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Specifications (6) OFFICE copy p 2v a-© 1 9 - 0 0 3 L{ 6 Submittal Review *1Essex 72nd & Dartmouth GENERAL CONSTRUCTION,INC. APPROVED REVISION Section: 055913-1.1 J - Date: 12/22/21 Subcontractor/Supplier: RailPro Description: Metal Balcony Shop Drawings (REV 1) Contractor: Stamp Revised Balcony Brackets For Field Framing Conditions Essex General Construction Inc This drawing or submittal has been reviewed - Metal Balcony Shop Drawings for general conformance with plans and specifications.Review does not relieve - Balcony Layouts (3-15) fabricator/vendor or subcontractor of - Elevations (16-18) responsibility for errors,omissions,or non-compliance with contract documents. - Attachment Details (19-27) - Balcony Details (28-31) x 12/22/2021 - Decking (32-35) Reviewed - Structural Calculations (36-84) - Engineering Details (85-96) Eliot Adams Architect: Stamp Engineer/Consultant: Stamp ®REVIEWED ❑REVISE AND RESUBMIT ❑REJECTED ❑FURNISH AS CORRECTED Corrections or comrrents made on the shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of ge neral conformance with the design concept of the project and general compliance with the information given in the contract documents. This contractor is responsible for confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades;and performing his work in a safe an i satisfactory manner. FROELICH ENGINEERS,INC. DATE: 01/04/2022 BY: BJH 4284 W 7th Avenue.Eugene,OR 97402 I 541-342-4509 www.essexgc.com 174005W 65th Avenue.Lake Oswego,OR 97035 1503-747-0092 CCB#OR 54531 I WA ESSEXGC852JC All dimensions to be field verified prior to fabrication —1/2" PL x 8"x11" Embed 4'-8 1/2" 1'-10" I ( 3'-8 1/4" X 3'-6" 9 3/4" * . r — 1/2"+/' Et1 Threshold lir AIL: Edge of PT Slab —s. f Blade B1I — j 1' Blade B1 3/4"Furring(Verify) l' -- 1' X 8 X 1' X 5/8"Densglass(Verify) - I — f , 1/2"FC Siding(Verify) —1 4' 1'-6" 1 „ - i 10' Balcony Type 11 °°" APPROVED / DATE IIPI'O P V9675 Unit S205 Balcony Layout Revised DR W6/21/2021 ARCHITECTURAL ALUMINUM RR .r 1 Ail dimensions to be field verified prior to fabrication ` ( 4'-81/2" ) 1'-10" ) 3'-8 1/4" X 3'-6" 9 3/4") rl J t — 1/2"+/- gt, Threshold 1 Blade B I, (Blade B 3/4"Furring(Verify) ( (—1' X 8' X 1' ) 5/8"Densglass(Verify) M 1/2"FC Siding(Verify) I 4' V-6" -4 f i � [„ i 10' )1 Balcony Type 1 011E APPROVED / DATE RiiiIPrcior V9675 Unit S305-S505 Balcony Layout N. /12/2021 ARCHITECTURAL ALUMINUM RR .,r All dimensions to be field verified prior to fabrication 1"Max Lap Siding(Verify) -.., — / " Pl.x$"x11"Embed 3/4"Furring(Verify) — ( 5'-11 7/8" 3'-6" 5/8"Densglass(Verify) — 4`-11 5/8" 5 5/8" ; 1 6 5/8" 112 /- Emended Threshold 1'-- -+ —Edge of PT Slab Blade Al Blade Al 1' X 8' 1' --- 6' 1'-9" t,f , Balcony Type 2 APPROVED I DATE RailProaip V9675 Unit S209 Balcony Layout Revised pR 6/21/2021 ARCHITECTURAL ALUMINUM RR ''i F. 4 i 94 T i 1 All dimensions to be field verified prior to fabrication 1 1"Max Lap Siding(Verify) 3/4"Furring(Verify) — ( 5'-11 7/8" 3'-6" ) 5/8"Densgiass(Verify) — ( 4'-11 5/8" 5 5/8" ( X ) 6 5/8" r - 1/2"+/- Extended Threshold Blade A �, lBlade A --1 X X 1 ) I i 1 — 6' V Ill4 -- ,-. 1 , t +--1f I k 10' i '/ Balcony Type 2 R�l�Pro�� V9675 �M1/12/2021 APPROVED/ DATE Unit S309-S509 Balcony Layout .. ARCHITECTURAL ALUMINUM RR "e $ 1 r a I '''li b All dimensions to be field verified prior to fabrication] f 1/2" PL x 8""x11 FF Embed ( 5'-3" ( 4'-2 3/4" ) - 1/2"FC Siding(Verity) - 3'-6" Edge of PT Slab — 3/4"Furring(Verify) 2 3/4" 9 1/2"; " ,m _ IL. — 1/2";/- Threshold )01 . . — 5/8"Densglass(Verify) (Blade B1 I Blade B1 — 7/8"Hat Channel(Verify) X i' �'6" I -3� 1' X" _ •-- 7/8"'Metal Siding(Verify) l"- r 1%6 4' 1. 1 j I Zr -- v 9-6" Balcony Type 1 DAIF APPROVED / DATE RailProcRp V9675 Unit 5213 Balcony Layout Revised p"Aw"6/21/2021 ARCHITECTURAL ALUMINUM RR . J All dimensions to be field verified prior to fabrication 5'-3" ) ( 4'-2 3/4" ) 1/2"FC Siding(Verify) ( 3'-6" —3/4"Furring(Verify) 2 3/4" 9 1/2") ',0. �� — 1/2"f/- Threshold j'�` .�,' __-+- T, +-_-------_ } 1 —5/8"Densgiass(Verify) (Blade B I, I { t Blade B — 7/8"Hat Channel(Verify) �V X 1' { 7•6" ' { 1( 1'- ) S — 7/8"Metal Siding(Verify) I 4. 1' -- _ f T T T '-T I 7 LI l 9'-6" Balcony Type 1 R ' DAAN APPROVED / DATE aL/prOOP V9675 Unit S313-S413 Balcony Layout . 1/12I20Z1 ARCHITECTURAL ALUMINUM RR F. All dimensions to be field verified prior to fabrication —1/2" PL x 8"x11" Embed 4'-8 1/2" 1'-10" — I 3'-81/4" 3'-6" 9 3/4"7 4111,� I - 1/r'+/- Threshold ,� _ .�Y�. Edge of PT Slab -r► ,_l. l -!Blade B1 I (Blade B1 t (— 1' X 1. 8' X 1' ) • 3/4"Furring(Verify) II _ tit' 5/8"Densglass(Verify) • I 1/2"FC Siding(Verity) - 4' 1'-6'.l 4 -4 ' .-! , — ! 1' --7 1 1f H k 10' Balcony Type 1 oA 6/21/2021 APPROVED / DATE RaiIProvc� V9675 Unit S221 Balcony Layout Revised DRAWN ARCHITECTURAL ALUMINUM RR All dimensions to be field verified prior to fabrication t 4'-8 1/2" 1'-10" ( 3'-81/4" 3'-6" �93/4") — 1/2"+/- Threshold IA WE ii, 1��lade B --1: 8 Blade B Jt 1' 3/4"Furring(Verify) - 4 _ _ _A_ _ 5/8"Densglass(Verify) - I 1/2"FC Siding(Verify) _ 4' 1'-6N 1' i Balcony Type 1 t DATE 1/12/2021 APPROVED / DATE �IPro cp V9675 Unit$321-$521 Balcony Layout DRAWN ARCHITECTURAL ALUMINUM RR i II dimensions to be field verified prior to fabrication 1/2" x 8"x11" Embed t-- 4'-8 1/2" — 1'-10" _) Edge of PT Slab— 3'-8 1/4" 3'-6" 9 3/4") y „Ai. V - 1/2"+/- Threshold 111. 5/8"Densglass(Verify) — — =_ t + t ilBiad e 61 Bi L 'Blade 81 1, Blad 3/4"Furring(Verify) — k 1' 8' X 1/2"FC Siding(Verify) -- I 4' 1'-6" I v ` �Ci 1 1' }I k 10 (Balcony Type 11 DAtE APPROVED / DATE RailPrO V9675 Unit S225 Balcony Layout Revised p"AW6/21/2021 ARCHITECTURAL ALUMINUM RR All dimensions to be field verified prior to fabrication ( 4'-8 1/2" ( 1'-10"---) ( 3'-8 1/4" 3'-6" X93/4"; .0,. NI iThreshold _r --7-11--- '11"" _ 5/8"Densglass(Verity) — Ieia e I — 1 (Blade B 3/4"Furring(Verify) — 1 X 8' X 1' --Y - 1/2"FC Siding(Verify) 1 4' 1'-6 I 1' — I k 10' 1 Balcony Type 1 RaiIPs DAlt1/12/20Z1 APPROVED / DATE ro CRP V9675 Unit S325-S525 Balcony Layout liAWN RR ARCHITECTURAL ALUMINUM K All dimensions to be field verified prior to fabrication 5'-2 1/2" ) Proposed Siding detail-\ 4'-2 1/4" - 1/2"Plywood Sheathing — 5/8"Densglass 1'-4" 3'-6" ) —3/4"Furring 3 3/4" - 1/2"FC Siding Extended Threshold -- 1/2"+!- i .. 5/8"Densglass(Verity) — `t_ �?1 _- IBlad -T-J ' Blade A eA� in 3/4"Furring(Verify) — (-- 1 X X 1' ) 1"Max Lisp Si ss,: rift') i'-6" 4' t __� $ L i -4— -L.,. 1 i T--i r T 10' � " Balcony Type 1 DATE 1/1 Z/ZO21 APPROVED / DATE ilPro4p V9675 Unit N301-N601 Balcony Layout "." ARCHITECTURAL ALUMINUM RR All dimensions to be field verified prior to fabrication ( 5'-11 7/8" ( 4'-11 5/8" —5/8"Densglass(Verify) —3/4"Furring(Verify) 3'-6" 1 -- 1/2"FC Siding(Verify) 5 5/8" —( X 6 5/8" 1 1/2"+/- Threshold B I i Blade B T X fBladXe 1V jx t 1 4' 1'-6 I 1 if l + , u K tU' Balcony Type 1 Rap,,,� DATE ��A/^Onl APPROVED / DATE i�IProcp V9675 Unit N307-N607 Balcony Layout DRAWN 1ARCHITECTURAL ALUMINUM RR 14 All dimensions to be field verified prior to fabrication 4'-8 1/2" 1'-10"--) ( 3'-81/4" 3'-6" 9 3/4") li,� — 1/2"+/- Threshold 5/8"Densglass(Verify) — -- -"'*"` "1_ t } +-` +Blade B i' lade B 3/4"Furring(Verify) (- 8 - ' ' -i k I X ' ) -X - 1 _ 1/2"FC Siding(Verify) - l 1 I 4' 1'-6" 341 ; 1' I i 1- 10' Balcony Type 1 �"a"1�12/Z021 APPROVED / DATE t a►/Pro�cP V9675 Unit N319-N619 Balcony Layout oaAw" ARCHITECTURAL ALUMINUM RR airmouna f V erify all material Dimensions r" Tie-rod per AUE Submittal 3500s Tap Rail 90 Sleeve i t T v 3 3/4"" , 2200 Mid-rail \` i \ i , 4'-1" r 3/8" Clear Te\r leered 3'-6" Glass • k' 2200 Bottom-rail 45.08° Z \..-\ -- � F ' An it r�ii- ii�n ur( i�r r...r.f .s 17 ( 4' 8", I 1' imam 1 .I _J 1/4" — r 4" A ::° /DATE V9675 Balcon Elevation 1ARCHITECTURAL ALUM►NUM 1/12/ DRAWN RR . .. .. a•k' v HltgtftNldfNYNW+IM/1tAM( au a., tw Ili Verify all material Dimensions ,11 ie rti P o ANISINIPM Tie-rod per AUE Submittal 90 Sleeve 3500s Top Rail L 2200 Mid-rail— ' 3 3/4" f \ \\I I 3'-6 3/8" Clear Tempered Glass 1 J 2200 Bottom-rail 45.12° { sR= nR $5 z4 ` X Es L _ I 6' s ) 8 p a.. _- '� _J - - RaiIPjocr :::01E0 /DATE` V9675 Balcony Elevation 2 ARCHITECTURAL ALUMINUM DRAWN 1/12/2020 RR ft 1 Rl' 1 !Verify all material Dimensions S t is 4 a k A l y, 5 Tie-rod per AUE Submittal � 3500s Top Rail 90 Sleeve 3/4" 2200 Mid-rail • 2"TYP < ) , t 4 4'- " j 3/8" Clear Te pered 3'-6" Glass \ y \� ( ) 1 5/8"Super \ Post -3 ti a f 2200 Bottom-rail 45.00° 1 [ a — 2" 8" I) 1/2" 1/4" J 4„ APPROVED/DATE RAaIIPIORP V9675 BalconyElevation 3 DATE DRAM ARCHITECTURAL ALUMINUM 1/12/2020 RR tn%&.=IN.vvuny NI v uUCS. EGC:REVISED DETAIL ADDED 12/28/21 1"+/- North Building 7/16"Lap Siding — 1"GYP(Verify) — 1/4"(Verify) - 1 Bottom of Door — 3/4"(Verify) / — _J 4 1/2" Tripple :% -n—� Top Plate / T I Plywood 3 1/4„ / iA.A x (3)#12 x 2"SS Screws 7 1/4" % 1 / 7 EPDM Gasket Shims 4,' Target paper(Supplied by others) / (4)1/2"x 6"Zinc Plated Lag Scrwes 6x8 Beam / [Verify all material amine,-bTocking, brackets .d Dimes sions' & Straps by others All fleshings waterproofing by others Welds: REF. 1/SSk-6. 1/SSK-9 & 1/SSK-1 Balcony engineering report 1"+/- C 5/8"Densglass Sheathing(Verify) -� ) 3/4" Furring(Verify) y .. 7/16" Lap Siding Door Frame - 1"GYP(Verify) _ 1/4"(Verify) {� 1/2"+/- _ T" 41/$" 1" • 2 7/8" 1 1/2" v � 7/8"��:' �, �'''/s i b" 8 � f: Ty f I 2 3/8" " 8 4 % .r r.- (3)#12 x 2"SS Screws Welding by others- Embed Plate Installed by others • PT Slab If APPROVED/DATE RaiIPro 42 V9675 Base Blade Attachment Al Revised DATE DRAWN ARCHITECTURAL. ALUMINUM 6/21/2021 RR IIerify all material rkll framing, blocking, brackets & Straps by others Dimensions All fleshings & waterproofing by others 1" +/_ !South Building 7/16" Lap Siding il - 1"GYP (Verify) Bottom of Door 11 - 1/4"(Verify) - 3/4i (Verify) 3/4„ _ 1/8„- - 1„ 3„ • •- I Double Top Plate j 1 * 6" 8"11/2" 2" A vor r, 1 e 5" %/�qriiiiiA-,i `� 9 1/4" ' (3) #12 x 2" SS Screws x ,,,,;,,,./, , ;,,;:,,/,. ,_ ,1 ii EPDM Gasket Shims 2 3/4" 1 3/4" - / (4) 1/2"x 6" Zinc Plated Lag Scrwes 6x10 Beam I Target paper (Supplied by others) miffs IE briro -� V 7 / APPROVED/ DATE Base Blade Attachment B 6 5 Revised DATE DRAWN ARCHITECTURAL ALUMINUM 12/13/2021 RR All framing, blocking, brackets 1 erify ail material & Straps by others I Dimensions fiashings & 'water roofing by other Welds: ,. REF. 1/SSk-6. 1/SSK-9 & 1/SSK-1 Balcony engineering report is.. () 5/8" Densglass Sheathing(Verify) 3/4"Furring(Verify) 1/2" PC Siding(Verify) • 1 Door Frame - 1"GYP(Verify) 1/4"(Verify) • (1 1/2„+/_ 1" T 4 1/8" I 1"" • 1 (/ 2 7/8" '` 7 J "r,% �• \ 1 1/2'" 1 7/8 f 7 I 6" 8" .. 1 ) I 17/8 8". 4 ` :t= r , (3)#12 x 2"SS Screws Welding by others EPDM Gasket Shims Embed Plate Installed by others • PT Slab • RaiIPro APPROVED J DATE Rp V9675 Base Blade Attachment B1 Revise ARCHITECTURAL ALUMINUM d D6/21/2021 RR Verify all material se Skips am rig, blocking, brackets Dimensions by others 1 All flashings ss & g waterproofing by other), i 1"+/_ 5/8" Densglass (Verify) ) 3/4" Furring(Verify) 7/1 d"Lap Siding t / \ 2"+/_ 1 /211 .l�uruiull lnit;htir„a,;; /� e 2" - 6" 4" 0 <'Nllilll11ll41itI1llKltl 1'�- 1 12" (4) 1/2" x 6" Zing lags 5 1/2" --�' Target Paper supplied by others 6x8 Column Ow. • RAaIIPI'O ? V9675 Tie-back Attachment A DATE DRAWN ARCHITECTURAL ALUMINUM 1/12/2020 RR Verity all material aml 9 blocking,. brackets Dimensions b Straps by others All flashings & M+ (waterproofing by others • • • • • () i/2" FC Siding(Verify) = 5/8" Densglass (Verify) • • = ; ) 3/4" Furring(Verify) 1 J2" flit 1 _ ;' E. 2" -*- 2" • T 6" 4 O 0 {111101111k1tl161!,".,AV 11117, 11/2' j _.—(4) 1/2" x 6" Zing Lags ( 5 1/2" /• • Target Paper supplied by others 6x8 Column •-- „;v RaiIPro-Qtp AFPROVED J DAiE V9675 Tie-back Attachment B DATE DRAWN ARCHITECTURAL ALUMINUM 1/12/2020 RR tilldlNeifl(4'ilAb%off#1NtN//!rt/fiWufu.Nutialm"sstifUH.uutuiut.uHuuweae.,, !Powder coated steel material I Welds: REF. 1/SSk-6. 1/SSK-9 & 1/SSK-1 1/2" t 1 1 Balcony engineering report 51/2" 11/r' 2 1/2" 5i,, ,, 2 1/2' O x 0 13/16" ( ) 3/8" r 4" ,,6T 9" r ( 2 3/4" ) _) 0 4 0 9/16 DATE APPROVED / DATE RaiiPrOCRP V9675 Tie-back blade A Revised °.6/21/2021 ARCHITECTURAL ALUMINUM RR I I Powder coated steel material Welds: REF. 1/SSk-6. 1/SSK-9 & 1/SSK-10 5 1/2" 1/2" i Balcony engineering report — % l' T 11/2"21/ I 2 1/2" O f ;---- 2"-3 F 1 1/2" X 013/16" ) 3/8" b--"--- 9" 4" 9" T ( 2 3/4" > .) 53/8" O 0 O 09/16" .- O :::f21,2021 APPROVED / DATE RaiIProarP V9675 Tie-back blade B Revised M ARCHITECTURAL ALUMINUM RR !Galvanized Steel Material Welds: REF. 1/SSk-6. 1/SSK-9 & 1/SSK-10 Balcony engineering report 11" (4) H4l Nelson Stud r - <<-• 1/2" j 2 ' =3=4 8" 5" % " 0 { 0 � 8" X ) 11/2"TYP Rai DATE APPROVED / DATE /Pro cm' V9675 Balcony Embed Plate Revised DRAW6/21/2021 ARCHITECTURAL ALUMINUM RR J Powder coated steel material Welds: REF. 1 JSSk-6. 1/SSK-9 & 1/SSK-10 Balcony engineering report 1/8" 1„ /01103/8" � ) 3/8" 2 4„ 14„ O6"LJ T 112„ f if 2" : 1" �2" -4—2" T 1„ 2„ l� 9„ 9„1/4„ 1/4"� 6" 1/2" 3/8"- ( 5 1/2" ) 07/16" O" %/ 8" }F 1 1/2") 11 1 OAT! APPROVED / DATE RaiiPrC OP V9675 Base Blade A Revised 6/21/2021 GM WN ARCHITECTURAL ALUMINUM RR ..,...�_....�. ....av......,....rrr...sr.,...aww,v,vrr.e..sawurw. erru�uu a♦rtr/,N k.,Yt)/./Yr /Nf.Y r /irNra ittf rf Nw/!t(:.. •"�' •• "`a°""• •• "•. •yN�tYNlAN♦N,YNN/wrsNrNaeNN., (rtunesr,. ;Powder coated steel materia4 Welds: -, REF. 1/SSk-6. 1/SSK-9 & 1/SSK-10 Balcony engineering report 1/2" k 3" — 12 " r I I K H 3/8" 4" ---- 2 3/8" r, 3/8" 5" 05/16" H- 1/4" T 11" -- • 3" / pr 2" - 1.. 2..--Elj-X.-4 1.. -) 2". 1/4" 1/4"- 3/8"- Rai DATE /21/2021 APPROVED / DATE RaiIProc V9675 Base Blade Al Revised 6DR,w„ ARCHITECTURAL ALUMINUM RR I Powder coated steel material Welds: REF. 1/SSk-6. 1/SSK-9 & 1/SSK-10 Balcony engineering report ii - 3/8„ 3/8" T � " �-- 1/4" � �5J16" 4" 1 3/8 1 L2 3„ IT 2.. E. ," -2" t I 2 -if 1" 2,. 9" v r 1/4" 1/4"- 6" r 1/2" 3/8"- ( 5 1/2" ) 07/16" Q` 8" k11/T) v 11 1 DATE/21/2O21 APPROVED / DATE RalTPrO 1 aiP V9675 Base Blade B Revised DLW ARCHITECTURAL ALUMINUM RR Powder coated steel material Welds:REF. 1/SSk-6. 1/SSK-9 8. 1/SSK-1 Balcony engineering report 1/2" 3" r1 K k 3/8" 4" K- 1 7/8" / 3/8" 0- 1/4" 5" 455/16.. A 7 1 s„ I T 3" • 1/4" 1/4" 3/8" DA APPROVED / DATE iIPro b/Z 1/ZQZ 1 cp V9675 Base Blade B1 Revised p„w" ARCHITECTURAL ALUMINUM RR f 1 ..s«..•ad Ilocaw•.....*Mu,prop,>oa...t..wa.c.tr,......A.ON....vm m..«..e..�...........w.•..m+.a!MI=w+wc..om¢v OPTION I - HATER-TIGHT DECK DETAIL c._ ALUM FLANK DETAIL - CONNECTION DETAIL DRAWING TITLE:GONNEGTION DETAILS REVisioN II REV.DATE DESCRIPTION DATE: 03/11/O& E v RA L E Bull 'n Products DRAWN BY: KF - eolith! Desl El Ca c lialion IRI17R t.. Approved by: Page Shapeoesign �� '%,: .>r 1 V7018.i 0 MochaTools Technologies Inc. 7019 This Product Is IicencEd to - Alit Section Properties and Stresses Analysis Results Axes X Y CentroidalAxes Principal Axes Elastic Neutral Axis '..`� lx (inA4) +0.091 +0.091 +0.07 In (inA4) +0.07 ly (inA4) +4.161 +4,161 +4.181 ENAAngle(°) -4.006 lxy (inA4) -0.291 -0.291 +0. Y top(in) +0.413 to (inA4) +4.252 +4.252 +4,252 Y bot(in) +0.76 rx (in) +0.325 +0.325 +0.285 Sx top(inA3) +0.17 ry (in) +2.195 +2.195 +2.201 Sx bot(iO3) +0.093 ro (in) +2.219 +2.219 +2.219 X right(in) +3.363 Y top(in) +0.281 +0.415 X left(in) +4.103 Y bot(in) +0.683 +0.761 Sy right(inA3) +1.243 Sx top(inA3) +0.324 +0.169 Sy left(inA3) +1.019 Sx bot(inA3) +0.133 +0.092 Zpx (inA3) +0.19 X right(in) +3.326 +3.364 A Zpy (inA3) +1.671 X left(in) +4.103 +4.103 Max Mx(tb.in) +3238.777 Sy right(inA3) +1.251 +1.243 Max My(Ib.in) +35671.554 Sy left(inA3) +1.014 +1.019 Mpx (Ib.in) +6658.294 Zpx (inA3) +0.2 +0.191 Mpy (Ib.in) +58493.4 Zpy (inA3) +1.67 +1.671 SFx +2.056 Max Mx(bin) +4666.975 +3233.028 SFy +1.64 Max My(lb.in) +35496.165 +35673.07 Torque Max(Ib.in) +291.255 Mpx (Ib.in) +7010.799 +6675.058 Buckling Mpy (Ib.in) +58438.698 +58491,845 jy(monosymmetry) +1.304 in SFx +1.502 +2.065 ix(monosymmetry) +0.714 in SFy +1.646 +1.64 Cxrt Shear Constant +0.29 inA2 IMax(inA4) +4.181 Cyrt Shear Constant +0.139 inA2 Min (inA4) +0.07 f3tf Torsional-flexural +0.939 Theta(Deg) -4.075 a Torsional-Bending +14.138 in Area +0.863 in^2 Composite Section Mass/L +0.084 lb/in Ref.Aluminum 6005 +10100000.psi Xc +0. in Transf.Area +0.863 in/2 Yc +0. in Xcc +0. in NA(Deg) -4.01 Deg Ycc +0.in PNA(x,y) (+0.01,+0.08) Stressses Yield&Max/Min Torsion and Shear Sig-yield T +35000.psi J(Torsion) +0.002 inA4 Sig-yield C -35000.psi Cw(Warping) +0.167 in^6 Tau yield +21000.psi - __,,, Xs(Shear) +0.454 in Sig-x max T) +1078.003 psi _V- , +"' ,� , t _ 11 Ys(Shear) +0.337 in Sig-x max C) -586.011 psi �. � (. Ax +0.313 inA2 Fpt +15110.242 lb _ Kx +0.363 Fpc +15110.242 lb Ay +0.52 inA2 Loads Ky +0.602 Moment Mx +100,bin los +4.527 inA4 Moment My +0. bin ros +2.29 in Axial N i.0,.0) +0. lb Swx +1.534 in^5 Torque Tz +100. Ib.in Swy -0.139 inA5 Bimoment Bw +10000.ib.in2 Dsc +0.565 in Shear Vx +100.lb tern Units: Section Material Identification: Date 09 13 2019 / 16:47:57 ngth:[in} IAlurninum boos-T611: >-1 10100000. test) Mo=0,33; Rol+O.098tib/ln'1 Engineer Client . iss :(Ib] Comment : S-4 ress:tpsi] Project Ref.: Project Name: liN DECKING lr _ 1 tikTral C _ .111 'p1tit - Sad' ,41. . >,PP•ovee by: page ii2 Sh peD S .... «. m V2010 I - 9 MechaT001S technologies Int. 2019 - this Product is licenced to : nlK Section Properties and Stresses Analysis - Results .--may C i ,3 i 'Y. 'n de t System Units: Section Material Identification: Date 09 13 2019 / 14:47:54 iAtocri num 6005-T61j I-t 31000U0. i psi l. Nu-033, Ro-i 0.U9Ahh/ut'J _ _ __----. Engineer : Length:tint Client Mass :(ibi Comment : S-3 Stress.(psij Project Ref.. Proiect Name: IIN DECKING • 4rat I White I Bronze Black 13Itile4ng ' r 0 V 4f, "------'— . _ 40.) ---- - ----- - - ------ - - - - - - - -- - --------- -- ----- -------------- - , • - .„. ..• - - - I W I • — Lt Gray st -fv, heat Bronze Black ill I I \ 13228 NE 20th St, Suite 100, Bellevue, WA 98005 Phone(425) 614-0949 Fax(425) 614-0950 AU E STRUCTURAL CALCULATIONS FOR: Dartmouth Apartments 11974 - 11882 SW 72nd Ave Tigard, OR 97223 Client: isRailProcftP ARCHITECTURAL ALUMINUM Attn: Raymond Reida Rail Pro - Architectural Aluminum 14110 NW 3rd Ct. Vancouver, WA 98685 By ,o PROFFS, Eusonh Lim, E.I.T. 4Q.), l ' Alex Habliston, S.E. ,it, 8 '1 . '��j ri ORE 0 O / 12/20/21 AUE No. 20357 EXPIRES: 06/30/23 Date: 12/15/2021 Ver: Dartmouth-V4 DESIGN CRITERIA AND GUIDELINES • 1)ALL DESIGN SHALL CONFORM TO THE REQUIREMENTS OF THE ASCE 7-10 AND THE IBC(2015 EDITION),INCLUDING ANY AND ALL LOCAL AMENDMENTS. 2)AS PER AVAILABLE STRUCTURAL NOTES,SPECIFICATIONS TAKE PRECEDENCE OVER GENERAL NOTES. 3) DEAD LOADING SHALL BE BASED ON THE FOLLOWING: I) 7 psf 4) LIVE LOADING SHALL BE BASED ON THE FOLLOWING: I) 25 psf (Flat Roof Snow Load) II) 60 psf (Exterior Deck Live Load) III) 26 psf Wind Uplift-Deck Type 1 IV) 26 psf Wind Uplift-Deck Type 2 VI) 51 psf Railing Wind on Glass 5) MATERIALS TO USED ARE OF THE FOLLOWING: I) ALUMINUM: 6005-T5(EX) TUBES-Not Weld Affected ALUMINUM: 6005-T5(EX) TUBES-Weld Affected E= 10,100,000 psi E= 10,100,000 psi Ftu= 38 ksi Fcy= 35 ksi Ftuw= 24 ksi Fcyw= ksi Fty= 35 ksi Fsu= 24 ksi Ftyw= 13 ksi Fsuw= 15 ksi II)ALUMINUM: 5052-o(SH,PL) PLATES-Not Weld Affected ALUMINUM: so52-o(sx,PL) PLATES-Weld Affected E= 10,200,000 psi E= 10,200,000 psi Ftu= 25 ksi Fcy= 9.5 ksi Ftuw= 25 ksi Fcyw= 9.5 ksi Fty= 9.5 ksi Fsu= 16 ksi Ftyw= 9.5 ksi Fsuw= 16 ksi III) ALUMINUM WELD FILLER: 5356 Ftu= 35.00 ksi Fsu= 17.00 ksi IV) STAINLESS STEEL 316,Fy=33,000 PSI V) STEEL A36,Fy=36,000 PSI 9)DESIGN&DETAILING APPLIES TO THE BOLT-ON AND IT'S CONNECTION TO THE WALL ONLY. NO OPINION AS TO THE CAPACITY OF THE BUILDING WALL TO RESIST THE APPLIED LOADING IS GIVEN OR IMPLIED. IT IS THE RESPONSIBILITY OF THE ENGINEER OF RECORD TO VERIFY THAT THE APPLIED LOADING CAN BE SAFELY SUPPORTED. \ 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: DC 1 Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 AUE Client: Rail Pro-Architectural Aluminum Job No.: 20357 /IBC Seismic Non-Structural Systems IBC 2012 OSSC 2014 Risk Category: II Standard-Occupancy Building Fa= 1.11 Sms= 1.086 Ss= 0.980 hn= 10 ft Fv= 1.58 Sml= 0.668 Sl= 0.424 Ct= 0.02 le= 1.00 SDC: D Sds= 0.724 Sd1= 0.445 Site Class= D 'See ASCE 13.3 Non Structural Systems -Balcony Decks A20.Appendages and Ornamentations Ap= 2.5 z= 10.00 ft Ip= 1.0 Rp= 2.5 h= 10.00 ft Qo= 2.5 Fp= 0.87 *Wp Fp= 0.869 *Wp Fp max= 1.16 * Wp Fp min= 0.22 *Wp With Overstrength factor: Fp= 2.172 *Wp 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 U Project: Dartmouth Apartments Pg.No: Seismic 1 � Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 _ Wind Loads-Main Wind Force Resisting System ASCE 7-10 Chapter 27-Directional Procedure Environmental Criteria&Site Characteristics Risk Category: II Table 1.5-1 Wind Directionality Factor,Kd: 0.85 Table 26.6-1 Basic Wind Speed: 120 Section 26.5.1 Gust Effect Factor,G: 0.85 Section 26.9 Exposure Category: B Section 26.7.3 Hurricane Prone: No Wind Load Parameters upwind of crest Pos. downwind of crest Pos. Direction of Wind , x x r At a. Lh _r" _ '___ �� h F 1 ---\_____.,,,,,_ H/2 H Terrain Type: User Input Direction: Downwind of Crest Lh: 0.00 ft Dist. Upwind of Crest to Half Ht of Hill or Escarp. H: 0.00 ft Ht. of Hill or Excarp.Relative to the upwind terrain x: 0.00 ft Dist. (Upwind or Downwind)from the crest to the building site z: 63.00 ft Ht above Local Ground Level h: 63.00 ft Mean Ht above Local Ground Level Kz: 0.87 Kn: Not Appl. Equation 26.8-1 K2: 1.00 *User Input based on local jurisdiction criteria qZ: 27.1 psf Eq.27.3-1 qh: 27.1 psf Eq.27.3-1 13228 NE 20th St,Suite 100,Bellevue,WA 98005 (425)614-0949 �` Project: Dartmouth Apartments Pg.No: MWFRS 1 U� Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro Architectural Aluminum Job No.: 20357 Wind Loads-Main Force Resisting System / i ASCE 7-10 Chapter 27,Directional Procedure Building Characteristics Wind Dir.Y Length Building Type: Enclosed Buildings A Wind Dir. X Length: 226.00 ft Longer Dimension < Width: 163.29 ft Shorter Dimension B Width Mean Height: 63.00 ft Roof Area: 36,903.92 sq ft GCpi: 0.18 Table 26.11-1 -0.18 Table 26.11-1 Mean Ht Wind Direction X Wind Direction Y Roof Angle: 0-10 Roof Angle: 0-10 L/B: 1.38 (Length/Width) L/B: 0.72 (Width/Length) Cp Use w/ Cp Use w/ Windward Wall: 0.8 qz Figure 27.4-1 Windward Wall: 0.8 qz Figure 27.4-1 Leeward Wall: -0.44 qh Leeward Wall: -0.50 qh Side Wall: -0.70 qh Side Wall: -0.70 qh Windward Roof: Cp Use w/ Windward Roof: Cp Use w/ Normal to Ridge for N/A N/A qh Normal to Ridge for N/A N/A qh 0>= 10 Degrees 0>= 10 Degrees Leeward Roof Cp Use w/ Leeward Roof Cp Use w/ Normal to Ridge for N/Aqh Normal to Ridge for N/A qh 0>=10 Degrees 0>= 10 Degrees Distance From Use w/qh Distance From Use w/qh Flat Roof or Flat Roof or Windward Windward Parallel to Ridge EdgeParallel to Ridge Edge Cp Cp Normal to ridge for 0 to h/2 -0.90 -0.18 Normal to ridge for 0 to h/2 -0.90 -0.18 0< 10 Degrees or h/2 to h -0.90 -0.18 0< 10 Degrees or h/2 to h -0.90 -0.18 Parallel to ridge for h to 2h -0.50 -0.18 Parallel to ridge for h to 2h -0.50 -0.18 all 0 >2h -0.30 -0.18 all >2h -0.30 -0.18 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: MWFRS 2 ?ill". Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 / Wind Pressure on Roofs(X-X) Wind Pressure on Roofs(Y-Y) i Windward Forces:(LRFD) Windward Forces:(LRFD) Location: Cp Location: Cp 0 to h/2 -0.9 or -0.18 0 to h/2 -0.9 or -0.18 h/2 to h -0.9 or -0.18 h/2 to h -0.9 or -0.18 h to 2h -0.5 or -0.18 h to 2h -0.5 or -0.18 >2h -0.3 or -0.18 >2h -0.3 or -0.18 Location: P(psf) Location: P(psf) 0 to h/2 -20.8 or -4.2 0 to h/2 -20.8 or -4.2 h/2 to h -20.8 or -4.2 h/2 to h -20.8 or -4.2 h to 2h -11.5 or -4.2 h to 2h -11.5 or -4.2 >2h -6.9 or -4.2 >2h -6.9 or -4.2 Leeward Forces:(LRFD) Leeward Forces:(LRFD) Cp P(psf) Cp P(psf) N/A N/A N/A N/A Forces Parallel to Ridge:(LRFD) Forces Parallel to Ridge:(LRFD) Location: Cp Location: Cp 0 to h/2 -0.9 or -0.18 0 to h/2 -0.9 or -0.18 h/2 to h -0.9 or -0.18 h/2 to h -0.9 or -0.18 h to 2h -0.5 or -0.18 h to 2h -0.5 or -0.18 >2h -0.3 or -0.18 >2h -0.3 or -0.18 Location: P(psf) Location: P(psf) 0 to h/2 -20.8 or -4.2 0 to h/2 -20.8 or -4.2 h/2 to h -20.8 or -4.2 h/2 to h -20.8 or -4.2 h to 2h -11.5 or -4.2 h to 2h -11.5 or -4.2 >2h -6.9 or -4.2 >2h -6.9 or -4.2 Windward Forces:(ASD)(0.6WL) Windward Forces:(ASD)(0.6WL) Location: P(psf) Location: P(psf) 0 to h/2 -12.5 or -2.5 0 to h/2 -12.5 or -2.5 h/2 to h -12.5 or -2.5 h/2 to h -12.5 or -2.5 h to 2h -6.9 or -2.5 h to 2h -6.9 or -2.5 >2h -4.2 or -2.5 >2h -4.2 or -2.5 Leeward Forces:(ASD)(0.6WL) Leeward Forces:(ASD)(0.6WL) P(psi) P(psi) 0.0 0.0 Forces Parallel to Ridge:(ASD)(0.6WL) Forces Parallel to Ridge:(ASD)(0.6WL) Location: P(psf) Location: P(psf) 0 to h/2 -12.5 or -2.5 0 to h/2 -12.5 or -2.5 h/2 to h -12.5 or -2.5 h/2 to h -12.5 or -2.5 h to 2h -6.9 or -2.5 h to 2h -6.9 or -2.5 >2h -4.2 or -2.5 >2h -4.2 or -2.5 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: MWFRS 4 AU Iiiii Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro Architectural Aluminum Job No.: 20357 Wind Loads-Components and Cladding,Walls ASCE 7-10 Chapter 30,Part 3-Buildings>60 ft Design Criteria Length Risk Category: II 11 Basic Wind Speed: 120 mph • Exposure Category: B A Hurricane Prone: No Width Building Type: Enclosed Buildings B Length: 226.00 ft Longer Dimension ♦ Width: 163.29 ft Shorter Dimension Height: 63.00 ft Component Exp.Category: B Wind Load Calculation-Walls __aigaillIllIllIllhihh.._ • Wind Directionality Factor,Kd: 0.85 Table 26.6-1 Mean Ht Gust Effect Factor,G: 0.85 Section 26.9 4 Roof Angle: <= 10 Degrees 5 5 Zg: 1200 0.18 Gcpi: a: 7.00 ft -0.18 Kz: 0.87 Kzt: 1.00 Zone 5 Extent: 16.33 ft qh: 27,14 psf External Pressure Coefficients Area Location 0 10 20 50 120 200 500 Fig.30.6-1 4&5 0.90 0.90 0.90 0.81 0.73 0.69 0.60 GCpf. 4 -0.90 -0.90 -0.90 -0.84 -0.79 -0.76 -0.70 5 -1.80 -1.80 -1.80 -1.57 -1.35 -1.23 -1.00 *Roof is Over 10 Degrees,No Modification of GCp 1.0W Per ASCE 7-10 LRFD Load Cases(Building>60ft) Area Location 0 10 20 50 120 200 500 4&5 29.3 29.3 29.3 26.9 24.7 23.6 21.2 EQ 30.6-1 p 4 -29.3 -29.3 -29.3 -27.7 -26.3 -25.5 -23.9 5 -53.7 -53.7 -53.7 -47.5 -41.5 -38.3 -32.0 *Loads are for Leeward Walls and Side Walls. *Loads for Windward Walls may be reduced by the ratio qz/qh 0.6W Per ASCE 7-05 ASD Load Cases Area Location 0 10 20 50 120 200 500 4&5 17.6 17.6 17.6 16.1 14.8 14.2 12.7 EQ 30.6-1 P 4 -17.6 -17.6 -17.6 -16.6 -15.8 -15.3 -14.3 5 -32.2 -32.2 -32.2 -28.5 -24.9 -23.0 -19.2 *Loads are for Leeward Walls and Side Walls. *Loads for Windward Walls may be reduced by the ratio gz/gh AAddr13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: C&C Wall 1 U� ess: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 • Wind Loads-Components and Cladding,Walls ' ASCE 7-10 Chapter 30,Part 6-Parapets IWind Load Calculation-Parapets Component Exp.Category: B Zg: 1200 Parapet Height: 57.50 ft a: 7.00 ft Roof Angle: <= 10 Degrees Kz: 0.84 Internal Pressure Present?: Yes Kzt: 1.0000 qh: 26.44 psf P' 0.18 -> 4.76 psf Gcpi: -0.18 -> -4.76 psf Roof External Pressure Coefficients Area(ft^2) Location 0 10 20 50 100 200 500 1 -1.40 -1.40 -1.30 -1.20 -1.10 -1.00 -0.90 2 -2.30 -2.30 -2.20 -2.00 -1.90 -1.80 -1.60 P(psf) 3 1 -2.30 -2.30 -2.20 -2.00 -1.90 -1.80 -1.60 1,2&3 -1.70 -1.70 -1.65 -1.60 -1.60 -1.40 -1.10 2&3 NA NA NA NA NA NA NA Windward Parapet Load Case A(Wind toward Building) Area(ft^2) Location 0 10 20 50 100 200 500 4(ext.side) 28.6 23.8 23.8 21.4 19.3 18.2 15.9 4(roof side) -65.6 -60.8 -58.2 -52.9 -50.2 -47.6 -42.3 P 5(ext.side) 23.8 23.8 23.8 21.4 19.3 18.2 15.9 5(roof side) -60.8 -60.8 -58.2 -52.9 -50.2 -47.6 -42.3 -Negative is away from wall,Positive is toward wall Leeward Parapet Load Case B(Wind away from Building) Area(ft^2) Location 0 10 20 50 100 200 500 4(ext.side) -23.8 -23.8 -23.8 -22.2 -20.9 -20.1 -18.5 4(roof side) 23.8 23.8 23.8 21.4 19.3 18.2 15.9 p 5(ext.side) -47.6 -47.6 -47.6 -41.5 -35.7 -32.5 -26.4 5(roof side) 23.8 23.8 23.8 21.4 19.3 18.2 15.9 -Negative is away from wall,Positive is toward wall Use Case: Both Maximum Parapet Pressure,1.0W Per ASCE 7-10 LRFD Load Cases Area(ft^2) Location 0 10 20 50 100 200 500 4 84.6 84.6 82.0 74.3 69.5 65.8 58.2 p 5 84.6 84.6 82.0 74.3 69.5 65.8 58.2 Maximum Parapet Pressure,0.6W Per ASCE 7-10 ASD Load Cases Area(ft^2) Location 0 10 20 50 100 200 500 4 50.8 50.8 49.2 44.6 41.7 39.5 34.9 p 5 50.8 50.8 49.2 44.6 41.7 39.5 34.9 13228 NE 20th St,Suite 100,Bellevue,WA 98005((425)614-0949 1116: Project: Dartmouth Apartments Pg.No: C&C Wall 2 �� Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Wind Loads-Components and Cladding,Roofs ASCE 7-10 Chapter 30,Part 3-Buildings>60 ft -` Design Criteria .1' - o Risk Category: II .1-- _ Basic Wind Speed: 120 mph 0 C Exposure Category: B Hurricane Prone: No 0/ 0 0 VA -hi i 2 • a Building Type: Enclosed Buildings Length: 226.00 ft Longer Dimension i is i (I) . ,i Width: 163.29 ft Shorter Dimension _ _ A- "-Height: 63.00 ft - 0- -!CI a I Component Exp.Category: B Gable and Hip Roofs,Zone Extents Wind Load Calculation-Flat,Gable or Hip Roofs Wind Directionality Factor,Kd: 0.85 Table 26.6-1 ,a Gust Effect Factor,G: 0.85 Section 26.9 Y Roof Angle: 0< =70 h Zg: 1200 0.18 ___1_Gcpi: a: 7.00 ft -0.18 Roof Angle Kz: 0.87 Kzt: 1.00 Zone 5 Extent: 16.33 ft qh: 27.14 psf Parapet Height Above Deck: 3.50 ft Roof External Pressure Coefficients Area(ft^2) Location 0 10 20 50 100 200 500 1 -1.4 -1.4 -1.3 -1.2 -1.1 -1.0 -0.9 2 -2.3 -2.3 -2.2 -2.0 -1.9 -1.8 -1.6 GCpf 3 1 -2.3 -2.3 -2.2 -2.0 -1.9 -1.8 -1.6 1,2&3 ' -1.7 -1.7 -1.7 -1.6 -1.6 -1.4 -1.1 2&3 NA NA NA NA NA NA NA 1)3'or Higher Parapet,For Flat Roof,Negative GCp in Zone 3=Zone 2,and Positive Zone 2&3=Zone 4&5 Overhang External Pressure Coefficients Area(ft^2) Location 0 10 20 50 100 200 500 1 -1.7 -1.7 -1.7 -1.6 -1.6 -1.4 -1.1 GCpf 2 -1.7 -1.7 -1.7 -1.6 -1.6 -1.4 -1.1 3 -2.8 -2.8 -2.2 -1.4 -0.8 -0.8 -0.8 7' 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 +`' Project: Dartmouth Apartments Pg.No: C&C Roof 1 A E Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro Architectural Aluminum Job No.: 20357 1 Wind Loads-Components and Cladding,Roofs ASCE 7-10 Chapter 30,Part 1 -Buildings Less than 60ft Roof Wind Loads 1.0W Per ASCE 7-10 LRFD Load Cases Area(ft^2) Location 0 10 20 50 100 200 500 1 -42.88 -42.88 -40.16 -37.45 -34.73 -32.02 -29.31 2 -67.30 -67.30 -64.58 -59.16 -56.44 -53.73 -48.30 P(psf) 3 ' -67.30 -67.30 -64.58 -59.16 -56.44 -53.73 -48.30 1,2&3 -41.25 -41.25 -39.89 -38.53 -38.53 -33.11 -24.97 2&3 NA NA NA NA NA NA NA 0.6W Per ASCE 7-10 ASD Load Cases Area(ftA2) Location 0 10 20 50 100 200 500 1 -25.73 -25.73 -24.10 -22.47 -20.84 -19.21 -17.58 2 -40.38 -40.38 -38.75 -35.49 -33.87 -32.24 -28.98 P(psf) 3 1 -40.38 -40.38 -38.75 -35.49 -33.87 -32.24 -28.98 1,2&3 -24.75 -24.75 -23.93 -23.12 -23.12 -19.86 -14.98 2&3 NA NA NA NA NA NA NA Overhang Wind Loads 1.0W Per ASCE 7-10 LRFD Load Cases Area(ft^2) Location 0 10 20 50 100 200 500 1 -46.1 -46.1 -44.8 -43.4 -43.4 -38.0 -29.8 P(psf) 2 -46.1 -46.1 -44.8 -43.4 -43.4 -38.0 -29.8 3 -76.0 -76.0 -59.7 -38.0 -21.7 -21.7 -21.7 *Assumes a GCp;of 0 0.6W Per ASCE 7-10 ASD Load Cases Area(ft^2) Location 0 10 20 50 100 200 500 1 -27.7 -27.7 -26.9 -26.1 -26.1 -22.8 -17.9 P(psf) 2 -27.7 -27.7 -26.9 -26.1 -26.1 -22.8 -17.9 3 -45.6 -45.6 -35.8 -22.8 -13.0 -13.0 -13.0 *Assumes a GC,,of 0 Wind Pressure Deck Type Location Trib Area Typical Corner Controlling 1 Both 45.75 sq ft -26.2 psf -24.6 psf -26.2 psf 2 Both 66.08 sq ft -26.1 psf -19.7 psf -26.1 psf -- 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: C&C Roof 2 U� Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro Architectural Aluminum Job No.: 20357 * Deck Balcony Type 1 Deck Loads: Seismic: DL= 7 psf E/1.4= 509 lb(ASD) LL= 60 psf SL= 25 psf WL= -26 psf(Uplift) Tie Deck at Units: Type: 1 :S205,S213,S221,S225,S305,S313,S321,S325,N301,N307,N319,S405,S413,S421,S425,N401, Angle Seats or N407,N419,S505,S521,S525,N501,N507,N519,N601,N607,N619 first anchor occur A A . 1.67 ft A from Each End 2 5 (if applicable) 1 I Fp' ' 4.50 ft max 0.00 ft ' ' i I 3 4 IC Angle Seat Conn/Ledger t "">Tie-Back 0.00 ft 0.00 ft 10.17 ft max Internal Member Spacing: 2.00 ft max Center Seat? No Center Tieback? No Internal Member Span: Along Length Front and Back Edge Member: Dead: w= 15.75 plf Snow: w= 56.25 plf Live: w= 135.00 plf WL: w= -58.87 plf Reactions: Back Right Angle Seat Back Left Angle Seat Front Left Tieback Front Right Tieback Node 1: Node 2: Node 3: Node 4: DL: 0.08 k DL: 0.08 k DL: 0.08 k DL: 0.08 k LL: 0.69 k LL: 0.69 k LL: 0.69 k LL: 0.69 k SL: 0.29 k SL: 0.29 k SL: 0.29 k SL: 0.29 k WL: -0.30 k WL: -0.30 k WL: -0.30 k WL: -0.30 k Rmax= 0.81 k Rmax= 0.81 k Rmax= 0.81 k Rmax= 0.81 k Rmin= -0.25 k Rmin= -0.25 k Rmin= -0.25 k Rmin= -0.25 k Member Design: Front Member: Aluminum: A8.2.18 Trib: 1.00 ft A= 2.44 in^2 L: 10.17 ft Lb= 2.00 ft Mallow(x-x)= 68.01 k-in(Un-Welded) OK Dead: M= 1.09 k-in IA= 0.17 in^5 Mallow(x-x)= 34.37 k-in(Welded) OK Live: M= 9.30 k-in IA= 1.43 in^5 Torsion.allow= 26.47 k-in(Welded) Snow: M= 3.88 k-in IA= 0.59 in^5 Ix= 17.45 in^4 Wind Load: M= -4.06 k-in IA= -0.62 in^5 A= 0.10 in-> L/ 1264 DesignLoad: M= 1 .9 k-inIA= ^0 7 1.68m5 A I 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Il ' Project: Dartmouth Apartments Pg.No: Deck 1 U4 Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 I i Member Design(Cont.): i Typical Interior Mbr: Aluminum:A6.112.18 Trib: 2.00 ft A= 1.81 in^2 L: 10.17 ft Lb= 0.50 ft Mallow(x-x)= 37.40 k-in(Un-Welded) OK Dead: M= 2.17 k-in IA= 0.33 inA5 Mallow(x-x)= 18.90 k-in(Welded) NG Live: M= 18.61 k-in IA= 2.86 inA5 Torsion.allow= 15.75 k-in(Welded) Snow: M= 7.75 k-in IA= 1.19 inA5 Ix= 7.20 in^4 Wind Load: M= -8.11 k-in IA= -1.25 inA5 A= 0.47 in-> L/ 261 Design Load: M= 21.94 k-in IA= 3.37 inA5 -Maximum Moment occurs where the beam is not welded so OK Edge Interior Mbr: Aluminum: A6.112.18 Trib: 2.25 ft A= 1.81 in^2 L: 10.17 ft Lb= 0.50 ft a: 1.00 ft Mallow(x-x)= 37.40 k-in(Un-Welded) OK Dead: M= 2.44 k-in IA= 0.37 inA5 Mallow(x-x)= 18.90 k-in(Welded) NG Live: M= 20.93 k-in IA= 3.21 inA5 Torsion.allow= 15.75 k-in(Welded) Snow: M= 8.72 k-in IA= 1.34 inA5 Ix= 7.20 in^4 Wind Load: M= -9.13 k-in IA= -1.40 inA5 A= 0.53 in-> L/ 232 -Maximum Moment occurs where the beam is not welded so OK Design Load: M= 24.68 k-in IA= 3.79 inA5 Back Member: Aluminum: A8.2.18 Trib: 1.00 ft A= 2.44 in^2 L: 6.83 ft Lb= 2.00 ft Mallow(x-x)= 68.01 k-in(Un-Welded) OK Dead: M= 0.49 k-in IA= 0.03 inA5 Mallow(x-x)= 34.37 k-in(Welded) OK Live: M= 4.20 k-in IA= 0.29 inA5 Torsion.allow= 26.47 k-in(Welded) Snow: M= 1.75 k-in IA= 0.12 inA5 Ix= 17.45 inA4 Wind Load: M= -1.83 k-in IA= -0.13 inA5 A= 0.02 in-> L/ 4164 Design Load: M= 4.96 k-in IA= 0.34 inA5 ,r' ' 1 Lk 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 I ' Project: Dartmouth Apartments Pg.No: Deck 2 U Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Side Member Aluminum: A8.2.18 Trib: 5.08 ft A= 2.44 inA2 L: 4.50 ft Lb= 0.00 ft Mallow(x-x)= 68.01 k-in(Un-Welded) OK Dead: M= 1.08 k-in IA= 0.03 in^5 Mallow(x-x)= 34.37 k-in(Welded) OK Live: M= 9.26 k-in IO= 0.28 in^5 Torsion.allow= 26.47 k-in(Welded) Snow: M= 3.86 k-in IA= 0.12 in^5 Ix= 17.45 in^4 Wind Load: M= -4.04 k-in IA= -0.12 inA5 A= 0.02 in-> L/ 2868 Design Load: M= 10.92 k-in IO= 0.33 in^5 Lateral Restraint of Deck: 4 3 L .S 1) 223 lb(T/C) 17 2 ' 1) 254 lb(T/C) r 2) 223 lb(T/C) 2) 254 lb(T/C) rFp 1 3) 254 lb(V) Fp 3) N/A lb(V) 4) 254 lb(V) 4) N/A lb(V) 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Deck 3 A� Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 7111°D Balcony Type 2 Deck Loads: Seismic: DL= 7 psf E/1.4= 597 lb(ASD) LL= 60 psf SL= 25 psf WL= -26 psf(Uplift) Tie Deck at Units: Type: 2 :S209,S309,S409,S509 -Angle Seats or Type: - . first anchor occur ID • A from Each End • 2 5 (if applicable) F 1 ' p ( 6.50 ft max 0.00 ft ( I 3 4 . 1 : 1 • ♦ Angle Seat Conn/Ledger IA 'Not>Tie-Back 0.00 ft 0.00 ft 10.17 ft max :1 Internal Member Spacing: 2.00 ft max Center Seat? No Center Tieback? No Internal Member Span: Along Length Front and Back Edge Member: Dead: w= 22.75 plf Snow: w= 81.25 plf Live: w= 195.00 plf WL: w= -84.66 plf Reactions: Back Right Angle Seat Back Left Angle Seat Front Left Tieback Front Right Tieback Node 1: Node 2: Node 3: Node 4: DL: 0.12 k DL: 0.12 k DL: 0.12 k DL: 0.12 k LL: 0.99 k LL: 0.99 k LL: 0.99 k LL: 0.99 k SL: 0.41 k SL: 0.41 k SL: 0.41 k SL: 0.41 k WL: -0.43 k WL: -0.43 k WL: -0.43 k WL: -0.43 k Rmax= 1.17 k Rmax= 1.17 k Rmax= 1.17 k Rmax= 1.17 k Rmin= -0.36 k Rmin= -0.36 k Rmin= -0.36 k Rmin= -0.36 k Member Design: Front Member: Aluminum: A8.2.18 Trib: 1.00 ft A= 2.44 in^2 L: 10.17 ft Lb= 2.00 ft Mallow(x-x)= 68.01 k-in(Un-Welded) OK Dead: M= 1.09 k-in IA= 0.17 in^5 Mallow(x-x)= 34.37 k-in(Welded) OK Live: M= 9.30 k-in IA= 1.43 inA5 Torsion.allow= 26.47 k-in(Welded) Snow: M= 3.88 k-in IA= 0.59 in^5 Ix= 17.45 inA4 Wind Load: M= -4.04 k-in IA= -0.62 in^5 A= 0.10 in-> L/ 1264 Design Load: M= 10.97 k-in IA= 1.68 in^5 f J` I ►, 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Deck 4 U Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 a * Member Design(Cont.): Typical Interior Mbr: Aluminum: A6.112.18 Trib: 2.00 ft A= 1.81 inA2 L: 10.17 ft Lb= 0.50 ft Mallow(x-x)= 37.40 k-in(Un-Welded) OK Dead: M= 2.17 k-in IA= 0.33 in^5 Mallow(x-x)= 18.90 k-in(Welded) NG Live: M= 18.61 k-in IA= 2.86 in^5 Torsion.allow= 15.75 k-in(Welded) Snow: M= 7.75 k-in IA= 1.19 in^5 Ix= 7.20 in^4 Wind Load: M= -8.08 k-in IA= -1.24 in^5 A= 0.47 in-> L/ 261 Design Load: M= 21.94 k-in IA= 3.37 in^5 -Maximum Moment occurs where the beam is not welded so OK Edge Interior Mbr: Aluminum: A6.112.18 Trib: 2.25 ft A= 1.81 in^2 L: 10.17 ft Lb= 0.50 ft a: 1.00 ft Mallow(x-x)= 37.40 k-in(Un-Welded) OK Dead: M= 2.44 k-in IA= 0.37 in^5 Mallow(x-x)= 18.90 k-in(Welded) NG Live: M= 20.93 k-in IA= 3.21 in^5 Torsion.allow= 15.75 k-in(Welded) Snow: M= 8.72 k-in IA= 1.34 in^5 Ix= 7.20 in^4 Wind Load: M= -9.09 k-in IA= -1.40 in^5 A= 0.53 in-> L/ 232 -Maximum Moment occurs where the beam is not welded so OK Design Load: M= 24.68 k-in IA= 3.79 in^5 Back Member: Aluminum: A8.2.18 Trib: 3.25 ft A= 2.44 in^2 L: 6.83 ft Lb= 2.00 ft Mallow(x-x)= 68.01 k-in(Un-Welded) OK Dead: M= 1.59 k-in IA= 0.11 in^5 Mallow(x-x)= 34.37 k-in(Welded) OK Live: M= 13.66 k-in IA= 0.95 in^5 Torsion.allow= 26.47 k-in(Welded) Snow: M= 5.69 k-in IA= 0.39 in^5 Ix= 17.45 in^4 Wind Load: M= -5.93 k-in IA= -0.41 in^5 A= 0.06 in-> L/ 1281 Design Load: M= 16.11 k-in IA= 1.12 in^5 ... , i ` 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 j`Ai ezz hil Project: Dartmouth Apartments Pg.No: Deck 5 Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 • Side Member Aluminum: A8.2.18 r Trib: 5.08 ft A= 2.44 in^2 L: 6.50 ft Lb= 0.00 ft Mallow(x-x)= 68.01 k-in(Un-Welded) OK Dead: M= 2.26 k-in IO= 0.14 in^5 Mallow(x-x)= 34.37 k-in(Welded) OK Live: M= 19.33 k-in IA= 1.21 in^5 Torsion.allow= 26.47 k-in(Welded) Snow: M= 8.05 k-in IO= 0.51 in^5 Ix= 17.45 in^4 Wind Load: M= -8.39 k-in IA= -0.53 in^5 A= 0.08 in-> L/ 952 Design Load: M= 22.79 k-in IA= 1.43 in^5 Lateral Restraint of Deck: MI l ri 1) 379 lb(T/C) ri ri 1) 299 lb(T/C) 2) 379 lb(T/C) F 2) 299 lb(T/C) 3) 299 lb(V) p 3) N/A lb(V) Fp 4) 299 lb(V) 4) N/A lb(V) I I I 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Deck 6 UE dill Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 !. s Floor Decking - 1"thick"Alumilast"decking type 6005-T61 7429 ifs ni ,�„ 4074 Min.Eff.Section for Design Purposes 3097 0t7, � a2' �, (1.40 .- ��i3 1W !DB 1.25d A 17:: ROA3A x-013 k1 TVA @2@@ -'i 49@44 411 3495 R3R@ tit 71t 1 6417 ROAR 11919 am 40490 661462 ( 1 Wfir,„\:309 47 6R wiz* E 1 OM nags I 3.00 in>1 . N I _ 1zn 0.208 in w f I IT If' f , -Jz_�'$ na."@.�a r.' te_ I�CyG ^.q 6L A}s- 4+ q$ CG +a.nu ri"°. 7 a; '1 d• 1,1 :2u tl a ..a O 77 mii,� _. 6 ! _ s 0.95 In tffiOGy 470 AJe7'S 5 RA�SbS A�tO -0AO,@ t�690�G6:0� RW.l07 Y05 I " +<I It• t,i Ri$ PPP _ 4A-57 R1W R38: t,41 467 @J'3$ I V al l/ n�.;.r ::>� 3"x . .. 31i2 _....- 0.74 in I\ 0.42 in area distance y A*y I dist to y Typical Thickness= 0.075 inch Section 1 0.225 0.038 0.008 0.000 0.170 Section 2 0.060 0.475 0.029 0.003 0.592 Section 3 0.032 0.913 0.029 0.000 0.705 Effective I= 0.047 in^4 Effective Area= 0.317 in^2 Effective S= 0.063 in^3 r= 0.383 in Analysis: DL= 7 psf L= 24.0 in SL= 25 psf(Flat Roof) Trib= 3.0 in LL= 60 psf Moment= 84.90 in-lb assumes three span condition minimum WL= 26 psf(Uplift) Actual Fb= 1,354 psi Lb/r= 62.59 OK Allow Fb= 16,139 psi 1"Alumilast decking is adequate to span 24" Actual Fv= 25 psi OK Allow Fv= 12000 psi Deflection= 0.0056 in L/ 4268 13228 NE 20th St,Suite 100,Bellevue,WA 98005 1(425)614-0949 '` Project: Dartmouth Apartments Pg.No: Al-Deck 1 UE Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Railine Sleeve Calculations(Glass) Loads: 200 lb @ Top of Post Stiffness Ratio 20 pif @ Rail,Any Direction Cpost= EI/ 3.50 ft 51 psf(Wind) Crail= El/ 3.42 ft _ 1 Ht of Glass 3.25 ft CR= 1.024 Pf= 1 Per AMP 510 Panel: -Conservative Post Layout 3.42 ft `� Moment At Post Conn: 3.50 ft 3.42 ft Mu= 700 lb-ft(Back Corner) 3.42 ft Mu= 700 lb-ft(Front Left Corner) Mu= 1057 lb-ft(Front Center Left) Mu= 1057 lb-ft(Front Center Right) Mu= 700 lb-ft(Front Right Corner) Sleave Conneciton Design: Weld Size: 3 /16 Fsw= 2.25 k/in S2= 1.95 Weld Filler: 5356 Ftu= 35.00 ksi Weld E.S.of Post: 5.75 in Fsu= 17.00 ksi Lw= 11.5 in Sw= 11.0 in^2 Base Material Alloy: 6005-T5(EX) Ftuw= 24.00 ksi Mallow= 12.74 k-in OK Fsuw= 13.00 ksi Mu= 12.68 k-in 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 I Project: Dartmouth Apartments Pg.No: Railing 1 4 Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Deck Balcony Types: 1 & - & - & - & - & - "_°' I Max Vert: 1.00 A Min Vert: 1.00 Tieback Slope: 1 horiz: 0.75 vert(min) 1.50 vert(max) ,wpm..r+.oa Load in Tie-Rod ORNIX"GO"'4°° -#2-1/2 Clevis EA End w/3/4"Dia Pin Tie Back Height ` ' P= 1.349 k(Ten.)or -0.42 k(Comp.) 3.50 ft , ,, t I-' L t Vert: 0.81 k(Ten.)or -0.25 k(Comp.) DL: 0.08 k "ofLL: 0.69 k P40111r0.4amuig. ,04141b SL: 0.29 k WL: -0.30 k V -r.r. oars V Horiz: 1.08 k ` LL: 0.11 k l��vrr "U ,,,,E �» LL: 0.92 k n•sa�wcaaa ALA..nae SL: 0.38 k Tie Back Depth WL: -0.40 k Tieback Plate: Anchor Forces: Ip= 36.00 in^2 : DL+LL DL+SL DL+0.75LL+0.75SL 1 Vvert(direct)= 0.77 k 0.37 k 0.81 k 6 in Thoriz(direct)= 1.02 k 0.49 k 1.08 k Thoriz(in-direct)= 0.57 k 0.27 k 0.61 k • Za= 0.58 k 0.27 k 0.61 k a= 70.56 deg 70.56 deg 70.56 deg Tieback Plate Bending: 3.00 in max 1.5 in Pvert= 0.81 k e= 4.50 in PL 3/8 "x 4 in #Anchors in Tension: 2 Fy= 36.00 ksi #Anchors in Shear: 4 Zx= 1.50 in^3 Sx= 1.00 in^3 0.5 in dia Lag Screws w/(1)6x8 Post Mu= 3.64 k-in Embedment= 5 1/2 in Mn= 53.15 k-in Thread= 3 1/8 in Mallow= 31.83 k-in OK Z allowable= 0.54 k(w/o Snow) Tieback Plate Weld: Wp allowable= 1.18 k(w/o Snow) Weld: 3 /16 Fillet Weld Fw= 3.34 k/in Allow Za allowable= 0.93 k(w/o Snow) OK Sw= 5.33 inA2 Z'a allowable= 1.07 k(w/Snow) OK Mallow= 17.82 k-in OK 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Tie-Rod Conn i AU E Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 J Deck Balcony Types: 2 & - & - & - & - & - v m'e I Max Vert: 1.00 °O"'00 ' Min Vert: 1.00 A ht Tieback Slope: 1 horiz: 0.75 vert(min) • ` 1.50 vert(max) ,..•„.a.,,.-..co Load in Tie-Rod '""C.e"°C""eP1 -#2-1/2 Clevis EA End w/3/4"Dia Pin Tie Back Height P= 1.948 k(Ten.)or -0.60 k(Comp.) 1lII1111111111 , 11111111 3.50 ft - 7 - Vert: 1.17 k(Ten.)or -0.36 k(Comp.) DL: 0.12 k LL: 0.99 k .V...":"" SL: 0.41 k WL: -0.43 k • • T ,!-., °.-1".c""",` Hertz: 1.56 k L„•..• DL: 0.15 k LL: 1.32 k SL: 0.55 k Tie Back Depth WL: -0.57 k Tieback Plate: Anchor Forces: Ip= 36.00 in^2 : DL+LL DL+SL DL+0.75LL+0.75SL Vvert(direct)= 1.11 k 0.53 k 1.17 k 6 in Thoriz(direct)= 1.48 k 0.70 k 1.56 k Thoriz(in-direct)= 0.83 k 0.40 k 0.88 k ill ® Za= 0.83 k 0.40 k 0.88 k a= 70.56 deg 70.56 deg 70.56 deg Tieback Plate Bending: 3.00 in max 1 1.5 in Pvert= 1.17 k e= 4.50 in PL 3/8 "x 4 in #Anchors in Tension: 2 Fy= 36.00 ksi #Anchors in Shear: 4 Zx= 1.50 in"3 Sx= 1.00 in^3 0.5 in dia Lag Screws w/(1)6x8 Post Mu= 5.26 k-in Embedment= 5 1/2 in Mn= 53.15 k-in Thread= 3 1/8 in Mallow= 31.83 k-in O K Z allowable= 0.54 k(w/o Snow) Tieback Plate Weld: Wp allowable 1.18 k(w/o Snow) Weld: 3 /16 Fillet Weld Fw= 3.34 k/in Allow Za allowable= 0.93 k(w/o Snow)OK Sw= 5.33 in^2 Z'a allowable= 1.07 k(w/Snow) OK Mallow= 17.82 k-in OK j 3 II kik 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Tie-Rod Conn 2 AU Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Dowel-Type Fasteners Yield Limit Analysis -Deck Tie Connection:Face Connection-Parallel to Grain Loading Connection Orientation= Main Member Long Side Connection Side Member Long Side Connection Side Member Steel Main Member Timber Add'!Blocking between Specific Gravity Specific Gravity 0.50 Main and Side Members: Lumber Size Lumber Size t= 0.00 in Timber Size Timber Size 6x8 Steel/A1umn Size It(in)] 0.50 umber of Members 1 Properties Screw= 1/2 in x 6 Dr= 0.371 in Rd E= 0.313 in Yield Modes Im,Is= 4.00 Om= 0.000 deg Yield Mode II= 3.60 Os= 0.000 deg Yield Modes IIIm,IIIs,IV= 3.20 Ke= 1 Screw in Main= 5.50 in Analysis Main Mbr Width= 5.5 in kl = 0.3030 lm= 5.50 in k2= 0.4684 Is= 0.5 in k3= 5.2578 Fyb= 45 ksi Re= 0.06 Rt= 11.00 Fem.par= 5600 psi Fem.perp= 3158 psi Fem= 5,600 psi Fes.par= 87000 psi Fes.perp= 87000 psi Fes= 87,000 psi Single Shear Double Shear Im= 2857 lb Im= 2857 lb Is= 4035 lb Is= 8069 lb II= 1358 lb IIIm= 1482 lb IIIs= 827 lb IIIs= 1654 lb IV= 540 lb IV= 1081 lb Cd= 1.00 Z= 1.00 Z'= 540 lb Z= 1081 lb Allowable Withdrawal: Screw Dimension Properties Cd= 1.00 Effective Thread: 3.188 in W= 378 lb/in Screw past main member: 0.00 in p= 3.13 in Eff Thread past main member: 0.00 in Wp= 1183 lb Eff Thread in side member: 0.00 in Thread in Main Member: 3.188 in 13228 NE 20th St,Suite 100,Bellevue,WA 980051(425)614-0949 4Project: Dartmouth Apartments Pg.No: Tie-Rod Corm 3 Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Tie-Rod Design(Deck Type lA and 1B) , Rod/\ Tie Rod Loads: Max Vert Dim: 9.75 ft Rod Length: Pipe 3.00 ft Min Vert Dim: 4.88 ft Max= 11.75 ft Horiz Dim: 6.50 ft Min= 8.08 ft Axial Load: 5.75 ft Cmax= 602 lb Rod -Stiffener Length if Tmax= 1,948 lb Req'd 3.00 ft Max Tie-Rod Analysis:(Assumes first 12"of rod on each end is threaded) Rod Dia: 0.75 Fy= 30 ksi Brace Load: = At= 0.33 in^2 Allowable Compressive Load: 0 Pu= 650 lb OK Ac= 0.44 in^2 P= 6,634 lb 0 a r= 0.187 in Allowable Tension Load: -o Stiffener: Yes o Lc= 12 in P= 6,000 lb OK Spacing: 24 in O.C.Max 1 Fe= 69.84 ksi Allowable Bending Moment: -Min(3)Points of Contact H Fcr= 25.06 ksi M= 747 lb-in At= 0.44 in^2 Allowable Compressive Load: Stability Load at Joint: c Ac= 0.44 inA2 P= 117 lb Ru= 6.5 lb r= 0.188 in Allowable Tension Load: t71 ? Lc= 141 in P= 7,936 lb OK Stiffener: Fe= 0.51 ksi Allowable Bending Moment: Mu= 112 lb-in Fcr= 0.44 ksi M= 1,190 lb-in At= 0.44 in^2 Allowable Compressive Load: Rod: n Ac= 0.44 in^2 P= 3,868 lb Mu= 336 lb-in a00i r= 0.188 in Allowable Tension Load: Lc= 24 in P= 7,936 lb O h Fe= 17.47 ksi Allowable Bending Moment: Fcr= 14.62 ksi M= 1,190 lb-in Check Tie-Rod: Un-Stiffened: Unity Analysis: Pu/Pallow Mu/Mallow Rod: 5.12 + 0.00 = 5.12 NG -Add Stiffener Stiffened: Stiffener: 3/4"SCH 40 Aluminum Pipe M allow= 1,190 lb-in 6063-T6(EX,PI) Unity Analysis: Pu/Pallow Mu/Mallow Pipe: 0.00 + 0.09 = 0.09 OK Rod: 0.17 + 0.28 = 0.45 OK / 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 i Project: Dartmouth Apartments Pg.No: Tie Rod 1 �� Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Weld of Angle to Knife or Back Plate:(Back Seats) Deck Balcony Type 1 Deck Balcony Type 2 N DL= 0 lb N DL= 0 lb v, LL= 0 lb �, LL= 0 lb E. SL= 0 lb o SL= 0 lb 4' WL= 0 lb f, w WL= 0 lb rx v, DL= 80 lb rY v, DL= 116 lb riirl �, LL= 686 lb ', LL= 991 lb u SL= 286 lb SL= 413 lb WL= -299 lb oa WL= -430 lb • Front Seats: 0 lb a Front Seats: 0 lb o 0 lb Back Seats: 809 lb Back Seats: 1169 lb 251 lb -361 lb Front Seats: Front Seats: V1,max= 0 lb V1,max= 0 lb ,D T1,max= 0 lb 43 T1,max= 0 lb a V2,max= 0 lb a V2,max= 0 lb x T2,max= 0 lb x T2,max= 0 lb ! Back Seats: Back Seats: • V 1,max= 254 lb03 V 1,max= 299 lb w TI,max= 223 lb w T1,max= 379 lb V2,max= 0 lb V2,max= 0 lb T2,max= 254 lb T2,max= 299 lb 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 I Project: Dartmouth Apartments Pg.No: Seat Conn 1 AUE Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 i Knife Plate(Maximum Eccentricity) Plate Type I) 3/8 " x 4 Sx= 1.00 in^3 Zx= 1.50 in^3 Sy= 0.09 in^3 Zy= 0.14 in^3 Mx allow= 31724 lb-in My allow= 3031 lb-in Deck Type Plate Type e(in) Mx,max My,max Mx/Mx,allow,My/My,allow Unity Deck Balcony Type 1 1 5 3832 1272 0.121 0.420 0.541 OK Deck Balcony Type 2 1 5 5534 1493 0.174 0.493 0.667 OK Note:All loads in table are in units of lb-in Weld Knife to Back Plate Weld Type I) 3 /16"Fillet Weld lw= 4 in E.S. Sx= 5.333 in^2 Sy= 2.000 in^2 Vx allow= 22,271 lb Mx allow= 14,847 lb-in Vy allow= 22,271 lb My allow= 5,568 lb-in Deck Type Weld Type e(in) Vx,max Mx,max Vy,max My,max Unity Deck Balcony Type 1 1 5 766 3832 254 1272 0.532 OK Deck Balcony Type 2 l 5 1107 5534 299 1493 0.704 OK Note:All loads in table are in units of lb-in and lb 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Seat Conn 2 AU Eiril Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro Architectural Aluminum Job No.: 20357 Deck Connection at Wood Structure Deck Balcony Type l DL+LL DL+3/4LL+3/4SL 4 in I MyLag Screw Group Mx= 3.83 k-in Mx= 4.05 k-in Ix= 17.00 in^2 Vx= 0.77 k Vx= 0.81 k Iv Mx Vy Iy= 49.00 in^2 Ip= 66.00 in^2 My= 0.00 k-in My= 0.00 k-in WifitSin io , Vy= 0.00 k Vy= 0.00 k ♦ A DL+SL 0.6*DL-WL #Screws in Shear: 4 Mx= 1.83 k-in Mx= 1.26 k-in #Bolts in Shear: 0 Vx= 0.37 k Vx= 0.25 k 1 in Typ 4 0 Total Fasteners= 4 7 in Note:#Screws in Shear in Vy My= 0.00 k-in My= 0.00 k-in 4 direction&Uplift is 2 01 Ijr Vy= 0.00 k Vy= 0.00 k 1.5 in Typ Vx DL+LL+E/1.4 DL+3/4LL+3/4SL+0.75E/1.4 Anchor Reactions:(Lag Screws,individual Screw Forces) Mx= 3.83 k-in Mx= 4.05 k-in Vx=0 0.19 k 0= 90.0 deg(V Only) Vx= 0.77 k Vx= 0.81 k n Vy= 0.00k T= 0.56 k a= 71.2 deg(V and T) My= 1.27 k-in My= 0.95 k-in I 3 Pa= 0.60 k Vy= 0.25 k Vy= 0.19 k Q Vx= 0.20 k 0= 90.0 deg(V Only) T= 0.22 k T= 0.17 k Vy= 0.00 k or or 3 T= 0.60 k a= 71.2 deg(V and T) My= 0.00 k-in My= 0.00 k-in Pa= 0.63 k Vy= 0.00 k Vy= 0.00 k Vx= 0.13 k T= 0.25 k T= 0.19 k -zic 0= 90.0 deg(V Only) 3 Vy= 0.00 k 3 T= 0.18 k a= 55.8 deg(V and T) Pa= 0.22 k o Vx= 0.20 k I Lag Screw in 6x Member 0= 57.8 deg(V Only) N Vy= 0.13 k 0.5 in dia Lag Screws w/(1)6x12 Min Rim li' T= 0.71 k a= 71.4 deg(V and T) Embedment= 5 1/2 in 3 Pa= 0.75 k Thread= 3 1/8 in Z allow= 0.54 k(0=0)(w/o Snow) Z allow= 0.33 k(0=90)(w/o Snow) Wp allow= 1.18 k(w/o Snow) Combined Withdrawal and Shear: Z'a allow= 0.93 k(w/o Snow) Z'a allow= 1.07 k(w/Snow) Z'a allow= 1.04 k(w/Wind) Z'a allow= 1.55 k(w/Seismic) Pa= 0.60 k(w/o Snow) 0.64 OK Pa= 0.63 k(w/snow) 4' 0.59 OK a' Pa= 0.22 k(w/Wind) 0.21 OK Pa= 0.75 k(w/Seismic) 0.48 OK 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Seat Conn 3 AUE Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Deck Connection at Wood Structure Deck Balcony Type 1 DL+LL DL+3/4LL+3/4SL ' 4 in A My i Lag Screw Group Mx= 3.83 k-in Mx= 4.05 k-in j I O Ix= 17.00 in^2 Vx= 0.77 k Vx= 0.81 k ir Mx Vy ly= 49.00 in^2 Ip= 66.00 in^2 My= 0.00 k-in My= 0.00 k-in 5 in1111111111/11111100 [ > Vy= 0.00 k Vy= 0.00 k AV O I O DL+SL 0.6*DL-WL v _______1 L_ #Screws in Shear: 0 Mx= 1.83 k-in Mx= 1.26 k-in #Bolts in Shear: 2 Vx= 0.37 k Vx= 0.25 k 1 in Typ + 0 Total Fasteners= 4 7 in My= 0.00 k-in My= 0.00 k-in 1 Vx Vy= 0.00 k Vy= 0.00 k 1.5 in Typ DL+LL+E/1.4 DL+3/4LL+3/4SL+0.75E/1.4 Anchor Reactions:(Lag Screws,individual Screw Forces) Mx= 3.83 k-in Mx= 4.05 k-in 3 Vx= 0.38 k 0= 90.0 deg(V Only) Vx= 0.77 k Vx= 0.81 k cc Vy= 0.00 k o T= 0.56 k a= 55.8 deg(V and T) My= 1.27 k-in My= 0.95 k-in 3 Pa= 0.68 k Vy= 0.25 k Vy= 0.19 k 3 Vx= 0.40 k 0= 90.0 deg(V Only) T= 0.22 k T= 0.17 k °n Vy= 0.00 k or or cn T= 0.60 k a= 55.8 deg(V and T) My= 0.00 k-in My= 0.00 k-in Pa= 0.72 k Vy= 0.00 k Vy= 0.00 k Vx= 0.13 k T= 0.25 k T= 0.19 k c 0= 90.0 deg(V Only) 3• Vy= 0.00 k 3 T= 0.18 k a= 55.8 deg(V and T) Pa= 0.22 k o Vx= 0.40 k 0= 72.5 deg(V Only) Thru-Bolt Connection Vy= 0.13 k 0.5 in dia Thru Bolt w/(1)6x12 Min Blocking c4 T= 0.77 k a= 61.0 deg(V and T) Z allow= 0.98 k(0=0)(w/o Snow) Pa= 0.88 k Z allow= 0.60 k(0=90)(w/o Snow) Wp allow= N/A k(w/o Snow) Shear only on Bolts Z'0 allow= 0.60 k(w/o Snow) Z'0 allow= 0.69 k(w/Snow) Z'O allow= 0.96 k(w/Wind) Z'0 allow= 0.99 k(w/Seismic) V0= 0.38 k(who Snow) 0.64 OK V 0= 0.40 k(w/snow) .' 0.59 OK c V 0= 0.13 k(w/Wind) 0.13 OK VO= 0.42 k(w/Seismic) 0.43 OK Bolt Option Check Bearing for Tension-(Assumed DF#2,G=0.50) Fc.perp= 625 psi Load w/o Snow: 282 psi OK Washer Width: 1.50 in Load w/Snow: 297 psi OK c, Hole Dia: 0.56 in w Load w/Wind: 92 psi OK A= 2.00 in^2 Load w/Seismic: 383 psi OK 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Seat Conn 4 AUE Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Deck Connection at Concrete Structure Deck Balcony Type I _ 1.4DL I.2DL+1.6LL+0.5SL R1) Lag Screw Group Mx= 0.56 k-in Mx= 6.69 k-in l Ix= 17.00 in^2 Vx= 0.11 k Vx= 1.34 k if M\ Vy Iy= 64.00 in^2 Ip= 81.00 inA2 My= 0.00 k-in My= 0.00 k-in 5 in Vy= 0.00 k Vy= 0.00 k V ♦ 0 I O 1.2DL+0.5LL+1.6SL 0.9DL-1.0W 7 #Screws in Shear: 0 Mx= 4.48 k-in Mx= 2.13 k-in #Anchors in Shear: 4 Vx= 0.90 k Vx= 0.43 k 1.5 in Typ A 0 Total Fasteners= 4 8 in My= 0.00 k-in My= 0.00 k-in 4 4 Vx ] Vy= 0.00 k Vy= 0.00 k 1.5 in Typ -..._. 1.2DL+1.0E+1.OLL+0.2SL Concrete Anchorage Design Mx= 4.20 k-in Controlling Case: 1.2DL+1.0E+ LOLL+0.2SL Vx= 0.84 k Mx= 4.20 k-in Vx= 0.84 k My= 1.78 k-in My= 1.78 k-in Vy= 0.36 k Vy= 0.36 k T= 0.31 k T= 0.36 k or My= 0.00 k-in S2= 2.5 Vy= 0.00 k Mx*S2= 4.20 k-in T= 0.36 k Vx*S2= 0.84 k My*s2= 4.45 k-in Vy*fl= 0.89 k T*S2= 0.89 k Embed P1: 1/2 " x 8 " x 11 " ` Anchorage= (4)1/4"H4L Nelson Welded Studs Embedment= 3 3/4 in Note:See attached Hilti Profis analysis"Dartmouth Concrete Anchorage"for anchorage analysis Information _. Stress distribution Steel 36000 psi I 32388 psi Maximum stress 32388 psi Calculated plate thickness 0.410 inch (_i Show grayscale 1i j I CT" Al fr Save image Copy to*hoard 1 i Adopt thickness 1 Close window -._-1 j 1 0 psi 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 1" Project: Dartmouth Apartments Pg.No: Seat Conn 5 AU E Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Deck Type: Deck Balcony Type 1 Angle Leg Bending Plate: 3/8 " x 6 " Sx= 2.25 in^3 Sy= 0.14 in^3 Zx= 3.38 in^3 Zy= 0.21 in^3 Mx allow= 71965 lb-in My allow= 4547 lb-in e= 2.50 in Mx= 0 lb-in Mx/Mx allow= 0.00 My= 2023 lb-in My/My allow= 0.44 Unity= 0.44 OK Closure Plate Bending Uplift= 251 lb Shear= 254 lb(Seismic-Parallel to Builidng) — e Tension= 254 lb(Seismic-Away from Builidng) Plate: 1/4 " x 2 " x 6 " — Sx= 1.50 in^3 Sy= 0.06 in^3 e= 1.0625 in Zx= 2.25 in'3 Zy= 0.09 in^3 Mx= 270 lb-in OK Mx allow= 48028 lb-in My allow= 2021 lb-in My= 270 lb-in OK Closure Plate Weld Weld Size= 3/16 in e= 1.0625 in 1w= 12.00 in Mmax= 270.4 lb-in Mu/Mallow= 0.04 OK Sx= 2.25 in2 Vmax= 254.5 lb Vu/Vallow= 0.01 OK Mallow= 6265 lb-in OR Unity= 0.05 OK Vallow= 33411 lb Vmax= 254.5 lb Vu/Vallow= 0.01 OK Loading on Shear Screws Screw: 1/4 "TEK Screw Alternate Connection #of Screws: 3 Bolt: LHBM08#1 5/16 x 2" Vallow= 917 lb 349 lb (Screw Strength) Tallow= 2045 lb Vallow= 458 lb (Bearing Capacity) 226 lb (Capacity Due to 5/8"Max EPDM) Vu= 254 lb Tu= 251 lb Vallow= 678 lb Unity= 0.40 OK Uplift Force 251 lb In-Plane Shear= 254 lb Vu/Mallow= 0.37 OK Vu/Mallow= 0.38 OK Max Clamp= 0.875 in Min Clamp= 0.250 in Clamp= 0.625 in OK i I 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 I Project: Dartmouth Apartments Pg.No: Seat Conn 6 U Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Deck Connection at Wood Structure Deck Balcony Type 2 DL+LL DL+3/4LL+3/4SL 4 inT _My Lag Screw Group Mx= 5.53 k-in Mx= 5.84 k-in I Ix= 17.00 in'2 Vx= 1.11 k Vx= 1.17 k It Mx Vy Iy= 49.00 in'2 Ip= 66.00 inA2 My= 0.00 k-in My= 0.00 k-in 5 in neft #, re. Vy= 0.00 k Vy= 0.00 k • A DL+SL 0.6'DL-W L y _J IL_ #Screws in Shear: 4 Mx= 2.64 k-in Mx= 1.80 k-in #Bolts in Shear: 0 Vx= 0.53 k Vx= 0.36 k 1 in Typ 4 0 Total Fasteners= 4 7 in Note:#Screws in Shear in Vy My= 0.00 k-in My= 0.00 k-in direction&Uplift is 2 4 ' Vx Vy= 0.00 k Vy= 0.00 k 1.5 in Typ DL+LL+E/1.4 DL+3/4LL+3/4SL+0.75E/1.4 Anchor Reactions:(Lag Screws,individual Screw Forces) Mx= 5.53 k-in Mx= 5.84 k-in 0 Vx= 0.28 k 0= 90.0 deg(V Only) Vx= 1.11 k Vx= 1.17 k n Vy= 0.00 k o T= 0.81 k a= 71.2 deg(V and T) My= 1.49 k-in My= 1.12 k-in 3 Pa= 0.86 k Vy= 0.30 k Vy= 0.22 k o Vx= 0.29 k 0= 90.0 deg(V Only) T= 0.38 k T= 0.28 k c Vy= 0.00 k or or 3 T= 0.86 k a= 71.2 deg(V and T) My= 0.00 k-in My= 0.00 k-in Pa= 0.91 k Vy= 0.00 k Vy= 0.00 k Vx= 0.18 k T= 0.30 k T= 0.22 k -ci0= 90.0 deg(V Only) 3 Vy= 0.00 k 3 T= 0.27 k a= 55.8 deg(V and T) Pa= 0.32 k o Vx= 0.29 k 0= 62.9 de V Onl Lag Screw in 6x Member E Vy= 0.15 k g( Y) 0.5 in dia Lag Screws w/(1)6x12 Min Member a, c/' T= 1.02 k a= 72.1 deg(V and T) Embedment= 5 1/2 in Pa= 1.07 k Thread= 3 1/8 in Z allow= 0.54 k(0=0)(w/o Snow) Z allow= 0.33 k(0=90)(w/o Snow) Wp allow= 1.18 k(w/o Snow) Combined Withdrawal and Shear: Z'a allow= 0.93 k(w/o Snow) Z'a allow= 1.07 k(w/Snow) Z'a allow= 1.04 k(w/Wind) Z'a allow= 1.55 k(w/Seismic) Pa= 0.86 k(w/o Snow) 0.92 OK Pa= 0.91 k(w/Snow) ' 0.85 OK Pa= 0.32 k(w/wind) f 0.31 OK Pa= 1.07 k(w/Seismic) 0.69 OK 13228 NE 20th St,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Dartmouth Apartments Pg.No: Seat Conn 7 AUE4 Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro Architectural Aluminum Job No.: 20357 qar Deck Connection at Wood Structure Deck Balcony Type 2 DL+LL DL+3/4LL+3/4SL 4 ;n I My ` Lag Screw Group Mx= 5.53 k-in Mx= 5.84 k-in O * Ix= Iy= 17.00 in^2 Vx= 1.11 k Vx= 1.17 k 4 Mx Vy 49.00 in^2 Ip= 66.00 in^2 My= 0.00 k-in My= 0.00 k-in 5 in Vy= 0.00 k Vy= 0.00 k ODL+SL 0.6*DL-WL _J #Screws in Shear: 0 Mx= 2.64 k-in Mx= 1.80 k-in #Bolts in Shear: 2 Vx= 0.53 k Vx= 0.36 k 1 in Typ 4__ 0 Total Fasteners= 4 7 i 4n My= 0.00 k-in My= 0.00 k-in 4 � Vx Vy= 0.00 k Vy= 0.00 k 2 in Typ DL+LL+E/1.4 DL+3/4LL+3/4SL+0.75E/1.4 Anchor Reactions:(Lag Screws,individual Screw Forces) Mx= 5.53 k-in Mx= 5.84 k-in 3 Vx= 0.55 k O= 90.0 deg(V Only) Vx= 1.11 k Vx= 1.17 k n Vy= 0.00 k T= 0.81 k a= 55.8 deg(V and T) My= 1.49 k-in My= 1.12 k-in 3 Pa= 0.98 k Vy= 0.30 k Vy= 0.22 k Vx= 0.58 k T= 0.38 k T= 0.28 k 3 0= 90.0 deg(V Only) c Vy= 0.00 k or or 3 T= 0.86 k a= 55.8 deg(V and T) My= 0.00 k-in My= 0.00 k-in Pa= 1.04 k Vy= 0.00 k Vy= 0.00 k Vx= 0.18 k T= 0.30 k T= 0.22 k -cs0= 90.0 deg(V Only) L- Vy= 0.00 k 3 T= 0.27 k a= 55.8 deg(V and T) Pa= 0.32 k o Vx= 0.58 k Thru-Bolt Connection 9= 75.7 deg(V Only) R Vy= 0.15 k 0.5 in dia Thru Bolt w/(1)6x12 Min Blocking rn T= 1.11 k a= 61.5 deg(V and T) Z allow= 0.98 k(0=0)(w/o Snow) Pa= 1.26 k Z allow= 0.60 k(0=90)(w/o Snow) Wp allow= N/A k(w/o Snow) Shear only on Bolts TO allow= 0.60 k(w/o Snow) TO allow= 0.69 k(w/Snow) TO allow= 0.96 k(w/Wind) TO allow= 0.98 k(w/Seismic) V O= 0.55 k(w/o Snow) 0.93 OK VO= 0.58 k(w/Snow) 0.85 OK .o VO= 0.18 k(w/Wind) 0.19 OK VO= 0.60 k(w/Seismic) 0.62 OK Bolt Option Check Bearing for Tension-(Assumed DF#2,G=0.50) Fc.perp= 625 psi Load w/o Snow: 407 psi OK Washer Width: 1.50 in 0 Load w/Snow: 429 psi OK Q. Hole Dia: 0.56 in w Load w/Wind: 133 psi OK A= 2.00 in^2 Load w/Seismic: 555 psi OK 13228 NE 20th St,Suite 100,BeLevue,WA 98005 I(425)614-0949 ( ' Project: Dartmouth Apartments Pg.No: Seat Conn 8 AUE Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Deck Connection at Concrete Structure Deck Balcony Type 2 1.4DL I.2DL+1.6LL+0.5SL My Lag Screw Group Mx= 0.81 k-in Mx= 9.66 k-in ♦ Ix= 17.00 in^2 Vx= 0.16 k Vx= 1.93 k i Mx l �Vy Iy= 64.00 in^2 Ip= 81.00 in^2 My= 0.00 k-in My= 0.00 k-in 5 in Vy= 0.00 k Vy= 0.00 k ♦V 0 I 0 1.2DL+0.5LL+1.6SL 0.9DL-1.0W y -J #Screws in Shear: 0 Mx= 6.48 k-in Mx= 3.07 k-in #Anchors in Shear: 4 Vx= 1.30 k Vx= 0.61 k 1.5 in Typ r 0 Total Fasteners= 4 8 in My= 0.00 k-in My= 0.00 k-in 4 11 .8, Vx Vy= 0.00 k Vy= 0.00 k 1.5 in Typ 1.2DL+1.0E+LOLL+0.2SL Concrete Anchorage Design Mx= 6.06 k-in Controlling Case: 1.2DL+1.0E+LOLL+0.2SL Vx= 1.21 k Mx= 6.06 k-in Vx= 1.21 k My= 2.09 k-in My= 2.09 k-in Vy= 0.42 k Vy= 0.42 k T= 0.53 k T= 0.53 k or My= 0.00 k-in S2= 2.5 Vy= 0.00 k Mx*S2= 6.06 k-in T= 0.42 k Vx*12= 1.21 k My*S2= 5.23 k-in Vy*S1= 1.05 k T*S2= 1.33 k Embed PI: 1/2 " x 8 " x 11 " Anchorage= (4)1/4"H4L Nelson Welded Studs Embedment= 3 3/4 in Note:See attached Hilti Profis analysis"Dartmouth Concrete Anchorage"for anchorage analysis Information Stress distnbunon Steel 36000 psi 32388 psi 1a ornum stress 32388 psi Calculated plate thickness 0.410 inch ❑Showorayscale Save image Copy to clipboard Adopt thickness Close window i 1�..__. _.... Ups' 1 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 ' Project: Dartmouth Apartments Pg.No: Seat Conn 9 + LIE Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 1 Deck Type: Deck Balcony Type 2 Angle Leg Bending Plate: 3/8 " x 6 " Sx= 2.25 inA3 Sy= 0.14 inA3 Zx= 3.38 inA3 Zy= 0.21 inA3 Mx allow= 71965 lb-in My allow= 4547 lb-in e= 2.50 in Mx= 0 lb-in Mx/Mx allow= 0.00 My= 2922 lb-in My/My allow= 0.64 Unity= 0.64 OK Closure Plate Bending Uplift= 361 lb Shear= 299 lb(Seismic-Parallel to Builidng) — e Tension= 379 lb(Seismic-Away from Builidng) IS Plate: 1/4 " x 2 " x 6 " — Sx= 1.50 inA3 Sy= 0.06 inA3 e= 1.0625 in Zx= 2.25 inA3 Zy= 0.09 inA3 Mx= 317 lb-in OK Mx allow= 48028 lb-in My allow= 2021 lb-in My= 402 lb-in OK Closure Plate Weld Weld Size= 3/16 in e= 1.0625 in lw= 12.00 in Mmax= 402.4 lb-in Mu/Mallow= 0.06 OK Sx= 2.25 in2 Vmax= 378.8 lb Vu/Vallow= 0.01 OK Mallow= 6265 lb-in OR Unity= 0.08 OK Vallow= 33411 lb Vmax= 378.8 lb VuNallow= 0.01 OK Loading on Shear Screws Screw: l i4 "TEK Screw Alternate Connection #of Screws: 3 Bolt: LHBM08#1 5/16 x 2" Vallow= 917 lb 349 lb (Screw Strength) Tallow= 2045 lb Vallow= 458 lb (Bearing Capacity) 226 lb (Capacity Due to 5/8"Max EPDM) Vu= 379 lb Tu= 361 lb Vallow= 678 lb Unity= 0.59 OK Uplift Force 361 lb In-Plane Shear= 299 lb VuNallow= 0.53 OK VuNallow= 0.44 OK Max Clamp= 0.875 in Min Clamp= 0.250 in Clamp= 0.625 in OK 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Seat Conn 10 IIIIAU E Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 • Dowel-Type Fasteners Yield Limit Analysis -Deck Connection:Deck Angle Seat Parallel to Grain Load-6x Member Connection Orientation= Main Member Long Side Connection Side Member Long Side Connection Side Member Steel Main Member Timber Specific Gravity Specific Gravity 0.50 Lumber Size Lumber Size Timber Size Timber Size 6x12 Steel/Alumn Size(t(in)] 0.50 #of Members 1 Properties I Screw= 1/2 in x 6 Dr= 0.371 in Rd E= 0.313 in Yield Modes Im,Is= 4.00 Om= 0.000 deg Yield Mode II= 3.60 Os= 0.000 deg Yield Modes IIIm,Ills,IV= 3.20 Ke= 1 Screw in Main= 5.5 in Analysis Main Mbr Width= 5.5 in kl= 0.3030 Im= 5.50 in k2= 0.4684 Is= 0.5 in k3= 5.2578 Fyb= 45 ksi Re= 0.06 Rt= 11.00 Fem.par= 5600 psi Fem.perp= 3158 psi Fem= 5,600 psi Fes.par= 87000 psi Fes.perp= 87000 psi Fes= 87,000 psi Single Shear Double Shear Im= 2857 lb Im= 2857 lb Is= 4035 lb Is= 8069 lb II= 1358 lb IIIm= 1482 lb IIIs= 827 lb IIls= 1654 lb IV= 540 lb IV= 1081 lb Z= 540 1b Z= 1081 1b Allowable Withdrawal: Screw Dimension Properties Cd= 1.00 Effective Thread: 3.188 in W= 378 lb/in Screw past main member: 0.00 in p= 3.13 in Eff Thread past main member: 0.00 in Wp= 1183 lb Eff Thread in side member: 0.00 in Thread in Main Member: 3.188 in r 1 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 ' Project: Dartmouth Apartments Pg.No: Seat Attach 1 UE Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Dowel-Type Fasteners Yield Limit Analysis -Deck Connection:Deck Angle Seat Perpendicular to Grain Load-6x Member Connection Orientation= Main Member Long Side Connection Side Member Long Side Connection Side Member Steel Main Member Timber Specific Gravity Specific Gravity 0.50 Lumber Size Lumber Size Timber Size Timber Size 6x12 Steel/Alumn Size ft(in)] 0.50 umber of Member; 1 Properties Screw= 1/2 in x 6 Dr= 0.371 in Rd E= 0.313 in Yield Modes Im,Is= 5.00 Om= 90.000 deg Yield Mode II= 4.50 Os= 0.000 deg Yield Modes IIIm,IIIs,IV= 4.00 Ie= 1.25 Screw in Main= 5.5 in Analysis Main Mbr Width= 5.5 in kl= 0.1843 1m= 5.50 in k2= 0.4557 is= 0.5 in k3= 7.2315 Fyb= 45 ksi Re= 0.04 Rt= 11.00 Fem.par= 5600 psi Fem.perp= 3158 psi Fem= 3,158 psi Fes.par= 87000 psi Fes.perp= 87000 psi Fes= 87,000 psi i Single Shear Double Shear Im= 1289 lb Im= 1289 lb Is= 3228 lb Is= 6455 lb II= 661 lb IIIm= 684 lb IIIs= 520 lb IIIs= 1040 lb IV= 329 lb IV= 658 lb Z= 329 lb Z= 658 lb Allowable Withdrawal: Screw Dimension Properties Cd= 1.00 Effective Thread: 3.188 in W= 378 lb/in Screw past main member: 0.00 in p= 3.13 in Eff Thread past main member: 0.00 in Wp= 1183 lb Eff Thread in side member: 0.00 in Thread in Main Member: 3.188 in 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 ' ""ti Project: Dartmouth Apartments Pg.No: Seat Attach 2 U - Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Dowel-Type Fasteners Yield Limit Analysis -Deck Connection:Deck Angle Seat Parallel to Grain Load Connection Orientation= Main Member Long Side Connection Side Member Long Side Connection Side Member Steel Main Member Timber Specific Gravity Specific Gravity 0.50 Lumber Size Lumber Size Timber Size Timber Size 6x12 Steel/Alumn Size ft(in)] 0.50 #of Members 1 Properties Dowel Dia= 1/2 in Rd Yield Modes Im,Is= 4.00 6m= 0.000 deg Yield Mode II= 3.60 Os= 0.000 deg Yield Modes IIIm,Ills,IV= 3.20 Ke= 1 Analysis kl = 0.3030 lm= 5.5 in k2= 0.4760 Is= 0.5 in k3= 5.6431 Fyb= 45 ksi Re= 0.06 Rt= 11.00 Fem.par= 5600 psi Fem.perp= 3158 psi Fem= 5,600 psi Fes.par= 87000 psi Fes.perp= 87000 psi Fes= 87,000 psi Single Shear Double Shear Im= 3850 lb Im= 3850 lb Is= 5438 lb Is= 10875 lb II= 1830 lb IIIm= 2030 lb IIIs= 1196 lb IIIs= 2392 lb lV= 982 lb IV= 1963 lb Z= 982 lb Z= 1963 lb 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Seat Attach 3 UE Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Dowel-Type Fasteners Yield Limit Analysis -Deck Connection:Deck Angle Seat Perpendicular to Grain Load Connection Orientation= Main Member Long Side Connection Side Member Long Side Connection Side Member Steel Main Member Timber Specific Gravity Specific Gravity 0.50 Lumber Size Lumber Size Timber Size Timber Size 6x12 Steel/Alum Size It(in)] 0.50 umber of Members 1 Properties Dowel Dia= 1/2 in Rd Yield Modes Im,Is= 5.00 Om= 90.000 deg Yield Mode II= 4.50 Os= 0.000 deg Yield Modes IIIm,IIIs,IV= 4.00 Ke= 1.25 Analysis kl = 0.1843 lm= 5.5 in k2= 0.4686 Is= 0.5 in k3= 7.7437 Fyb= 45 ksi Re= 0.04 Rt= 11.00 Fem.par= 5600 psi Fem.perp= 3158 psi Fem= 3,158 psi Fes.par= 87000 psi Fes.perp= 87000 psi Fes= 87,000 psi Single Shear Double Shear Im= 1737 lb Im= 1737 lb Is= 4350 lb Is= 8700 lb II= 891 lb IIIm= 948 lb IIIs= 750 lb IIIs= 1501 lb IV= 598 lb IV= 1195 lb Z= 598 1b Z= 1195 lb 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Seat Attach 4 A E Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 11.11111`T1 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: Dartmouth Concrete Anchorage Date: 12/3/2021 Fastening point: Specifiers comments: 1 Input data Anchor type and diameter: AWS D1.1 GR.B 1/2 Item number: not available Effective embedment depth: het=3.750 in. Material: Evaluation Service Report: Hilti Technical Data Issued I Valid: -I- Proof: Design Method ACI 318-14/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: lx x ly x t=8.000 in.x 11.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Rectangular plates and bars(AISC),;(L x W x T)=4.000 in.x 0.375 in. Base material: cracked concrete,4000,fb'=4,000 psi;h=6.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Seismic loads(cat.C, D, E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(c)) z- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[Ib,in.Ib] 3 c p' „ e2„, s 3,_1416,6 112 t�s • Prp-^' t iXf Pd ..111111111 S f d ii �P P V 40111 0,227 X 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 1 10111 rril Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Dartmouth Concrete Anchorage Date: 12/3/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[in.lb] Seismic Max. Util.Anchor[%] 1 Combination 1 N=1,110;Vx=1,213;Vy=-1,046; yes 69 Mx=5,227;My=6,064;Mz=0; 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 7,, 2 111411111111111111 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: Dartmouth Concrete Anchorage Date: 12/3/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity SN/l;v[%] Status Tension Concrete Breakout Failure 1,901 6,442 30/- OK Shear Concrete edge failure in direction y- 1,602 2,336 -/69 OK Loading I3N �v Utilization 13N,v[%] Status Combined tension and shear loads 0.295 0.686 5/3 67 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! 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 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3 11.111.T1 Hilti PROFIS Engineering 3.0.73 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Dartmouth Concrete Anchorage Date: 12/3/2021 Fastening point: 4 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 Hilti is a registered Trademark of Hilti AG,Schaan 4 I ` Aluminumn Tube Design Capacity I Beam Design (Simple Span) A + + �+ +P'+l+ + + L=N/A ft B Lbx= 2.00 ft I' a b Lby= 2.00 ft ^ 0. 1 Closed Shape: Un-Welded Welded Profile: A6.112.18 Ftu= 38 ksi Fsu= 24 ksi Ftu= 24 ksi Fsu= 15 ksi Fty= 35 ksi Fsy= 21 ksi Fty= 13 ksi Fsy= 8 ksi Alloy: 6005-T5(EX) Fcy= 35 ksi Fcy= 13 ksi E= 10100 ksi Profile Variables: A= 1.81 in^2 fillet= 0.00 in Sx= 2.40 in^3 Sy= 1.00 in^3 bf= 1.50 in d= 6.00 in Ix= 7.20 in^4 Iy= 0.75 in^4 tf= 0.13 in tw= 0.13 in rx= 1.99 in ry= 0.64 in Web b/t= 46.00 cx+= 0.75 in cy+= 3.00 in C= 2.02 in^3 Flange b/t= 11.00 cx-= 0.75 in cy-= 3.00 in J= 2.25 in^4 mx bending= 0.65 my bending= 0.65 Allowable Loads:(See Following Sheets for Analysis) Bending: X-X Un-Welded= 37.40 k-in Y-Y Un-Welded= 12.63 k-in Welded= 18.90 k-in Welded= 6.51 k-in Shear: X-X Un-Welded= 17.37 k Y-Y Un-Welded= 4.77 k Welded= 7.09 k Welded= 1.77 k Torsion: Un-Welded= 38.59 k-in Welded= 15.75 k-in -Note:Beams Shapes are only evaluated for capacity with give unbraced length. Analysis to evaluate acceptability of beam is done in the deck analysis 1 I I 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 f Project: Dartmouth Apartments Pg.No: AT 1 LIE Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 r Bending: Analysis:(X-X) I Lateral-Torsional Buckling S2= 1.65 Cb= 1.00 S2= 1684.75 (Un-welded) Slenderness Ratio= 9.41 S2= 8071.83 (Welded) Mallow(LTB): Fb= 38.16 ksi(Un-welded) Mn/S2= 55.48 k-in(Un-Welded) Fb= 14.15 ksi(Welded) Mn/S2= 20.58 k-in(Welded) Flange Check S2 typ= 1.65 S1= 20.81 (Un-welded) S1= 29.36 (Welded) S2 rupture= 1.95 S2= 32.77 (Un-welded) S2= 62.16 (Welded) Fb= 25.72 ksi(Un-welded) Fb= 35.00 ksi(Un-welded) Fb= 13.00 ksi(Welded) Fb= 13.00 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/S2= 37.40 k-in(Un-Welded) Mn/S2= 50.89 k-in(Un-Welded) Mn/S2= 18.90 k-in(Welded) Mn/S2= 18.90 k-in(Welded) Web Check S2= 1.65 S1= 49.28 (Un-welded) Si= 66.93 (Welded) 0 rupture= 1.95 S2= 77.22 (Un-welded) S2= 132.79 (Welded) Fb= 36.53 ksi(Un-welded) Fb= 45.50 ksi(Un-welded) Fb= 16.90 ksi(Welded) Fb= 16.90 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/S2= 53.11 k-in(Un-Welded) Mn/S2= 66.15 k-in(Un-Welded) Mn/S1= 24.57 k-in(Welded) Mn/SZ= 24.57 k-in(Welded) Analysis:(Y-Y) Lateral-Torsional Buckling 0= 1.65 Cb= 1.00 S2= 1684.75 (Un-welded) Slenderness Ratio= 11.95 S2= 8071.83 (Welded) Mallow(LTB): Fb= 38.01 ksi(Un-welded) Mn/S2= 23.08 k-in(Un-Welded) Fb= 14.11 ksi(Welded) Mn/S2= 8.57 k-in(Welded) • Web Check S2 typ= 1.65 Si= 20.81 (Un-welded) S1= 29.36 (Welded) S2 rupture= 1.95 S2= 32.77 (Un-welded) S2= 62.16 (Welded) Fb= 25.72 ksi(Un-welded) Fb= 20.79 ksi(Un-welded) Fb= 13.00 ksi(Welded) Fb= 10.72 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/52= 15.62 k-in(Un-Welded) Mn/S2= 12.63 k-in(Un-Welded) Mn/S2= 7.90 k-in(Welded) Mn/S2= 6.51 k-in(Welded) Flange Check S2 typ= 1.65 S1 = 49.28 (Un-welded) S1= 66.93 (Welded) 12 rupture= 1.95 S2= 77.22 (Un-welded) S2= 132.79 (Welded) Fb= 36.53 ksi(Un-welded) Fb= 45.50 ksi(Un-welded) Fb= 16.90 ksi(Welded) Fb= 16.90 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/S2= 22.19 k-in(Un-Welded) Mn/52= 27.64 k-in(Un-Welded) Mn/S2= 10.26 k-in(Welded) Mn/52= 10.26 k-in(Welded) 141116 13228 NE 20th St,Suite 100,Bellevue,WA 98005 1(425)614-0949 Project: Dartmouth Apartments Pg.No: AT 2 AU E Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Shear Analysis:(X-X) 0= 1.65 S1= 35.29 (Un-welded) S1= 49.51 (Welded) S2= 63.16 (Un-welded) S2= 136.43 (Welded) Vallow: Fs= 19.11 ksi(Un-welded) Vn/52= 17.37 k(Un-Welded) Fs= 7.80 ksi(Welded) Vn/Q= 7.09 k(Welded) Analysis:(Y-Y) 52= 1.65 Si= 35.29 (Un-welded) Si= 49.51 (Welded) S2= 63.16 (Un-welded) S2= 136.43 (Welded) Vallow: Fs= 21.00 ksi(Un-welded) Vn/S2= 4.77 k(Un-Welded) Fs= 7.80 ksi(Welded) Vn/Q= 1.77 k(Welded) i Torsion r �1 Analysis: 52= 1.65 Vallow: r Fs= 19.11 ksi(Un-welded) Tn/52= 38.59 k-in(Un-Welded) a l Fs= 7.80 ksi(Welded) Tn/52= 15.75 k-in(Welded) r 0 f 1 ` I ki„k 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 iProject: Dartmouth Apartments Pg.No: AT 3 j U 4 Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 IMF Aluminumn Tube Design Capacity , Beam Design (Simple Span) 4, 4, 4 4 4 '4 4 4 j 4 L= N/A ft A /747 Lbx= 3.00 ft L a b B b, Lby= 3.00 ft 4 1 Closed Shape: Un-Welded Welded Profile: A8.2.18 Ftu= 38 ksi Fsu= 24 ksi Ftu= 24 ksi Fsu= 15 ksi Fty= 35 ksi Fsy= 21 ksi Fty= 13 ksi Fsy= 8 ksi Alloy: 6005-T5(EX) Fcy= 35 ksi Fcy= 13 ksi E= 10100 ksi Profile Variables: A= 2.44 in^2 fillet= 0.00 in Sx= 4.36 in^3 Sy= 1.87 in^3 bf= 2.00 in d= 8.00 in Ix= 17.45 in^4 Iy= 1.87 in^4 tf= 0.13 in tw= 0.13 in rx= 2.68 in ry= 0.88 in Web b/t= 62.00 cx+= 1.00 in cy+= 4.00 in C= 3.69 in^3 Flange b/t= 15.00 cx-= 1.00 in cy-= 4.00 in J= 5.59 in^4 mx bending= 0.65 my bending= 0.65 Allowable Loads:(See Following Sheets for Analysis) Bending: X-X Un-Welded= 68.01 k-in Y-Y Un-Welded= 17.50 k-in Welded= 34.37 k-in Welded= 9.68 k-in Shear: X-X Un-Welded= 19.73 k Y-Y Un-Welded= 6.36 k Welded= 8.69 k Welded= 2.36 k Torsion: Un-Welded= 60.08 k-in Welded= 26.47 k-in -Note:Beams Shapes are only evaluated for capacity with give unbraced length. Analysis to evaluate acceptability of beam is done in the deck analysis ill" 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: AT 4 AU Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 xiltuliWHfr....1tltUi(dIa!e.tN:'ffiHX.wUxwLHFFbdtfNaualN-eiuFiur.+.s: , Bending: Analysis:(X-X) Lateral-Torsional Buckling S2= 1.65 Cb= 1.00 S2= 1684.75 (Un-welded) Slenderness Ratio= 9.85 S2= 8071.83 (Welded) Mallow(LTB): Fb= 38.13 ksi(Un-welded) Mn/S2= 100.82 k-in(Un-Welded) Fb= 14.14 ksi(Welded) Mn/S2= 37.40 k-in(Welded) Flange Check S2 typ= 1.65 Si= 20.81 (Un-welded) Si= 29.36 (Welded) S2 rupture= 1.95 S2= 32.77 (Un-welded) S2= 62.16 (Welded) Fb= 25.72 ksi(Un-welded) Fb= 35.00 ksi(Un-welded) Fb= 13.00 ksi(Welded) Fb= 13.00 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/S2= 68.01 k-in(Un-Welded) Mn/S2= 92.54 k-in(Un-Welded) Mn/S2= 34.37 k-in(Welded) Mn/S2= 34.37 k-in(Welded) Web Check 12= 1.65 S1= 49.28 (Un-welded) S1= 66.93 (Welded) S2 rupture= 1.95 S2= 77.22 (Un-welded) S2= 132.79 (Welded) Fb= 36.53 ksi(Un-welded) Fb= 40.00 ksi(Un-welded) Fb= 16.90 ksi(Welded) Fb= 16.90 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/S2= 96.58 k-in(Un-Welded) Mn/S2= 105.75 k-in(Un-Welded) Mn/S2= 44.68 k-in(Welded) Mn/S2= 44.68 k-in(Welded) Analysis:(Y-Y) Lateral-Torsional Buckling S2= 1.65 Cb= 1.00 S2= 1684.75 (Un-welded) Slenderness Ratio= 13.65 S2= 8071.83 (Welded) Mallow(LTB): Fb= 37.91 ksi(Un-welded) Mn/S2= 43.02 k-in(Un-Welded) Fb= 14.09 ksi(Welded) Mn/S2= 15.98 k-in(Welded) Web Check S2 typ= 1.65 S1= 20.81 (Un-welded) Si= 29.36 (Welded) S2 rupture= 1.95 S2= 32.77 (Un-welded) S2= 62.16 (Welded) Fb= 25.72 ksi(Un-welded) Fb= 15.43 ksi(Un-welded) Fb= 13.00 ksi(Welded) Fb= 8.53 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/S2= 29.19 k-in(Un-Welded) Mn/S2= 17.50 k-in(Un-Welded) Mn/S2= 14.75 k-in(Welded) Mn/S2= 9.68 k-in(Welded) Flange Check S2 typ= 1.65 Si= 49.28 (Un-welded) S1= 66.93 (Welded) S2 rupture= 1.95 S2= 77.22 (Un-welded) S2= 132.79 (Welded) Fb= 36.53 ksi(Un-welded) Fb= 45.50 ksi(Un-welded) Fb= 16.90 ksi(Welded) Fb= 16.90 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/S2= 41.44 k-in(Un-Welded) Mn/S2= 51.62 k-in(Un-Welded) Mn/S2= 19.17 k-in(Welded) Mn/S2= 19.17 k-in(Welded) 1 I 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: AT 5 i UE Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 i Shear , Analysis:(X-X) 0= 1.65 S1= 35.29 (Un-welded) S1= 49.51 (Welded) S2= 63.16 (Un-welded) S2= 136.43 (Welded) Vallow: Fs= 16.28 ksi(Un-welded) Vn/S2= 19.73 k(Un-Welded) Fs= 7.17 ksi(Welded) Vn/S2= 8.69 k(Welded) Analysis:(Y-Y) S2= 1.65 S1= 35.29 (Un-welded) Si= 49.51 (Welded) S2= 63.16 (Un-welded) S2= 136.43 (Welded) Vallow: Fs= 21.00 ksi(Un-welded) Vn/S2= 6.36 k(Un-Welded) Fs= 7.80 ksi(Welded) Vn/S2= 2.36 k(Welded) Torsion Analysis: S2= 1.65 Vallow: Fs= 16.28 ksi(Un-welded) Tn/S2= 60.08 k-in(Un-Welded) Fs= 7.17 ksi(Welded) Tn/S2= 26.47 k-in(Welded) i I ~R 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 t Project: Dartmouth Apartments Pg.No: AT 6 �Y Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 �� Client: Rail Pro-Architectural Aluminum Job No.: 20357 rTie-Rod Pipe Stiffener I Lv= 5.75 ft w -Conservatively set to'L' Stiffener Design (Simple Span) A j j 4 4 4 ; 4 4 4 4 4 L= 5.75 ft B Lbx= 5.75 ft Lby= 5.75 ft Closed Shape: Un-Welded Welded Profile: 3/4" SCH 40 Ftu= 30 ksi Fsu= 19 ksi Ftu= 17 ksi Fsu= 11 ksi Fty= 25 ksi Fsy= 15 ksi Fty= 8 ksi Fsy= 5 ksi Alloy: 6063=t6(sx.PI) Fcy= 25 ksi Fcy= 8 ksi E= 10100 ksi Profile Variables: A= 0.31 in^2 cx+= 0.53 in S= 0.07 in^3 C= 0.00 in^3 Outer Dia= 1.05 in cx-= 0.53 in I= 0.04 in^4 J= 0.07 in^4 Inner Dia= 0.82 in cy+= 0.53 in r= 0.34 in t= 0.11 in cy-= 0.53 in Allowable Loads:(See Following Sheets for Analysis) I Bending: I Un-Welded= 1.19 k-in Welded= 0.38 k-in Shear: Un-Welded= 1.42 k Welded= 0.45 k Torsion: Un-Welded= 1.21 k-in Welded= 0.39 k-in 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments P .No: Stiffener 1 P g Address: 11974- 11882 SW 72nd Ave Tigard,and OR 97223 Date: 12/15/2021 �� Client: Rail Pro-Architectural Aluminum Job No.: 20357 w , I Bending: , Analysis: Section Yielding/Rupture SZ yielding= 1.65 0 rupture= 1.95 Compressive Yielding: Fb= 29.25 ksi(Un-welded) Fb= 9.36 ksi(Welded) Tensile Yielding: Fb= 29.25 ksi(Un-welded) Fb= 9.36 ksi(Welded) Tensile Rupture: Fb= 37.20 ksi(Un-welded) Fb= 21.08 ksi(Welded) Mallow: Fb= 29.25 ksi(Un-welded) Mn/S2= 1.19 k-in(Un-Welded) Fb= 9.36 ksi(Welded) Mn/S2= 0.38 k-in(Welded) -Rupture Falure Proportioned to Yielding FS Local Buckling Slenderness(Rb/t)= 4.15 0 yielding= 1.65 S1= 69.96 (Un-welded) S1= 187.02 (Welded) S2=unknown (Un-welded) -S2 must be determined by Trial S2=unknown (Welded) and Error but not less than SI Mallow: Fb= 40.00 ksi(Un-welded) Mn/S2= 1.63 k-in(Un-Welded) Fb= 13.84 ksi(Welded) Mn/S2= 0.56 k-in(Welded) Shear Analysis:(X-X) At= 24.57 0 yielding= 1.65 S1= 72.15 (Un-welded) SI= 104.64 (Welded) S2= 75.65 (Un-welded) S2= 177.15 (Welded) Vallow: Fs= 15.00 ksi(Un-welded) Vn/S2= 1.42 k(Un-Welded) Fs= 4.80 ksi(Welded) Vn/S2= 0.45 k(Welded) Torsion Analysis: )t= 24.57 Q yielding= 1.65 S1= 38.73 (Un-welded) S1= 56.73 (Welded) S2= 75.65 (Un-welded) S2= 177.15 (Welded) Tallow Fs= 15.00 ksi(Un-welded) Tn/S2= 1.21 k-in(Un-Welded) Fs= 4.80 ksi(Welded) Tn/S2= 0.39 k-in(Welded) 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 itilliProject: Dartmouth Apartments Pg.No: Stiffener 2 UE Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 12/15/2021 Client: Rail Pro Architectural Aluminum Job No.: 20357 TYPE I SOUTH BUILDING DECK APT UNITS TYPE 2 SOUTH BUILDING DECK APT UNITS PROF LEVEL 2: LEVEL 2: , • S205, S213, S221, S225 • S20c1 �� c S I NEF4, S 82146 LEVEL 3: LEVEL 3: • S305, S313, S321, S325 • S3OI LEVEL 4: LEVEL 4: 4), G 20• \`b • S405, S413, 5421, S425 • S40c1 q� c)� FX HABL\S� LEVEL 5: LEVEL 5: EXPIRES: 06/30/23 • S505, S521, S525 • S509 12/20/21 TYPE I NORTH BUILDING DECK APT UNITS TYPE 2 NORTH BUILDING DECK APT UNITS LEVEL 2: LEVEL 2: • N/A • N/A LEVEL 3: LEVEL 3: • N301, N307, N31c1 • N/A LEVEL 4: LEVEL 4: • N401, N407, N4Iq • N/A LEVEL 5: LEVEL 5: • N501, N507, N51q • N/A LEVEL 6: LEVEL 6: • N601, N607, N6I • N/A 1 DEC< ✓ \ IT SJ "ARY SCALE: N.T.S. 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-Og461 r 7 PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-0 ADDRESS: IIg74 - 11882 SW 72ND AVE, TIGARD, OR 97223 VER: DARTMOUTH - V4 AUE CLIENT: RAILPRO DATE: 2021-I2-16 JOB NO: 20357 NOTES: ` I. ALL STEEL SHALL BE POWDER COATED, GALVANIZED, OR STAINLESS STEEL �0 PROF 2. SEE SSK-3 FOR RAILING ATTACHMENTS �,� GiNEFFSS/ 3. SEE SSK-4 FOR DECK CONSTRUCTION DETAILS 4. DIELECTRIC SEPARATION SHALL BE PROVIDED BETWEEN STEEL AND ALUMINUM TO 8 14 PREVENT CORROSION 5. THE BUILDING STRUCTURE HAS NOT BEEN EVALUATED FOR CAPACITY. THE BUILDING OR FOR SHALL VERIFY IF STRUCTURE IS ADEQUATE FOR LOADS SHOWN ' 6. DECK MAY BE MIRRORED AS REQ'D qy 8, 2� f 7. INTERNAL MEMBERS ARE SHOWN FOR REPRESENTATION ONLY. MAX SPACING SHOULD -qi, HAB1\54c) / BE FOLLOWED WHEN LAYING OUT CORRECT PLACEMENT 8. RAILING POST SLEEVES ARE SHOWN FOR REPRESENTATION ONLY. MAX SPACING EXPIRES: 06/30/23 SHOULD BE FOLLOWED WHEN LAYING OUT CORRECT PLACEMENT 12/20/21 (E) STRUCTURE ID SSK-4 / It X SS / BACK SEAT PER IB II_Bit 55K-8, TYP. K-4,) f MAX \ f \ (_ _ 1 A �-. jr xr o f 11/2 X 6 X 1/8 ALUMINUM TUBES AT 24" O.C. MAX CCD x r SSK-4 TYP. E , - E.S. X o Q - if II ' II — I I" THICK "ALUMILAST" DECKING IA TYPE 6005 T61 ALUMINUM SSK-4 SSK-5 E.S. 2 X I X 1/8 ALUMINUM ANGLE BETWEEN 2 X 8 X 1/8 ALUMINUM RAILING SLEEVES TYP. (3) SIDES RAILING POST SLEEVE, TUBE, TIP. (4) SIDES TIP, 4111 D.C. MAX 10'-2" MAX D =CK '3LA \ V - A : ID:IC< TYP -_-_- r DOABLE T E - ROD DEC< \SK-1 SCALE: 1/2"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA q8005 \ 425 6I4-0g4q I1161kPROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-I '7 ADDRESS: IIg74 - 11882 SW 72ND AVE, TIGARD, OR g7223 VER: DARTMOUTH - V4 AU CLIENT: RAILPRO DATE: 202I-12-16 JOB NO: 20357 DOTES: N I. ALL STEEL SHALL BE POWDER COATED, GALVANIZED, OR STAINLESS STEEL � �� PROF 2. SEE SSK-3 FOR RAILING ATTACHMENTS , �� 3. SEE SSK-4 FOR DECK CONSTRUCTION DETAILS % � "' 1 NE4 `Zo,, 4. DIELECTRIC SEPARATION SHALL BE PROVIDED BETWEEN STEEL AND ALUMINUM TO 82 46 f-1 PREVENT CORROSION if/ / 4 fig 5. THE BUILDING STRUCTURE HAS NOT BEEN EVALUATED FOR CAPACITY. THE BUILDING , /ir 0� FOR SHALL VERIFY IF STRUCTURE IS ADEQUATE FOR LOADS SHOWN q. 6. DECK MAY BE MIRRORED AS REM) qY 8 .20� 7. INTERNAL MEMBERS ARE SHOWN FOR REPRESENTATION ONLY. MAX SPACING SHOULD q��X HAB1\S cr BE FOLLOWED WHEN LAYING OUT CORRECT PLACEMENT 8. RAILING POST SLEEVES ARE SHOWN FOR REPRESENTATION ONLY. MAX SPACING EXPIRES: 06/30/23 SHOULD BE FOLLOWED WHEN LAYING OUT CORRECT PLACEMENT 12/20/21 ID [BACK SEAT PER (E) STRUCTURE IB- / 18 55K-4 A 55K-8, TYP. 55K-4 MA x A _ 11/2 X 6 X I/8 ALUMINUM I TUBES AT 24" O.C. MAX IC (?K-)1TYP. E.S. x Q E • 1 / o_i / II II I" THICK HALUMILAST" DECKING IA TYPE 6005-T61 ALUMINUM SSK 4 SSK 5 E.S. 2 X I X I/8 ALUMINUM ANGLE BETWEEN \--RAILING POST SLEEVE 2 X 8 X I/8 ALUMINUM RAILING SLEEVES, TYP. (3) SIDES , TUBE, TYP. (4) SIDES TYP, 41 O.C. MAX 10'-2" MAX / ir DEC< °LA\ V EA : DEC< T °E 2 11DOJBLE TE - ROD DEC< SK-2 SCALE: I/211=11-011 13226 NE 20TH ST, SUITE 100, BELLEVUE, NA P5005 \ 425 614-Og4g ' I ., PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-2 ADDRESS: IIg74 - 11882 SW 72ND AVE, TIGARD, OR P7223 VER: DARTMOUTH - V4 AVE CLIENT: RAILPRO DATE: 2021-12-I6 JOB NO: 20357 NOTE: TUBE (RAILING POST) NOT r SHOWN FOR CLARITY ON ALL DETAILS. PRO,c NOTE: NGINEF� S RAILING PANEL INFILL IS ASSUMED TO BE GLASS. / % 141 AC ,, RAILING POST LOADING ASSUMES DECKS ARE NOT f/I 11 ACCESSIBLE TO THE PUBLIC AND ARE EXEMPT / , FROM MINIMUM DISTRIBUTED LOAD. FOR SHALL BE t� , Pt,, NOTIFIED IF PUBLIC ACCESS TO DECK WILL OCCUR. 9Y8 20� HABt� ,���f CL OF RAILING POST EXPIRES: 06/30/23 12/20/21 = z FRONT ALUM TUBE 2" X 2" HANDRAIL SLEEVE NOTE: DECKING NOT 3/I6 5 3/4" SHOWN FOR CLARITY CORNER POST AT FRONT MEMBER CL OF RAILING POST CL OF RAILING POST 2" X 2" HANDRAIL SLEEVE DECKING BACK ALUM TUBE PER PLAN I _ I 2" X 2" HANDRAIL FACE OF BUILDING SLEEVE FRONT ALUM TUBE INTERIOR ALUM TUBE 3/I6 16,5 3/4" 3/I6 Pr 3/4" 3/I6 5 3/4" NOTE: DECKING NOT SHOWN FOR CLARITY CENTER POST AT FRONT MEMBER CORNER POST AT BACK MEMBER RA L \ C- CO\ \ \T 0\ D\-A LS SSK-3 / SCALE: 3/4"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 6I4-0949 J®I� I PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-3 ADDRESS: 11974 - 11882 SW 72ND AVE, TIGARD, OR 97223 VER: DARTMOUTH - V4 AU E / CLIENT: RAILPRO DATE: 2021-12-I6 JOB NO: 20357 'NOTE: TUBE (RAILING POST) NOT SHOWN FOR CLARITY ON ALL DETAILS. � PRO�� � P Ii 1/ LNG I NEF iki. ; 146 /'�/! it tin qy . To DECKING PER PLAN ALUMINUM EXPIRES: 06/30/23 INTERIOR TUBE ALUMINUM FILLER DECKING PER PLAN 12/20/21 ANGLE PER PLAN ALUMINUM INTERIOR TUBE ALUMINUM FRONT TUBE FILLER ANGLE ALUMINUM WELD FILLER I/8 2 12 TO EDGE TUBE INTERIOR TUBE TO 1/8 ALUMINUM MATERIAL: 5356 1/8 INTERIOR TUBE LEDGER TUBE I/8 BACK TUBE I/8 TO EDGE TUBE ALUMINUM WELD FILLER MATERIAL: 5356 DETAIL A: TYPICAL INTERIOR DETAIL B: TYPICAL INTERIOR TUBE TO FRONT EDGE TUBE TUBE TO BACK EDGE TUBE 7—STRUCTURE BY DECKING OTHERS PER PLAN ALUMINUM FILLER ALUMINUM ANGLE PER PLAN ALUMINUM BACK TUBE INTERIOR TUBE ALUMINUM I/8 ALUMINUM SIDE EDGE TUBE 1/8 TUBE \ FILLER ANGLE 1/8 1/8 V 2-12 TO EDGE TUBE 1/8 ALUMINUM WELD FILLER 1/8 INTERIOR TUBE MATERIAL: 5356 ALUMINUM WELD FILLER 1/8 V TO EDGE TUBE MATERIAL: 535G DETAIL C: TYPICAL SIDE EDGE DETAIL D: BACK CORNER CONNECTION E1 DECK =VBER CO\ \ ,�CT O\ DETALS SSK-4 SCALE: 3/4"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA G18005 \ 425 614—Og4c1 i I I PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-4 ADDRESS: IIg74 — 11882 SW 72ND AVE, TIGARD, OR G17223 VER: DARTMOUTH — V4 AVE CLIENT: RAILPRO DATE: 2021-12-16 JOB NO: 20357 s NOTES: �,,, I. ALL STEEL SHALL BE POWDER COATED, GALVANIZED, OR STAINLESS STEEL �Q PROF A 2. DIELECTRIC SEPARATION SHALL BE PROVIDED BETWEEN STEEL AND ALUMINUM TO C� ' GINE ;r.A / PREVENT CORROSION 3. THE BUILDING STRUCTURE HAS NOT BEEN EVALUATED FOR CAPACITY. THE BUILDING % 14. ���, EOR SHALL VERIFY IF STRUCTURE IS ADEQUATE FOR LOADS SHOWN ����'�` 4. VERTICAL CONTINUITY OF DECK LOADS TO FOUNDATION SHALL BE VERIFIED BY 1 ► ,, ,��,/ BUILDING EOR qy 0 0�• 5. ALL WOOD IS ASSUMED TO BE DOUGLAS FIR-LARCH (G=0.50) -9FX HAB�\ .\o� ,) TIE-BACK LOADING EXPIRES: 06/30/23 VERTICAL LOADS (KIP) HORIZONTAL LOADS (KIP) 12/20/21 DECK TIE- TYPE BACK SL SL SLOPE DL LL (FLAT WL DL LL (FLAT WL ROOF) ROOF) I I 1-1:1 V 0.08 0.6g 0.2q -0.30 0.08 0.6q 0.2q -0.30 2 I H:I V 0.12 0.qq 0.41 -0.43 0.12 0.qq 0.41 -0.43 a TABLE NOTES: SSK-6 11011 • ALL LOADS LISTED IN TABLE ARE IN ASD FORMAT • EOR SHALL VERIFY STRUCTURE HORIZONTALI LOAD PER TABLE I') ii STEEL PIPE AND ROD 0.75 MIN, VERTICAL PER 55K-7, MAX 1.50 MAX LOAD PER LENGTH OF II'-q" TABLE 111 #2 1/2 CLEVIS /� a W/ 3/4' PIN EDGE ALUM %p.� TUBE PER PLAN SSK-8 t m I/4' 113 zuswim 1111 X 4"X 1/2" ALUMINUM PL or KNIFE PLATE Ira 1/8 I TO TUBES I l _ - ROD LEVAO\ SK-5 / SCALE: 3/4"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-0g4q I I bik PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-5 ADDRESS: IIg74 - 11882 SW 72ND AVE, TIGARD, OR g7223 VER: DARTMOUTH - V4 AUE CLIENT: RAILPRO DATE: 2021-12-16 JOB NO: 20357 • B '0 PRO/(- c I NEF4, ii _, A //82146,49 A VA A I /riv ' U 9C �� FX HABO-' -1, IN EXPIRES: 06/30/23 12/20/21 B 4 1/2" MAX DETAIL I: TIE ROD CONN. TO NOOD POST ASSUMES SOLID 62 (4) I/2" DIA LAG SCREWS. POST LAG SCREWS SCREW MUST EXTEND A MUST LOAD POST IN MINIMUM OF 5 1/2" INTO POST SHEAR PARALLEL TO / / 2 I/2 SUPPORT AND HAVE A MINIMUM GRAIN 1 I/2" I I/2" 2 5/8" THREAD ENGAGEMENT, / / / 3/16 PROVIDE 5 I/6" DIA PILOT -s,- z - 3/16 HOLES FOR ALL LAGS m f -\ \ \ \ 0 o r _i, I w ., !.wuuuumuiui. \ ■.�iva000e. \ \I \ o o w \ -\ \ 3/8" X 4" STEEL ? KNIFE PLATE "' 1/2" STL PL SECTION A-A SECTION B-B NOTE: I. THE BUILDING STRUCTURE HAS NOT BEEN EVALUATED FOR CAPACITY. THE BUILDING FOR SHALL VERIFY IF STRUCTURE IS ADEQUATE FOR LOADS SHOWN IN SSK-5 2. ALL NOOD IS ASSUMED TO BE DOUGLAS FIR-LARCH (G=0.50) 3. CONTRACTOR MUST FIELD VERIFY CONDITIONS AND NOTIFY ENGINEER IF CONDITIONS ARE OTHER THAN AS SHOWN PRIOR TO MODIFICATION. IHTE CO\ \ =CT I O\ AT AOOD LOST SK-( / SCALE: I I/2"=I -0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, NA 618005 \ 425 614-0g4c1 PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK 6 ti ADDRESS: IIg74 - 11882 SW 72ND AVE, TIGARD, OR G17223 VER: DARTMOUTH V4 AVE CLIENT: RAILPRO DATE: 2021-12-16 JOB NO: 20357 NOTES: PROF. I. DIELECTRIC SEPARATION SHALL BE PROVIDED BETWEEN ��. .GINEF'FSS/ STEEL AND ALUMINUM TO PREVENT CORROSION �S 14 / I1 OREe-'/cs /� 8, 2° FX HAB1�5 �/ EXPIRES: 06/30/23 12/20/21 • / / / / / / / / / / / / / / / / / / //// 3/4" DIAMETER SCH 40 ALUMINUM PIPE; / / ALUMINUM TYPE 6063-T6 OR 6061-T6 / / / / / / / / • PROVIDE NUT W/ LOCTITE AT EACH END OF PIPE 3/4" STAINLESS STEEL ROD, THREADED EACH END 0 CLEVIS TE - BAC< A / = CO\ \ ;C0\ QTO . SCALE: 11/2"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-0949 .. (i I I PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-7 ADDRESS: 11974 - 11882 SW 72ND AVE, TIGARD, OR 97223 VER: DARTMOUTH - V4 �� CLIENT: RAILPRO DATE: 2021-12-16 JOB NO: 20357 SEISMIC LOAD IN PLANE / PROFS OF WALL, PER TABLE #4' i ,46 ,A/Af HORIZONTAL LOAD AT EXTERIOR CLADDIN DECK PER TABLE 4.1rOR:1 BY OTHERS )- FLOOR FRAMING BY OTHERS �FXHAB�S�o�� 2\j" EXPIRES: 06/30/23 12/20/21 ALUMINUM INTERIOR TUBE PER PLAN SEISMIC LOAD OUT OF PLANE I I I OF WALL PER TABLE SSK-y SSK-10 SSK 11 WOOD CONCRETE THRU-BOLT AT WOOD WALL FRAMING BY OTHERS VERTICAL LOAD AT DECK PER TABLE BACK SEAT LOADING VERTICAL LOADS (K) HORIZONTAL LOADS (K) SEISMIC FORCES DECK MAX IN OUT OF IN OUT OF TYPE DL LL SL WL DL LL SL WL PLANE PLANE PLANE PLANE (*) ( ) ( ) ( ) (K) (K) OR (K) (K) I 0.08 0.61 0.2q -0.30 0.08 0.6q 0.2q -0.30 0.254 0.223 0.000 0.254 2 0.12 O. 0.41 -0.43 0.12 0.qq 0.41 -0.43 0.2gq 0.37q 0.000 0.2g9 TABLE NOTES: • SNOW LOADS ARE ASSUMED TO BE FLAT ROOF LOADING ONLY. • ALL LOADS LISTED IN TABLE ARE IN ASD FORMAT • LOADS NOTED THIS *' ONLY OCCUR AS RESULTANTS OF TIE-BACK CONNECTION AND ASSUME A I:1 SLOPE FOR THE TIEBACK 1 BACK S_AT CO\ \ _CT O LOAD TABLE SSK-8 / SCALE: 3/4Y-011 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA g8005 \ 425 614-0g4q I PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-8 ADDRESS: IIg74 - 11882 SW 72ND AVE, TIGARD, OR g7223 VER: DARTMOUTH - V4 AUE CLIENT: RAILPRO DATE: 2021-12-16 JOB NO: 20357 ---i\l---- .„,„-„,„„,.,”,,,,,, , EQ / EQ / , � PRO , S 3/8" X 4" STL PLATE / 82146 />Wif_. , ( a z o rY i p E f aa ( �� ® w ® ��I/2" STL PL1'; i ,Ori— ( / ( z OI \ H f-OUTLINE OF ANGLE SEAT q�qV 8, o�o�j E I I I .....,..FX HAB1-.\ ,,i ( \ 0 L - u - J'CL---___________ EXPIRES: 06/30/23 (4) I/2" DIA LAG SCREWS. SCREW MUST EXTEND ( - - A MINIMUM OF 5 I/2" INTO WOOD MEMBER AND 12/20/21 2" 7" I I/2" HAVE A MINIMUM OF 3 I/8" THREAD ENGAGEMENT. ( / / T i PROVIDE 5/16" DIA PILOT HOLE FOR ALL LAGS / 2 5/8" MIN MIN TIP. ( TAI— L5X3-1/2X3/8X0-6" LLV, CLIP HORIZONTAL LEG AS NOTED. 1/4" X 2" X 6" END OF SECTION A-A AT CONTRACTOR'S OPTION, /STL PL WOOD L5X3X3/8 MAY BE USED MEMBER WALL FRAMING BY 3 I/2" 1 I/2" TO ANGLE TO \ OTHERS MAX / y CL TUBE PLATE 3/16 DETAIL B /\/ 3/I6 KNIFE PLATE TO FLOOR FRAMING AND 3/I6) <BACK PLATE FINISH BY OTHERS / I I v / /� 5/8" MAX C� m * ALUMINUM INTERIOR KNIFE PLATE 3/16 �� TUBE PER PLAN TO ANGLE/3/16 FASTEN TO ALUMINUM TUBE W/ (3) S.S. 1/4-14 _ z - TEK SCREWS @ 2" O.C., (E) WOOD STRUCTURE PROVIDE EPDM BLOCKING A FOR FULL BEARING (E) 6X MEMBER BY BLADE PER DETAIL B /i OTHERS ___i\F—il___. BACK SEAT I/2" GAPTIP 1 CO\ \ TCT O\ A- AOOD -RA' \ C SK-q SCALE: 11/2"=1'-0"' 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA g8005 \ 425 614-Og41 1 s. PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-q t ADDRESS: Iig74 - 11882 SW 72ND AVE, TIGARD, OR (17223 VER: DARTMOUTH - V4 L LIE CLIENT: RAILPRO DATE: 2021-12-16 JOB NO: 20357 EQ / EQ cn 3/8" X 4" STL PLATE ����� PROFS cY W V 146 FA/ : / /z f-OUTLINE OF ANGLE SEAT itl'' /� (4) I/2" DIA H4L NELSON WELDED EXPIRES: 06/30/23 a_ 8" 11/2" STUDS W/ MINIMUM 3 3/4" EMBEDMENT 12/20/21 — MIN / TIP 2 5/8 SECTION A-A „ y / L5X3-I/2X3/8X0-6 LLV, CLIP HORIZONTAL LEG AS NOTED. r1/4" X 2" X 6" AT CONTRACTOR'S OPTION, STL PL L5X3X3/8 MAY BE USED ANGLE TO 3 I/2" y y I I/2" TO PLATE 3/16cilt HALL FRAMING MAX CL TUBE BY OTHERS DETAIL A 1\i FLOOR FRAMING AND 3/16\ <KNIFE PLATE TO FINISH BY OTHERS /3/16 EMBED PLATE I - - I m - / 5/8" MAX 1 \a KNIFE PLATE\3/16 ALUMINUM INTERIOR TO ANGLE/3/16 \ X TUBE PER PLAN \ a m E I FASTEN TO ALUMINUM TUBE W/ (3) S.S. 1/4-14 TEK SCREWS @ 2" O.C., (E) CONCRETE 11 I/2" STEEL STRUCTURE EMBED PL f PROVIDE EPDM BLOCKING A FOR FULL BEARING I / BLADE PER DETAIL A 1/2" GAP L TIP BAC< SEAT IiCO\ \ ECTO\ AT CO\ C . STRJC,JR= SSK-10 SCALE: I I/2"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-0949 PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-10 f ADDRESS: 11974 - 11882 SW72ND AVE, TIGARD, OR 97223 VER: DARTMOUTH - V4 AVitilibill)617 CLIENT: RAILPRO DATE: 2021-12-16 JOB NO: 20357 f ., EQ EQ /: '0 PROFF � . S� �� � GINEE� �11.� : x y v 3/8 X 4 STL PLATE I / 146 Aiii < a / �,\ Da ck ��I/2" STL PL / 1' i1�N N ��-OUTLINE OF ANGLE SEAT q qr 20 in f i i lFX HAB�ASS��/ 0 L _ _ J '" EXPIRES: 06/30/23 z (4) 1/2" DIA A307 THRU-BOLTS 12/20/21 2" 7" 1 1/2" 2 5/8" MIN / / MIN / / TYP. L5X3-I/2X3/8X0-6" LLV, CLIP HORIZONTAL LEG AS NOTED. 1/4" X 2" X 6" END OF SECTION A-A AT CONTRACTOR'S OPTION, iSTL PL WOOD L5X3X3/8 MAY BE USED MEMBER WALL FRAMING BY 3 1/2" 11/2" TO ANGLE TO PLATE . -t OTHERS MAX CL TUBE 3/16 PROVIDE 1/4" X 1-1/2" DETAIL B X 1-1/2" PL WASHER 3/16 KNIFE PLATE TO AT EACH BOLT A BACK PLATE f. FLOOR FRAMING /3/16 AND FINISH BY / - OTHERS j/ w --\--- 5/a" MAX rEi ul ___J\ 7.:KNIFE PLATE\ 3/16 \ ( ALUMINUM INTERIOR TO ANGLE/ 3/16 CI 1 TUBE PER PLAN z - FASTEN TO ALUMINUM __ `V E 411161,, TUBE W/ (3) S.S. 1/4-14 ow- TEK SCREWS @ 2" O.C., (E) WOOD STRUCTURE PROVIDE EPDM BLOCKING A FOR FULL BEARING (E) 6X MEMBER BY I BLADE PER DETAIL B OTHERS V -7i. 1/2" GAP BACK SEAT : T-R - BOLT ,YP 1 CO\ \ ECT 10\ AT ROOD FRAM' \G SK-II / SCALE: I I/2"=I'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, NA 98005 \ 425 614-0949 , PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-II ADDRESS: 11974 - 11882 SW 72ND AVE, TIGARD, OR 97223 VER: DARTMOUTH - V4 AUE CLIENT: RAILPRO DATE: 2021-12-16 JOB NO: 20357