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Plans (2) FOR OFFICE USE ONLY-SITE ADDRESS: d I/9 7Y S J 7.2 - This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT ' Transmittal Letter r I C A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 •www.tigard-or.gov TO: Tom DI:km-i I V GD DEPT: BUILDING DIVISION JUN 2 3 2021 FROM: ELIOTADAMS CITY OFTIGARD COMPANY: ESSEX GENERAL CONSTRUCTION,INC. BUILDING DIVISION PHONE: (503)951-9912 By:—C(__ EMAIL: ELIOT.ADAMS@ESSEXGC.COM R ' RE: 11974 SW 72ND AVE BUP2019-00346 (Site Address) (Permit Number) DARTMOUTH APARTMENTS,LOT 31 (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: :0; ; , :s4;: r.,,. Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. 2 Engineer's calculations. 2 Other(explain): shop Drawings REMARKS• DEFERRED SUBMITTAL:Metal Balconies Shop Drawings&Calculations VALUATION:$160,464 FOR OFFICE USE ONLY Routed to Permit Technician: Date: 7-- 7- , j Initials: Fees Du? Yes ❑ No Fee Description: Amount Due: PJah rev '1eV $ 704 . /SJ 1 A Co pro Czars;ry $ S'o ✓ _ $ 74-'9. 1 S-- J Special Instructions: Reprint Permit(per PE): ❑ Yes No El Done Applicant Notified: i.l 0 i Date: 1//3( v/ , Initials(OO RECEIVED OFFICE COPY Submittal Response Letter JUN 2 3 2021 ARCHITECTURE SERA URBAN DESIGN PLANNING CITY OF TIGARD INTERIOR DESIGN BUILDING DIVISION SUBMITTAL REVIEW Date ❑NO EXCEPTIONS NOTED DISAPPROVED Project Name Dartmouth Apartments NO EXCEPTIONS NOTED IN CORREOTED COPY Project Number 1903007 REVISE AND RESUBMIT NOT REVIEWED Reviewed only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. This review does not affect the Attention Contractor's responsibility to perform all contract requirements Company Essex General Construction Inc with no change in contact price or time. Any actions shown are subject to toe requirements of the Contract Documents. Address 4284 W 71h Avenue Contractor is responsible to confirm and correlate dimensions at Eugene, Oregon, 97402 the site for information that pertains solely to the fanricaton 9 9 processes for the means, methods. techniques, procedures, Phone (503) 747-0092 sequences,and quantities necessary to complete the contract and for coordination of the work of all trades and the satisfactory Email performance of his work Any review is undertaken solely to satisfy Architect's obiigallons,if any,to the Owner and shall not give new to claim by Contractor or other pates against Archtect Submittal Name Metal Balcony Shop Drawings or Owner. Submittal No. 05 59 13— 1.0 Chalrie Baxter Revision REVIEWED BY SERA 4/12/2021 DATE The following comments refer to the submittal listed above. They supplement all comments made within the submittal itself and do not necessarily represent all comments within this submittal. OFFICE COPY General Comments: REVISION ISION No exceptions taken in corrected copy. APPROVED Sender Charlie Baxter S u p a© 1 9 _ Q c 3 y CC I197Li Sw 7c pd c ) - 7- a,l 338 NW 5TH AVENUE PORTLAND OR 97209 T 503.445.7372 F 503.445.7395 SERADESIGN.COM , r 1 Submittal Review x Essex 72nd & Dartmouth GENERAL CONSTRUCTION,INC. Section: 055913-1.0 Date: 03/23/21 Subcontractor/Supplier: RailPro Description: Metal Balcony Shop Drawings Contractor: Stamp - Metal Balcony Shop Drawings Essex General Construction Inc - Balcony Layouts (3-15) This drawing or submittal has been reviewed - Elevations (16-18) for general conformance with plans and specifications.Review does not relieve - Attachment Details (19-27) fabricator/vendor or subcontractor of - BalconyDetails (28-34) responsibility for errors,omissions,or non-compliance with contract documents. - Color Options (35) • - Structural Calculations (36-80) 03/23/2021 - Engineering Details (81-91) Reviewed Eliot Adams Architect: Stamp Engineer/Consultant: Stamp ❑REVIEWED ❑REVISE AND RESUBMIT 0 REJECTED ®FURNISH AS CORRECTED Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with requirements of tie drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. This contractor is responsible for confirming and correlating ell quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his'mark with that of all other trades;and performing his work in a safe and satisfactory manner. FROELICH ENGINEERS.INC. DATE: 04/12/2021 BY: BJH 4284 W 76 Avenue.Eugene,OR 97402 1541-342-4509 www.esaexgc.com 17400 SW 656 Avenue.Lake Oswego,OR 97035 i 503-747-0092 CCB#OR 54531 I WA ESSEXGC852JC RailPr&ca ' ARCHITECTURAL ALUMINUM Revised 6/21/2021 Shop drawings s for Installation of Knife Plates & Aluminum Balconies Dartmouth North & South 11974; 11882 SW 72"d Ave. Tigard, OR 97223 Color: TBD (34 Pages including covers) 14110 NW 3rd Ct., Vancouver, WA 98685 Phone 360-213-0958 Fax 360-213-0959 All dimensions to be field verified prior to fabrication] 1/2" PL x 8"x11" Embed ( 4'-81/2" , 1 O" ( 3'-8 1/4" 3'_6" 9 3/4" ►, - 1/2" +/- f Threshold i►� ,V a Edge of PT Slab— r- I =-r ►.T,.■ T t t t I i ' 1' 3/4" Furring (Verify) 1 ' X K 7 I 5/8" Densglass(Verify) i 1/2" FC Siding(Verify) - -----1 4' 1'-6" X� i 1' v [ t 1 f t k alcony Type 1 °A�6/21 APPROVED / DATE a1/Pro�p V9675 Unit S205 Balcony Layout Revised °,AWN /2021 ARCHITECTURAL ALUMINUM RR All dimensions to be field verified prior to fabrication ( 4'-8 1/2" ) 1'-10" --; ( 3'-81/4" X 3'-6' X93/4") 9 1/1/2"+/- y� rW` Threshold (71.-1—,11:===- _ ' 3/4" Furring(Verify) .- 1, - 1 8 �1 j 1' ----' 5/8" Densglass(Verify) I , 1/2" 6C Siding(Verify) — 4' 1 1'-6" I 1 1' I 1 (-- 10' Balcony Type 1 DACE 1 1 Z/20 1 APPROVED / DATE Rai 1Pro V9675 Unit S305-S505 Balcony Layout DRAWN RR ARCHITECTURAL ALUMINUM All dimensions to be field verified prior to fabrication' a.' Max L Siding FV P;:fy) -1/2" PL x 8"xl l" Embed 3/4"Furring(Verify) — ( 5'-11 7/8" 3'-6" ) 5/8"Densglass(Verify) — ( 4'-11 5/8" 5 5/8" ( X 6 5/8" i „N 1 f 1/2" +/- ' Extended Threshold { i�it l -"- —Edge of PT Slab ' 1' K 1' X 8 X 1' 1 -_, -I---- 6' 7 _ 4 -i 1 .. 1' Jr z' Z I v - I 10' Balcony Type 21 i °Pib 21 2 APPROVED / DATE IProcP V9675 Unit S209 Balcony Layout Revised "->.± ' / 021 ARCHITECTURAL ALUMINUM RR All dimensions to be field verified prior to fabrication' I . M-s ' -3 : C1r43,5-+ (VVerlfy) 3/4" Furring (Verify) — 1 5'-11 7/8" 3'-6" ) 5/8" Densglass (Verify) — ( 4'-11 5/8" 5 5/8" ( X ) 6 5/8" — 1/2"+/- Extended Threshold ' I lie- 1' X i X 1' ) I � I I 1'-g' 1 1 1'-9„ I , I , I -; I - ---i---j -1 , ' I I t 1r -- k 10' Balcony Type 21 /��"�+�ir' V9675 �t F APPROVED / DATE 1/12/2021 Unit S309-5509 Balcony Layout DRAWN ARCHITECTURAL ALUMINUM RR lAll dimensions to be field verified prior to fabrications —1/2" PL x 8"x11" Embed ( 5'-3" ( 4'-2 3/4" I 1/2" FC Siding (Verify) 3'-6" Edge of PT Slab— — 3/4" Furring(Verify) 2 3/4" 91/2"; — 1/2"+/- Threshold I - 1 - -� — 5/8" Densglass (Verify) 1 — 7/8" Hat Channel (Verify) 1 X T 6� 11 i- 7/8" Metal Siding(Verify) 1 I 4' 1 xl -! , 1' 9'-6" 1 Balcony Type 1 DATE 6/21/2021 APPROVED / DATE iIPro cp V9675 Unit S213 Balcony Layout Revised DRAW" ARCHITECTURAL ALUMINUM RR 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) 23/4" 9 1/2") T1 vt---,- — 1/2" _ _ Threshold — 5/8" Densglass(Verify) ,- — 7/8" Hat Channel(Verify) 1' X X I 7.'6" -X-- 1' 7/8"Metal Siding (Verify) - '-6J 4' d 1' K 9'-6 Balcony Type 1 oATE 1/12/2021 APPROVED / DATE aI,PrO�P V9675 Unit S313-S413 Balcony Layout OWN ARCHITECTURAL ALUMINUM RR All dimensions to be field verified prior to fabrication; —1/2" PL x 8"xl 1" Embed { 4'-8 1/2" ) 1'-10" � 3'-8 1/4" A 3'-6" X9 3/4"; FT A,L. [ r 1/2"+/- Threshold Edge of PT Slab s.. ' t { 1' X 1' 8' I X 1' I 3/4" Furring (Verify) t.JJ i I 5/8" Densglass(Verify) i 1/2" FC Siding(Verify) 1 4' 4 1 1,.6" i 1' 1 I 10' Balcony Type 1 aiIPC /�P Dp'6�,21�2021 APPROVED / DATE Q V9675 Unit S221 Balcony Layout Revised RAW„ ARCHITECTURAL ALUMINUM RR 1l dimensions to be field verified prior to fabrication! ( 4'-8 1/2" ) ( 1'-10" --i ( 3'•8 1/4" n 3'4" X9 3/4") 17' 1) _ 1/2" +/ AL Threshold 3/4" Furring (Verify) -i j---� 1 Ii I -i 1 = [ 5/8" Densglass(Verify) I 1/2" FC Siding (Verity) - 4' 1' 61 _I J X HJ1T 1 Balcony Type 1 O4tE 1/12/2021 APPROVED / DATE RailProcp V9675 Unit $321-S521 Balcony Layout DRAWN ARCHITECTURAL ALUMINUM RR IA II dimensions to be field verified prior to fabrication T-1/2" PL x 8"x11" Embed 1 4'-8 1/2" ) 1'-10" ) Edge of PT Slob— ( 3'-8 1/4" X 3'-6" 9 3/4") ri 1 /1 1 — 1/2" +/- ( Threshold �,IL. 5/8" Densglass(Verify) 1 t-`�`� � t-- �r�_ _ 3/4" Furring(Verify) ' X /I' X 1' x 1 1/2' FC Siding {Verify} � 4 ,1 I-6" 1 4 1' i ' _ 1 f 1- .1-__ __-t I 7_--5 10' 1 Balcony Type 1 0A166/21 2 APPROVED / DATE i/Proal V9675 Unit S225 Balcony Layout Revised O[AWN / 021 ARCHITECTURAL ALUMINUM RR I All dimensions to be field verified prior to fabrication j 1 4'-8 1/2" ( V-1 p" i ( 3'-8 1/4" 3'-6" X9 3/4"; 1/2"+/- I�� .I�. Threshold 1 et—r—AL 5/8" Densglass(Verity) — `-T— — 3/4" Furring(Verify) — 1' X 8 X 1' lit" FC Siding (Verify) 41 1 H 1'-6" I i , , 1 I lII 7 i `L T ,, � Y— I kicY Balcony 1 DAM 1/12/2021 APPROVED / DATE Rai PPro'CRP V9675 Unit 5325-S525 Balcony Layout RAW" ARCHITECTURAL ALUMINUM RR 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" ) I — 3/4" Furring ( 3 3/4" 1/2"FC Siding 011 Il Al Extended Threshold (. A Ai 1 — 1/2"+/- "I P 5/8" Densglass (Verify) — — _--‘_ 3/4" Furring (Verify) K 1 $' X 1 ), Mai ! ' 1 r I T11'-6 4' I 1 Balcony Type 1 APPROVED / DATE ai/Procp V9675 Unit N301-N601 Balcony Layout RA'W�/12/2021 ARCHITECTURAL ALUMINUM RR All dimensions to be field verified prior to fabricatiorll ( 5'-11 7/8" ) ( 4'-11 5/8" ) — 5/8" Densglass (Verify) i — 3/4" Furring(Verify) s 3'-6" ) 1/2" FC Siding(Verify) 5 5/8" ( X I 6 5/8" f j — 1/2"*!- Threshold —r--.laasd -` t f K v X I 1' 4' 1 -6 1 4 1 7 1 i 1 11 * -� io. 1 Balcony Type 1 once 1/12/2021 APPROVED / DATE ±±Rai,Pro V9675 Unit N307-N607 Balcony Layout o.AWr RR ARCHITECTURAL ALUMINUM i 1 All dimensions to be field verified prior to fabrication 4'-8 1/2" ( 1'-10" ( 3'-8 1/4" 3'4" X9 3/4"; `ilp,immimmumimmiiimk{�, Threshold r. 5/8" Densglass (Verify) — — -"7-`T f + 1 t t i _ --t- a 1 I i 3/4" Furring(Verify) — 1' X X 1' 1/2' FC Siding (Verify) ' 1 1 4' i i f 1r 1 1 j_ _l---T 1 Y--_1 -1-__- I i Balcony Type 1 aiIPra Dare 1 1 2/2021 APPROVED / DATE o " V9675 Unit N319-N619 Balcony Layout NAY" ARCHITECTURAL ALUMINUM RR Verify all material Dimensions • Tie-rod per AUE Submittal • 3500s Top Rail 40 Sleeve ME 3 3/4" 2200 Mid-rail milliammllolmIlllommimmommol .6111 I \ a'-r' 1 3/8" Clear Tempered 3'-6" Glass ` • • 2200 Bottom-rail 45/48° t. �r ;r s j'a c-:-; 1/2" 1/4„ 4" APPROVED/DATE RaiIPiiøcp V9675 Balcony Elevation 1 DArE DRAWN ARCHITECTURAL ALUMINUM 1/12/2020 RR , Verify all material Dimensions gM pR Y N i i V 4 E i 8 3 C I Tie-rod per AUE Submittal . 90 Sleeve 3500s Top Rail \\\ 2200 Mid-rail I i \ 1 I l < ; 3 3/4" 6'-1" I 1.- I 7.. h I i 3'_6'' I 3/8" Clear Tempered Glass I ' I , 2200 Bottom-rail 45.12° i / C ° � %< Z' ,- --, 8' 6, ) 1 --J RaillPron4p APPROVED/DATE V9675 Balcony Elevation 2 DAIS DRAW" ARCHITECTURAL ALUMINUM 1/12/2020 RR !Verify all material Al 1 Dimensions q yK ryp9 % Y n i G P Tie-rod per AUE Submittal I i 3500s Top Rail / 90 Sleeve ill 3 3//4" 2200 Mid-rail t 2"TYP ( ) i i \, 4'-1" 3/8" Clear Tempered 3'-6" Glass \ \ \� 1 5/8"Super i Post-3 y 2200 Bottom-rail 45.00D I 4 } 1' u 8„ 1 ip 1/2" Sr>,.<......; a �c 1/4"T 4" 6 j APMOVED/DATE RaiIProcRP V9675 Balcony Elevation 3 ARCHITECTURAL ALUMINUM DATE DRAWN 1/12/2020 RR Verify all material ( aming, blocking, brackets Dimensions Ss Straps by others All fleshings & waterproofing by others ,i 1' f) 5/8" Densglass(Verify) 3/4" Furring(Verify) 7;16" — 1"GYP(Verify) Door Frame 1/4" (Verify) 3/4"(Verify) 1/2 +/ 1 — //'e / ✓///S%/r/f/ /f/f/,%lid////// • i, J i 1 1 1/r' 3„ i 6" 8" x ---1--F — i 1 1/2" 2" 0 1 7 B" p ' 4tt z 11 1 J4,. 4 1/2 ` 6„ (3)#12x2"SS Screws EPDM Gasket Shims 0 4x12 Blocking w/ / . LTT2OB Straps (4)3/8"x 6"Zinc Plated Lag Scrwes Target paper(Supplied by others) 6x8 Post TYP 6x12 Beam RaIIProi' V9675 Base Blade Attachment A Revised DATE DRAWN ARCHITECTURAL ALUMINUM 2/2/2021 RR Verify all materia I aming,-blacking, brackets Dimensions & Straps by others flashings & aterproot~ing by others, Welds: EF. 1/SSk-6. 1/SSK-9 & 1/SSK-1 Balcony engineering report 5/8"Densglass Sheathing(Verify) 3/4" Furring(Verify) 7/16° Lap Siding Door Frame - 1"GYP (Verify) 1/4"(Verify) 1/2" +/ 1 — ". T 4 1/8" 1" 2 7/8" 'tc " f` k 1 1/2" 1 7/8 I x 9 6.E 8," ri 2 3/8". • y MI •, (3)#12 x 2"SS Screws W J EPDM Gasket Shims Welding by others Embed Plate Installed by others- PT Slab �" APPROVED{DATE RaiIProc-ip V9675 Base Blade Attachment Al Revised DATE DRAW" ARCHITECTURAL ALUMINUM 6/21/2021 RR Verify all material All framing, blocking, brackets Dimensions & Straps by others All ?lashings lk !waterproofing by others -r, e^) 5/8" Densglass(Verify) ='( ) 3/4" Furring (Verity) — 1,'2" FC Siding (Verily) i -y - 1"GYP(Verify) Door Frame - 1/4"(Verily) .=! - 3/4"(Verify) {1 1/2"*/- i" — 3,. 1 1/2" 6" 8" x 2 13/8" 1 1/2" f 11 1/4" 4 1/2" 6" (3)#12 x 2"SS Screws —EPDM Gasket Shims 1" f 4x12 Blocking w/ LTT20B Straps (4)3/8"x 6"Zinc Plated Lag Screws \ Target paper supplied by others 6x8 Post TYP 6x12 Beam APPROVED/DAI! RaiIPro'cp Base Blade Attachment B V9675 Revised DATE DRAWN ARCHITECTURAL ALUMINUM 2/2/2021 RR Verify all material -ITa�ming, blocking, brackets Dimensions & Strops by others Ail ftashin s & erproofing by others Welds: REF. 1/SSk-6. 1/SSK-9 & 1/SSK-10 Balcony engineering report • ( 5/8" Densgiass Sheathing(Verify) 3/4" Furring(Verify) 1/2" FC Siding (Verify) -• Door Frame • - 1"GYP(Verify) 1/4"(Verify) H— 1/2"+/- 1" - -7C- • T 41/8" . 1 2 7/8„ ( ) 1 1/2" 6" 8" z 1 7/8" L 'ti —(3)#12 x 2"SS Screws Welding by others-- EPDM Gasket Shims Embed Plate Installed by others / PT Slab Rai QV' APPROVED RP V9675 Base Blade Attachment B1 R ARCHITECTURAL ALUMINUM Revised DATE DRAWN 6/21/2021 RR Verify all material among, blocking, brackets Dimensions L.__. & Straps by others Allpfleshings 87-1 !waterproofing by other. ( ,� 1" 5/8"Densglass(Verify) 3/4" Furring(Verify)1 1/2" S11111flfltu#";t A1=1j 1 E- 2" 6" 4" 0 :mn11ni1;;a!;:,a1 =z: 1 1/2" -(4) 1/2" x 6" Zing Lags 5 1/2" Target Paper supplied by others 6x8 Column • A/ROVED I DATE RailProtp V9675 Tie-back Attachment A DATE DRAWN ARCHITECTURAL ALUMINUM 1/12/2020 RR Verify all material ococ g rac e Dimensions B. Straps by others All fiashings 8E ester roofing by others 1/2" FC Siding (Verify) a 5/8" Densglass(Verify) 3/4"Furring(Verify) 1 1/2" _ 111U111Ut`a�U1�it;,`lu un E (- 2" * 2" - t r I 6N 4" 0 11(2" (4) 1/2" x 6" Zing Lags ( 5 1/2" , \\\ Target Paper supplied by others 6x8 Column -1 Y� LTA ARROVED(DATE RaiIProc,p V9675 Tie-back Attachment B DATE DRAWN ARCHITECTURAL ALUMINUM 1/12/2020 RR Powder coated steel material Welds: REF. 1/SSk-6. 1/SSK-9 & 1/SSK-10 1/2" I 1 Balcony engineering report I 5 1/2" 2 1/2" Ti 2 1/2" -- 2" -� 11/2" o x „ 013/16" \is ( ) 3/8" 9" 4" 9" r ( 2 3/4" ) __----'2 6 ) 0 o �9/16" DArF APPROVED / DATE ilProc V9675 Tie-back blade A Revised DRAWN 6/21/2021 ARCHITECTURAL ALUMINUM RR Powder coated steel material Welds: REF. 1/SSk-6. 1/SSK-9 & 1/SSK-1 k 51/2" y 1/2" 1 1 i Balcony engineering report -r „ 1 1/2" 2 1/2" i 2 1/2" '�-- 2" 1 1/2" O 013/16" ) ) ( ) 3/8" 9' ) 2 3/4" 0 5 3/8" , O1CR I �J 9/16 °A- Fla- n 16/21/2Q21 APPROVED / DATE Pro c V9675 1 Tie-back blade B Revised DRAWN ARCHITECTURAL ALUMINUM RR 'Galvanized Steel Material Welds: REF. 1/SSk-6. 1/SSK-9 & 1/SSK-10 Balcony engineering report 1r' -(4) H4L Nelson Stud % _-T- j) r:;\ 112" 1 1/sE, 8" 5" 0 S" U 1 „2" 8" X ) 1 1/2"TYP DAlE APPROVED / DATE �IProc� V9675 Balcony Embed Plate Revised DRAWN /21/2021 ARCHITECTURAL ALUMINUM RR Powder coated steel material Welds: REF. 1/SSk-6. 1/SSK-9 & 1/SSK-1 O Balcony engineering report J I II I I n i h 3/8" 2" n 4, 5" 3/8 Er 1/4" O 5" 1)5/16 17/8" 3" Y T 1�2" / 2.. 1.. 2" 2 4„ ,, 2.. 0 0 9" /// /Gc .L — �c IfI--''- 1 1/4 — 1/4" d 6 r " — 1/T" 3/8" — ( 5 1/2" 1" ) 0 — 0 7/16" A 8.. Y1T/2" ) k 11" iOAK _. APPROVED J DATE ailProc� V9675 Base Blade A Revised �g6/21/2021 ARCHITECTURAL ALUMINUM RR Powder coated steel material Welds: REF. 1/SSk-6. 1/SS K-9 & 1/SSK-1 Balcony engineerin re ort 1/2" J 3" 1^ r ' 1%2n 1 I 1 K 1 3/8" 4" $0 3/8" 5' 05/16" ( - 1/4" A %fi 1-2,. I 3" / 2„ 1., 2„ -4- 2„ --)T 1„ n ii 1/4" 1/4" - 3/8" - DATE 6/21/2021 APPROVED / DATE Rai i V9675 Base Blade Al Revised aAw. ARCHITECTURAL ALUMINUM RR 1 Powder coated steel material Welds: REF. 1/SSk-6. 1/SSK-9 & 1/SSK-10 Balcony engineering report - 7 R 1/ 3F f � 1/8" r� 0 „ i i 3/9 k i 3/8" 2" 5" 0 " o " 3 r 112" F 1,, ....T 2" - E 1" , 2" _ 0 _ 2 / /7/ a/ i V 0 1/4" - 1/4" - 6 0 1/2" 3/8" - ( 5 1/2" ) 07/16" O " 8" 1 1/2" ) k 11" a DATE APPROVED / DATE �lPro C,a V9675 Base Blade B Revised 09AWN� 21/2021 ARCHITECTURAL ALUMINUM RR Powder coated steel material Welds: REF. 1/SSk-6. 1/SSK-9 & 1/SSK-1 Balcony engineering report 1/2" 1( 3" ) r, 112" f K 3/a" 1 4" 1 7/8" 0, 3/8" } 1/4 5." 05/16" , � 112" 3" 2" 1" 2' 2" 4 1„ ) 2" .4i v v _. 1/4" 1/4" _ 3/8" — °A1FAWN /2021 APPROVED / DATE Ra- Pro1��° V9675 Base Blade B1 Revised DM ARCHITECTURAL ALUMINUM RR TM�M�y�N w[1imWr�w ti t.*Y1 P I OO X NIWm Pm w/4 n,s'4MMl*N✓�w!:� V�0 w*YeA M•�✓.wIY`��1 V WOWY[�MOIC OPTION I - WATER-TIGHT DECK DETAIL \ � ALUM PLANK DETAIL - CONNECTION DETAIL 'DRAWING TITLE:CONNECTION DETAILS REvIsioN 0 REV.EAT PEscwanav DATE: 03/11/0e) - ENE AlProdu LE DRAWN BY KF r 1 ,�n * , ey: page 2// ShaDeDesigoei- V)OIA I 0 M[ChalOOIs tec lfflog,es Or:. 5010 Ibis Prodx I Is iiceM ed to AM 5, Section Properties and Stresses Analysis Results Axes X-Y P. CentroidalAxes Principal Axes t7astic`Neutral Axis lx (in^4) +0.091 +0.091 +0.07 In (in^4) +0.07 ly (in^4) +4.161 +4.161 +4.181 ENAAngle(') -4.006 lxy (in^4) -0.291 -0.291 +0. Y top(in) +0.413 to (in^4) +4.252 +4.252 +4.252 Ybot(in) +0.76 rx (in) +0.325 +0.325 +0.285 Sx top(in^3) +0.17 ry (in) +2.195 +2.195 +2.201 Sx bot(in^3) +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(in^3) +1.243 Sx top(in^3) +0.324 +0.169 Sy left(in"3} +1.019 Sx bot(in^3) +0.133 +0.092 Zpx (in^3) +0.19 X right(in) +3.326 +3.364 Zpy (in^3) +1.671 X left(in) +4.103 +4.103 Max Mx(b.in) +3238.777 Sy right(in^3) +1.251 +1.243 Max My(b.in) +35671.554 Sy left(in°3) +1.014 +1.019 Mpx (Ib.in) +6658.294 Zpx {in^3) +0.2 +0191 Mpy (Ib.in) +58493.4 Zpy (inA3) +1.67 +1.671 SFx +2.056 Max Mx(Ib.in) +4666.975 +3233.028 SFy +1.64 Max My(Ib.in) +35496.165 +35673.07 Torque Max(b.in) +291.255 Mpx Olin) +7010.799 +6675.058 Budding Mpy (Ib.in) +58438.698 +58491.845 ry(monosymmetry) +1.304 in SFx +1.502 +2.065 jx(monosymmetry) +0.714 in SFy +1.646 +1.64 Cxrt Shear Constant+0.29 in^2 IMax(in^4) +4.181 Cyrt Shear Constant +0.139 in^2 IMin (in^4) +0.07 Theta(Deg) Rd Torsional-flexural +0.939 -4.075 a Torsional-Bending +14.138 in Area +0.863 in^2 Composite Section Mass/L +0.084 b/in Ref.Aluminum 6005 +10100000.psi Xc +0.in Transf.Area +0.863 n^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 in^4 Sig-yield C -35000.psi Cw(Warping) +0.167 n^6 Tau yield +21000.psi Xs(Shear) +0.454 inSg-x max T) +1078.003 psi s. Ys(Shear) +0.337 in Sig-x max C) -586.011 psi Ax +0.313 n^2 Fpt +15110.242Ib Kx +0.363 Fpc +15110.242 lb Ay +0.52 n^2 Loads Ky +0.602 Moment Mx +100.b.in los +4.527 n^4 Moment My +0.Ib.n ros +2.29 in Axial N[.0,.0] +0.lb Swx +1.534 bA5 Torque Tz +100.bin Buy -0.139 in^5 Birnoment Bw +10000.b.in2 Dsc +0.565 in Shear Vx +100.lb system Units: Section Material Identification: Date 09-I -2019 / t6:47;57 Length:tint IAiuminOm 6005-1611- 1-110100000. 1050: Nu=Oil 00-*0090(tb/l,i Engineer Client mass Obi Comment : S-4 Stress:10513 Project Re. Proipct Name. IIN DECKING -, �cy�•;�ay��y,�i�gg�' n�f-'fI� �flfy�ry ! 'WVLY.ttJLLi '' '(..9 ft;14:L'1 iP�Y raflaSaaS Approved page ShapeDesigne . V7018.1 9 NccnatWlS Ieconologles Inc 7Om0 }. IDi5 Producl Iicenced to Am Section Properties and Stresses Analysis - Results jc H� 1 iystem Units: Section Material Identification: Date : 09 13-2019 / 16:47:54 Length:[in; (Aluminum 6005 T611 t-ftUl000U0. i(xq. Nu 037, RO'-10-098fR1/m'1 -_-- Engineer Client Mass :lib.: Comment : S3 51tre55.10511 Project Ref.. Protect Name. IIN DECKING .." - N ` .ifn ,.w'4` sot i y White Bronze Black Building gf Products 6 j r ,.J., ,, . x• ' 'R4, &1':t } 3 { e _ 1Y y'h ° �{,... 3 ,• ______ L�"Y.wP xt A R4 - , � 1 rt4 Y � 4!4F Lt Gray Storm Gray Wheat Bronze _ Black c -F . s.+.. Y .ti '�y.?aSo " ,"w�.,,._ w.wce.w•An. xS< A 4 3 '� «... c8 'e �, 'ti _ . LK Y4: dW 'J i d TV ( �.•« • C. y�i r r fz,-1 I.R F ,tfsd ':i' q .�r' ,0'!' T' y" '�4.'a r y Y^"`�.p.ts- t��') ,•y t rt 13228 NE 20th St, Suite 100, Bellevue, WA 98005 AJILUPhone (425) 614-0949 Fax (425) 614-0950 6E STRUCTURAL CALCULATIONS FOR: Dartmouth Apartments 11974 - 11882 SW 72nd Ave Tigard, OR 97223 Client: NW Ra RaiIProcip ARCHITECTURAL ALUMINUM Attn: Raymond Reida Rail Pro - Architectural Aluminum 14110 NW 3rd Ct. Vancouver, WA 98685 By �0 PPOFF Eusonh Lim, E.I.T. 0 c°X1NEE� Alex Habliston, S.E. �; 82146 ,, i N q�FX HA'a �s�°' AUE No. 20357 EXPIRES: 06/30/21 Date: 1/21/2021 01/27/2021 Ver: Dartmouth-V2 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: 5o52-o(sa,PL) PLATES-Not Weld Affected ALUMINUM: son-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 Ali Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 G Client: Rail Pro-Architectural Aluminum Job No.: 20357 IBC Seismic Non-Structural Systems IBC 2012 OSSC 2014 Risk Category: 11 Standard-Occupancy Building Fa= 1.11 Sins= 1.086 Ss= 0.980 hn= 10 ft Fv= 1.58 Sml= 0.668 S I= 0.424 Ct= 0.02 Ie= 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 52o= 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 t Project: Dartmouth Apartments Pg.No: Seismic 1 A Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 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 4 ► Lh H/2 H ' H/2 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 K,: 0.87 Not Appl. Equation 26.8-1 KA: 1.00 *User Input based on local jurisdiction criteria 27.1 psf Eq.27.3-1 qh: 27.1 psf Eq.27.3-1 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: MWFRS 1 AU E Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 , Wind Loads-Main Force Resisting System ASCE 7-10 Chapter 27,Directional Procedure Building Characteristics Wind Dir.Y L Length 0 Building Type: Enclosed Buildings II' A Wind Dir. X Length: 226.00 ft Longer Dimension Width: 163.29 ft Shorter Dimension B Width Mean Height: 63.00 ft A • Roof Area: 36,903.92 sq ft GCP,: 0.18 Table 26.11-1 Mean Ht -0.18 Table 26.11-1 Wind Direction X Wind Direction Y Roof Angle: 0-10 Roof Angle: 0-10 LB: 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 Normal to Ridge for N/A N/A qh 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 O>=10 Degrees 0>=10 Degrees Distance From Use w/qh Distance From Use w/qh Flat Roof or Windward Flat Roof or Windward Parallel to Ridge Edge Parallel 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 0 >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 AU E Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: I/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Wind Loads-Main Force Resisting System ASCE 7-10 Chapter 27,Directional Procedure Wind Pressure Calculations Zg: 1200 a: 7.00 Wind Pressure on Walls Wind Pressure on Walls Wind Direction X Wind Direction Y GCp: 0.68 GCP: 0.68 GCp;: 0.18 or -0.18 GC,,: 0.18 or -0.18 or Px Leeward: -10.1 psf Px Leeward: -11.5 psf Internal PA: 4.9 psf P,;: 4.9 psf -4.9 psf -4.9 psf LRFD ASD LRFD ASD Ht(ft) Kz Px(psf) P(psf) P(psf) Ht(ft) Kz Px(psf) P(psf) P(psf) 0 0.57 12.25 22.39 13.44 0 0.57 12.25 23.78 14.27 5 0.57 12.25 22.39 13.44 5 0.57 12.25 23.78 14.27 15 0.57 12.25 22.39 13.44 15 0.57 12.25 23.78 14.27 25 0.67 14.17 24.32 14.59 25 0.67 14.17 25.70 15.42 35 0.73 15.60 25.75 15.45 35 0.73 15.60 27.13 16.28 45 0.79 16.76 26.91 16.15 45 0.79 16.76 28.29 16.98 55 0.83 17.75 27.90 16.74 55 0.83 17.75 29.28 17.57 65 0.87 18.62 28.77 17.26 65 0.87 18.62 30.15 18.09 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 L Project: Dartmouth Apartments Pg.No: MWFRS 3 AU Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Wind Pressure on Roofs(X-X) Wind Pressure on Roofs(Y-Y) 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(psf) P(psf) 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 11/2 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 A JE Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 i I Wind Loads-Components and Cladding,Walls ASCE 7-10 Chapter 30,Part 3-Buildings>60 ft Design Criteria Length Risk Category: II Ir g ry: Basic Wind Speed: 120 mph - Exposure Category: B A Hurricane Prone: No Building Type: Enclosed Buildings Width 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 .....digallallimbh„. A Wind Directionality Factor,Kd: 0.85 Table 26.6-1 Mean Ht Gust Effect Factor,G: 0.85 Section 26.9 Roof Angle: <= 10 Degrees 5 IIII 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 gz/gh 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 LOI13228 NE 20th St,Suite 100,Bellevue,WA 98005 1(425)614-0949 Project: Dartmouth Apartments Pg.No: C&C Wall 1 AU E Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 t Wind Loads-Components and Cladding,Walls ASCE 7-10 Chapter 30,Part 6-Parapets Wind 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 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' -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 I(425)614-0949 Project: Dartmouth Apartments Pg.No: C&C Wall 2 A■■ Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 V AClient: Rail Pro-Architectural Aluminum Job No.: 20357 r Wind Loads-Components and Cladding,Roofs ASCE 7-10 Chapter 30,Part 3-Buildings>60 ft Design Criteria .1_- • r••• ° Risk Category: II .-�- ;- - - -Q - f ® ° Basic Wind Speed: 120 mph o • o Exposure Category: B Hurricane Prone: No OO i O ;_ Building Type: Enclosed Buildings k o, Length: 226.00 ft Longer Dimension . u o Width: 163.29 ft Shorter Dimension -+- Height: 63.00 ft "t_ ./4" Component Exp.Category: B Gable and Hip Roofs,Zone Extents Wind Load Calculation-Flat,Gable or Hip Roofs Wind Directionality Factor,IQ: 0.85 Table 26.6-1 Gust Effect Factor,G: 0.85 Section 26.9 MI Roof Angle: 6< =7° �i Zg: 1200 0.18 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 CTCpr 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 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: C&C Roof 1 A.■AAddress: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 4 Client: Rail Pro-Architectural Aluminum Job No.: 20357 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(ft^2) 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 GCp,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 AUE Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum fob 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: I :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 0/4 1.00 ftA from Each End Ai2 5 (if applicable) 1 Fp I 4.50 ft max 0.00 ft I ' 1 3 5---1 __ _ 1 1 P......J Angle Seat Conn/Ledger > I,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 ph 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 Rrnin= -0.25 k Member Design: Front Member: Aluminum: AS.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 lx= 17.45 in^4 Wind Load: M= -4.06 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 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 's Project: Dartmouth Apartments Pg.No: Deck 1 AU DI Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Member Design(Cont.): 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 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= -8.11 k-in IA= -1.25 in"5 A= 0.47 in-> L/ 261 Design Load: M= 21.94 k-in IA= 3.37 in^5 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= -9.13 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: 1.00 ft A= 2.44 in^2 L: 8.17 ft Lb= 2.00 ft Mallow(x-x)= 68.01 k-in(Un-Welded) OK Dead: M= 0.70 k-in IA= 0.07 in^5 Mallow(x-x)= 34.37 k-in(Welded) OK Live: M= 6.00 k-in IA= 0.59 in^5 Torsion.allow= 26.47 k-in(Welded) Snow: M= 2.50 k-in IA= 0.25 in^5 Ix= 17.45 in^4 Wind Load: M= -2.62 k-in IA= -0.26 in^5 A= 0.04 in-> L/ 2439 Design Load: M= 7.08 k-in IA= 0.70 in^5 613228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Deck 2 AU Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 , 1 Side Member Aluminum: A8.2.18 Trib: 5.08 ft A= 2.44 in^2 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 IA= 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 in^5 A= 0.02 in-> L/ 2868 Design Load: M= 10.92 k-in IA= 0.33 in^5 Lateral Restraint of Deck: I ri I 3 1 ElII-2-1I) 187 lb(T/C) ( 1 1 n 1) 254 lb(T/C) 2) 187 lb( 2) lb( Fp 3) 254 lb(V)� Pp 3) N/A/A lb(V) � 4) 254 lb(V) 4) N/A lb(V) 13228 NE 20th St,Suite 100,Bellevue,WA 98005 (425)614-0949 Project: Dartmouth Apartments Pg.No: Deck 3 AU ISAddress: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Deck 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 . I too it from Each End i 2 5(if applicable) 1 Fp i 6.50 ft max 0.00ft ' ' 3 4 i--� lir Angle Seat Conn/Ledger f ' Tie-Back t 0.00 ft 0.00 ft 10.17 ft max 4 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 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= -4.04 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 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Deck 4 AUE Address: 11974- 11882 SW 72ndAve,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Member Design(Cont.): 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 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 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: 8.17 ft Lb= 2.00 ft Mallow(x-x)= 68.01 k-in(Un-Welded) OK Dead: M= 2.28 k-in IA= 0.23 in^5 Mallow(x-x)= 34.37 k-in(Welded) OK Live: M= 19.51 k-in IA= 1.93 in^5 Torsion.allow= 26.47 k-in(Welded) Snow: M= 8.13 k-in IA= 0.81 in^5 Ix= 17.45 in^4 Wind Load: M= -8.47 k-in IA= -0.84 in^5 A= 0.13 in-> L/ 751 Design Load: M= 23.00 k-in IA= 2.28 inA5 i.- \ 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments • Pg.No: Deck 5 AU Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Side Member Aluminum: A8.2.18 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 IA= 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 IA= 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: L3 4 t i ;...._1 ; l 2 l 1) 317 1b(T/C) 1 2 1) 299 1b(T/C) 2) 317 lb(T/C) 2) 299 lb(T/C) Fp 3) 299 lb(V) I Pp 3) N/A lb(V) 4) 299 lb(V) 4) N/A lb(V) 10111 . 13228 NE 20th St,Suite 100,Bellevue,WA 980051(425)614-0949 Project: Dartmouth Apartments Pg.No: Deck 6 AU E Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Arch tectural Aluminum Job No.: 20357 Floor Decking - 1"thick"Alumilast"decking type 6005-T61 ,+29 &, +,, Min.Eff.Section for Design Purposes v. 192+a horn v 0291 +19 tic `Ea ETi+ 1 1211125 1:450. W.1 1/ c210 , Pos+6 m ltal alai i" cu? aatjl I aloe aim aCo9a 44)162 .an eial 1 4,7/42, ail t , aua wala 3.00 in aIP � � S ;. , •ae al 0.2�„ 8 in ., �- 3 - :°1- -'Al A I IT -_ 0 I, aolo ,\Zi ''m i PS r"f. aa� ' } 2tl ' aw $, i' mn :i'i x.S of f 'm E,E CG V 116 �.` m 0.95 in OIL USJ±Ta6 CIF ! MU/ o1APII *os4015 V I I V I oa S i <a1 1 0.74 in K flit a I:A 5112 III? 255 c na+ - rim --- 0.42 in area distance y A*y I dist toy 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 a 1"Alumilast decking is j Actual Fv= 25 psi adequate to span 24" I OK Allow Fv= 12000 psi Deflection= 0.0056 in L/ 4268 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Al-Deck 1 Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 AIJ E Client: Rail Pro-Architectural Aluminum Job No.: 20357 I , Railing Sleeve Calculations(Glass) Loads: 200 lb @ Top of Post Stiffness Ratio 20 plf @ Rail,Any Direction Cpost= EU 3.50 ft 51 psf(Wind) Crail= EU 3.42 ft Ht of Glass 3.25 ft CR= 1.024 Pf= 1 Per AMP 510 Panel: -Conservative Post Layout 3.42 ft 111110 Moment At Post Conn: 3.50 ft 3.42 ft I Mu= 700 lb-ft(Back Corner) 3.42 ft I. Mu= 700 lb-ft(Front Left Corner) ..........-----"7-' ki 1140 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 12— 1.95 Weld Filler: 5356 Flu= 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 I 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 ;' I ‘ Project: Dartmouth Apartments Pg.No: Railing 1 U Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Deck Balcony Types: 1 & - & - & - & - & - ,,,,,mg Max Vert: 1.00 A a__ e�o.oem" ca. woo Min Vert: 1.00 Tieback Slope: I horiz: 0.75 vert(min) 1.50 vert(max) kik Load in Tie-Rod OR'gRO.R.LO -#2-1/2 Clevis EA End w/3/4"Dia Pin Tie Back Height P= 1.349 k(Ten.)or -0.42 k(Comp.) 7111111111kVIIIIIIIIII ■I■I■I■I■I■IMMBE I■I■I■ 3.50 ft Vert: 0.81 k(Ten.)or -0.25 k(Comp.) 11911 DL: kk LL: 0.69 mcwar MORAL SL: 0.290.08 k k MaLINO II1i-- :' Horiz: 1.08 k I. DL: 0.11 k L,„. LL: 0.92 k .re!A M.UpI> ♦W..net 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 Vvert(direct)= 0.77 k 0.37 k 0.81 k 6 in Thoriz(direct)= 1.02 k 0.49 k 1.08 k F Thoriz(in-direct)= 0.57 k 0.27 k 0.61 k • Za= 0.58k 0.27k 0.61k 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= 4.50in 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= 4 1/2 in Mn= 53.15 k-in Thread= 2 5/8 in Mallow= 31.83 k-in OK Z allowable= 0.54 k(w/o Snow) Tieback Plate Weld: Wp allowable= 0.99 k(w/o Snow) Weld: 3 /16 Fillet Weld Fw= 3.34 k/in Allow Za allowable= 0.83 k(w/o Snow) OK Sw= 5.33 in^2 Z'a allowable= 0.96 k(w/Snow) OK Mallow= 17.82 k-in OK 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 4UProject: Dartmouth Apartments Pg.No: Tie-Rod Conn 1 Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 . Deck Balcony Types: 2 & - & - & - & - & - ,,,,l,m;,; Max Vert: 1.00 imo A "'-°° °"S Min Vert: 1.00 Tieback Slope: 1 horiz: 0.75 vert(min) 1.50 vert(max) ..u,...:2 Ikh. Load in Tie-Rod -#2-1/2 Clevis EA End w/3/4"Dia Pin Tie Back Height �I�i�I�I�I�I�I�I■ IIIIIIIIIIII , P= 1.948 k(Ten.)or -0.60 k(Comp.) 3.50 ft �IUiiiRI•.I1I1 Vert: 1.17 k(Ten.)or -0.36 k(Comp.) DL: 0.12 k ...,.. LL: 0.99 k "# SL: 0.41 k WL: -0.43 k U,'- Jiwliew"v I Horiz: 1.56 DL: k 0.15 k .4.1).WIN , J AM. LL: 1.32 k SL: 0.55 k TM Tie Back Depth WL: -0.57 k il 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 F ; Thoriz(in-direct)= 0.83 k 0.40 k 0.88 k • 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 1.5 in Pvert= 1.17 k 1 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= 4 1/2 in Mn= 53.15 k-in Thread= 2 5/8 in Mallow= 31.83 k-in OK Z allowable= 0.54 k(w/o Snow) Tieback Plate Weld: Wp allowable= 0.99 k(w/o Snow) Weld: 3 /16 Fillet Weld Fw= 3.34 k/in Allow Za allowable= 0.83 k(w/o Snow) OK Sw= 5.33 in^2 Z'a allowable= 0.96 k(w/Snow) OK Mallow= 17.82 k-in OK f 13228 NE 20th St.,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Tie-boa cone 2 AUr Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 ` 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 688 Steel/Alumn Size[I(in)] 0.50 Number of Members 1 Properties I Screw= 1/2 in x 5 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 IIlm,Ins,IV= 3.20 Ke= 1 Screw in Main= 4.50 in Analysis Main Mbr Width= 5.5 in kl= 0.2423 lm= 4.19 in k2= 0.4752 is= 0.5 in k3= 5.2578 Fyb= 45 ksi Re= 0.06 Rt= 8.38 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= 2175 lb Im= 2175 lb Is= 4035 lb Is= 8069 lb II= 1086 lb IIIm= 1145 lb Ills= 827 lb IIIs= 1654 lb IV= 540 1b 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: 2.688 in W= 378 lb/in Screw past main member: 0.00 in p= 2.63 in Eff Thread past main member: 0.00 in Wp= 993 lb Eff Thread in side member: 0.00 in Thread in Main Member: 2.688 in •• 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Tie-Rod Conn 3 AUE Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Tie-Rod Design(Deck Type 1A 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: o At= 0.33 in^2 Allowable Compressive Load: Pu= 650 lb OK 'o Ac= 0.44 in^2 P= 6,634 lb a, r= 0.187 in Allowable Tension Load: -c Stiffener: Yes c Lc= 12 in P= 6,000 lb OK ca Spacing: 24 in O.C.Max A Fe= 69.84 ksi Allowable Bending Moment: -Min(3)Points of Contact F Fcr= 25.06 ksi M= 747 lb-in At= 0.44 in^2 Allowable Compressive Load: Stability Load at Joint: ,b, Ac= 0.44 in^2 P= 117 lb c Flu= 6.5 lb r= 0.188 in Allowable Tension Load: 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: .d Ac= 0.44 in^2 P= 3,868 lb Mu= 336 lb-in r= 0.188 in Allowable Tension Load: ,2 Lc= 24 in P= 7,936 lb OK 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 Project: Dartmouth Apartments Pg.No: Tie Rod 1 AUE Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 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 m DL= 0 lb , DL= 0 lb m LL= 0 lb rn LL= 0 lb o SL= 0 lb o SL= 0 lb ,,, w WL= 0 lb t WL= 0 lb e4 DL= 80 lb :,; ro DL= 116 lb m LL= 686 lb rn LL= 991 lb A SL= 286 lb 1 SL= 413 lb 2 WL= -299 lb W WL= -430 lb Front Seats: 0 lb Front Seats: 0 lb ,-I 0 lb a 0 lb 4 809 lb g 1169 lb Back Seats: -251 lb _ Back Seats: -361 lb Front Seats: Front Seats: VI,max= 0 lb VI,max= 0 lb v Tl,max= 0 lb b Tl,max= 0 lb a V2,max= 0 lb a V2,max= 0 lb T2,max= 0 lb T2,max= 0 lb Back Seats: o Back Seats: 1V 1,max= 254 lb 1 V 1,max= 299 lb w TI,max= 187 lb W Tl,max= 317 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 Project: Dartmouth Apartments Pg.No: Seat Conn 1 MjE Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Knife Plate(Maximum Eccentricity) Plate Type 1) 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 1) 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 1 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 Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Deck Connection at Wood Structure Deck Balcony Type I DLDL=LL DL+3/4LL+314SL 2 in a My Lag Screw Group Mx= 3.83 k-in Mx= 4.05 k-in j . Ix= 26.00 in"2 Vx= 0.77 k Vx= 0.81 k Mx Vy i y= 64.00 in^2 -` Ip= 90.00 in^2 My= 0.00 k-in My= 0.00 k-in 6 in Vy= 0.00 k Vy= 0.00 k i ...,. I O DSL 0.6*DL-WL #Screws in Shear: 0 Mx= 1.83 k-in Mx= 1.26 k-in #Bolts in Shear: 4 Vx= 0.37 k Vx= 0.25 k 1 in Typ 4 I Total Fasteners= 4 8 in My= 0.00 k-in My= 0.00 k-in 1 ► Vy= 0.00 k Vy= 0.00 k 1.5inTyp , Vx DL+LL+E/L4 DL+3/4LL+3/4SL+0.75E/L4 Anchor Reactions:(Lag Screws,individual Screw Forces) Mx= 3.83 k-in Mx= 4.05 k-in c Vx= 0.19 k 0= 0.0 deg(V Only) Vx= 0.77 k Vx= 0.81 k rn Vy= 0.00 k o T= 0.44 k a= 66.6 deg(V and T) My= 1.27 k-in My= 0.95 k-in 3 Pa= 0.48 k Vy= 0.25 k Vy= 0.19 k B Vx= 0.20 k 0= 0.0 deg(V Only) T= 0.19 k T= 0.14 k a Vy= 0.00 k or or `"3 T= 0.47 k a= 66.6 deg(V and T) My= 0.00 k-in My= 0.00 k-in Pa= 0.51 k Vy= 0.00 k Vy= 0.00 k ,d Vx= 0.06 k 0= 0.0 de Only) T= 0.25 k T= 0.19 k Vy= 0.00 k g 3 3 T= 0-14 k a= 66.6 deg(V and T) Pa= 0.16 k o Vx= 0.20 k Lag Screw in 6x Member Vy= 0.06 k A= 17.5 deg(V Only) 0.375 in dia Lag Screws w/(1)6x12 Min Member 0 T= 0.57 k a= 69.5 deg(V and T) Embedment= 5 1/2 in .- Pa= 0.61 k Thread= 3 1/4 in Z allow= 0.28 k(0=0)(w/o Snow) Z allow= 0.18 k(0=90)(w/o Snow) Wp allow= 0.99 k(w/o Snow) Combined Withdrawal and Shear: Z'a allow= 0.70 k(w/o Snow) Z'a allow= 0.81 k(w/Snow) Z'a allow= 1.12 k(w/Wind) Z'a allow= 0.44 k(w/Seismic) Pa= 0.48 k(w/o Snow) 0.69 OK Pa= 0.51 k(w/Snow) 0.63 OK Pa= 0.16 k(w/Wind) 0.14 OK Pa= 0.00 k(wI Seismic) 0.00 OK 13228 NE 20th St,Suite 100,Bellevue,WA 980051(425)614-0949 Project: Dartmouth Apartments Pg.No: Seat Conn 3 AU; Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Deck Connection at Concrete Structure Deck Balcony Type 1 1.4DL I.2DL+1.6LL+0.5SL My i Lag Screw Group Mx= 0.56 k-in Mx= 6.69 k-in .4 Ix= 17.00 in^2 Vx= 0.11 k Vx= 1.34 k Z Mx Vy Iy= 64.00 in^2 Ip= 81.00 in^2 My= 0.00 k-in My= 0.00 k-in 5 in Illii MO. Vy= 0.00 k Vy= 0.00 k OI 0 1.2DL+0.5LL+1.6SL 0.9DL-1.0W #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 4 Total Fasteners= 4 8 in My= 0.00 k-in My= 0.00 k-in 1.5 in Typ 4 II` t Vx Vy= 0.00 k Vy= 0.00 k 1.2DL+1.0E+LOLL+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= 0.26 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*SI= 0.89 k T*S2= 0.89 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 inrmrouon scram daribuem Sod 36000 pat 32443 psi Maximum stress 32443 psi Cs/dated date thickness 0.405 loch _6Mw yayamq p 0 If Sa,e mace Copy to Aphoad Adopt nUr.ms Cbse"ndcm Opp 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Seat Conn 4 AU Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Deck Type: Deck Balcony Type I 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) MO Plate: 1/4 " x 2 " x 6 " Sx= 1.50 in^3 Sy= 0.06 in^3 e= 1.0625 in Zx= 2.25 inA3 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/Vallow= 0.37 OK Vu/Vallow= 0.38 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 5 AUE Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Arch tectural Aluminum Job No.: 20357 Deck Connection at Wood Structure Deck Balcony Type 2 DL+LL DL+3/4LL+3l45L 2 nT My Lag Screw Group Mx= 5.53 k-in Mx= 5.84 k-in j * C) Ix= 26.00 inA2 Vx= 1.11 k Vx= 1.17 k Mx ; V Iy 64.00 in"2 y - Ip= 90.00 inA2 My= 0.00 k-in My= 0.00 k-in 6 in 1111111.11110* Vy= 0.00 k Vy= 0.00 k I O DL+SL 0.6*DL-WL #Screws in Shear: 0 Mx= 2.64 k-in Mx= 1.80 k-in #Bolts in Shear: 4 Vx= 0.53 k Vx= 0.36 k 1 in Typ 4 Total Fasteners= 4 S in My= 0.00 k-in My= 0.00 k-in 1°1Vy= 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= 5.53 k-in Mx= 5.84 k-in o Vx= 0.28 k 0= 0.0 deg(V Only) Vx= 1.11 k Vx= 1.17 k o Vy= 0.00k co o T= 0.64 k a= 66.6 deg(V and T) My= 1.49 k-in My= 1.12 k-in 3 Pa= 0.70 k Vy= 0.30 k Vy= 0.22 k 3 Vx= 0.29 k 0= 0.0 de On T= 0.32 k T= 0.24 k °1 Vy= 0.00 k g y) or or v'3 T= 0.67 k a= 66.6 deg(V and T) My= 0.00 k-in My= 0.00 k-in Pa= 0.73 k Vy= 0.00 k Vy= 0.00 k b Vx= 0.09 k 0= 0.0 deOnly) T= 0.30 k T= 0.22 k B Vy= 0.00 k g(V 3 T= 0.21 k a= 66.6 deg(V and T) Pa= 0.23 k Vx= 0.29 k Lag Screw in 6x Member A= 14.3 deg(V Only) ti Vy= 0.07 k 0.375 in dia Lag Screws w/(1)6x12 Min Member 8 ril T= 0.81 k a= 69.6 deg(V and T) Embedment= 5 1/2 in Pa= 0.87 k Thread= 3 1/4 in Z allow= 0.28 k(0=0)(w/o Snow) Z allow= 0.18 k(0=90)(w/o Snow) Wp allow= 0.99 k(w/o Snow) Combined Withdrawal and Shear: Z'a allow= 0.70 k(w/o Snow) Z'a allow= 0.81 k(w/Snow) Z'a allow= 1.12 k(w/Wind) Z'a allow= 0.44 k(w/Seismic) Pa= 0.70 k(w/o Snow) 0.99 OK Pa= 0.73 k(wlSnow) P 0.91 OK Pa= 0.23 k(we Wind) a 0.20 OK Pa= 0.00 k(w/Seismic) 0.00 OK / --.li I ' 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Seat Conn 6 U Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Deck Connection at Concrete Structure Deck Balcony Type 2 1.4DL 1.2DL+1 6LL+0.5SL My Lag Screw Group Mx= 0.81 k-in Mx= 9.66 k-in • O Tx= 17.00 in^2 Vx= 0.16 k Vx= 1.93 k �* Mx 1 V Iy= 64.00 in^2 L y--J 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 1 O I O 1.2DL+0.51,T.+1.6SJ. 0.9DL-1.Ow #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 4 Total Fasteners= 4 8 in Ili My= 0.00 k-in My= 0.00 k-in 1 I Vx Vy= 0.00 k Vy= 0.00 k 1.5 in Typ 1.2DL+1.0E+1.OLL+02SL Concrete Anchorage Design Mx= 6.06 k-in Controlling Case: 1.2DL+1.0E+1.OLL+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= 0.44 k T= 0.44 k or My= 0.00 k-in Q= 2.5 Vy= 0.00k Mx*S2= 6.06 k-in T= 0.42 k Vx*S1= 1.21 k My*Si= 5.23 k-in Vy*SI= 1.05 k T*S2= 1.11 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 tntmaanon seas dstr+Wam Steel 36000 psi 32443 psi Iteae ce"seem 32443 psi Calculated plea thickness 0.405 inch 0 sa,e lTXje Copy todoboard Moot Na.2sz _.. Close vvidnv / 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Seat Conn 7 1/21/20216 �� Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: Client: Rail Pro-Architectural Aluminum Job No.: 20357 Deck Type: Deck Balcony Type 2 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= 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= 317 lb(Seismic-Away from Builidng) j=j1] 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= 317 lb-in OK Mx allow= 48028 lb-in My allow= 2021 lb-in My= 337 lb-in OK Closure Plate Weld Weld Size= 3/16 in e= 1.0625 in 1w= 12.00 in Mmax= 336.7 lb-in Mu/Mallow= 0.05 OK Sx= 2.25 in2 Vmax= 316.9 lb Vu/Vallow= 0.01 OK Mallow= 6265 lb-in OR Unity= 0.06 OK Vallow= 33411 lb Vmax= 361.0 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= 317 lb Tu= 361 lb Vallow= 678 lb Unity= 0.52 OK Uplift Force 361 lb In-Plane Shear= 299 lb Vu/Vallow= 0.53 OK Vu/Vallow= 0.44 OK Max Clamp= 0.875 in Min Clamp= 0.250 in Clamp= 0.625 in OK /'' I . 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 / \ Project: Dartmouth Apartments Pg.No: Seat Conn 8 U 4 Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: I/21/2021 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/Aileen Size[t On)] 0.50 #of Members 1 Properties Screw= 3/8 in x 6 Dr= 0.265 in Rd E= 0.219 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= 0.4638 Is= 0.5 in k3= 5.0148 Fyb= 45 ksi Re= 0.06 Rt= 11.00 Fem.par= 5600 psi Fem.perp= 3646 psi Fern= 5,600 psi Fes.par= 87000 psi Fes.perp= 87000 psi Fes— 87,000 psi Single Shear Double Shear Im= 2041 lb Im= 2041 lb Is= 2882 lb Is= 5764 lb II= 970 1b Illm= 1048 lb IIIs= 563 lb Ills= 1127 lb IV= 276 lb IV= 551 1b Z= 276 lb Z= 551 lb Allowable Withdrawal: Screw Dimension Properties Cd= 1.00 Effective Thread: 3.281 in W= 305 lb/in Screw past main member: 0.00 in p= 3.25 in Eff Thread past main member: 0.00 in Wp= 991 lb Eff Thread in side member: 0.00 in Thread in Main Member 3.281 in 13228 NE 20th St,Suite 100,Bellevue,WA 980051(425)614-0949 Project: Dartmouth Apartments Pg.No: Seat Attach 1 AUE Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 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/Alum Size[t(in)] 0.50 Number of Members 1 Properties Screw= 3/8 in x 6 Dr= 0.265 in Rd E= 0.219 in Yield Modes Im,Is= 5.00 Om= 90.000 deg Yield Mode II= 4.50 Os= 0.000 deg Yield Modes IIIm,Ills,IV= 4.00 Ke= 1.25 Screw in Main= 5.5 in Analysis Main Mbr Width= 5.5 in kl= 0.2081 hn= 5.50 in k2= 0.4507 Is= 0.5 in k3= 6.3785 Fyb= 45 ksi Re= 0.04 Rt= 11.00 Fem.par= 5600 psi Fem.perp= 3646 psi Fern= 3,646 psi Fes.par= 87000 psi Fes.perp= 87000 psi Fes= 87,000 psi Single Shear Double Shear Im= 1063 lb Im= 1063 lb Is= 2306 lb Is= 4611 lb II= 533 lb Illm= 552 1b IIIs= 377 lb Ills= 755 lb IV= 180 lb IV= 360 lb Z= 180 lb Z= 360 lb Allowable Withdrawal: Screw Dimension Properties Cd= 1.00 Effective Thread: 3.281 in W= 305 lb/in Screw past main member: 0.00 in p= 3.25 in Eff Thread past main member: 0.00 in Wp= 991 lb Eff Thread in side member: 0.00 in Thread in Main Member: 3.281 in 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Seat Attach 2 Q. ■ Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 V Client: Rail Pro-Architectural Aluminum Job No.: 20357 1111`TI Hilti PROFIS Engineering 3.0.66 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: Dartmouth Concrete Anchorage Date: 1/22/2021 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: h =3.750 in. Material: Evaluation Service Report: Hilti Technical Data Issued I Valid: -I- Proof: Design Method ACI 318-14 I CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plateR: Ix 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,f0=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)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,in.lb] s. LDS gym . a " 0 roliftr 1000 27 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hlltl AG,FL-9494 Schaan HIM Is a registered Trademark of Hilt AG,Schaan 1 1■■111.T1 Hilti PROFIS Engineering 3.0.66 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Dartmouth Concrete Anchorage Date: 1/22/2021 Fastening point: 1.1 Design results Case Description Forces[lb]I Moments Iin.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=1,110;V,=1,213;Vy=-1,046; yes 80 Mx=5,227;My=6,064;Mx=0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hit AG,FL-9494 Schaan Hilfi is a registered Trademark of Hilti AG,Schaan 2 IN I11..T1 Hilti PROFIS Engineering 3.0.66 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: Dartmouth Concrete Anchorage Date: 1/22/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity PN/9v MI Status Tension Concrete Breakout Failure 1,901 6,442 30/- OK Shear Concrete edge failure in direction y- 1,602 2,044 -/79 OK Loading PN Pv Utilization PN,v[%] Status Combined tension and shear loads 0.295 0.784 5/3 80 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 Hilt AG,FL-9494 Schaan Hlltl Is a registered Trademark of Hilti AG,Schaan 3 NI`TI Hilti PROFIS Engineering 3.0.66 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: I E-Mail: Design: Dartmouth Concrete Anchorage Date: 1/22/2021 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. 11 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilt Is a registered Trademark of Hilti AG,Schaan 4 Aluminumn Tube Design Capacity Beam Design (Simple Span) j 4 4 40 4 4P'4444 4 L=N/A ft 14 B.,4577 Lbx= 2.00 ft b Lby= 2.00 ft 1 ► 4 0 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 Fey= 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 ex+= 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 i ' 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: AT 1 AUE Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Bending: Analysis:(X-X) Lateral-Torsional Buckling 0= 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/12= 55.48 k-in(Un-Welded) Fb= 14.15 ksi(Welded) Mn/52= 20.58 k-in(Welded) Flange 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= 35.00 ksi(Un-welded) Fb= 13.00 ksi(Welded) Fb= 13.00 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/Q= 37.40 k-in(Un-Welded) Mn/52= 50.89 k-in(Un-Welded) Mn/Q= 18.90 k-in(Welded) Mn/S1= 18.90 k-in(Welded) Web Check 0= 1.65 S1= 49.28 (Un-welded) Si= 66.93 (Welded) 52 rupture= 1.95 S2= 77.22 (Un-welded) S2= 132.79 (Welded) Fb= 36.53 ksi(Un-welded) Fb= 45.50 ksi(Un-welded) Fb= 16.90 ksi(Welded) Fb= 16.90 ksi(Welded) Mallow(Tension): Mallow(Come.): Mn/52= 53.11 k-in(Un-Welded) Mn/52= 66.15 k-in(Un-Welded) Mn/52= 24.57 k-in(Welded) Mn/52= 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/52= 23.08 k-in(Un-Welded) Fb= 14.11 ksi(Welded) Mn/S2= 8.57 k-in(Welded) Web Check 12 typ= 1.65 S1= 20.81 (Un-welded) S1= 29.36 (Welded) Q 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/12= 15.62 k-in(Un-Welded) Mn/52= 12.63 k-in(Un-Welded) Mn/S2= 7.90 k-in(Welded) Mn/52= 6.51 k-in(Welded) Flange Check 52 typ= 1.65 Si= 49.28 (Un-welded) Si= 66.93 (Welded) 5J rupture= 1.95 S2= 77.22 (Un-welded) S2= 132.79 (Welded) Fb= 36.53 ksi(Un-welded) Fb= 45.50 ksi(Un-welded) Fb= 16.90 ksi(Welded) Fb= 16.90 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/52= 22.19 k-in(Un-Welded) Mn/52= 27.64 k-in(Un-Welded) Mn/12= 10.26 k-in(Welded) Mn/52= 10.26 k-in(Welded) 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 (. \ Project: Dartmouth Apartments Pg.No: AT 2 A. ■E Address: 11974- 11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Y Client: Rail Pro-Architectural Aluminum Job No.: 20357 . Shear Analysis:(X-X) 12= 1.65 Si= 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/S2= 17.37 k(Un-Welded) Fs= 7.80 ksi(Welded) Vn/S2= 7.09 k(Welded) Analysis:(Y-Y) 0= 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/Q= 4.77 k(Un-Welded) Fs= 7.80 ksi(Welded) Vn/Q= 1.77 k(Welded) Torsion Analysis: S2= 1.65 Vallow: Fs= 19.11 ksi(Un-welded) Tn/S2= 38.59 k-in(Un-Welded) Fs= 7.80 ksi(Welded) Tn/S2= 15.75 k-in(Welded) 13228 NE 20th St,Suite 100,Bellevue,WA 980051(425)614-0949 Project: Dartmouth Apartments Pg.No: AT 3 • U E Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Aluminumn Tube Design Capacity co 1 Beam Design (Simple Span) + + ,, + + +P'+t+ + + L=N/A ft a Lbx= 3.00 ft A 13 Lby= 3.00 ft Isl Is 4 0.1 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) Fey= 35 ksi Fey= 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-1-= 4.00 in C= 3.69 in"3 Flange b/t= 15.00 ex-= 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 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: AT 4 AUE Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 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/52= 100.82 k-in(Tin-Welded) Fb= 14.14 ksi(Welded) Mn/52= 37.40 k-in(Welded) Flange Check S2 typ= 1.65 SI= 20.81 (Un-welded) Si= 29.36 (Welded) 12 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/51= 68.01 k-in(Tin-Welded) Mn/S2= 92.54 k-in(Un-Welded) Mn/a= 34.37 k-in(Welded) Mn/S1= 34.37 k-in(Welded) Web Check 52= 1.65 S1= 49.28 (Un-welded) S1= 66.93 (Welded) 1-2 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/Q= 96.58 k-in(Un-Welded) Mn/51= 105.75 k-in(Un-Welded) Mn/Q= 44.68 k-in(Welded) Mn/S2= 44.68 k-in(Welded) Analysis: (Y-Y) Lateral-Torsional Buckling 52= 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/51= 43.02 k-in(Un-Welded) Fb= 14.09 ksi(Welded) Mn/12= 15.98 k-in(Welded) Web Check 52 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= 15.43 ksi(Un-welded) Fb= 13.00 ksi(Welded) Fb= 8.53 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/52= 29.19 k-in(Un-Welded) Mn/51= 17.50 k-in(Un-Welded) Mn/5-2= 14.75 k-in(Welded) Mn/52= 9.68 k-in(Welded) Flange Check 52 typ= 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= 45.50 ksi(Un-welded) Fb= 16.90 ksi(Welded) Fb= 16.90 ksi(Welded) Mallow(Tension): Mallow(Comp.): Mn/52= 41.44 k-in(Un-Welded) Mn/51= 51.62 k-in(Un-Welded) Mn/S1= 19.17 k-in(Welded) Mn/S2= 19.17 k-in(Welded) i' 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: AT 5 �.■ Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 V Client: Rail Pro-Architectural Aluminum Job No.: 20357 Shear Analysis:(X-X) S2= 1.65 S1= 35.29 (Tin-welded) Si= 49.51 (Welded) S2= 63.16 (Un-welded) S2= 136.43 (Welded) Vallow: Fs= 16.28 ksi(Tin-welded) Vn/52= 19.73 k(Un-Welded) Fs= 7.17 ksi(Welded) Vn/5-2= 8.69 k(Welded) Analysis:(Y-Y) Q= 1.65 Si= 35.29 (Un-welded) S1= 49.51 (Welded) S2= 63.16 (Un-welded) 52= 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: I S2= 1.65 Vallow: Fs= 16.28 ksi(Un-welded) Tn/52= 60.08 k-in(Un-Welded) Fs= 7.17 ksi(Welded) Tn/S2= 26.47 k-in(Welded) I 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: AT 6 U Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Tie-Rod Pipe Stiffener Lv= 5.75 ft Stiffener Design (Simple Span) w Conservatively set to'L' . . . l . . 11ll • L= 5.75 ft A 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(EX,PI) Fcy= 25 ksi Fey= 8 ksi E= 10100 ksi Profile Variables: A= 0.31 in^2 cx+= 0.53 in S= 0.07 in^3 C= 0.00 in^3 Outer Dia= 1.05 in cx-= 0.53 in I= 0.04 in^4 J= 0.07 in^4 Inner Dia= 0.82 in cy+= 0.53 in r= 0.34 in t= 0.11 in cy-= 0.53 in Allowable Loads:(See Following Sheets for Analysis) Bending: Un-Welded= 1.19 k-in Welded= 0.38 k-in Shear: Un-Welded= 1.42 k Welded= 0.45 k Torsion: Un-Welded= 1.21 k-in Welded= 0.39 k-in 13228 NE 20th St,Suite 100,Bellevue,WA 98005 I(425)614-0949 Project: Dartmouth Apartments Pg.No: Stiffener 1 AU E Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 Bending: Analysis: Section Yielding/Rupture 0 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/O= 1.19 k-in(Un-Welded) Fb= 9.36 ksi(Welded) Mn/O= 0.38 k-in(Welded) -Rupture Felure Proportioned to Yielding PS Local Buckling Slenderness(Rb/t)= 4.15 0 yielding= 1.65 SI= 69.96 (Un-welded) Si= 187.02 (Welded) S2=unknown (Un-welded) -S2 must be determined by Trial S2=unknown (Welded) and Error but not less than SI Mallow: Fb= 40.00 ksi(Un-welded) Mn/O= 1.63 k-in(Un-Welded) Fb= 13.84 ksi(Welded) Mn/O= 0.56 k-in(Welded) Shear Analysis:(X-X) 2,t= 24.57 0 yielding= 1.65 Si= 72.15 (Un-welded) S1= 104.64 (Welded) S2= 75.65 (Un-welded) S2= 177.15 (Welded) Vallow: Fs= 15.00 ksi(Un-welded) Vn/O= 1.42 k(Un-Welded) Fs= 4.80 ksi(Welded) Vn/O= 0.45 k(Welded) Torsion Analysis: ?t= 24.57 0 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/O= 1.21 k-in(Un-Welded) Fs- 4.80 ksi(Welded) Tn/O= 0.39 k-in(Welded) 13228 NE 20th St,Suite 100,Bellevue,WA 98005 (425)614-0949 / Project: Dartmouth Apartments Pg.No: Stiffener 2 �� Address: 11974-11882 SW 72nd Ave,Tigard,OR 97223 Date: 1/21/2021 Client: Rail Pro-Architectural Aluminum Job No.: 20357 TYPE I SOUTH BUILDING DECK APT UNITS TYPE 2 SOUTH BUILDING DECK APT UNITS LEVEL 2: LEVEL 2: c6-- PROF�r , • 5205,. 5213, 5221, 5225 • 5209 c LNG NEF� r 82146 im LEVEL 3: LEVEL 3: i 1: • 5305 5313 5321 5325 • 5309 r / LEVEL 4: LEVEL 4: .• 5405, 5413, 5421, 5425 • 5409 9( Obi � �qY • , 20 FX HABCAS ; LEVEL 5: LEVEL 5: • 5505, 5521, 5525 • 5509 EXPIRES: 06/30/21 01/27/2021 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: • N30, N307, N3I9 • N/A LEVEL 4: LEVEL 4: • N401, N407, N419 • N/A LEVEL 5: LEVEL 5: • N50I, N507, N5I9 • N/A LEVEL 6: LEVEL 6: • N60I, N607, N619 • N/A DECK \ IT S .. "AR SSK-0 SCALE: N.T.S. 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-0949 ' PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: 55K-0 AU ADDRESS: 11974 - 11882 SW 72ND AVE, TIGARD, OR 97223 VER: DARTMOUTH - V2 CLIENT: RAILPRO DATE: 2021-01-27 JOB NO: 20357 NOTES: I. ALL STEEL SHALL BE POWDER COATED, GALVANIZED, OR STAINLESS STEEL 2. SEE SSK-3 FOR RAILING ATTACHMENTS �� PROFS 3. SEE SSK-4 FOR DECK CONSTRUCTION DETAILS • \AGINeF� �k 4. DIELECTRIC SEPARATION SHALL BE PROVIDED BETWEEN STEEL AND ALUMINUM TO t' 82146 PREVENT CORROSION •i 'o irn 5. THE BUILDING STRUCTURE HAS NOT BEEN EVALUATED FOR CAPACITY. THE BUILDING ,— FOR SHALL VERIFY IF STRUCTURE IS ADEQUATE FOR LOADS SHOWN II f''I 6, DECK MAY BE MIRRORED AS REQ'D ` xi)," g 0 . 7. INTERNAL MEMBERS ARE SHOWN FOR REPRESENTATION ONLY. MAX SPACING SHOULD -9 ., HAg`` .(O / BE FOLLOWED WHEN LAYING OUT CORRECT PLACEMENT 8. RAILING POST SLEEVES ARE SHOWN FOR REPRESENTATION ONLY. MAX SPACING EXPIRES: 06/30/21 SHOULD BE FOLLOWED WHEN LAYING OUT CORRECT PLACEMENT 01/27/2021 (E) STRUCTURE ID SSK 4 / I'-0" / BACK SEAT PER B / I' 0" MAX SSK-8, TYP. SSK-4 MAX s f - . I I/2X6X1/8ALUMINUM TUBES AT 24° O.C. MAX /- _ IC I I�SK- TYP. E _ _ E.S. v o x -444 II II I I" THICK "ALUMILAST" DECKING IA TYPE 6005-T6I ALUMINUM ( •) SSK 5 2 X 1 X 1/8 ALUMINUM ANGLE BETWEEN 2 X 8 X 1/8 ALUMINUM RAILING SLEEVES, TIP. (3) SIDES RAILING POST SLEEVE, TUBE, TYP. (4) SIDES TIP, 41" O.C. MAX 10'-2" MAX T D=CK LA \ V EA : DECK TYP= - 1- DCBL� T - DOD DECK SSK-I SCALE: 1/2"=1'-0" 13228 NE 20T1-1 ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-0949 AA I PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-1 I) ADDRESS: 11974 - 11882 SW 72ND AVE, TIGARD, OR 97223 VER: DARTMOUTH - V2 CLIENT: RAILPRO DATE: 2021-01-27 JOB NO: 20357 NOTES: I. ALL STEEL SHALL BE POWDER COATED, GALVANIZED, OR STAINLESS STEEL ) PROF- 2. SEE SSK-3 FOR RAILING ATTACHMENTS Fz F 3. SEE SSK-4 FOR DECK CONSTRUCTION DETAILS �2 �NGINeE/ �ti 4. DIELECTRIC SEPARATION SHALL BE PROVIDED BETWEEN STEEL AND ALUMINUM TO `�\ 82146 PREVENT CORROSION L_ ,�d 5. THE BUILDING STRUCTURE HAS NOT BEEN EVALUATED FOR CAPACITY. THE BUILDING ' / ' FOR SHALL VERIFY IF STRUCTURE IS ADEQUATE FOR LOADS SHOWN • , NON '� 6. DECK MAY BE MIRRORED AS REQ'D y 9Y 8, 7.0 7. INTERNAL MEMBERS ARE SHOWN FOR REPRESENTATION ONLY. MAX SPACING SHOULD �F,I HABU .\0 BE FOLLOWED WHEN LAYING OUT CORRECT PLACEMENT 8. RAILING POST SLEEVES ARE SHOWN FOR REPRESENTATION ONLY. MAX SPACING EXPIRES: 06/30/21 SHOULD BE FOLLOWED WHEN LAYING OUT CORRECT PLACEMENT 01/27/2021 I / /- KID__ ' MAXI BACK SEAT PER (E) STRUCTURE �- 4 MAX \SS4 TIP. \SK i-L7 - Ft - f \x( - J Al 11/2 X 6 X I/8 ALUMINUM - TUBES AT 24" O.C. MAX (IC I Sj/TYP. E.S. x a s / o ¢ NI ,1 E j/ II I1 I' THICK 'ALUMILAST" DECKING 1�� TYPE 6005 T61 ALUMINUM IA 55K-5 2 X I X I/8 ALUMINUM ANGLE BETWEEN IA 2 X 8 X I/8 ALUMINUM RAILING POST SLEEVE, RAILING SLEEVES, TYP. (3) SIDES TUBE, TIP. (4) SIDES TIP, 41 O.C. MAX 10'-2" MAX DY< ALA \ V EA : DECK TYP" 2 DOU5LE TIE- ROD DECK SK-2 SCALE: I/211=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA g8005 \ 425 614-0g4g I AA ' PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-2 11141211) ADDRESS: IIg74 - 11882 SW 72ND AVE, TIGARD, OR g7223 VER: DARTMOUTH - V2 CLIENT: RAILPRO DATE: 2021-01-27 JOB NO: 20357 NOTE: TUBE (RAILING POST) NOT SHOWN FOR CLARITY ON ALL DETAILS. PROF F,Fz FS. NOTE: LNG I NfE4 ��AI RAILING PANEL INFILL IS ASSUMED TO BE GLASS. al'l 82146 CAA RAILING POST LOADING ASSUMES DECKS ARE NOT a� 1/" ACCESSIBLE TO THE PUBLIC.AND ARE EXEMPT 4 FROM MINIMUM DISTRIBUTED LOAD. FOR SHALL BE NOTIFIED IF PUBLIC ACCESS TO DECK WILL OCCUR. '/Y 8 201�, FX HABL\ / CL OF RAILING POST EXPIRES: 06/30/21 01/27/2021 FRONT ALUM TUBE 2" X 2" HANDRAIL SLEEVE NOTE: DECKING NOT 3/16 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 I BACK ALUM TUBE PER PLAN I +ER I I 2" X 2" HANDRAIL FACE OF BUILDING SLEEVE FRONT ALUM TUBE INTERIOR ALUM TUBE 3/16 \5 3/4" 3/16 Pr 5 3/4" 3/16 5 3/4" NOTE. DECKING NOT SHOWN FOR CLARITY CENTER POST AT FRONT MEMBER CORNER POST AT BACK MEMBER 1 RA L \ G CO\\ _CT 0 DETAILS SSK-3 SCALE: 3/4"=1'-O" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-0949 44 ! I hbk PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-3 ADDRESS: IIg74 - 11882 SW 72ND AVE, TIGARD, OR 617223 VER: DARTMOUTH - V2 CLIENT: RAILPRO DATE: 2021-01-27 JOB NO: 20357 NOTE: TUBE (RAILING POST) NOT SHOWN FOR CLARITY ON ALL DETAILS. .'40 PROF-s c� �p1G I NEFj,S0 i i i 82146 ff Fps 9,,,,... HABoos,o DECKING PER PLAN -ALUMINUM NTERIOR TUBE EXPIRES: 06/30/21 ALUMINUM FILLER 01/27/2021 ANGLE PER PLAN DECKING PER PLAN ALUMINUM INTERIOR TUBE , ALUMINUM FRONT TUBE FILLER ANGLE ALUMINUM HELD FILLER /8 2 12 TO EDGE TUBE INTERIOR TUBE TO 1/8 ALUMINUM MATERIAL: 5356 1/8 INTERIOR TUBE LEDGER TUBE 1/8 BACK TUBE I/8 TO EDGE TUBE ALUMINUM WELD FILLER MATERIAL: 5356 DETAIL A: TYPICAL INTERIOR DETAIL B: TYPICAL INTERIOR TUBE TO FRONT EDGE TUBE TUBE TO BACK EDGE TUBE BY DECKING QJSTRUCTURE OTHERS PER PLAN _ ALUMINUM FILLER ALUMINUM ANGLE PER PLAN ALUMINUM BACK TUBE INTERIOR TUBE ALUMINUM 1/8 ALUMINUM SIDE EDGE TUBE 1/8 TUBE FILLER ANGLE 1/8 1/8 2-12 TO EDGE TUBE 1/8 ALUMINUM WELD FILLER I/8 INTERIOR TUBE MATERIAL: 5356 ALUMINUM WELD FILLER 1/8 TO EDGE TUBE MATERIAL: 5356 DETAIL C: TYPICAL SIDE EDGE DETAIL D. BACK CORNER CONNECTION E1CKDE ' E 'BER CO\ \ =CT 0 \ DETAILS 4 SCALE: 3/4"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-0949 lig ' Ilkik PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: 5SK-4 AUE ADDRESS: 11974 - 11882 SW 72ND AVE, TIGARD, OR 97223 VER: DARTMOUTH - V2 CLIENT: RAILPRO DATE: 2021-01-27 JOB NO: 20357 NOTES: I. ALL STEEL SHALL BE POWDER COATED, GALVANIZED, OR STAINLESS STEEL RFD PROFS 2. DIELECTRIC SEPARATION SHALL BE PROVIDED BETWEEN STEEL AND ALUMINUM TO FF \AGINEF� PREVENT CORROSION sa 3. THE BUILDING STRUCTURE HAS NOT BEEN EVALUATED FOR CAPACITY. THE BUILDING ' 32146 j EOR SHALL VERIFY IF STRUCTURE 15 ADEQUATE FOR LOADS SHOWN ,�/ 4. VERTICAL CONTINUITY OF DECK LOADS TO FOUNDATION SHALL BE VERIFIED BY .I O'Fi�'ll'1� / BUILDING EOR 5. ALL WOOD IS ASSUMED TO BE DOUGLAS FIR-LARCH G=0.50 9 qy 8 20 , ( ) 9 4.. HABLA55�� i TIE BACK LOADING EXPIRES: 06/30/21 VERTICAL LOADS (KIP) HORIZONTAL LOADS (KIP) 01/27/2021 DECK TIE TYPE BACK SL SL SLOPE DL LL (FLAT WL DL LL (FLAT WL ROOF) ROOF) I I H:1 V 0.05 0.46 0.29 -0.30 0.08 0.46 0.29 -0.30 2 I H:1 V 0.12 0.66 0.41 -0.43 0.12 0.66 0.41 -0.43 a TABLE NOTES: ® 14 • ALL LOADS LISTED IN TABLE ARE IN ASD FORMAT I • EOR SHALL VERIFY STRUCTURE HORIZONTAL LOAD PER TABLE �I ii STEEL PIPE AND ROD 0.75 M IN,r VERTICAL PER 5SK-7, MAX 1.50 MAX LOAD PERIIII LENGTH OF III-GI' TABLE /#2 1/2 CLEVIS W/ 3/41 PIN , EDGE ALUM a __ Ip� TUBE PER PLAN SSK-8 _ v I/4' Ltaiiiiiiiiiiiiiiii all m n 4 / I/2 ALUMINUM PL .I Q, l' ` KNIFE PLATE Ilrig I/8 I TO TUBES 1 T E - ROD ELEVAT 0\ SK-5 / SCALE: 3/4"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-0949 I I R PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-5 ADDRESS: 11974 - 11882 SW 72ND AVE, TIGARD, OR 97223 VER: DARTMOUTH - V2 UE CLIENT: RAILPRO DATE: 2021-01-27 JOB NO: 20357 e c,�� D PROFS,'/ 111 •i; A A di46 iota Imo,, w��si � 9��X HAB1AS , i.�maoowoo. .._.,..- Ili EXPIRES: 06/30/21 01/27/2021 B 44/ I 4 1/2" MAX DETAIL I: TIE ROD CONN. TO WOOD POST ASSUMES SOLID 6X8 (4) 1/2" DIA LAG SCREWS. POST LAG SCREWS SCREW MUST EXTEND A MUST LOAD POST IN MINIMUM OF 5 I/2" INTO POST SHEAR PARALLEL TO 2 1/2 GRAIN SUPPORT AND HAVE A MINIMUM 1 I/2" 1 I/2° 2 5/8" THREAD ENGAGEMENT, (-4 3/16 PROVIDE 5 I/6" DIA PILOT Q z_ — 3/16 HOLES FOR ALL LAGS 'lli \ 0 0 `�� I�,oaowuu¢u. \ � TAMO 0 3/8" X 4" STEEL v z 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 15 ADEQUATE FOR LOADS SHOWN IN 55K-5 2. ALL WOOD 15 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. T .. CO\ \ TCTIO\ AT ROOD POST SSK-6 / SCALE: I I/2"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, NA g8005 \ 425 614-0g461 ill ' I IIIN, PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-6 ADDRESS: I974 - 11882 SW 72ND AVE, TIGARD, OR g7223 VER: DARTMOUTH - V2 AUE CLIENT: RAILPRO DATE: 2021-01-27 JOB NO: 20357 NOTES: � PROF I. DIELECTRIC SEPARATION SHALL BE PROVIDED BETWEEN �� Fi'. ' STEEL AND ALUMINUM TO PREVENT CORROSION ;�� NGI NEF,♦/f� h' 82146 ��, i / -1 HABLS'\C EXPIRES: 06/30/21 01/27/2021 • / / / / / / / / / / / / / / / / / / //// 3/4" DIAMETER SCH 40 ALUMINUM PIPE; / / + ALUMINUM TYPE 6063-T6 OR 606I-T6 / / / / / / / / 'TJ / i1 Wi _:< " PROVIDE NUT NI LOCTITE AT EACH END OF PIPE 3/4" STAINLESS STEEL ROD, THREADED EACH END 0 CLEVIS 1 I T . T E- SACK A/ PF= COS \ =CT Ok SSK-7 SCALE: I I/2"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-0949 ' ` PROJECT: DARTMOUTH APARTMENTS ENG: EL PG 55K-7 AUE ` ADDRESS: 11974 - 11882 SW 72ND AVE, TIGARD, OR 97223 VER: DARTMOUTH - V2 CLIENT: RAILPRO DATE: 2021-01-27 JOB NO: 20357 SEISMIC LOAD IN PLANE z PROFS5 OF NALL, PER TABLE ;��< �NG1NEE/ �P: a ;2146 ,4 41 HORIZONTAL LOAD AT DECK PER TABLE EXTERIOR CLADDING 1� �_J �� _ BY OTHERS r FLOOR FRAMING BY OTHERS EXNAB\-5' jr bk, 1 EXPIRES: 06/30/21 _\ 01/27/2021 ALUMINUM INTERIOR TUBE PER PLAN I v ,:ji SEISMIC LOAD OUT OF PLANE SSK q CK ID OF NALL, PER TABLE WOOD CONCRETE ✓n NALL 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 0.46 0.29 -0.30 0.08 0.46 0.2q -0.30 0.254 0.187 0.000 0.254 2 0.12 0.66 0.41 -0.43 0.12 0.66 0.41 -0.43 0.299 0.317 0.000 0.299 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:I SLOPE FOR THE TIEBACK 1 BAC< SEAT CO\ \ECT O\ LOAD TABLE SSK-8 SCALE: 3/4"=I'-0" _ 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-0949 el ' PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-8 �� ADDRESS: II974 - 11882 SW 72ND AVE, TIGARD, OR 97223 VER: DARTMOUTH - V2 CLIENT: RAILPRO DATE: 2021-01-27 JOB NO: 20357 EQ / EQ , ,,D PROFF Th a 3/8' X 4" STL PLATE /'`�' �NGI NEED`s,.S az • 82146 T--Nt o O � —I/2" STL PL \ [1 OUTLINE OF ANGLE SEAT g qY 0 Ts- , 11 8, 1 (4) 3/8" DIA LAG SCREWS. SCREW MUST EXTEND FX HAgV.\S-o L - - - J A MINIMUM OF 5 I/2" INTO WOOD MEMBER AND G HAVE A MINIMUM OF 3 1/4" THREAD ENGAGEMENT. EXPIRES: 06/30/21 T PROVIDE 1/4" DIA PILOT HOLE FOR ALL LAGS 01/27/2021 I I/2" 8" 1 I/2" MIN 2 5/8" SECTION A-A L5X3-1/2X3/8X0-611 LLV, CLIP HORIZONTAL LEG AS NOTED. I/4" X 2" X 6" AT CONTRACTOR'S OPTION, iSTL PL L5X3X3/8 MAY BE USED WALL FRAMING BY 3 I/2" 11/2" TO ANGLE TO OTHERS MAX / y CL TUBE PLATE 3/16 DETAIL B 3/16 KNIFE PLATE FLOOR FRAMING AND 3/16> <BACK PLATE TO FINISH BY OTHERS 1 / I Nz 5/8" MAX S KNIFE PLATE\3/I6 D `_ III. y TO ANGLE/3/I6 \ 2\J_ALUMINUM INTERIOR TUBE PER PLAN FASTEN TO ALUMINUM _ TUBE NI (3) S.S. 1/4-14 1 E TEK SCREWS @ 2" O.C., (E) WOOD STRUCTURE 11101a0 -4- PROVIDE EPDM BLOCKING A FOR FULL BEARING (E) 6X BLOCKING BY BLADE PER DETAIL B OTHERS I/T GAP ji_ PAC< SEAT I I CO\ \ ECTI O\ AT ROOD ERA' \G SSK-9 SCALE: I I/2C-1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-0949 PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK 9 AUE ADDRESS: 11974 - 11882 SW 72ND AVE, TIGARD, OR g7223 VER: DARTMOUTH V2 CLIENT: RAILPRO DATE: 2021-01-27 JOB NO: 20357 A EQ EQ �� PROFF a c:' lip 3/8' X 4" STL PLATE �'� \1GINEE/� i 1 ;2146 �/"� z 11 T OUTLINE OF ANGLE SEAT kg � O' 0''/i/ (4) 1/2" DIA H4L NELSON WELDED N a_ 8" I/2n STUDS VI/ MINIMUM 3 3/4° EMBEDMENT EXPIRES: 06/30/21 — MIN TYP 01/27/2021 / 2 5/8" SECTION A-A L5X3-I/2X3/8X0-6" LLV, CLIP HORIZONTAL LEG AS NOTED. I/4" X 2" X Gil AT CONTRACTOR'S OPTION, �STL PL L5X3X3/8 MAY BE USED 3 1/2" 11/2" TO ANGLE TO WALL FRAMING MAX CL TUBE PLATE 3/16 BY OTHERS DETAIL A FLOOR FRAMING AND 3/16> /KNIFE PLATE TO FINISH BY OTHERS /3/I6 \EMBED PLATE I j, m / 5/8" MAX ir \ —:\\\_ a KNIFE PLATE 3/16 D Il ALUMINUM INTERIOR TO ANGLE 3/16 N I 1 TUBE PER PLAN -' t FASTEN TO ALUMINUM \ TUBE W/ (3) 5.5. 1/4-14 TEK SCREWS @ 2" O.C., (E) CONCRETE II 1/2" STEEL STRUCTURE EMBED PL 1 A PROVIDE EPDM BLOCKING FOR FULL BEARING '� BLADE PER DETAIL A I/2" GAP TYP BAC< SEAT CO\\ TCT1O \ A- CO\ C . STRJCTURE \ SSK-10 SCALE: 11/2"=1'-0" 13228 NE 20TH ST, SUITE 100, BELLEVUE, WA 98005 \ 425 614-0949 AI I PROJECT: DARTMOUTH APARTMENTS ENG: EL PG: SSK-10 UE ADDRESS: 11974 - 11882 SW 72ND AVE, TIGARD, OR 97223 VER: DARTMOUTH - V2 CLIENT: RAILPRO DATE: 2021-01-27 JOB NO: 20357