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\& 4107' -crO 9ectri taa.4. 5 EI WDY Structural • Civil Engineers `na RECEIVED 'JUN 3 2004 STRUCTURAL CALCULATIONS CITY OF TIGARD FOR BUILDING DIVISION SEARS WASHINGTON SQUARE TENANT IMPROVEMENTS TIGARD, OREGON MAY 20, 2004 REVISED MA.Y 23, 2004 it a,. ORZGO • e ` - — "Sv c DESIGN PARAMETE ° .1— 'ow _ au�ZUUU..O SC AMENDMENTS ROOF LOAD 15 psf DL 25 psf LL + Drifting Per UBC Appendix Chpt. 16 WIND 80 mph Zone, Exposure B SEISMIC Zone 3, Soil Profile SD MATERIALS: CONCRETE 3,000 psi at 28 days (FOUNDATIONS) 3,500 psi at 28 days (SLAB OVER DECK) REINFORCING Fy = 60,000 psi STRUCTURAL STEEL ASTM A992 (WF) ASTM A36 (SHAPES & PLATES ASTM A500, GR B (TUBES) CONTENTS: WALL OPENING 1 to 3 FENCE SUPPORT FC -1 to FC -2 SKETCHES SK -1 to SK -6 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • e: wdy @wdyi.com A 0 0 Is 0 ii. , . a t co 1 AT 0 7463 ROOF A-T 0 ctb -2 -1 0 AI It c5 O z O �, 9 o ri = ,� N - v X 1 L Qs 0 zi N l°� � � �� N � _i< � Z fl t +1 ? Z _ t Apr 0 14005 = z `i 4•) t /1- I I i I coLU N4NJ Q p -T) Aci, R. o o F- r p 4 I i4 & P LA-Ni Job Name: Sears - Washington Square Date: 5/20/04 Job No.: 04041 Drawn: MC Client: Blodgett Construction Sheet: SK -1 WD Y S tru c tur i lj4 Civil' ji -2-T. . '` i a -, -1 ' ..: . '-.?•-, • :; :- , ; s : • : - :,• ,1 ',.: SW Beaverton- Hillsdale Hwy, suite 210 Portland, OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com ® 2003 • WDY, Inc. f , - EkA. J o IST • INIIME- � I n l��t X 3 — 5Q, F- - 3 P - L M I me id. A CD 04- . -4 III , I, `a I II,. sii co I>Nt— . \__. (i)) Sri-- 3 �� (.9' S4 . A • J o I sT -. i .G uJAtL �/� 1 t o f c 12,00D 4- • L 4 -- /es s 4' .-o" 0.(-. (r A' , g 1 1 y"1Z' -0 1_4 4. X VI- X O - V 1.--0005 vJ` (Z ) -5 4) E o &'1• A'N c.44-o SS A'1" 5 " o, G , (I✓M BAD 5" ) A-1J)) 31 4) . ot,T to �� I A� .6e. ii_ I --J GEIVI�G �I _I trQ P� ('JIB N `�o ► 1 -3/1- %, — ' . To of o. NI ,ot,TS A'r L_ ( & (J & '/Z _ L.... UX 4 Ve• Job Name: Sears - Washington Square Date: 5/20/04 Job No.: 04041 Drawn: MC Client: Blodgett Construction Sheet: n IN D n �$t1UC f ti E IIC i II7C CYS . � .. . r? r �'�' r '�7 - , ?'' �.' '� ' ~ , : . z Y , ; Jryv,, S K -2 't'�' 6443 SW Beaverton - Hillsdale Hwy, suite 210 Portland, OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com © 2003 • WDY. Inc. (3) ;N . 3 , , -0 ) 1 4 4 AT _ co l T4' IZ'' I 1 C 0TA) I I �,or�D p,�,1S I — GC�-o AI 21" 0 A —I H— - _ — � _ 1 a II ( _ coo >✓M 5Eist -- T �L � 5 3 " WN( EjO4 t, t NTf E-P•701/ 00,0; . _ : .. PACZ 514f-a- t" L- C$0•0) � � �'� i 5rr 0 -71o►- 1 rfl • (V) s ' - , . p c,Gl EAJ 12-Eil 1 t - -- . _ — — 11 = -- -4 Mitk"1/1 PAZ 1 11.' )(l , I ' 11 1 1 11 ail i - ....,r) � � ��}, S MA- s 17-0D 5 12 ) /4 )/ DV- NUT 5 T 'C r r a>z C#' P 01E0, i I /4 ! N ss � �4�` l 4' _ _1 __. ii _ I _ ___1 I___ _ - - - —] — I zIFY ( �) v -1-.T &R.° JT -O GE.t.L 1-:"jnibi..) cr)-4) 0 12" ' O I 3l4 l� toy I ' ^ O f vt> .i RM o p I t.1 ( �) _ /..f A e o ADD # S J t,R� Bf )ou4 5 T.tiL A�J G t.ti �.JD ', Cslov r SCHAD \ C\I I A 1 - r ___] L , 0" lbw I N M'IO'J - m rJ it.) G RamofE- ' t--4 57f--1-1 OF c M 0 Fop., O I � G cm.) at -� (E6 %/ Co Iz -1`i• SID 0 F CiCtAE J G -S Fob VOW rn lJ I t-► STH n ° ArP Tf.R- s �. 6 � /nova, 15 It.n.T. /J I.E.D Job Name: Sears - Washington Square Date: 5/20/04 Job No.: 04041 Drawn: MC Client: Blodgett Construction Sheet: SK-3 w ® Y : Struc tur-iI . Civil E rigineers`. t ,' ;1?_: ^; banal 6443 SW Beaverton - Hillsdale Hwy, suite 210 Portland, OR 97221 ph:503. 203.8111 fx:503.203.8122 www.wdyi.com ® 2003 • WDY, Inc. ni o J t., f.'k l aT: c my Act, ,U... u j A-1J D C(pick97- T-O I I f , , () c m J �� P R- �-.+'n i r" (21-,JD I I To 6E. OJ I I Af' N o?*Ai)0 o ppO� 4E.AJ cpsJG. I I A 5l �bC� – �� ATP c oi.ic, n pO� t*:?, o p PI►JC. s B I � 4.,, 4:H.- � D cd , x — 1 s I �' l / ( �tl 4.10- �• ZtJD FLT. if — - -- - • - - -- ADD '--- (Z it- S uo ar B S („� tl r �) t* S DO t..) Fc.o 0$- P GitioPS To ''A10 N (E 3' 7 coor. 8 fl-F-S 6-r 5 0.6 c*, To i'1 sL ct EDeoE Dt-TA1L I t, _ ► - 0 I, Job Name: Sears - Washington Square Date: 5/20/04 Job No..: 04041 Drawn: MC Client: Blodgett Construction Sheet: .. . ri _ - SK-4 ® y ; si ii- 0-u'ra c l _ ici_ vi1 E , neers -,: r : " _ ! `1°- -`: . '�., ' 6443 SW Beaverton- Hillsdale Hwy, suite 210 Portland, OR 97221 ph: 503. 203.8111 fx:503.203.8122 www.wdyi.com o 2003 • wDY, Inc. STRUCTURAL NOTES 01.0 GENERAL NOTES 1. These notes set minimum standards for construction. The drawings govern over the Structural Notes to the extent shown. 2. Contractor shall verify all dimensions and conditions on drawings and in field. Coordinate locations of openings with architectural plans. Notify owner's representative of any discrepancies. 3. Construction means, methods and all necessary temporary support prior to completion of vertical and lateral load systems is the sole responsibility of the contractor. 4. Complying with all safety and OSHA requirements is the sole responsibility of the contractor. • 5. Where reference is made to ASTM, AISC, ACI or other standards, the latest issue at the building permit date shall apply. 6. All work shall be in strict compliance with the °Uniform Building. Code" (UBC) as amended by all other state and local codes, permits, and building department requirements that apply. 7. Do not scale information from drawings. 04.0 BLOCK AND HOLLOW BRICK MASONRY 1. All block masonry units shall be Grade-N -1 per ASTM C90. Limit linear shrinkage to 0.065 %, fm 1500 psi. Brick units shall be ASTM C652, Grade SW, fm 2600 psi. 2. Mortar shall be Type S or Type M. 3. Grout shall have a minimum strength at 28 days of 2000 psi with 3/8 -inch minus aggregate. Grout cells solid as indicated on plans 4. All work shall conform to Section 2104 through Section 2104.7 of the UBC. All grout shall be mechanically vibrated and reconsolidated per UBC Section 2104.6.2. 5. Provide inspection and testing as shown under the °Construction Observation, Inspection and Testing" section of these notes. 04.10 MASONRY ANCHORS 1. Grout Filled Concrete Masonry Units (CMU): a. Do not use concrete expansion anchors in masonry construction. b. Epoxy anchors: Hilti HY -150 or Simpson SET. c. Unless noted otherwise, install threaded A36 rods into clean, dry holes to embed depth as shown on drawings. Comply with manufacturer's ICBO report for hole diameter. If embed.depths are not shown, use manufacturer's minimum depths. Fill hole with enough epoxy to fill all void spaces and insert rod with clockwise twisting motion. d. Do not place when epoxy or concrete is less than 50 degrees Fahrenheit, unless special products for cold weather are used. e. Do not cut main reinforcing or break out back surface when drilling holes. Epoxy anchors are to be placed in the center of grouted cells only. Install per the concrete anchor section above. f. When voids or void cells are found at anchor locations, grout the voids solid three days before installing an anchor. 05.0 STRUCTURAL AND MISCELLANEOUS STEEL 1. Detailing, fabrication and erection shall conform to the Steel Construction Manual of AISC. 2. The contractor shall be solely responsible for all OSHA requirements for safety and erection including, but not limited to, erection bolts, bracing, fall protection, guard rails, etc. 3. All steel shall be ASTM A36 or higher grade. 4. All structural tubing shall be ASTM A500, Grade B, Fy = 46 ksi. 5. All threaded rods shall be ASTM A36. 6. All welds shall be made by Pre - qualified Welders to AWS Pre - qualified Welded Joint Standards. a. Prior to beginning and during welding, all requirements of the 'Special Inspection' section of these notes shall be met. b. Unless otherwise noted on drawings, provide AISC minimum weld sizes for all welded joints. 7. Bolts shall beA307 unless otherwise noted. Provide standard plate washers under all bolt heads and nuts in contact with wood. Job Name: Sears - Washington Square Date: 5/20/04 Job No.: 04041 Drawn: MC Client: Blodgett Construction Sheet: • rivif D ! Stru Cr wr l En `jineers. ; ~ x 4 • SK -5 Wowed 6443 SW Beaverton - Hillsdale Hwy, suite 210 Portland, OR 97221 ph:503.203.8111 (x:503.203.8122 www.wdyi.com © 2003 - WDV. Inc. • CONSTRUCTION INSPECTION AND TESTING A. GENERAL 1. Independent testing lab to be retained by owner to provide inspections and special inspections as described herein. 2. Contractor is responsible to coordinate and provide on site access to all required inspections and notify testing lab in time to make such inspections. 3. Do not cover work required to be inspected prior to inspection being made. If work is covered, uncover as necessary. 4. The contractor shall correct all deficiencies noted in the special inspection reports to bring the construction into compliance with the contract documents, addendum, RFI's and /or written instructions. The contractor is responsible to request summary reports from the special inspector at the time of the project substantial completion. B. SPECIAL INSPECTIONS' 1. Required special inspections shall be performed by an independent special inspector per Section 1701 of the Uniform Building Code (UBC) for the following: a. Welding: i. Visually inspect all structural field and shop welding. ii. The special inspector need not be continuously present during welding, provided the materials, qualifications of welding procedures and welders are verified prior to the start of work; periodic inspections are made of work in progress; and a visual inspection of all welds is made after completion or prior to shipment of shop welding. iii. The contractor shall submit a 'welding procedure specification' (WPS) in accordance with AWS 5.1.2 for review by special inspector and engineer prior to beginning work. The WPS shall include all information recommended in the sample form of Appendix E of the AWS code including recommendations from the electrode manufacturer, proposed method of base metal preparation, back gouging sequence, method of placement of new weld material, backer plate and runoff tab removal and final finishing. iv. The inspector shall verify welder qualifications, WPS, welding process, electrode, assembly configuration, fit -up tolerance (1/16 inch maximum), preheat and interpass temperature and preparation of all steel surfaces. b.' Masonry: i. Size, grade and placement or reinforcement shall be inspected by an independent testing laboratory before each grout pour. Inspector shall also observe splices, anchorage, embedded items and clearances. ii. Block prism tests are required at each grout pour or every 3000 sq. ft. of wall, whichever is less. Test shall be done according to UBC Section 2105. c. Anchors in Masonry i. Epoxy anchors: Inspect hole size,. depth, cleanliness, and installation per manufacturer's recommendations. 2. The special inspector shall provide a copy of their report to the owner, architect, structural engineer, contractor and building official. Job Name: Sears - Washington Square Date: 5/20/04 Job No.: 04041 Drawn: _ _ MC Client: Blodgett Construction Sheet: sK -6 O WDy StrLrctur'uI Civil Engineers ' � hi:t F litemed 6443 SW Beaverton - Hillsdale Hwy, suite 210 Portland, OR 97221 ph:503. 203.8111 fx:503.203.8122 www.wdyi.com C 2003 • WDY, Inc. ) 0 0 0•0 Op O• I •0 C EXISTING HOLLOW CORE I /2 "Qx4" FLOOR PLANKS EXP ANCHOR IN GROUT JOIN' L 3x3x1/4 BRACE (L 4x3x1/4 FOR LENGTH5 > S FT.) LOCATE BRACES 90° TO EA OTHER AND OPP DIRECTION --11 ON ADJ POST II I' I I (3) "12 TEKS TYP TO FRAME I I I HOLLOW METAL I DOOR POST I 0 1" = I' -0" DETAIL: ,GLASS FENCE ENTRY BRACE . Ar SCALE: 1"=1'-0" Job Name: SEARS WASHINGTON SQUARE Date: 05/27/04 Job No.: 04041.20 Drawn: GGM Client: BLODGETT CONSTRUCTION ASSOC. Sheet: S K- 0 W D Y Structural • Civil Engineers 6443 SW Beaverton - Hillsdale Hwy, suite 210 Portland, OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com © 2003 • WDY, Inc. 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Job No.: O 1-041 Sheet No: a Client: 15 cA Date: 510+ By: M G Z • - • . e3 Tht,t— CAA-4(1,0 SO PP © k'r C TF.f_. op OP SyQ1kr0 P T en e v C. t 19 0 * j1) b r 1 g t P+1,L03 + " 0 ' 7 I P ©14 -ji-4- bo I pot.) _._i P 3 : ` , c, • e2 vpil - r-iotz.tiA, Biirce P 0 - ` )�s . • A-= 2 V 10-L . it Ps -=. (72 pSF) C z ) ••• = • /oo P)t . p. - wS ts° 7 ) 53.0 - P 4 -, +a - A 0,S -s) . b /t= ,3 -7s - 1 <- - ; Q -) 4 Ia% .)2.-IT - _ e (12--) _ • • Fe r 73 (�)t r , 8e. -- I zO . G� �V Q � 7 F7/ D -- 6443 SW Beaverton- Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com iri D Y Structural • Civil Engineers • .lob Name: C -- e — WA, SQ , Job No.: 09 - Sheet No: '3 Client: _ p Date: 6/0 4. By: NIG c-{-1-EC _ R-p Do C, WA-1. 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F USf /''!/•J .5 ,pSf Faz- 12 /art/S Gt) = S - 4 - (.p::.# x 4' = Z3 ?) rl ° 7-5-pffx %o /Z = 414 f4 -I1D s 49lo81n- lb 49L0a" - Ve -3 4)) M 3GID A J = 2,00a 7 /983- ' zre &-o E1e-- 4L.z1•) 3 1S 4 0 ne.P AFL t-J) Z' /•z tMrxo ALLoki = /Z/0 t4 k 2 _ Z47-2 ? /ci Dom► s oe'. —+ 4 3 x Zx s /'cox 0' -4 c.JI ( 3 /e cb - mtu RoCTS d CZ) I k" c6 x 4'1 Ex p /t..vL 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com .r3 W D Y Structural • Civil Engineers • , Job Name: ` fry 674AS5, f,GNG Job No.: 0404 I Sheet No: F{, Client: Ile--/t Date: .5 B y : o,'" 1 . 64.45 LSD/.- / T® PP /K <, L.a.15 I I f 4 3x zx /r )c 6 4 . j L� ' 1 A - 3 0 1- - r-t-m1 ' L-TS (22z C, I T J (Z) 3 / Pe ck txP A ,JL Z� li c if - - - -it✓ � - 7% Jc s, ne o 60.J A.,E-C7i o..) 1 I - 5 1 )'1 i I I III ( ) Vt.!' 0 c_X-p f1.) C_ J t 12" to -mx-0 ( 0A/ .Si Pe.--D ea") N c c.72 o n) 34-425 c"/ />L p ,cue. 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RECEIVE® . 115 WDY Structural • Civil Engineers CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCU _A%IAL INSPECTION REQUIRED _ State of Oregon Structural Specialty Code FOR 0 'Concrete and Reinforcing Steel SEARS WASHINGTON 91ZurclitE Installed in Concrete TENANT IMPROVEMe1T1a1 Moment - Resisting Concrete Frame TIGARD, OREGC IT Reinforcing Steel & Prestressing Steel Tendons 44 § Structural Welding JUNE 24, 200 • High-Strength Bolting . ❑ Structural Masonry � - PQ - ® ' • 0 Reinforced Gypsum Concrete . 4 ` ` d - " ❑ Insulating Concrete Fill 'al 1i7' :" s0 , ❑ Spray Applied Fire - Resistive Materials `/ // / ❑ Pilings, Drilled Piers and Caissons ire i�n ' �� ❑ Shotce'ete 18 / G. P i O'_ � ❑ Special Grading, Excavation and Filling • s 10s_P iIV' e�at o4- t ❑ Smoke - Control Systems 0 Other Inspections DESIGN PARAMETERS: 1997 UBC w/ 2000 OSSC AMENDMENTS ROOF LOAD 10 psf DL 25 psf LL + Drifting Per UBC Appendix Chpt. 16 WIND 80 mph Zone, Exposure B SEISMIC Zone 3, 'Soil Profile SD MATERIALS: STRUCTURAL STEEL ASTM A36 (SHAPES & PLATES ASTM A500, GR B (TUBES) CONTENTS: SKETCHES SK -1 to SK -8 C SQ TIGARD CANOPY FRAMING 1 to 3 Approved IY' - Pl" Conditionally Approved ( ): For M Iy the NO. I) _asP2 00 � in: P oQZ� t! PERMIT NO. ,�U 7 See Letter to: Follow ( ): Job Address: ` a82111 WASN S4 By: DAMP ,If Ntouc. Date: - /f -OVV 6443 SW Beaverton- Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503203.8111 • fx: 503.203.8122• e: wdy @wdyi.com OFFICE COPY , SPLICE AT OF CANOPY y 8' -0" y 2' -1" I' -11" y 8' -0" y 1 3/4 "4' STEEL ROD TYP. - E -11--- - - - - -- -- - ----- -mss 3 s NOTE: • FIELD VERIFY X OPENING U1IDT1 -I ii CANOPY FRAMING ELEVATION i m m m m x x x x - z SLOPE z _ DECK X SLOPE _ X Cl m 1 /4 "/FT m SPAN ` 1 /4 "/FT ``' -u N N N N pi 1 Z Z I .1 \ \ 10 "x2 1/2"x3/16" BENT tE 6 CANOPY PERIMETER 1 1/2" x 18 GA STEEL ROOF 6 / DECK TYP. EDGE OF / EQ / 8' -0" / 4 -0" / 8' -0" / EQ / DECK 261 -0" TYP. / / CANOPY FRAMING PLAN 6 TYP. AT III SK -6 SPLICE DETAIL: CANOPY FRAMING PLAN AND ELEVATION SCALE: 1/4"=I-0" Job Name: SEARS WASHINGTON SQUARE Date: 06/24/04 Job No.: 04041.20 Drawn: CZ Client: BLODGETT CONSTRUCTION ASSOC. Sheet: SK -1 0 W D Y Structural • Civil Engineers 6443 SW Beaverton- Hillsdale Hwy, suite 210 Portland, OR 97221 ph:503.203.8111 (x:503.203.8122 www.wdyi.com to 2003 • WDY, Inc. 0 4 , , O 1 • i� % i M I ". STEEL ROD i ror N AMC 0 It , I , 0 ,? • SK -5 ' VA • 1 1/2" ROOF DECK O E I I I n n i i n � - � / / i / /-\ r\ ! -- /.g lei 10 "x2 I/2 "x3/16" TS 3x3x3/16 L2x2x3 /I6 BENT 1e TYP. TYP. ' 0 / 6' -0 / 9 DETAIL: CANOPY SECTION SCALE: 3/4 " =1' -0" Job Name: SEARS WASHINGTON SQUARE Date: 06/24/04 Job No.: 04041.20 Drawn: CZ Client: BLODGETT CONSTRUCTION ASSOC. Sheet: SK -2 Fl W D Y Structural •Civil Engineers 6443 SW Beaverton - Hillsdale Hwy, suite 210 Portland, OR 97221 ph:503.203.8111 (x:503.203.8122 www.wdyi.com © 2003 • WDY, Inc. fE3 /Sx4xm' -9" ra G 3/16" BENT A ROOF DECK (E) STEEL ANGLES / 9 40 TS 3x3 x3 /loo v i / 1- ISS3x2x1 /4 zp, 1/4 V 1/4 • (2) 3/4 "0 x I 1/2" LONG I/4 END WELDED THREADED STUDS W I j I I L _� I I d W I I I 6" x TYP. \ III TYP. SECTION A - A DETAIL: CANOPY TO EXISTING WALL CONNECTION SCALE: 1 1/2"=I-0" Job Name: SEARS WASHINGTON SQUARE Date: 06/24/04 Job No.: 04041.20 Drawn: CZ Client: BLODGETT CONSTRUCTION ASSOC. Sheet: SK-3 e W ®Y Structural • Civil Engineers 6443 SW Beaverton- Hillsdale Hwy, suite 210 Portland, OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com m 2003 . WDY, Inc. KNIFE 11?1/2 3/4". A325 BOLT —� — (4) 3/4 CLEYIS ' �� I TI --IRU BOLTS � i / „ � I/4 x 3" SQ. fi}? / WASHER TYP. 4„ M l i %I A lir 3/4" 4) A36 STEEL Re' _ WI NO2.5 CLEVIS /// I /2x12" SQ. c0 a0 ) 1/4 - 1 1/2" SLI-I I- SECTION A - A 4 K DETAIL: CANOPY TO EXISTING WALL CONNECTION SCALE: 1 1/2"=1'-0" Job Name: SEARS WASHINGTON SQUARE Date: 06/24/04 Job No.: 04041.20 Drawn: CZ Client: BLODGETT CONSTRUCTION ASSOC. Sheet: SK -4 171 INDY Structural •Civil Engineers llama 6443 SW Beaverton - Hillsdale Hwy, suite 210 Portland, OR 97221 ph: 503. 203.8111 (x:503.203.8122 www.wdyi.com c 2003 • WDY. Inc. 4 " fE3 /S 4 O _W 1, 1, 3 3/4" V Q > 3/4 ". A325 BOLT 6 CLEVIS 3/4 "4) STEEL ROD 3/16 U1/ NO.2.5 CLE1/I5 CJ 1 1/2" ROOF DECK 3/16 3/16 > 2612 L2x2x3/16 TWN TB TYP. TS 3x3x3/16 10 "x2 1/2"x3/16" BENT fE TYP. 9 DETAIL: CANOPY CONNECTION SCALE: 1 1/2"=1-0" Job Name: SEARS WASHINGTON SQUARE Date: 06/24/04 Job No.: 04041.20 Drawn: CZ Client: BLODGETT CONSTRUCTION ASSOC. Sheet: SK -5 fl W ® ¥ Structural •Civil Engineers Illooli 6443 SW Beaverton- Hillsdale Hwy, suite 210 Portland, OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com 0 2003 • WEN, Inc. (4) 3/4 "0 x 1 1/2" END WELDED THREADED STUDS fE 1/4 x9xm' -9" SPLICE iv 4) I I 1 3/16" BENT FE ,i" 3" 3" 1 1/2" / \ 1 1/2" 6 K —• DETAIL: CANOPY SPLICE CONNECTION SCALE: 1 1/2"=I-0" Job Name: SEARS WASHINGTON SQUARE Date: 06/24/04 Job No.: 04041.20 Drawn: CZ Client: BLODGETT CONSTRUCTION ASSOC. Sheet: SK -6 D ¥ Structural • Civil Engineers 6443 SW Beaverton - Hillsdale Hwy, suite 210 Portland, OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com • 2003 • WDY, Inc. STRUCTURAL NOTES 01.0 GENERAL NOTES 1. These notes set minimum standards for construction. The drawings govern over the Structural Notes to the • extent shown. 2. Contractor shall verify all dimensions and conditions on drawings and in field. Notify owner's representative of any discrepancies. 3. Construction means, methods and all necessary temporary support prior to completion of vertical and lateral load systems -is the sole responsibility of the contractor. 4. Complying with all safety and OSHA requirements is the sole responsibility of the contractor. 5. Where reference is made to ASTM, AISC, ACI or other standards, the latest issue at the building permit date shall apply. 6. All work shall be in strict compliance with the "Uniform Building Code" (UBC) as amended by all other state and local codes, permits, and building department requirements that apply. 7. Details shown on the drawings are intended to apply at all similar conditions and locations. 8. Do not scale information from drawings. 05.0 STRUCTURAL AND MISCELLANEOUS STEEL • 1. Detailing, fabrication and erection shall conform to the Steel Construction Manual of AISC. 2. The contractor shall be solely responsible for all OSHA requirements for safety and erection including, but not limited to, erection bolts, bracing, fall protection, guard rails, etc. 3. All steel shall be ASTM A36 or higher grades. 4. All structural tubing shall be ASTM A500, Grade B, Fy ='46 ksi. 5. All pipe shall be ASTM A53, Type E or S, Grade B. 6. All threaded rods shall be ASTM A36. . 7. All welds shall be made by Pre - qualified Welders to AWS Pre - qualified Welded Joint Standards. a. Prior to beginning and during welding, all requirements of the 'Special Inspection' section of these notes shall be met. b. Filler metals shall meet AWS A5 specifications. Electrodes shall be 70 ksi which are compatible with the base material, welding process and position. Provide low hydrogen electrodes for SMAW. Meet minimum toughness CVN value of 20 ft. lbs. at -20 degrees Fahrenheit for all welding of moment frames and full penetration welds. Do not mix weld electrodes that reduce,the CVN value of the weld. c. GMAW field welding is not allowed. GMAW shop welding using short circuiting transfer is not allowed. d. Preheat and interpass temperatures are to meet AWS requirements. e. Unless otherwise noted on drawings, provide AISC minimum weld sizes for all welded joints. f. SMAW is not allowed to be placed over FCAW on pre- existing structural steel welded connections. Use only FCAW on pre- existing structural welds unless contractor provides material testing of existing structural welds to confirm SMAW was used. 8. High strength bolts shall be ASTM A325N installed to a "snug tight" condition and torqued to 50 ft. lbs. 9. Bolts shall be located in the top of vertically slotted holes and the center of horizontally slotted holes, unless otherwise noted. 10. All exposed steel, and steel noted on the drawings as galvanized, shall be hot dipped galvanized per ASTM Al23. Repair hot dipped galvanized steel coatings at areas of field welding or other damaged areas per ASTM A780. Appropriate safety and health practices in applying repairs to hot dipped galvanized coatings are the sole responsibility of the contractor. All exposed fasteners, and fasteners noted on the drawings as galvanized, shall be hot dipped galvanized per ASTM A153, including washers and nuts. • Job Name: SEARS WASHINGTON SQUARE Date: 06/24/04 Job No.: 04041.20 Drawn: CZ Client: BLODGETT CONSTRUCTION ASSOC. Sheet: nWDY _ . SK -7 S tructural +:Civil Engineers blood 6443.SW Beaverton - Hillsdale Hwy, suite 210 Portland, OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com ® 2003 • woy, Inc. • CONSTRUCTION OBSERVATION, INSPECTION AND TESTING A. GENERAL 1. Independent testing,lab to be retained by owner to provide inspections and special inspections as described herein. 2. Contractor is responsible to coordinate and provide on site access to all required inspections and notify testing lab in time to make such inspections. 3. Do not cover work required to be inspected prior to inspection being made. If work is covered, uncover as necessary. • 4. The contractor shall correct all deficiencies noted in the special inspection reports to bring the construction into compliance with the contract documents, addendum, RFI's and/or written instructions. The contractor is responsible to request summary reports from the special inspector at the time of the project substantial completion. B. SPECIAL INSPECTIONS 1. Required special inspections shall be performed by an independent special inspector per Section 1701 of the Uniform Building Code (UBC) for the following: a. Welding: i. Visually inspect all structural field and shop welding. ii. The special inspector need not be continuously present during welding, provided the materials, qualifications of welding procedures and welders are verified prior to the start of work; periodic inspections are made of work in progress; and a visual inspection of all welds is made after completion or prior to shipment of shop welding. iii. The contractor shall submit a 'welding procedure specification' (WPS) in accordance with AWS 5.1.2 for review byspecial inspector and engineer prior to beginning work. The WPS shall include all information recommended in the sample form of Appendix E of the AWS code including recommendations from the electrode manufacturer, proposed method of base metal preparation, back gouging sequence, method of placement of new weld material, backer plate and runoff tab removal and final finishing. iv. The inspector shall verify welder qualifications, WPS, welding process, electrode, assembly configuration, fit -up tolerance (1/16 inch maximum), preheat and interpass temperature and preparation of all steel surfaces. 2. The special inspector shall provide a copy of their report to the owner, architect, structural engineer, contractor and building official. • Job Name: SEARS WASHINGTON SQUARE Date: 06/24/04 Job No.: 04041.20 Drawn: CZ Client: BLODGETT CONSTRUCTION ASSOC. Sheet: SK -8 r1WDY Structural • Civil , Engineers },::' ,;c t 6443, SW Beaverton - Hillsdale Hwy, suite 210 Portland, OR 97221 ph:503.203.8111 fx:503.203.8122 www.wdyi.com ® 2003 • wov Inc. 1171 WDY Structural • Civil Engineers Job Name: SE,A(ZS C AN° P Y Job No.: D 4.041. Sheet No: I Client: B LO.J& ETT c JSTRUGTl 014 Date: 6/24/04_ By: C Z. 3 /1c0" BaT PL. (S3 X3 x 3 /140 .-1 P $TEEL moo P t=LK ' 1 1 S p . K.1 I _ . , o.5 r` 2.5 S, 4 S 2.5 I x'0.5 _ j ' 2(of L i CAkuoPY mA AI1J(, PLAO STtEL 12-o a .. . . . , ,,, ,, u._. _I . . . , Ts3x3x /((o . . CANbpY 5- m'Iv1\9 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com W D Y Structural • Civil Engineers Job Name: S.AR.S c/ k o py Job No.: O404 -4 Sheet No: 2. Client: Lo D 6 ET CONSTR. UGTIONI Date: (1,124./04. By: CL TS '5x x3 /l(o PCAP�1 PL lo rs LL .25 PSF. (51.)p40) DRIFT CSCt✓ 5HEET 3) W = (10 +25-1- 2$)x6= 31S PLF (° — 11 01 l6—ft T S ' 5 x 3 x 3 / c,o (1= 2.6 5 = I : 1 3 ) .R I10I X12 = II ' 5 rsd hi3 -�- 3 — 1 L 19 O= Z 5 t — o,IB F l, = 4 p 7 11,b r5 t: c 7 K o — ��� / Cc,xlz L 4xzq,c lo z .G — 4- o . COIL • 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com EI W D Y Structural • Civil Engineers Job Name: `jEAKS GAI.10 Job No.: 0404.1 Sheet No: 3 Client: BLODvETT cONIsna.ucT 4o NI Date: ( 04, By: c, z_ S1Lo 3)121 FT rs = 25 rsf _ It: 141 rsf 1 . 6 - I , N.= I,G . J� J2 0.43 s 4 -10 -L 1 D.= 0.13 P 3 + 114 = O.1xzs -j- 1i-= 11,25 rc-- .4. 3G rc f _ = 2 - 1.4.5 Wei = 4h = 4)(7--, = 9.4- - . — 4(hr -'h = 40 1,45)= 3(0.2 . . i)? - Dhd = 11,z -5x 2.- 5 - `{0.(o rSf mac Dt '1rTU <✓ Dla'� . 40.(0- x40. = 14.1 rSf 4\1 -12.46 e 1 T = 4°''',, 4- Z ."I _ 2 - use 2 a rsc . . 6443 SW Beaverton - Hillsdale Hwy, suite 210 • Portland, OR 97221 • ph: 503.203.8111 • fx: 503.203.8122 • www.wdyi.com DRAINAGE CAVITY EXISTING BRICK VENEER, E � / .: _ REMOVE AND REINSTALL ���/� EXISTING GMU ppp STUDS (4) 24" O.G. TO l MATCH EXISTING WEEP DRAIN @ 48" O.G. I C I �� GALV. STEEL LINTEL IiTaVri L_ / � ydrAr4 FLEXIBLE COPPER FLASHING � I. ALUMINUM BREAK SHAPE 1/8" HAT CHANNEL STEEL ANGLE PER STRUCT. DWGS. 5/8" TYPE "X" G.W.B. ( STOREFRONT PER SCHEDULE A , STOREFRONT HEAD �' SCALE: I- I /2 " =I' -O" O48.13016 ! ! ti FLOOR FINISH PER PLAN " EXIST. FLOOR STRUGT. DOOR PER SCHEDULE i THRESHOLD - SET IN MASTIC SEISMIC FLOOR JOINT, BY i OTHERS. VERIFY ADA COMPLIANCE ' / . a I 4 I n Q - a Q V ° ° 4 4 . a CONCRETE PEDESTRIAN B � � DECK BY OTHERS SEISMIC CONTROL GAP, �% WITH BRIDG r In v A ENEER, REMOVE REINSTALL EXIST. GMU NOTE: VERIFY B COORDINATE JOINT DESIGN W/ PEDESTRIAN BRIDGE ENGINEERING DESIGN SEISMIC JOINT @ BRIDGE 3 \A6.O2/ SCALE: I- I/2 " =I' -O" O461DWG '_ ALUMINUM BREAK SHAPE -_, FLOOR FINISH PER i BEYOND , PLAN I "' y ' ' INTERMEDIATE HORIZ. ALUMINUM � EXIST. FLOOR 1E1 MULLION STRUCT. I �` STOREFRONT PER SCHEDULE NON -COMB. SHIM SEISMIC FLOOR JOINT, BY OTHERS. VERIFY ADA 0 COMPLIANCE. Q a°a_ v I a a a a v a a a • v / i CONCRETE PEDESTRIAN BRIDGE H - _____ DECK BY OTHERS SEISMIC CONTROL GAP, VERIFY % WITH BRIDGE DESIGN r Er � j EXIST. BRICK VENEER, REMOVE 4 REINSTALL EXIST. CMU (73,4) STOREFRONT SILL \ A6. SCALE: I- I /2 " =I -O" O5O.01^16 • „ ,- :I n r r rt:LI ri ri ri ;1 1 - _ - v 1 [ ,- ri 1 1 . _ay. . I 1 • . 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H hi H -.- :h i f". i El h H. 1 : ri H ri. :1 i 1 r ri 7' r--, , , • .,.., v :.--; 1--; 1---: L-I 1.-J i,--1 1--4 1 --ti L--t L-4 L-4 1 ---1 1-4 1---1 L-4 L--4 L---1 L--1 I-1 1---1 1---4 1---1 1-4 1.--t: Lt- 1--1 i---1 L-4 L--1 1--; 1-4 1-, • (e) WILL CONSTRUCTION 6ALV. FETAL IS•DECK 6ALV. TS. SUPPORT PER STR T. (BELOIQ 6ALV. BENT PLATE PER MILT. _ 6ALV. PETAL RIDGE CAP 6ALV. STEEL MOP PER STRICT. . ,, , .,. Log • ![ »Gih I�� II l I�iee� PEP. moose BELOW (BY OTIERB p ® 22 9/B' (PER BRIDGE ARCH.. V.IP) 6' PEDESTRIAN BRIDGE CANOPY `A647 9CALe, 1/4'sT -0' OSRRnW . • 12 A6.O2 EXIST. CMU EXIST. BRICK VENEER _ _ _∎ GALV. STEEL ROD i n I v i i GALV. STEEL B -DECK .' 1 GALV. TUBE STEEL (BEYOND) GALV. STEEL BENT PLATE & ■ GALV. O,� i. - r '�'I I , ' i 9 'i01 11 40 ri ii ,' T ____ l :- 6-0" ` zz , � l NOTE: ALL STEEL COMPONENTS TO BE GALVANIZED. O6 PEDESTRIAN BRIDGE CANOPY A6 . 0 2 SCALE: I /2 " =1 -0" O51.DWG . 1 • 4/ 10 GA WIRE HANGERS AT PERIMETER SUPPORTING MAIN CONTINUOUS ANGLE AT RUNNERS AND CROSS WALL EDGE TYPICAL 8" MAX. RUNNERS 8" MAX \� FROM EDGE. 10 GA HANGER WIRES AT \ , \ \�\ LIGHT FIXTURE PER 4' -O ON CENTER MAXIMUM 1PLAN EACH WAY (TYPICAL) MAIN RUNNERS: 11/2" °li \/� \,, 01.1.1.1.11.111- GOLD ROLLED / � CHANNELS AT 4' -O" /N1. � ! 1 / ON CENTER MAXIMUM , 0000 ____.-' `. �� 1/8 X 22 GA 11 N GALV. HAT FURRING . 1 i - CHANNEL AT 2 - ----1-1 •• •_____--- ---- -■l _ ,,i �\ O.G. MAX. 11 , l am_ \ 1, j (I) LAYER 5/8" TYPE 'X' GINS 10 GA LATERAL BRACING WIRES 2' -0" MAXIMUM FROM CHANNEL INTERSECTION AT APPROXIMATELY 45 IN EACH DIRECTION. LOCATED ON A 8' -0" X 12' -0" O.G. GRID AND A MAX. 6-0" FROM WALLS. to SUSPENDED GWB CEILING \ A5. 0 2 SCALE: I /4 " :I -O" O58.dwg CLOSURE STRIP GALVANIZED BENT STEEL PLATE METAL RIDGE CAP G ALVANIZED METAL B -DECK CL SLOPE ;MI; r I/4" / FT. MIN. � a ; O � r 1 L J TUBE STEEL SUPPORT PER STRUCT. LIGHT FIXTURE - T.B.D. GALV. BENT PLATE PER STRUCT. PEDESTRIAN BRIDGE CANOPY 77) SCALE: I- I/2 " =I -O" 0541.dwg (E) GMU WALL (E) BRICK VENEER - REMOVE AND REINSTALL CAULK @ TOP AND SIDES j/ / 4.. _ r _ = I. Ilk rtil I fr .ir r 3/4" BOLT AT CLEVIS .# I I I / / PIN ■ ° 3/4" STL. ROD AND � �� J i. m CLEVIS PIN F.- / / - 1/2" GALV. STL. KNIFE � �• PLATE r j PLATE GALV. STL. BH r ANCHORS i ZA 3/4" THRU -BOLT WITH r A MINIM 3" 50. WASHER 12 PEDESTRIAN BRIDGE CANOPY A6. SCALE: I- I /2 " :I' -O" O6O.dw9 • , GALV. STL. B- DECKING 3/4 cP STEEL ROD AND GLEVIS PIN 3/4" BOLT @ GLEVIS Ai" 3/8 GALV. STEEL PLATE it I 2 STEEL ANGLE 10 1/2 GALV. BENT PLATE 3 GALV. TUBE STEEL 13 PEDESTRIAN BRIDGE CANOPY \A6. SCALE: 1- 1/2 1' -0II 062.dwg (E) GMU WALL (E) BRICK VENEER - REMOVE AND REINSTALL V A ∎ ", p CAULK A / GALV. STEEL. B- DECKING —/ ! it „IA IL, /1 I; - % / 3 "x3" GALV. TUBE STEEL j 3/Ib" GALV. BENT PLATE A• 4"0" GALV, STL. PLATE (E) STEEL ANGLES V A lir PEDESTRIAN BRIDGE CANOPY �6.0, SCALE: 1- 1/2 " =1' -0" 061.6,49 "B" - 1 1/8 "t Aluminum 3/8" Flathead Fastener f Extension Plate With Heavy -Duty j Seismic - centering Bar (Sizes 1000C- 1800C) 3/8" Aluminum Cover Fill With Sealant Plate w/Brushed Finish I 1- 1 /2 "(38)min. I I (by Others) Y Wall Mount Extrusion With Leaf Spring , P 9 • And Hardware . • -� _; , =1 r N Wabocrete Elastomeric 1/4" X 2 -1/4 "Concrete o) • d a Concrete Infill Material Expansion Anchor with << o a d (Recommended) • Washer Spaced @ 18" O.c . • • .r . a Install Using • Prima -lub Adhesive A Aluminum xt Moisture Barrier "A" . VARIES d 3/8 X 3 L p I g E Concrete rusion (Non - Extruded Barrier Expansion Anchor wi 1 • may be Utilized for Wide Openings) Nut And Washer Sp:Lo , APX -200C THRU APX -1800C DETAIL Note: Renew 100 ©18" O.C. FLOOR —TO —WALL CONDITION (Recommended Concrete Repair Material) t () . Denotes Millimeters DIMENSION CHART DESIGN FEATURES •A• © W St •A• © Total Model Min Mid Max "a" Movement Q • MAINTENANCE FREE SYSTEM ACCOMMODATES , - 1-3/W(35) 2151) 2-51W(87) 4-1/W(104) 1.1/4132) MULTI - DIRECTIONAL SEISMIC MOVEMENT 1-3/W(35) 8•(182) 51 /8•(130) 7.1 /8• (181) 3-3/4195) APX-400C • COVERS AVAILABLE IN ALUMINUM OR OPTIONAL STAINLESS STEEL APx -800C 1- 3/8•(35) 8•(152) 7-5/81194) 10- 18•(257) 8. 1/41159) • MOISTURE BARRIER SNAP -LOCKS INTO ALUMINUM CAVITY APX-800C 1- 3/8135) 8•(203) 10- 118(257) 13-1/W (333) 8. 3/41222) • WABOCRETE BLOCKOUT INFILL MATERIAL (Recommended) APx -I000c 8•(152) 10•(254) 12-5/81321) 1e- 18/•(410) 8- 5/8•(189) • DESIGNED FOR PARKING STRUCTURES WITH WIDER JOINTS EXPOSED TO APX-12000 8-1178) 15•(381) 19- 18•(3888) 2 3- 8•(308) 18/ APX -15000 8.1R•(218) 16•(381) 11/8'(488) 23.778•(808) 100.18'(1270) HEAVY LOADING, SEISMIC MOVEMENT OR WHEN A LOAD CARRYING COVER PLATE APx -leooc 10•(254) 181457) 22- 58/1575) 28- 18 12-561321) IS SPECIFIED Note: Coverplate Is Designed For The Outside Edge To Line Up With The Outside Edge Of The Floor - to-floor Coverplate At Recommended Installation Widths(mld) Listed Above. Watson Bowman Acme Corp. I" \ Traffic Series mirth" 9 5 Pinevlew Drive Amherst, NY 14228 2/2/96 l ��/ p (716) 691 -7568 fax: (716) 691 -9239 Wabo®SeismicSpan ::M�:. www.wbacorp.com wm 9/17/03 . Ix7+yrcnpo.uan"+ read ...:4.+..i.,...?...a�...b..0.. v�.CUC+` ~... pet .mu"o.sOra b.1. lei . , I.. Model: APX -C Y�L Wtl.b► b r� ap.M1... wim m o gs,p ".p le C-96009 e.-.a N..eq. N WsW mrY.O...hnpempm.pryb ..GPre•^..-a..aY� D- I.XNh W 4.WIb..vYVa ds"ry sKoreadYmd tl rb"Y.Y.n""a . . m. N1. mb" am. I. Obq.. qaq... I. iv ."b1vAe,mc.eY.p..tXbrap...t11 Y..pv.11. s .��N+s�Y y.M q0..." ►.YYUVEM1Y.an n,.. JULY 9, 2004 REFR, BUP2004 -00234 SEARS ADDITIONAL REMARKS: ATTACHED TO LETTER OF TRANSMITTAL AT THE TIME BLODGETT CONSTRUCTION APPLIED FOR THE ABOVE LISTED PERMIT, RICK BEASON, MACERICK COMPANY, HAD PROPOSED A ROOF COVER FOR THE SECOND LEVEL BRIDGE. THE LATEST IS THAT THERE MAY NOT BE A ROOF UNTIL SOME TIME NEXT YEAR. UNTIL THEN, SEARS NEEDS A TEMPORARY CANOPY OVER THE NEW 2 LEVEL ENTRY AT THE END OF THE NEW BRIDGE. ATTACHED: CANOPY STRUCTURAL CALCULATIONS AND DETAILS. CC: GREG MUNSELL - WDY JAMIE HSU -FHA FRANK GREEN - JOB SITE JOB FILE - WENATCHEE