;Fb26005T5= Ftu6005T5/ (1 * 1.95) = 19487.179 psi ;(ASD) ; Fb16005T5 = 21212.121 psi ; Fb26005T5 = 19487.179 psi ;Fb6005T5 = min(Fb16005T5,Fb26005T5) ;Fbsoo5T5 = 19487.179 psi Project James G. Pierson, Inc. Hampton Apartments—Cable Railing Job no. Location °`°`°" Consulting Structural Engineers Oregon 7007 SW Hampton St,Tigard, Date 610 S.W.Alder,Suite 918 Portland,Oregon 972058/3/23 Tel:(503)226-1286 Fax:(503)226-3130 Client sheet"°.Page 2 of 26 Global Solariums Aluminum Properties Cont: Extruded 6063-T6 ;Ftu6o63 = 30 ksi ;Fty6o63 = 25 ksi ;F'cy6o63 = 25 ksi ;Fshear6o63 = 17 ksi ;Fbearing6063 = 56 ksi ;E6063 = 1 01 00 ksi ;Fb16063 = F'cy6o63 / 1.65 = 15151.515 psi ;(ASD) or ;Fb26o63= Ftu6o63/ (1 * 1.95) = 15384.615 psi ;(ASD) ; Fb16063 = 15151.515 psi ; Fb26o63 = 15384.615 psi ;Fb6063 = min(Fb16063,Fb26063) ;Fb6063 = 15151.515 pSi Extruded 6061-T6 ;Ftu6o61 = 42 ksi ;Fty6061 = 35 ksi ;F'cy6061 = 35 ksi ;Fshear6061 = 21 ksi ;E6o61 = 10100 ksi ;Fb16061 = F'cy6061 / 1.65 = 21212.121 psi ;(ASD) or ;Fb26061 = Ftu6o61/ (1 * 1.95) = 21538.462 psi ;(ASD) ; Fb16o61 = 21212.121 pSi ; Fb26o61 = 21538.462 psi ;Fb6o61 = min(Fb16061,Fb26061 ) ;Fb6o61 = 21212.121 pSi Project James G. Pierson, Inc. no. Hampton Apartments—Cable Railing Job Lo`a`ion Consulting Structural Engineers 7007 SW Hampton St, Tigard,Oregon Date8/3/23 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Client Sheet no.Nage 3 ot 26 Tel:(503)226-1286 Fax:(503)226-3130 Global Solariums GLASS RAILING SYSTEMS SECTION 2407 GLASS IN HANDRAILS AND GUARDS 2407.1 Materials. Glass used in a handrail, guardrail or a guard section shall be laminated glass constructed of fully tempered or heat-strengthened glass and shall comply with Category II or CPSC 16 CFR Part 1201 or Class A of ANSI Z97.1.Glazing in railing in-fill panels shall be of an approved safety glazing material that conforms to the provisions of Section 2406.1.1. For all glazing types, the minimum nomi- nal thickness shall be V,inch(64 nun). Exception: Single fully tempered glass complying with Category II of CPSC 16 CFR Part 1201 or Class A of ANSI Z97.1 shall be permitted to he used in handrails and guardrails where there is no walking surface -ath them or the walking surface is permanently protected from the risk of falling glass. 2407.1.1 Loads.The panels and their support system shall be designed to withstand the loads specified in Section 1607.8.A design factor of four shall be used for safety. 2407.1.2 Support.Each handrail or guard section shall be supported by a minimum of three glass balusters or shall be otherwise supported to remain in place should one bal- uster panel fail.Glass balusters shall not be installed with- out an attached handrail or guard. Exception: A top rail shall not be required where the glass balusters are laminated glass with two or more glass plies of equal thickness and the same glass type when approved by the building official. The panels shall be designed to withstand the loads specified in Section 1607.8. Project Job no. James G. Pierson, Inc. Hampton Apartments—Cable Railing nate Consulting Structural Engineers Locatton 7007 SW Hampton St,Tigard,Oregon 8/3/23 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel (503)226-1286 Fax (503)226-3130 Chen( Sheet no P age 4 at 26 Global Solariums CABLE RAILING TENSION AT BALCONIES TASK: Determine if proposed guard rail cables met deflection requirements CABLE PROPERTIES: Cable Material: 316 Stainless Steel Cable Construction Type: 1 x 19 Young's Modulus: ;E= 15000000 psi Cable Diameter: ;d=0.125 in Cross-Sectional Area: A= (rt*d2)/4=0.012 in2 Cable Spacing: ;S=3.125 in Full Cable Length: ;L=50 ft =600.000 in Unsupported Cable Span: ;I=24 in FORCES ON CABLE: IBC 2018 1015.4: "Required guards shall not have openings that allow passage of a sphere of 4 inches in diameter from the walking surface to the required guard height." No requirement or note in code about the force to be placed on the 4"sphere. ASCE 7-16 4.5.1: "Intermediate rails (all those except the handrail or top rail)and panel fillers shall be designed to withstand a horizontally applied normal load of 50 lb on an area not to exceed 12in by 12in". Use this 50 psf force projected on the area of the 4"sphere since code isn't clear on the required force to maintain the 4"clear dimension. Required Force: ;FReq=50.00 psf Sphere Diameter: ;D=4.00 in Sphere Circumference: ;C=(it *D2)/4 =0.087 ft2 Projected Load over Circumference: ;Fproj=FReq *C=4.363 lb Safety Factor(chosen to use) ;FS=2; Max Applied Force: ;FMax=Fproj*FS=8.727 lb or conservatively 50 psf/4 cables ;FMax= 12.5 lb , a id 3 James G. Pierson Inc. PtOfect Job no. Hampton Apartments—Cable Railing Consulting Structural Engineers L°°°c°° Date 7007 SW Hampton St,Tigard,Oregon 8/3/23 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.Page 5 Ot 26 Global Solariums ANGLED FORCES AND CABLE DEFLECTION: When the 4"sphere is pushed through the cables, the cables are forced to move both vertically and horizontally, with the vertical displacement governing. The angle of the resultant force is approximately 45 degrees, which will be utilized in the angled force and deflection calculations. Angled Force on Cable: ;FA=.V((FMax)2+ (FMax)2)= 17.678 lb Allowable Vertical Deflection: ;aver= (D—S)/2=0.437 in; (governs) Allowable Cable Deflection: ;aAll = V(aver2+aver2)=0.619 in ;per cable Fa \\ I \'' Fm" l � Fa / �\ % b i Deflection equation derivation: T=(FA xI)/(4xa); =2xa2/I; S= (Tx L)/(ExA)= (FAxI)/(4xa)xL/(ExA); 2xa2/I=(FA xI)/(4xa)xL/(ExA); 8 x a3/1= (FA x Ix L)/(E x A); 8xa3= (FA xI^2xL)/(ExA); a3= (FA xI^2xL)/(8xExA); a = ((FAxI^2xL)/(8xExA))1/3; Deflection due to sphere load: ;as= ((FA*I2* L)/(8 * E *A))1°3= 1.607 in Project James G. Pierson, Inc. Hampton Apartments—Cable Railing Job no. Locatton Consulting Structural Engineers 7007 SW Hampton St, Tigard,Oregon Dare 8/3/23 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no.Page 6 of 26 Global Solariums CABLE TENSION FORCE: Deflection due to load is higher than the allowable, so cable is to be pretensioned to be compliant. Unsupported Cable Span: ;I=24.000 in Tension in cable due to sphere load: ;Ts= (FA*1)/(4*as)=66.010 lb Tension in cable at max deflection: ;Ta=Ts*(as/am)= 171.429 lb Required pretension: ;Tp1 =Ta—Ts = 105.419 lb • Cables are recommended by supplier to be tensioned up to 300 lbs max/cable which is greater than the required pretension. Thus, cables with this spacing and required pretension will be compliant with the IBC. CABLE TENSION FORCE FOR OTHER SPANS: Unsupported Cable Span: ;I =42.00 in Deflection due to sphere load: ;as= ((FA*12* L)/(8 * E *A))1'3=2.333 in Tension in cable due to sphere load: ;Ts = (FA*I)/(4*as) =79.546 lb Tension in cable at max deflection: ;Ta =Ts* (as/am)= 300.000 lb Required pretension: ;Tp2 =Ta—Ts=220.454 lb James G. Pierson Inc. Project Job no. Hampton Apartments—Cable Railing Consulting Structural Engineers Locat Date 7007 SW Hampton St, Tigard,Oregon 8/3/23 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheetno.f'age 7 of 26 Global Solariums COMPRESSION IN SERIES 200 TOP RAIL Extruded 6063-T6, ;Fb = Fb6o63 = 15.152 ksi; Max span of unsupported top rail ;L =48 in; 200 Series Top Rail (SAPA part 25878) 1.8.50 Svert = Svert200TR = 1.214 Ina; ._. Shorz = Shorz200TR = 0.824in3; ;A= 0.839 in2; Z. = A*0.89205 in = 0.748 in3; 0"-2 9/16'—� Zy =A* 1.25 in = 1.049 in3; ;Fcy = F'cy6o63 = 25.000 ksi ;Ftu = Ftu6063 = 30.000 ksi ;Fb = 15.152 ksi ;E = 10100 ksi ;bx = 3.0 in; (B.5.1 a—distance between the toes of bends) ;by = 1.07 in; ;bz=L =48.000 in ;b = max (b. , by) = 3.00oin ;t= 0.10in ;rx= 0.5400 in ;ry= 1.31 in ;E.2 Member Buckling: ;k= 1.0 ksi ;(ADM Table B.4.2) ;Bc=Fey * (1+(Fcy/(2250*k))(1/2)) = 27.635 ksi; ;Dc = Bc/10 * (Bc/E)(112) =0.145 ksi; ;Cc= 0.41*Bc/ Dc = 78.381 ; ;Fe = pi2 * E/ (5.0 * (bx/t))2 = 4.430 ksi; (ADM Table B.5.1) ;XE.2.1 = L/ rx = 88.889; (kL/r, largest slenderness E.2.1) ;k= 4.2.1 = 88.889 ; a 1 = (Bc— Fcy)/ Dc =18.230 ; X2 = Cc= 78.381 Elastic buckling controls if 2 > a,2 OR Inelastic controls if 2h1 < < X2 ;Fcy = 25.000 ksi ;FcEE.2 =(0.85 * pi2* E)/ = 10.724 ksi; (ADM 2015 E.2 Elastic buckling) ;FclE.2 = (Bc— Dc* a,) * (0.85 + 0.15* (Cc-a,)/(Cc-Xi)) = 12.181 ksi; (Inelastic buckling) ;FcE.2 = min (FcEE.2 , FclE.2, Fcy ) = 10.724 ksi; (Elastic controls) E.3 Local Buckling (E.3.2-- B.5.4.6) ;Bp = Fcy* (1 + (Fcy/(1500*k))(1/3)) = 31.386 ksi ;Dp = Bp/10 *sgrt (Bp/ E) = 0.175 ksi ;Cp = 0.41 * Bp/ Dp = 73.549 ;ki = 0.35; ;k2 = 2.27 /11 = (Bp— Fcy)/Dp = 36.499 ;k2 = k1 * Bp/ Dp= 62.786 ;Xeq = pi *sgrt(E/Fe) = 150.000 Elastic buckling controls: Xeq > 21,2 (B.5.4.6) FcE.3 = k2 * sgrt(Bp * E)/Xeq = 8.520 ksi E.4; Interaction btw member and local buckling Project Job no. James G. Pierson, Inc. Hampton Apartments—Cable Railing Consulting Structural Engineers Location Date 7007 SW Hampton St,Tigard,Oregon 8/3/23 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Chent Sheet no.Iage 8 of 26 Global Solariums ;F0E.4 = (0.85*pi2 * E/X2)11131 * Fe(213) = 5.948 ksi; (Controls be Fe < Fc) E.4 INTERACTION BETWEEN MEMBER Available compressive strength limit state: BUCKLING AND LOCAL BUCKLING ;Fc = min (FCE,2, FcE.3 , FcE.4) = 5.948 ksi; (Local buckling) If the elastic local buckling stress F, is less than the member buckling stress F. the nominal compressive strength of the member shall not exceed F.2 Yielding and Rupture Pe o.asa�F , (E,4 i) ;Mnu1x = Zx * Ftu/ 1 = 22452.898 lb_in; (ADM F.2-1) ;Mnu1y = Zy* Fte/ 1 = 31462.500 lb_in; ;Mnu2x = Svert* Fcy = 30350.000 lb_in ;Mnu2y = Shorz * Fcy = 20600.000 lb_in ;Mnpx = min(Mnu1x , Mnu2x ) = 22452.898 lb_in; (Controls x) ;Mnpy = min(Mnu1y , Mnu2y ) = 20600.000 lb_in; (Controls y) H.1 MEMBERS SUBJECT TO FLEXURE AND F.3 Local Buckling AXIAL FORCE ;b/t = 30.000 For members subject to flexure and axial force, ;Bbr= 1.3 * Foy* (1+(Fcy/(340 * k)) (1/3)) = 46.116 ksi fr +, �U ;Dbr= Bbr/20 * ( 6* Bbr/ E)(11�) = 0.382 ksi ra "r M l s 10 iH.i-la ;Cbr= 2*Bbr/ (3 * Dbr) = 80.556 where x= subscript for major principal axis bending X1 = (Bbr- 1.5 * Fcy)/(3.5 * Dbr) = 6.450 y= subscript for minor principal axis bending X2 = Cbr/3.5 = 23.016 Pe= mired axial strength Inelastic buckling controls, so ;Fb= Bbr— (3.5 * Dbr) * b/t = 6.043 ksi P ova table axial strength determined in JR. Mnlbh = Fb * Shorz= 4979.543 lb_in cardance with ` er f)for axial ion and Chapter E for axial compression ,Mnlbv = Fb* Svert = 7336.365 lb_in M,= required flexural strength M;= available flexural strength determined in acc ce with Chapter F Top Rail subjected to Flexure and Axial Force ;Pr= Tp1 * 11/2 = 579.804 Ib; (top rail resisting axial tension load of top half of the cables) ;Pc = Fc *A / 1.65= 3024.722 Ib; (ASD) ;Mrx = 200 lb * L/4 = 2400.000 lb_in ; ;Mcx= Mnpx/1.65= 13607.817 lb_in; ;Mry = 200 lb * L/4 = 2400.000 lb_in ; ;Mcy = Mnpy/ 1.65= 12484.848 lb_in; ;H.1.1 = abs(Pr/Pc + Mrx/Mcx + Mry/Mcy) = 0.560; >1.0 ;H.1.1=abs(Pr/P.+ Mry/Mry)=0.384;<1.0;200 lb load not concurrent both ways 200 Series Top Rail OK for compression at max span;L=4.000 ft;.. James G. Pierson Inc. Project Job no. Hampton Apartments—Cable Railing Consulting Structural Engineers Location Date 7007 SW Hampton St,Tigard,Oregon 8/3/23 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Chem meet n°.Page 9 of 26 Global Solariums COMPRESSION IN 200 BOTTOM RAIL WITH CABLES Extruded 6063-T6 1 ' Max span of unsupported bottom rail ;L = 48 in; 200 Series Bottom Rail 200 Series Bottom Rail ;Ivert2oob= 0.143 in4 ;Ihorz2oob = 0.198 in4 ;Svert= Svert2oob = 0.1447 in3 ;Short= Shorz2oob = 0.2825 in3 ;A = 0.5979in2 ;Fey = F'cy6o63 = 25.000 ksi ;Ft, = Ftuso63 = 30.000 ksi ;Fb = Fb6o63 = 15.152 ksi ;E = 10100 ksi ;b5 = 1.03 in ;by = 0.525 in; ;bz =L = 48.000 in ;b = max (br , by ) = 1.030in ;t = 0.09 in ;rx= 0.4889 in ;ry = 0.5752 in 200 (HD) SERIES BOTTOM RAIL ;E.2 Member Buckling: ;k = 1.0 ksi ;(ADM Table B.4.2) ;Be =Fey* (1+(Foy/(2250*k))(1/2)) = 27.635 ksi; ;De= Bc/10 * (Be/E)(1v2) =0.145 ksi; ;Cc = 0.41*Bc/ Dc = 78.381 ; ;Fe = pi2 * E/(5.0 * (bx/t))2 = 30.443 ksi; (ADM Table B.5.1) ;XE.2.1 = L/ ry = 83.449; (kL/r) ;A,= XE.2.1 = 83.449 ; X1 = (Bc— Fcy)/ Dc =18.230 ; X2 = Cc= 78.381 Elastic buckling controls if a,> X2 OR Inelastic controls if X1 <X < a,2 ;Fey = 25.000 ksi ;FcEE.2 =(0.85 * pi2 * E)/X2 = 12.167 ksi; (ADM 2015 E.2 Elastic buckling) ;FeIE.2 = (Be— Do* X) * (0.85 + 0.15 * (Cc-X)/(Ce-Xi)) = 13.040 ksi; (Inelastic buckling) ;FeE.2 = min( FcEE.2 , FCIE.2, Fey ) = 12.167 ksi; (Elastic controls) E.3 Local Buckling_ (E.3.2 -- B.5.4.6) ;Bp = Fey* (1 + (Foy/(1500*k))(1v3)) = 31.386 ksi ;Dp = Bp/10 *sgrt (Bp/ E) = 0.175 ksi ;Cp = 0.41 * Bp/ Dp = 73.549 ;k1 = 0.35; ;k2 = 2.27 �1 = (Bp— Fcy)/Dp = 36.499 ;a,2 = k1 * Bp/ Dp = 62.786 ;Xeq = pi *sgrt(E/Fe) = 57.222 Elastic buckling controls: Xeq > X2 (B.5.4.6) FcE.3 = k2 *sgrt(Bp* E)/keg = 22.335 ksi Project Job no. James G. Pierson, Inc. Hampton Apartments—Cable Railing Consulting Structural Engineers Location Date 7007 SW Hampton St,Tigard,Oregon 8/3/23 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheetnk'age of 26 Global Solariums E.4; Interaction btw member and local buckling ;FcE.4 = (0.85*pi2* E/22)(113) * Fe(213)= 22.425 ksi; (Controls be Fe < Pc) Available compressive strength limit state: E.4 INTERACTION BETWEEN MEMBER ;Fc = min (FcE.2, FcE.3 , FcE.4) = 12.167 ksi; (Local buckling) BUCKLING AND LOCAL BUCKLING If the elastic local buckling stress F, is less than the member heckling stress F, the nominal compressive F.2 Yielding and Rupture strength of the member shall not exceed r0.85xE F,=aAr (E.4-I) Zx = 0.839 in2/2 * 1.75 in = 0.734 in3 P, n IL Zy = 0.839 in2/2 * 1.199 in = 0.503 in3 ;Mnu1x = Zx* Ftu/ 1 = 22023.750 lb_in; (ADM F.2-1) ;Mnu1y = Zy* Ftu/ 1 = 15089.415 lb_in; ;Mnu2x = Svert* Fcy= 3617.500 lb_in ;Mnu2y = Shorz * Fcy = 7062.500 lb_in ;Mnpx= min(Mnuix , Mnu2x) = 3617.500 lb_in; (Controls) ;Mnpy= min(Mnu1y , Way ) = 7062.500 lb_in; (Controls) F.3 Local Buckling ;b/t= 11.444 ;Bbr= 1.3 * Fcy* (1+(Fcy/ (340 * k)) (1/3)) = 46.116 ksi ;Dbr= Bbr/20 * ( 6* Bbr/ E)(112) = 0.382 ksi ;Cbr = 2*Bbr/ (3 * Dbr) = 80.556 X,1 = (Bbr- 1.5 * Fcy)/(3.5 * Dbr) = 6.450 �2 = Cbr/ 3.5 = 23.016 Inelastic buckling controls, so ;Fb= Bbr— (3.5 * Dbr) * b/t = 30.829 ksi ;Mnlbh = Fb * Shorz= 8709.108 lb_in ;Mnlbv = Fb* Svert = 4460.913 lb_in Top Rail subjected to Flexure and Axial Force ;Pr= To * 11/2 = 579.804 lb; (bottom rail resisting axial tension load of lower cables) H.1 MEMBERS SUBJECTTO FLEXURE AND ;Pc = Fc*A / 1.65= 4408.998 lb; (ASD) AXIAL FORCE ;Mcx= 50 lb * L/4 = 600.000 lb_in ; For members subject to flexure and axial force. ;Mcx= Mnpx/ 1.65 = 2192.424 lb_in; ;Mry = 50 lb * L/4 = 6o0.00o lb_in ; +M +M,I ;Mcy= Mnpy/ 1.65 = 4280.303 lb_in; Al P M s 1,0 tH.1al where ;H.1.1 = abs(Pr/Pc + Mrx/Mcx+ Mry/Mcy) = 0.545;>1.0 .x= subscript for major principal axis bending ;H.1.1 = abs(Pr/Pc+ Mry/Mcy) = 0.272; <1.0 ;200 lb Y= subscript for miter principal roes bending load not concurrent both ways P,= required axial strength P.= available axial strength dcterrnned in ac- cordance with Chapter D for axial tension and Chapter E for axial compression t/ = required flexural strength = arailabk flexural strength detc ed 200 Series Bottom Rail OK for compression at in accordance with Chapter F max span ;L=4.000 ft;.. Project Job no. James G. Pierson, Inc. Hampton Apartments—Cable Railing oc t°n Date Consulting Structural Engineers 7007 SW Hampton St,Tigard,Oregon 8/3/23 6l0 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheetn6uage 11 of 26 Global Solariums CABLE TERMINATION POSTS ; Fb = Fb6o63 = 15151.515 psi Cable Systems use R Series Posts (SAPA part 36430) - -° ram : T ;H = 42 in = 42.000 in; Preferred post spacing ;L = 80 in; When >5' spacing between posts is used, a mid-span picket will be installed to support cables between posts, such that the unsupported cable span is ;I= 27.000 in; ;Sx1 = .88 in3 ;SiZ = .588 in3; (rotated for corner condition) Intermediate posts (not used for cable termination) Per IBC ;M1 = 200 lbs* H = 8400.000 lb_in ;at base connection ;M5 = 200 lbs * H/2 = 4200.000 lb_in ;at mid-height ;Fb1x = M1/ Sx1= 9545.455 psi ; at bottom connection ;Fb5 = M5/ Six = 4772.727 psi; at midheight ;"Post OK for out of plane loading"; Termination posts (used for cable termination) ;So = 0.83 in3 ;Sxx1 = 0.88 in3 Out of plane loading Per IRC ;M1 = 200 lbs * H = 8400.000 lb_in ;at base connection ;M5 = 200 lbs * H/2 = 4200.000 lb_in ;at mid-height ;Fb1 = M1/Sxxi = 9545.455 psi ; at bottom connection ;Fb5 = M5/ Sxxi= 4772.727 psi ; at midheight Check bending in other direction due to Cable tension bending (in-plane) Project Job no. James G. Pierson, Inc. Hampton Apartments—Cable Railing Location Date Consulting Structural Engineers 7007 SW Hampton St,Tigard,Oregon 8/3/23 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel (503)226-1286 Fax (503)226-3130 Client Sheet neage 12 of 26 Global Solariums For ;T01 = 105.419 lb; tension in ;I = 2.250 ft; max span between cable supports WITH BOTTOM RAIL ;LP = 36 in; (span of post between top and bottom rails subject to bending due to cable tension) ;n = 9; (number of cables); ; T= To = 105.419 lb; (tension in each cable) ;M2 = (T * n/ LP) * LP2/8 = 355.789lb_ft ;Fb2 = M2/ Sy,= 5.144 ksi ; 42" Posts combined Loading of tension plus fall protection (check at midheight): ;DCR = Fb5/ Fb+ Fb2/ Fb = 0.654 ;"Post is OKAY"; to resist combined force of inward tension due to continuous cables at termination condition, plus fall protection load. Project Job no. James G. Pierson, Inc. Hampton Apartments—Cable Railing Location Date Consulting Structural Engineers 7007 SW Hampton St,Tigard,Oregon 8/3/23 610 S.W.Alder,Suite 918 Portland,Oregon 97205 gage 13 Ot 26 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet n Global Solariums CONCRETE ATTACHMENT (SHEET A3.1) Balconies connect to structure with pair of angles attached to Halfen embedment ;Max ;L = 4 ft; (Max tributary span to posts) ;L = 48in; 0 ;H =42 in + 3 in + (6 in/2) = 48.0 in r. 0 00 ;M, = 50 plf" L * H = 9600 Ib_in; 7 f COATING (8Y OTHERS) ;M2= 200 lb * H = 9600 lb in; ;Mmax= max(M1, M2) = 9600 lb_in d 4 e ;MLFRD = Mmax* 1.6 = 15360.000 lb_in ' t a a 4 '., Anchor Shear: ;V2 = 2001b = 20olb; oTE31 - ;Vmax = max (V1, V2) = 200 lbLE LIGHTING1 XTURE ;VLFRD = Vmax* 1.6 = 320.000 lb (8YOTHERS) See Hilti Channel output Use Hilti HAC-V-50 144/250 F channels with (2) M12x1.6 T bolts Post Anchor Shear: Post connection to angles uses (2) 3/8"fasteners spaced at ;s = 3 in; ;Vboit= Mmax/s =3200.000 Ibs; per bolt try 3/8" dia SS bolts ;Fyboh=45 ksi ;Ftboit=85 ksi ;Abort=0.0775 in2;Aboltmin=0.0678 in2 Vboltall=0.6 * Ftbolt*Abolt/2= 1976.250 Ibs;Allowable Shear threads outside of the shear plane Vboltall=0.6 * Ftbolt* Aboitmin/2=1728.900 Ibs;Allowable Shear threads outside of the shear plane try 1/2"diam SS bolts ;F,,boit=45 ksi ;Ftboit=85 ksi ;Abort=0.1419 in2;Aboltmin=0.1257 in2 Vboitaii=0.6 * Ftbolt*Abort/2=3618.450 Ibs;Allowable Shear threads outside of the shear plane Vboitail=0.6 * Ftbolt *Aboltmin/2=3205.350 Ibs;Allowable Shear threads outside of the shear plane Need 1/2 bolts - Use (2) Ea %2" dia Type 304 SSTL with self locking nuts Project Job no. James G. Pierson, Inc. Hampton Apartments-Cable Railing Location Date Consulting Structural Engineers 7007 SW Hampton St,Tigard,Oregon 8/3/23 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel (503)226-1286 Fax (503)226-3130 Client Sheet neage 14 of 26 Global Solariums PROFIS Anchor Channel 1.8.0 www.us.hilti.com Company: James G. Pierson Page: 1 Specifier: Peder Golberg Project: Hampton Apartments Address: 610 SW Alder#918, Portland, OR Fastening point: 2nd Floor Phone I Fax: I Location I Date: 02/08/2023 E-Mail: Specifiers comments: 1 Input data Channel type HAC-V-50 144/250 F bolt HBC-C 8.8F, M12 x 1.6 in. Channel filled w/HIT-HY 100 no Effective embedment depth hef=5.669 in. -' Channel specification Length: 9.8 in., anchor spacing: 7.874 in., projection: 0.984 in., width: bin = 1.650 in., height: hen = 1.220 in. Material Anchor&Channel: hot-dip galvanized Bolt: hot-dip galvanized ICC Approval ESR-3520 Issued I Valid 1. 08. 2022 11. 08. 2024 Standard ESR-3520,AC232,ACI 318-14 Base material Normal weight concrete, cracked,fc'=4000 psi, h= 18.000 in. Special inspection Periodic Reinforcement Exist. Reinf.: Straight edge reinf. present tension:condition B, shear:condition B Tolerance data tolerance interval: -7.875 in./7.875 in. most unfavorable tolerance:-1.416 in. 2 Overall Result Design ok! (Maximum utilization: 83%) Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 15 of 26 PROFIS Anchor Channel©2010 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan PROFIS Anchor Chann 1.8.0 www.us.hilti.com mrm Company: James G. Pierson Page: 2 Specifier: Peder Golberg Project: Hampton Apartments Address: 610 SW Alder#918, Portland, OR Fastening point: 2nd Floor Phone Fax: Location Date: 02/08/2023 E-Mail: 3 Geometry 9.8 I A 4.9 Lir1—...x Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 16 of 26 PROFIS Anchor Channel©2010 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan PROFIS Anchor Channel 1.8.0 www.us.hilti.com Company: James G. Pierson Page: 3 Specifier: Peder Golberg Project: Hampton Apartments Address: 610 SW Alder#918, Portland, OR Fastening point: 2nd Floor Phone I Fax: I Location I Date: 02/08/2023 E-Mail: 3.1 Fixtures/Bolt groups/Loads Fixture 1 �il��'n + .ram I� 0 32 Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 17 of 26 PROFIS Anchor Channel©2010 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan PROFIS Anchor Channel 1.8.0 www.us.hilti.com Company: James G. Pierson Page: 4 Specifier: Peder Golberg Project: Hampton Apartments Address: 610 SW Alder#918, Portland, OR Fastening point: 2nd Floor Phone I Fax: I Location I Date: 02/08/2023 E-Mail: 4 Load case / Resulting bolt forces Load case: Design load 4.1 Load distribution 4.1.1 Fixture 1: bolt: HBC-C 8.8F, M12 x 1.6 in. Profile: ; L x W x T=4.500 x 3.400 x 0.400 in. Standoff: No standoff Plate dimensions: 7.000 in.x 4.500 in.x 0.315 in. Anchorplate design calculated: no Bolt N [Ib] V[Ib] V.[Ib] Vy[Ib] 1.1 3998 0 0 0 1.2 3998 0 0 0 01.1 0 Tension 01.2 max.concrete compressive strain: 0.67 [%a] max. concrete compressive stress: 2429 [psi] resulting tension force in (x/y)=(88.9/57.2): 7995[Ib] resulting compression force in (x/y)=(88.9/7.6): 7675[Ib] Anchor forces are calculated based on the assumption of a rigid anchor piaie. Compre"sign' 4.2 Derivation of forces acting on anchor channels Nua.i = k ' A; • Nua A; Ordinate at the position of the anchor i of the loadtriangle with load N and the base length 2/, k = n , EA; I n =4.93 • I°, _ soe 12.180 [in.]>_s ly =0.0796[in.4] s =7.874 [in.] Vua,i = k • A; • Vua Mu•flex=7296[in.lb] 1 hef=5.669 al a2 0.94 7.874 0.94 •Fixture •bolt group Anchor forces [Ib] Anchor N V al 4695 0 a2 3301 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 18 of 26 PROFIS Anchor Channel©2010 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan PROFIS Anchor Channel 1.8.0 www.us.hilti.com Company: James G. Pierson Page: 5 Specifier: Peder Golberg Project: Hampton Apartments Address: 610 SW Alder#918, Portland, OR Fastening point: 2nd Floor Phone I Fax: I Location I Date: 02/08/2023 E-Mail: 5 Verifications 5.1 Verifications for anchor channels under tension loading Load [lb], [in.lb] Resistance[Ib], [in.lb] Utilization [%] Status Anchor 4695 9273 51 ok Connection anchor-channel 4695 7081 67 ok Local flexure of channel lip 3998 6913 58 ok Channel bolt 3998 9854 41 ok Flexure 7296 13940 53 ok Pull-out 4695 8958 53 ok Concrete breakout 4695 5712 83 ok Concrete splitting in tension N/A N/A N/A N/A Concrete side-face blowout N/A N/A N/A N/A Anchor reinf. -steel N/A N/A N/A N/A Anchor reinf.-anchorage N/A N/A N/A N/A 5.1.1 Steel strength(acc.to ESR-3520 section 4.1.3.2.2) 5.1.1.1 Anchor strength(Anchor al, Channel a) o Nsa?-NIL Nsa[lb] 4) 0 Nsa[lb] NIL[lb] 12364 0.750 9273 4695 5.1.1.2 Strength of connection between anchor and channel (Anchor al, Channel a) 0 Nsc a �Nua Nsc[Ib] 4) 0 Nsc[Ib] Nua[lb] 9442 0.750 7081 4695 5.1.1.3 Strength for local flexure of channel lip (Fixture 1, bolt 1.1, Channel a) Ns,?NIL bet, = 1.650 [in.] Ns, =9217[lb] Ns' [lb] 0 0 Nisi[Ib] NIL[lb] 9217 0.750 6913 3998 5.1.1.4 Channel bolt strength (Fixture 1, bolt 1.1, Channel a) o Nss Nusa Nss[Ib] 4> 0 Nss[Ib] NIL[lb] 15160 0.650 9854 3998 Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 19 of 26 PROFIS Anchor Channel©2010 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan PROFIS Anchor Channel 1.8.0 www.us.hilti.com Company: James G. Pierson Page: 6 Specifier: Peder Golberg Project: Hampton Apartments Address: 610 SW Alder#918, Portland, OR Fastening point: 2nd Floor Phone I Fax: I Location I Date: 02/08/2023 E-Mail: 5.1.1.5 Flexure of channel (Channel a) Ms,flex>Mu,flex Ms,flex[in.lb] 4 Ms,flex[in.lb] Mu,flex[in.lb] 16400 0.850 13940 7296 5.1.2 Pull-out strength (Anchor al, Channel a) (acc.to ESR-3520 section 4.1.3.2.4) W A, Npn a > Nua Np" =wcp • X • Np Np =8 •Abrg fc Abrg[in.2] fc[psi] Np[Ib] w c,p X 0.400 4000 12797 1.000 1.000 Npn[Ib] 4 4 Npn [Ib] Nua[Ib] 12797 0.700 8958 4695 Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 20 of 26 PROFIS Anchor Channel©2010 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan i' PROFIS Anchor Channel 1.8.0 www.us.hilti.com Company: James G. Pierson Page: 7 I Specifier: Peder Golberg Project: Hampton Apartments Address: 610 SW Alder#918, Portland, OR Fastening point: 2nd Floor Phone I Fax: I Location I Date: 02/08/2023 E-Mail: 5.1.3 Concrete breakout strength (Anchor al,Channel a) (acc.to ESR-3520 section 4.1.3.2.3) 4) Nob NIL Nob = Nb . W s,N •IV ed,N ' NI col,N • A co2,N • W c,N • kV cp,N Nb =24 • a, •ach,N AK. hef5 0.15 ach,N = (.n <_ 1.0 1 <_ 1.0 W s,N n+1 1.5+ a � (1 Si Na 1 Scr,N) Nua,1 i=2 Scr,N =2 • (2.8- 1.3 • hef/7.1) • hef>_3 • hef 0.5 w ed,N Cal <_ 1.0 ccr,N Ccr N =0.5 • Scr,N>_ 1.5 - het Ca2'1 0.5<_ 1.0 kV col,N — ccr,N 0.5 _ ca22kli 5 1.0 co2,N ccr,N k ach,N fc[psi] lief[in.] Nb[Ib] 1.000 0.967 4000 5.669 19810 s [in.] scr,N [in.] w s,N cal [in.] Ccr,N[in.] w ed,N 7.874 19.956 0.751 3.000 9.978 0.548 ca2,1 [in.] ca2,2[in.] kl,col,N N'co2,N - - 1.000 1.000 A c,N li/cp,N 1.000 1.000 Nob[Ib] 4 4 Nob[Ib] Nua[Ib] 8160 0.700 5712 4695 Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 21 of 26 PROFIS Anchor Channel©2010 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan mff PROFIS Anchor Channel 1.8.0 www.us.hilti.com Company: James G. Pierson Page: 8 Specifier: Peder Golberg Project: Hampton Apartments Address: 610 SW Alder#918, Portland, OR Fastening point: 2nd Floor Phone I Fax: I Location I Date: 02/08/2023 E-Mail: 5.2 Verifications for anchor channels under shear loading Load [lb], [in.lb] Resistance[Ib], [in.lb] Utilization [%] Status Channel bolt w/o lever arm N/A N/A N/A N/A Channel lip w/o lever arm- N/A N/A N/A N/A perpendicular shear Channel lip w/o lever arm- N/A N/A N/A N/A longitudinal shear Channel bolt with lever arm N/A N/A N/A N/A Anchor-perpendicular shear N/A N/A N/A N/A Anchor-longitudinal shear N/A N/A N/A N/A Connection anchor/channel - N/A N/A N/A N/A perpendicular shear Connection anchor/channel - N/A N/A N/A N/A longitudinal shear Concrete pryout, perpendicular shear N/A N/A N/A N/A Concrete pryout, longitudinal shear N/A N/A N/A N/A Concrete edge breakout- N/A N/A N/A N/A perpendicular Concrete edge breakout-longitudinal N/A N/A N/A N/A Anchor reinf. -steel, perpendicular N/A N/A N/A N/A shear Anchor reinf.-anchorage, N/A N/A N/A N/A perpendicular shear Anchor reinf. -steel, longitudinal shear N/A N/A N/A N/A Anchor reinf. -anchorage, longitudinal N/A N/A N/A N/A shear Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 22 of 26 PROFIS Anchor Channel©2010 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan PROFIS Anchor Channel 1.8.0 www.us.hilti.com Company: James G. Pierson Page: 9 Specifier: Peder Golberg Project: Hampton Apartments Address: 610 SW Alder#918, Portland, OR Fastening point: 2nd Floor Phone I Fax: I Location I Date: 02/08/2023 E-Mail: Remarks and warnings • The calculations performed by PROFIS are in accordance with ICC-ES AC 232, and utilize the methodologies, data,and limitations contained in ICC-ESR-3520. • It is the responsibility of the Engineer of Record (EOR)to verify that the associated shear resistance and transfer of loads into the structure meets local building code requirements and is otherwise suitable for the specific project/application. • "Supplementary reinforcement"(existing reinforcement, anchor reinforcement)input should only be selected if the EOR has verified the design of the concrete substructure complies with the associated reinforcement requirements contained in ACI 318-11 or ACI 318-14. Condition A applies when supplementary reinforcement is selected.The c factor is increased for non-steel Design Strengths except Pullout Strength and Pry-out strength. Condition B applies when supplementary reinforcement is not selected,and for Pullout Strength and Pry-out Strength. Refer to your local codes. • The PROFIS calculation is based on the simplified assumption of a rigid anchor plate/bracket. The anchor plate must be designed separately outside the PROFIS software. • PROFIS calculations assume proper installation of the anchor channel system and surrounding structure—deviations will affect the Design Strength of anchor channel systems. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for installation of the anchor channel, bolt and, if required HIT-HY100 adhesive. • Input data and results must be checked for agreement with the existing conditions and for plausibility! • Any as-built conditions which vary from the PROFIS inputs(e.g., use of alternative product,variations in supplementary reinforcement or base material, changes in the loading conditions...), renders the PROFIS design invalid, and requires recalculation. Design ok! (Maximum utilization: 83%) Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 23 of 26 PROFIS Anchor Channel©2010 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan - - I BSIBE PROFIS Anchor Channel 1.8.0 www.us.hilti.com Company: James G. Pierson Page: 10 Specifier: Peder Golberg Project: Hampton Apartments Address: 610 SW Alder#918, Portland, OR Fastening point: 2nd Floor Phone I Fax: I Location I Date: 02/08/2023 E-Mail: 6 Installation data 6.1 Fixture 1 Plate type: - Bolt type: HBC-C 8.8F, M12 x 1.6 in. Plate dimensions: 7.000 in.x 4.500 in.x 0.315 in. Bolt length: 1.6 in. Profile: ; L x W x T=4.500 x 3.400 x 0.400 in. Bolt diameter: 0.472 in. Anchorplate design calculated: no Diameter hole: 0.551 in. Installation torque: 221 in.lb or use machine torquing with SIW 6AT-A22 and SI-AT-A22 module ♦y 3.500 3.500 • 0 0 N N N N 01.1 01.2 110.x 0 0 LO LO N N N N • • 1.000 5.000 1.000 • • • Input data and results must be checked for agreement with the existing conditions and for plausibility! Page 24 of 26 PROFIS Anchor Channel©2010 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan PROFIS Anchor Channel 1.8.0 www.us.hilti.com Company: James G. Pierson Page: 11 Specifier: Peder Golberg Project: Hampton Apartments Address: 610 SW Alder#918, Portland, OR Fastening point: 2nd Floor Phone I Fax: I Location I Date: 02/08/2023 E-Mail: 7 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 agreement with the existing conditions and for plausibility! Page 25 of 26 PROFIS Anchor Channel©2010 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan