Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D98-0023 - COMP USA - BUILDING SHELL
City of Tukwila L Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: Parcel No: Address: 17400 SOUTHCENTER PY Suite No: Location: Category: ARET Type: DEVPERM Zoning: TUC Const Type: V -N Gas /Elec.: Units: 001 Setbacks: North: Water: TUKWILA Wetlands: Contractor License No: SIERRCC145N8 DEVELOPMENT PERMIT IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. .0 South: Sewer: Slopes: Fire .0 East: TUKWILA N OCCUPANT COMP USA OWNER MBKNORTHWEST Phone: 206 575 -8090 C/O TRAMMEL CROW COMPANY, 17560 SOUTHCENTER PY, TUKWILA WA 98188 CONTRACTOR SIERRA CONSTRUCTION CO INC. Phone: 206 885 -3797 16715 N.E. 79TH STREET, REDMOND, WA 98052 CONTACT TODD RANKIN Phone: 425 -885 -3797 16715 NE 79 ST, REDMOND WA 98002 r****************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: 25,600 SF ADDITION TO EXISTING ADJACENT STRUCTURES - NEW BUILDING SHELL ONLY. r**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 934,912.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng.:Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut; Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private N Public: N **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 7,818.90 ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i Permit Center Authorized Signature._ Signature: Print Name: This permit shall become null and void 180 days from the date of issuance, or for a period of 180 days from the last C Occupancy: UBC: Protection: .0 West: Streams: Permit No: Status: Issued: Expires: Date: (206) 431 -3670 D98 -0023 ISSUED 06/11/1998 12/08/1998 STORE 1994 SPRINKLERED .0 Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of I am authorized to sign for and obtain this development permit. .2 96 if the work is not commenced within if the work is suspended or abandoned inspection. Addr;es::„ Ulte: Tenani:: Statusi ISSUED. Type: ; DEVPERM Applied: 01/23/1998 Parcel # s Issued: 06/11/1993 •A•A A A A A•k *** lobo*** * A k i * * **** ** * *•k*'k* **•k*** A A***•A *•k*•A *****•A* ** Ask *•k•A A k** PerrMit Conditions • emit No: . D98 -0023 r • 1 ANY UTILITY - 'MODIFIkCATIONS OUTSIDE• THE BUILDING WILL :BE { ADDRESSED ` WITH D9a-002b _... No chances w.i l l be madey the n1a ri� = ;1 ,utl less approved by the Archit. ect.or Engir er��,sa.nd'the Tuk ly, ino. Divis P '” r mitse,;ishl1 be L obtained�r' "thr ouch the;?.;+eattle -f ir)g County Depe0tmetit :riof Pub.1 ~Health k P1unibtrig tl';�be. • inspected b.vrt at ;a encyi, 'iri�ci'udi ='na�,:a,l1 gas' p•ipin (2 9 6 , 4 7 2 2)::;.,: f r . ^ '' `�' .. .� , . ti�N a r 4 E l ectr�i c l er is sha i l , be f' � btn i ned thX ou�ih the Wish i Moron S ,lfi of„ ;Labor e";itid:I,ndu;stri'es aiiii l :elects i0a•i war wr �l l'. be insaec,ted by that ,a rency 4.243463(A.);) '`ti ` t � . All mecfian wor,{; ':.hallo he unde separate ci'er mitr= is:ue%1, i,v r; th City ;of4; Tukwila: a :�. ° V. All lwk'•1';mi is t i nsoe.ct ion records and approved L� I ns ; sha l tr � ?a:yasl'lab le``e t the i.ob`°sa to prhi%ar to ; the start of any :c,ort- st.r ''t 1 on These :do :Ulifents' /;are to be maintained and ava able unn t1 ° l t insoect,ion` a is •ar:,nnte ; Al #1 • co ncret e, shall \bp "special,- •i;n ' spected UB i11P weId aha0'•.„ be d one , b • cer tified w&Id r`s. speCla] iiiibecte:da (UB - - Se . c. ,4 . 06(a)5) Al'1.,Ih'igh strength# b s h l l a 6e '_pecie'1 inspected (UBC U- � • , �,ec�, ' ; 3 llht a) ., v %. ; : ; r` ,, I. v `r, y s 1, B . thsta'l led in concrete shall ,b .e` special ` inspe,eee, (UB4. -pee 1+701'.5 2), t a � + i y f r When is require either the owner R� architect r enOneer shall not {ltyi the Ttr {a Bui ldinq iv ; Divis�i#on of appoin:.tment of: the 1�nsoepti'or, aaenc?� pr`iorito,T `the fir,s�t bui'l�d..in' '1`t spection.l „.Fl,Cooie; ot ly sp,eci °:al y insnecti6 re�p,ort's sha'l. be submitted to .,th'e Building • Division iri; tim ely mariner Reports. •.Ashll con_taTi', ad-dr� project na e. e rni`i t number � arid � . e Y of i n . �, , p p s,pect' b'e:�,3' r'i cl performed. ' �':; i : ` , : sbe .,, '; The special inctor shall s ub r =a 'final sip r - �., � �Iri r;eLClr`t stating whether lh'e work r ,• t,ti �:1� equ_i.ri ng' s{.�Q'c i a 1 i- rls'.p.i�rst i on was, to the best of the'", ns: e:cto,r's knowle p c ' ��, �, ,. .�1.! =i .l,�i'� "ia�r'iformance with approved plans anad °;;.« pp p • Pe � i.f iC:a�t�.i��tta*Od'fhe Lipp l i cab l e workmanship provisions of the `'UBC ::' . 1'.3. Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic ' zone 3. 14. Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 15': Readily accessible access to roof mounted equipment is required. 16. Any exposed insulations. backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 17. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1994 Edition) as amended, Uniform Mechanical.Code (1994 Edition), •and Washington State Energy Code (1994 Edition). • (1 tv of Tukwila Buil.dthg.uivision prior co acing anv This procedure Is In addition to any uirements for special inspection. . ldlty..of Permit. The issuance of a permit or approval 01 computa rued to be a permit for or an a pprov al any of the .of c41 • • • • • any ." er ordinance of the urisd1ction. No permit presuming to authority to • • violate ■••••• .••.. • •,` • • • '•• • • • •• • • - • • • •■• . •H •:. or. 6. ti h e pro visions of th is e shall be valid. •here shall • - • b0,;,?410:occupancy ,.• 1141 n separat ;enant inprovement permit and final s.p.p ti Buil completed by the Tukwlla 7.':; Inspec VENTILATION IS REQUIRED FOR ALL NEW ROOMS AND SPACES OF NEW EXISTING BUILDINGS IN jEDRMANC,E,.-yiTH THE UNIFORM ILDING CODE AND TILATION AND 4DOOR AIR QUALITY 51 - r•-• Project Name/Tenant: ( i } („ x Existing use: E k - etail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ■ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office Cl School /College /University ❑ Other Value of to cti n: a S' r s D City State/Zip: Tax Parcel Numb r�� ' . 2 3 110 --Q- Property caner: A912, Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm 5 none ❑ other (specify) Phone: Street Address: WA /WI - Eva{ 4i City State /Zip: cia Fax #: D & 2"R2_ , 1512 Contractor: r- � I t. Phone. ,+ ��-- `T% ' 0' ss 9- 1 ` �[1 bi..! C(>Wl( 1 Street Address• I City State/Zip: (&�15 I�fki a) S` f '. ' t�V4A06D 11,1,4- e c Fax #: 8 ' ���v�SO i Architect: - j� • `, _ � f Y° li Phone: & ` C� Street Address: ',II�_,^_ �bcU 4) I�Ilbr i D• 1 4 iii t o i C City State /Zip: )� Fax #: 2 /9 � J- -( -) - Ds O J Engineer: Phone: < - 2 \ Str � t Address: 1, 4Z� City State Fax #: _ Z Contact Person : / ! � -vt -, Phone: G /� 5 Qom, Street Address City State/Zi Fax #: Description of work to be done: 26-(000 1 --- —tLcst.) ---p 4a; �,--a Existing use: E k - etail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ■ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office Cl School /College /University ❑ Other Proposed use: Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School/College /University ❑ Other Will there be a change of use? ❑ yes )2f no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes \ II no Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm 5 none ❑ other (specify) Building Square Feet: existing I � Area of Construction: (sq. ft.) �.) t1 1 nn , Will there be storage of flammable /combustible hazardous material in the building? ❑ yes no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets CITY OF T llWILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 CTPERMIT.DOC 1/29/97 Commercial / Multi - Family Tenant Improvement / Alteration Permit Application Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. APPLICANt REQUEST PUBLIC WORKS REVIEW!OF.THE FOLLOWING: .(Additional reviews may be determined :by the Public Works Department) ❑ Flood Control Zone ❑ Hauling ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Landscape Irrigation ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s)* Est. quantity: gal ❑ Miscellaneous Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined In Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Z6-115 Date application expires: - x- 23 -�j Applicatpn t en by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDING OW R R UTHORIZED AGENT: Signature: A,--_� Date: , J cc� Print name, � =� " '� Phone_ ess — -- 42F Address WC { '9 ' r-; 11.1M ) t tokA o ALL COMMERCIAL /MUL TI-FA WAY TENANT IMPROVEMENT/ALTEASTION PERMIT APPLICATIONS MUST E SUBMITTED WITH THE FOLLOWING: •1 • T'tT BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, NEER OR CIVIL ENGINEER ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ➢ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ El Complete Legal Description El ❑ Metro: Non - Residential Sewer Use Certification • here is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required IF H -1 ' s (five (5) ( () s et* for i Four (4) sets of working drawin 5 structural al , which include : work I ❑ ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) ' 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). ❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. ❑ ❑ Vicinity Map showing location of site ❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished ❑ El Construction details El ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ❑ El Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent It the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. CTPERMIT.DOC 1 /29/97 J nt 4" Y • t'31 ■ 100 f.. • r '1 • .14•Ht .".‘ '•• " ' e• w , , r• k;*** ****..k.ik . CITY . 0 K ; . • • '.T R4t A .A:* *.44 *'* k*.*.ls k * k * * :A —1h * A .A ** ****.A •A° * A * TR r. 1116 ri . '4.7,40.50 00 Payment 1 . ...N(ittiont•-•SIERRA CONSTRUCT In it: DLII • P't;rmftit./3r,'.,1,1)„9B!ri002a`i .:DEVE.LOPMEta PER MI f PrcE1 No: 262304-9120 , ' , , , • ,,., , • ••,, SOUTHpEyTElt :PY ' , 1 • . • Total, Fee; 7.13.90 This Pavunt ' 4. 740 50 Tat ALL Pmts.. • 7 • •••: - • Dal anceir, ".• :• , • A's A, 4441;***k*4.;•3 .**kk44 *Iiic*:*A*****A*.kkit Ac on • : 000/322.100 ; . utnLbimp. NONRES 4 .736,90 . ' 000/386.904 .„•' • • • .STATE;BUT,LIYINO • . . , . . , . • • , •,.... , , , ••• '• . .. ■ , 3 j ai v'+ +: ;'.. E'.^:5�7� • CITY:. O1 TUKWILA: O.UTHCENTER ` BOULEVARD, SUITE 100 TUYWILA, WASHINGTON 913188 This Certificate is is "suedw =tu verify that at ° — ti e time of issuance. the =structure descry ip0:d below rhas; a ftpal 'building :inspection and ,was in comp .`idith`,tite Varrious ordinan } ces : of ;bhe City regulating the `building con>:t'ruct`irn or, uSe' for an'. rnoccup ied building shell. BUILDING .PERMI: `' rr 4 . Jr' DD BUILDING ARESS 1 740.1 "' SOUJHC,EN ' P TYPE ` OF Ot'CUPANCY : UO23 ; ■k*, USA ' } !If(' z y } \ ,y TYPE V-N t r y�.` fl f ,� a'lF .JAd? AJ { ICY LOAD , Vi nor to, occupying : p o rtion .tenants must ,' f;;i r st :: obt;a i n a Bui��ldi.ng Official or }ji, " BUILDING oFFIC THIS I5 NOT•�A CERTIF3ICATE' of the 4bove ,desCribie`+"d° \kUildlrig anyy or-. Certificate', ot from:. the 'Tuk wi l designated representative, .t The -pri or;1ty focus in the review and inspection made by the Ci,ty prior to issuance, of this Certificate waston:those `:matters which experience has ;shown\ ost severely, affect the safety of the ; general public. Although the C i t y y has made ,;as ,,complete a review and inspection %ras is r.easonab l y possible, th'e:City neither guarantees nor warrants the owt* `or any other person that thts, Certif icate evidences' ' strict compliance wi the each and every ordinance or regulation of the,.,C or the Sate:af;fecting the construction or `Uiel.of; said s.tructur "'o . the land upon;,. which it is situated. Such comp l i,ance is the ".respons,ib i l i ty,.of :the owner and /or occupants of the structure POST IN A CONSPICUOUS PLACE DATE-w INSPECTION RECORD Retain 'a copy with permit INSPECTION NO. CITY OF.TUKWILA BUILDING DIVISION .6300 Southcenter Blvd, #100, Tukwila, WA 98188 Date calle 0 Project: . Ad re s'':rr S Pt? pecial .instructions: Date wanted: . a.m. p.m. Requester: Phone: COMMENTS: Receipt No: Date: Approved per applicable codes. U Corrections required prior to approval: x`7 .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. %�-- TD 12 PERMIT NO. (206)431 -3670 KJ s. • ■' - 4'4 V 4, • • • • INSPECTION RECORD 19 L Retain a copy with permit 4. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Prop i k r.„4,44_14 Address: Date called: f C fee Special instructions: a te 0 Type c:,.in P.m. R egrfAvE, Phone No.: PERMIT NO. (206)- 431-3670 Corrections required prior to approval. COMMENTS: Cog_e_coiolg itm) TI Oaqv ALT 09.,--+$ Do Ksor /Af4c. ok(ric. (298 --foo6 00-14.1 Date: 277 I 1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: P o' t: LUIf Type of pection � j A s : \ Date cal ekl:. ri Special instructions: Y Q 0 ` EA4g Date want /s- ct: Request r: Phone az 1 5-:)- ""V ??....r Approved . per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter. Blvd., #100' Tukwila, WA 98188 orrections required prior to. approval. 9 - T Z 4, O ,O ?S_" r -c-/.0-C_ !/P'4- 5 ,(OAS v4e /6 .a'" /mil �.8 ..,0.e-•.. MO PZ,P V C4 -nr1ei. or 69,4647 as4 rs di M VS $E pt -em t..1!) 'Uoi PERMIT NO. (206) 431 -3670 Inspecto �) $42.0( REINSPECTION FEE REQUIRED, Priolto inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. Dat r.c 4 99 Receipt No.: Date: INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. :: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 Pef vs,4 Address: 7400 c�1 Special instructions •7ypG s e d id- //� l Date called: a.m. p.m. Requester: Phone No.: Approved, per applicable codes: (206) 431 -3670 orrections required prior to approval. COMMENTS: Date: $42.00 • EINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • F Receipt No.: 1 Date: INSPEC NO . C I T Y OF:TUKWILA BUILDING DIVISION ) 300 Southcenter Blvd:, #100; Tukwila, WA. 9818 :Project: Address: • t bb t. a.m. p.m. Approved per applicable codes: •orrections required prior to approval. ?P-nog PERMIT NO. $4 .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd„ Suite 100. Call to schedule reinspection, Receipt No,: Date; INSPECTION: RECORD Retain a : copy with permit TION N • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., . #100; Tukwila, WA 98188 06- PERMIT NO. (206) 431 -3670 P Address:: Special instructions: Approved per 'applicable Type of. inspection: Date called: Date wanted: p.m. Requester: Phone No.: Corrections required prior to approval. COMMENTS: $42.0'REINSPECTIOIJFEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: INSPE PECTION:,R CORD etain a c opy with: p CITY: • OF A BUILDING DIVISION TUKW 6300Southcenter :Blvd:, #104,,. Tukwila, WA 9818 Project. (Cr"— Address. ' Special. instructions:; Type of inspecti Date called: Date wanted: Requester: Phone No.: 5-7/./.... d 6C3 Approved: per applicable codes. I Receipt No.: (206) 431 -3670 Corrections required prior to approval. :COMMENTS; � errE'; Ca1ot -s_r'r .c-r ked ? goo of& ri $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. Date: COMMENTS: IN SPECTION: RECORD Retain a copy with permit 'Z INSPECTION NO PERMIT NO .,C ITY OF TUKWILA BUILDING DIVISION 6300= Southcenter Blvd., #100,'- Tukwila, WA 9818 Proje Date want a.m. p.m. Requester: Phone No.: pproved per applicable codes: I I Corrections required prior to approval. (206) 431 -3670 `. Inspec Date: �� i��ri'r / > $ 2.00 R / SPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: INSPECTION CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.,` #100; Tukwila, WA 98188 COMMENTS: Special instructions: Project:: ,, //�� // Type of insp n. Gt16d% Address: c called: /� /� Date wanted: Requester: Phone No.• � ' 66 6 Approved per applicable codes. Corrections required prior to approval. (206) 431- 3670 I inspector: Date ”0 n $42.00 REINSPECTIbN FEE REQUIRED. Prior to pection, fee must be paid at 6300 Southcenter.Blvd. uite»100. Call to schedule reinspection. Receipt No.: Date: Project: V . on: e� of Typ Addres s 7.4 00 Ste. PO _ Date called. 8 �z Special instructions: Date wanted: l a.m. Requester: Phone No.: • PERMIT NO. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF: TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes: (206) 431 -3670 Corrections required prior, to approval: COMMENTS: 0,1oak) •e 83 AO `t ti <d I Inspector: 4.5 ED $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #10O, Tukwila, WA 98188 Projec Type of inspection: Address: Date called: g ,z6_95 Special instructions: Date wanted: _ n , a i m. g .. r✓Zl�io J ( E'•' ' . Requester: �^'� Cry'- �'"ipf„ _ Phone No.: i COMMENTS: INSPECTION RECORD Retain a copy with permit � ~ PERMIT NO Corrections required prior to approval. (206) 431 -3670 Inspector: $41:00 REINSPECTION EE REQUIRED. Prior to inspection, fee . must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No.: Date: INSPECTION RECORD Retain' a copy with permit INSPECTION NO. ITYOF: TUKWILA BUILDING DIVISION 6300, Southcenter. Blvd., #100, Tukwila, WA 98188 PERMIT. NO. (206)- 431 - 3670_. _" 1 Project` :S A - Special instructions: pproved per applicable codes. P p of pec Date called: Date.wanted: Requester: s �� . Phone No.: Corrections required prior to approval. COMMENTS: fly otitty e �� as o -F I Inspector:. ' Date: $42.00. RE,NSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [Receit No.: Date: uv .... u.54 Phone No.: 574- 6063 CITY.OFTUKWILA BUILDING DIVISION 6300 Blvd., #100; Tukwila, WA 98188 Project: Type of inspectio ' Address Date called: �� Spe instructions: Date wanted: a.m Requester: COMMENTS: INSPECTION RECORD Retain a copy with permit PERMIT NO, (206) 431 -3670. Corrections required prior to approval. $42.00 FIEINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. I Receipt No.: Date: 8 ?cis Date: ••r, •• ^ • '• V4r4.4-zst•^14,!;:A;:s' N 1 401. t• .4 -4 •; ' INSPECTION RECORD „--, Retaina copy with permit U INS CTION o. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Type of. • - :Date.called: 7') Project: Ad 06 ao <-1-eaea Special instructions: Approved per applicable codes. Date wanted: / : Requester: Phone No.: zoc,; cXV)3 1 1 Corrections required prior to approval. C MENTS: 6"T`RA PE e.N 6 1.) E.: C. baC,L 4krE , (A. .-- "7("Z.. 7 OK 5 EC M 0 - rk - • PERMIT NO. (206) 431-3670 $42.00 R INSPECTION FEE REQUIRED. Prior to inspectio , fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • i INSPECTION RECORD Retain a copy with permit INSPE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., # , Tukwila, WA 981 Project V • Type o insp ction: Date called: Addre s oO jioi Special instructions: Approved per applicable codes. Date wanted; /� / • Requester• (/ . D IU& Phone No : � oo (o,3:. Corrections required prior to approval. C O MENTS: Inspecto Date: 7 - 2 4.; 11 (206) 431 -3670 i $42.00 REINSPECTIOV FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins pection. I Receipt No.: Date: Project: � � 4 Type of insp ion: r Address: Date calla Special instructions: Date wanted: 7 - 27 a . . , . Requester: Phone No.: INSP ON • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit (206) 431 -3670 Corrections required prior to approval; Inspector: Date7,�7 $42. ' EINSPECTIOI4/FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: j a f _ m il tseriov so licla_ te INSPECTION NO. 'CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS : .: ��. a�•L t '. a y u .:arx Me Y' �aY. . •r �''44.7 - ;:e INSPECTION RECORD Retain a copy. with permit Proje I J C TypeQ ins Add ess: Date called: J '. Special instructions: Date wanted• / /� a:r, Requester• ,Q Phone No.: ` y�/ w J �j — Approved per-applicable bodes.. _ Corrections required prior to approval:' Inspector: /1 J , ,,' _ __ I Date: r $42,00 REINS ECTION VEE . REQUIRED. Prior to inspection; fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.. (Fteceipt No.: Date : M INSPE NO. `CITY OF TUKWILA BUILDING DIVISION .. 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Approved per applicable codes: COMMENTS; Inspector: I Receipt No.: : : . INSPECTION . RECORD Retain a copy with permit Date: PERMIT NO. (206) 431 -3670 Projec . , us4 796: 6O ,�lYci cen4 / Special; instructions: Typ f i NW/ UV Date called: / , 1 i / qy D wanted p.m. Phone Mgt. / Corrections required prior to approval: '4471, C-6L, $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Project: as , Type nhinspe io Address: r etloo SY- eSer / ' D ate called 7 1 5 9 Special instructions: �' '' Date wanted: / �/ - a.m. �lo/ �4 P.m. Requester: P one No '�.oh'► 5 7j. 0063 CCt?'kPitii INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 COMMENTS: 3J / G h, lye' r.M ,`. - tPb -t 4 Cad 4 . i cc.. l- a ti /71-16 n (JS / 11 S , $ s--4../0 I u 4 , 3 $ - 1- �- eZ -/ (r/". ,17 G, , 1 41) t 4, 21" 6 A he A 'Approved per applicable codes. INSPECTION RECORD Retain a copy with permit p PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Inspe Date: .� --915 pi $42.00 REINSPECT N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: �v. INSPECTION RECORD Retain a copy with permit INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100, Tukwila, WA 9818 'PERMIT NO. Special. instructions: Phone No.: (206) 431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: p �G 5 • (l $42.00 REINSPECTION EE RE IRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No,: Date: •Suite # Retain current inspection schedule , . ••••• ^ i• • •-• : • Needs Shift inspection =NV . 4 5 1.OjectNam 11,..5e Address • i7Y6e) TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM • \Approved without correction notice Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: Authori Signature ( iINALAPP.FRM Rev. 2/19/98 Permit No. Approved with correction notice issued John W Rants, Mayor Thomas P. Keefe, Fire Chief •• Date Headquarters Station: 444 Andover Park East • .Tukwila, Washington 98188 • Phone: (206) S754404. ,• :Fax: (206) 575•4439 T.F.D. Form F.P. 85 Geotectinical Engineering services mbk northwest Proposed Parkway Supercenter "Tukwila, Washington . February 23 flti q ql� S O% File No. 1284-026.01.1130 /022398 MBK Northwest 7690 Southwest Mohawk Street Tualatin, Oregon 97062 Attention: Mason Frank We are pleased to submit four copies of our report, "Geotechnical Engineering Services, , Proposed Parkway Supercenter, Tulcwila, Washington." Our geotechnical engineering services Were completed in general accordance with our proposal dated August 13, 1997. A preliminary report was submitted for your review and comment on September 24, 1997. Site grading plans were developed for Building Area '2', Pad 'A', and the restaurant building pad in January 1998. We presented detailed preload/surcharge recommendations for these buildings in a design memorandum dated February 5, 1998. We appreciate the opportunity to work with MBK on this project. Please call if you have any quesdons regarding this report. Document ID: 1284028R.DOC cc: KPFF Consulting Engineers Ann Jerry Mitchell 111 Southwest Fifth Avenue, Suite 2500 Portland, Oregon 97204-3628 File No. 1284-028-01 GeoEngineers, Inc. 8410 154th Avenue N.E. • Redmond, WA 98052 ltleplione (425) 861-6000 Fax (425) 861-6050 www.geoengineers.com Yours very truly, neers, Inc. K. Tuttle, P.E. mcipal Consulting Engineers and Geoscientists Offices in Washington, Oregon, and Alaska . " • TABLE OF CONTENTS Page No. 1 1 2 2 3 3 3 3 4 4 GENERAL 4 SITE PREPARATION 5 EARTHWORK 6 General 6 Structural Fill 6 Use of Existing Site Soils 7 SETTLEMENTS 7 PRELOAD/SURCHARGE FILL 7 SETTLEMENT MONITORING 8 SHALLOW FOUNDATION SUPPORT 9 FLOOR SLAB SUPPORT 9 ' RETAINING WALLS 1 0 LATERAL RESISTANCE 10 PAVEMENT RECOMMENDATIONS 11 DRAINAGE CONSIDERATIONS 11 SEISMIC CONSIDERATIONS '12 Liquefaction Potential 12 Site Coefficient 13 CONSTRUCTION MONITORING 13 LIMITATIONS 13 INTRODUCTION SCOPE SITE CONDITIONS AND BACKGROUND INFORMATION EXISTING SURFACE CONDITIONS BACKGROUND INFORMATION - SURCHARGING AND FOUNDATION DESIGN Surcharge Foundation Design SUBSURFACE CONDITIONS GROUND WATER CONDITIONS CONCLUSIONS AND RECOMMENDATIONS FIGURES ' Figure No. Vicinity Map 1 Existing Site Plan 2 Proposed Redevelopment Plan 3 Settlement Plate Detail 4 APPENDIX Page No. APPENDIX A - SUBSURFACE EXPLORATIONS AND LABORATORY TESTING A-1 SUBSUFACE EXPLORATIONS A-1 LABORATORY TESTING A-1 FIELD SCREENING OF SOIL SAMPLES A-1 APPENDIX FIGURES Figure No. Soil Classification System A-1 Key to Boring Log Symbol A-2 Logs of Borings 7 A-3...1 3 Consolidation Test Results 7 A-1 4...A-1 5 GeoEnginrsers i File No. 1284-028-01-1130/022398 REPORT GEOTECHNICAL ENGINEERING SERVICES PROPOSED PARKWAY SUPERCENTER TUKWILA, WASHINGTON FOR MBK NORTHWEST INTRODUCTION This report presents the results of our geotechnical engineering services for your proposed Parkway Supercenter located in Tukwila, Washington. The property is currently the Parkway Plaza located along Southcenter Parkway extending north from South 180th Street to the street right -of -way along the south side of the JC Penney Clearance warehouse. We understand four buildings along the west side of Southcenter Parkway will also be acquired. These include the Azteca, Winners and Tony Roma's restaurants and the Ethan Allen Furniture store. A vicinity map showing the project locations is provided as Figure 1. The existing site configuration is shown in detail in Figure 2, and the proposed redevelopment plan is shown in Figure 3. We understand that construction activities for the portion of the project east of Southcenter Parkway will include the renovation of a number of the existing buildings, partial demolition of the westerly portion of the larger segment of the building partially occupied by CompUSA, and total demolition of the existing Pavilion building. Major new construction will include a cinema building immediately north of the existing Pavilion building, a fill -in building between the existing Sportmart and CompUSA stores, and 6 buildings on new pads to be located in the existing parking areas. Four of these buildings will be located north of South 180th Street and two will be located in the existing parking area south of South 180th Street. No major changes are planned for the buildings west of Southcenter Parkway. We understand that design loading of the structures will include floor loads in the range of 125 to 300 psf (pounds per square foot). SCOPE The purpose of our geotechnical engineering services is to develop geotechnical engineering design criteria and performance estimates for the proposed new construction. Our services include completing new explorations for the new building pads and a series of borings around the Pavilion building. Specifically, our scope of services includes the following tasks: 1. Compile a summary of site conditions, foundation design criteria, and general preload /surcharge requirements from past work on and in close proximity to the property. 2. Perform a reconnaissance of surficial conditions around the four buildings on the west side of Southcenter Parkway to examine the extent of periodic releveling which was been necessary to maintain the exterior grade due to compression of underlying soils to 0 o o E n g i n e e r s 1 File No. 1284028 -01 - 1130/022398 • determine if alternative repairs such as replacement of a portion of the mineral fill and pavement with a zone of lightweight fill might successfully stop or at least slow the recurring need for repair work. 3. Complete a series of exploration borings at the locations of planned new construction to provide location - specific subsurface data for foundation design and performance analyses. 4. Drill four borings around the perimeter of the Pavilion building to assess subsurface conditions, perform field screening for possible contamination and, if judged necessary, install monitoring wells which would permit subsequent water sampling for chemical analyses. 5. Complete a series of laboratory tests on selected samples to provide grain -size, moisture - density and consolidation parameters for correlation with data from previous investigations in this area and for use in engineering analyses. 6. Develop specific design recommendations for new construction including foundation design criteria and any special site preparation requirements (such as preloading or surcharging of new building areas which have not been so loaded in the past). 7. Prepare a written report presenting the results of our study, including supporting field and laboratory data, for use by other members of the design team in preparation of construction documents and in support of the building permit application. S. Provide consultation, as required by you or members of the design team during design and construction document preparation, to assist in the implementation of our recommendations as intended. SITE CONDITIONS AND BACKGROUND INFORMATION EXISTING SURFACE CONDITIONS In addition to the Pavilion building, the existing Parkway Plaza contains more than 25 retail tenants with surrounding parking lot and drive areas. With the exception of concrete aprons located near the existing loading dock areas, the parking lots are surfaced with asphalt concrete. The asphalt concrete located east of Southcenter Parkway exhibits little to no surface distress. On the west side of Southcenter Parkway, we observed relatively recent asphalt overlays in the parking and drive areas adjacent to the three northern buildings, Tony Roma's, Ethan Allen Furniture, and Winners. We also observed settlement around the perimeter of all four buildings between the bottom of the siding and the concrete or timber blocks placed in the landscaping. The magnitude of settlement appeared to be between I and 6 inches. We understand that the asphalt overlays are periodically placed as leveling courses due to the differential settlement occurring between the pile- supported structures and the adjacent ground surface. Q e o E n g i n e e r s 2 File No. 1284-028 -01 - 1130/022398 BACKGROUND INFORMATION - SURCHARGING AND FOUNDATION DESIGN Surcharge Significant thicknesses of surcharge have been placed across the Parkway Plaza site. The surcharge fill is placed to preinduce ground surface settlements which occur as the underlying silt and organic soils consolidate. Approximately 6 to 10 feet of surcharge fill was placed prior to construction of the central building (existing Sportmart), and between 4 and 12 feet of surcharge fill was placed at the location of the north retail stores prior to construction. The upper 12- foot - height of surcharge was in the location of a fill stockpile situated in the northeast corner of the property. Specific information regarding the actual surcharge placed in the south portion of the plaza and in the vicinity of the Pavilion is not available, although information in our files indicates a minimum 3- foot -high surcharge was recommended for a period of 3 months. The significant height of the surcharge fill placed in the central and north areas of the property was necessary to preinduce settlements during an accelerated project schedule. The duration of these surcharge fills ranged from about 30 to 45 days. For a typical preload program where the weight of the fill placed above finished floor elevations is roughly equivalent to the design floor loads, a preload duration between 3 and 8 months was anticipated. Actual measured settlement during the central surcharge program was close to the estimated values ranging from 8.5 to 13 inches for the 6- to 10 -foot surcharge height. Foundation Design Previous foundation design recommendations included footings be underlain by a minimum 4 -foot thickness of compacted structural fill for an allowable design bearing pressure of 2500 psf. A 4- to 6 -inch thickness of capillary break Material was recommended for placement beneath the floor slabs. Rebar reinforcement was also recommended for constructing the floor slabs to help distribute loading conditions and bridge zones of differential settlement. SUBSURFACE CONDITIONS Subsurface soil and ground water conditions were evaluated by reviewing the previous explorations completed at the site and by drilling eleven borings at the approximate locations shown on the Site Plan, Figure 3. Details of the field exploration program and the exploration logs are presented in Appendix A. The Site Plan also shows the locations of previous borings completed at the site. Subsurface conditions encountered in our borings are generally consistent with conditions encountered in previous explorations. In general, we encountered 2 to 10 feet of loose to medium dense silty sand and gravel fill overlying alluvial deposits. The alluvial deposits consist of very soft to soft silt and organic silt interlayered with loose silty sand and sand. The G e o E n g i n e e r s 3 File No. 1284-028 -01 - 1130/022398 sand becomes clean and medium dense to dense at a depth ranging from 30 to 50 feet below the existing ground surface. Field screening for possible contamination was completed on samples obtained from the four borings around the existing Pavilion building (GEI -5, GEI-6, GEI -9 and GEI -10). Soil samples were obtained at approximately 5- foot -depth intervals for field screening and soil classification. Field screening results did not suggest the presence of petroleum hydrocarbons in soil samples. A detailed description of the field screening techniques are provided in Appendix A. GROUND WATER CONDITIONS Ground water seepage was encountered about 5 to 9 feet below the ground surface in our borings completed at the site. Based on our experience on nearby sites, as much as 2 feet of seasonal fluctuation in ground water level is typical. Also, during the wet time of the year, perched ground water is often encountered near the ground surface. Therefore, ground water seepage may be encountered in excavations made at the site. The contractor should be prepared to handle small quantities of ground water when excavating for footings or utility construction. Q e o En g i n o e r CONCLUSIONS AND RECOMMENDATIONS GENERAL We conclude that the site is suitable for constructing the proposed redevelopment, provided a preload /surcharge program is completed within the new building areas to reduce postconstruction settlements to acceptable limits. This includes the new CompUSA building, the new ACT III theater, and the six new building pads to be located within the existing parking areas. A sixth building location was added since the time of our initial study (Wickes Furniture in Area `C'). We recommend that one to two borings be drilled within the proposed building footprint prior to final design. We recommend that the new buildings be supported on shallow spread footings founded on a minimum of 3 to 4 feet of compacted structural fill. Placement of fill above the existing grades and application of building loads in the new building areas will cause consolidation in the underlying silt and organic soils. Building fill pads and preload /surcharge fill should be constructed far enough in advance of erection of the building walls, so that the majority of settlement due to these loads will have occurred before constructing footings. We understand that a maximum 30-day period is available during the construction schedule for preloading or surcharging some of the buildings. For this period, we recommend a 5- to 6- foot -thick surcharge be placed above the proposed finished floor elevation. A 3- foot -high preload fill is appropriate when the construction schedule can accommodate a two- to three -month period • for the preload duration. To reduce the risk of settlements in the existing structures, the preload /surcharge fills will need to be gradually tapered to a height of zero feet adjacent to the existing buildings. Recommended preload and surcharge configurations are discussed in more detail in a following section of this report. 4 File No. 1284028 -01 - 1130/022398 The existing fill soils beneath the asphalt pavement combined with the anticipated 1- to 2- foot thickness of structural fill required to achieve slab subgrade elevation will provide an adequate fill pad for floor slab support over much of the site. However, the existing fill is relatively thin in the extreme south portion of the site. Excavation and replacement of soft/loose fill or native soils should be anticipated to construct the new building pads in areas `B1', and `C'. Also, excavation and replacement of loose fill will likely be required to construct the recommended minimum thickness of structural fill for support of perimeter footings across all of the site, and might be needed for some interior footings. Much of the existing fill on the site appears to be close to adequate density. The fill was near optimum moisture content at the time of our explorations. The fill soils are extremely moisture - sensitive, and compactive efforts will only be effective during extended periods of dry weather. We recommend that the floor slab be found on a capillary break overlying the fill pad. The capillary break material should consist of a minimum 4 -inch thickness of sand and gravel with less than 5 percent fines (material passing No. 200 sieve) by weight relative to the fraction passing the 3/4 -inch sieve. Prior to capillary break placement, the existing fill soils should be proofrolled or probed to locate any loose zones. Some excavation and replacement of the on- site soils may be required to form the building pad for slab support. The following sections of this report provide more detailed recommendations for design and construction. SITE PREPARATION Site development will require removal of some of the existing buildings, pavements, buried utilities and other structures present at the site. Much of the fill soils encountered below the asphalt concrete possess high fines (silt) content such that repeated construction traffic will result in considerable disturbance during wet weather construction. Therefore, we suggest leaving the existing asphalt concrete as long as practical to protect the subgrade during construction. If the existing pavement does not pose a hindrance to future development (i.e. utility installations or other excavations), it may be left beneath the new building pads. If left in place, the asphalt concrete should be broken into pieces with a maximum dimension of 12 inches or less. Following pavement breakup or removal, we recommend that the areas be thoroughly • proofrolled with heavily loaded rubber -tired construction equipment to identify the adequacy of the underlying fill soils. If soft or otherwise unsuitable areas revealed during proofrolling cannot be compacted to a stable and uniformly dense condition, excavation and replacement with structural fill should be accomplished, or as otherwise recommended by the geotechnical engineer. Localized zones of perched ground water may be present in shallow excavations made at the site. We expect that any ground water encountered during shallow excavations will be relatively minor and can be handled adequately with collection ditches and sump pumps. a e o E n g i n e e r s 5 File No. 1284028 -01 - 1130/022398 EARTHWORK General The proposed new buildings can be satisfactorily supported on shallow footings bearing on a zone of compacted structural fill. As described in subsequent sections of this report, we recommend that floor slabs be underlain by a minimum of 18 inches of structural fill, and that a minimum 8 inches of subbase (clean sand and gravel) be specified for areas to be paved. We recommend that individual spread footings supporting total design column loads of 100 kips or less, and all continuous wall footings bear on a minimum 3 -foot thickness of structural fill. The fill pad beneath individual footings designed for larger column loads should have a minimum thickness of 4 feet. Structural Fill During dry weather, structural fill placed at a depth more than 6 inches below slab subgrades can contain an increased fines content provided that the minimum compaction criteria can be achieved. The maximum particle size in borrow material for general site grading should be limited to 6 inches. The pavement subbase and the upper 6 inches of building pad fill should consist of a well - graded, free - draining sand and gravel free of organic matter and debris. The sand and gravel fill should contain less than 5 percent fines (material passing No. 200 sieve) by weight relative to the fraction passing the 3/4 -inch sieve. The maximum particle size should be limited to 12 inches. If the fill is placed during wet weather, we recommend that the entire building pad fill be constructed of borrow soils having less than 5 percent fines. We should be provided samples of the proposed borrow material for evaluation prior to approving it as acceptable material. Structural fill should be placed in horizontal lifts which are 10 inches or less in loose thickness. During wet weather, the initial lift may need to be somewhat thicker in order to reduce the chance of pumping of the fine - grained subgrade soils and to provide adequate support for construction equipment. Within building footprint areas and within 2 feet of the finished subgrade surface for pavement areas, each lift should be uniformly compacted to at least . 95 percent of the maximum dry density as determined in accordance with the ASTM D -1557 test method. For fill more than 2 feet below the finished pavement subgrade surface, the compaction criteria can be reduced to 90 percent of the maximum dry density (ASTM D- 1557). The moisture content of the fill material may need to be adjusted to achieve the specified compaction. A representative from our staff should be present at the site to observe and evaluate fill placement and compaction operations, and to complete a representative number of in -place density tests to determine if compaction criteria are being achieved. D e o E n g i n e e r s 6 File No. 1284028 -01 - 1130/022398 Use of Existing Site Soils The existing fill can be reused as structural fill provided it is moisture - conditioned (aerated) and compacted, if needed, to meet the specified compaction criteria. Most of the surficial native soils contain substantial fines, are extremely moisture- sensitive, and have a natural moisture content considerably above that necessary to achieve compaction. As such, they will not be suitable for use as fill without prolonged aeration. SETTLEMENTS Placement of fill to establish design grades and application of new building loads will cause consolidation in the underlying soils. Differential settlements will occur between areas which have previously been filled, surcharged, or otherwise loaded and the adjacent, unloaded areas. Based on our review of previous surcharge programs, actual settlements, and additional laboratory consolidation tests, we estimate that 2 to 5 inches of settlement will occur as a result of the new planned areal floor loads ranging from 125 to 300 psf. Therefore, we recommend a preload /surcharge program to induce the major portion of settlements that would otherwise occur during and following construction. A preload /surcharge program is deemed necessary for all planned new construction. Because of the expected settlements, it is critical that building construction not be started until most of the settlement from the building pad and preload /surcharge (recommended below) has occurred. Because of the thickness and organic content of the compressible layer, a long and variable preload duration is anticipated. We estimate that 90 percent of the settlement should occur within about 6 to 10 weeks. It is possible to accelerate the consolidation by placing additional fill (surcharge) above the preload fill placed to simulate building loads. This is discussed in more detail in the following section. PRELOAD /SURCHARGE FILL The purpose of a preload or surcharge program is to induce a major portion of the settlements which would otherwise occur when building and floor loads are applied. We recommend a 3- foot -thick preload fill be placed to simulate the expected floor loads. Additional surcharge can be placed to shorten the required duration of a preload program. We understand that a maximum 30-day period is available during the construction schedule for preloading or surcharging the new buildings in Area `A'. Anticipated floor loads for these three building (Building Area No. `2', Pad `A', and the restaurant building) are 125 psf. For these conditions, we recommend a 5- foot -thick surcharge be placed above the proposed finished floor elevation. For the remaining buildings proposed in areas 'B', 1B1', and `C', a surcharge thickness of 5 feet is adequate where floor loads will be 125 psf or less. We recommend a 6- foot -thick surcharge be placed above finished floor elevation where floor loads are expected to be between 200 and 300 psf. d e o E n g i n e e r s 7 File No. 1284028 -01.1130/022398 The crest of the preload /surcharge fill should extend to full height above the proposed finished floor elevation for a distance of at least 5 feet outside of the building footprints. In areas of possible future building construction, the full fill heights should extend into the proposed expansion area for a distance of at least 15 feet beyond the initial building footprints. Along the north and south sides of the footprint of the new Building Area No. `2' (adjacent to the existing structures), we recommend that the crest of the surcharge extend full height to a distance of 5 feet from the existing building walls. From this point, the surcharge should be tapered to the new finished floor grade level at the location of the existing building walls. Preload /surcharge fill need be compacted only to the extent necessary to support construction equipment. The preload /surcharge surface should be sealed and crowned to promote runoff of surface water. Following the preloading or surcharging period, the excess fill can be removed from the building areas and used as structural fill in parking or other building areas. We recommend that building pad fill and surcharge placed during the wet spring months consist of clean material (sand and gravel with less than 5 percent fines) to be able to achieve adequate compaction of the material. The clean material will also reduce the potential for schedule delays that could arise in rehandling and compacting the surcharge fill when it is moved to another building pad. We should be provided a sample of the proposed material for evaluation and approval before any material is brought to the site. SETTLEMENT MONITORING In order to evaluate the magnitude and time rate of settlement of the building pad fill and the preload /surcharge fill, we recommend that several settlement monitoring plates be installed prior to placing any new or additional fill in the building areas. An example of a suitable settlement plate, and a description of monitoring procedures are presented in Figure 4. We recommend that settlement plates be placed approximately 25 feet in from each corner of the new buildings. A minimum of 2 additional plates should be placed within the central area of the smaller buildings, and an additional 4 plates should be placed in the central area of the larger buildings. Initial elevation readings of the settlement plates must be obtained when they are installed and before any fill is placed. If this is not done, the initial settlement behavior of the fill pad will not be recorded and the value of the observations significantly diminish in that neither the total magnitudes nor rates of settlement will be known. The elevations of the plates and the adjacent ground surface need to be determined twice each week during filling so that settlement progress in relation to the amount of fill in place can be defined. We recommend that readings be obtained weekly after completion of filling. We recommend that the readings be taken by the project civil engineer and the results forwarded to our office on the day of each reading for evaluation. The presence of the measurement rods which extend from the settlement plates through the fill will inhibit the mobility of earthmoving equipment to some extent. The contractor will have O e o E n g i n e e r s 8 File No. I284-028 -01- 1130/022398 to exercise care to avoid damaging the rods. The construction documents should emphasize the importance of protecting the settlement plates and measuring rods from disturbance. SHALLOW FOUNDATION SUPPORT We recommend that the buildings be supported on shallow foundations, provided that the footings are placed on a pad of compacted structural fill as recommended in the "Earthwork" section of this report and as discussed below. Foundation construction should not be started until settlements from filling and preload /surcharge operations are complete. We recommend that all footings be supported on structural fill extending to a depth of 3 to 4 feet below the footing subgrade elevation. A 3 -foot thickness is appropriate for design column loads of 100 kips or less and a 4 -foot thickness is appropriate for heavier design loads. We recommend that the compacted structural fill form a prism of fill below the footing which extends a minimum distance of 3 feet beyond the edge of the footing. The requirements for overexcavation of existing soils and placement of structural fill for footing support should be determined and the work accomplished before placing the building pad fill. We recommend that a representative from our firm evaluate the soils exposed in these excavations before placement of structural fill to determine that the footing subgrade is acceptable. If excessively soft soils are exposed at subgrade level, additional excavation and replacement with structural fill may be necessary. We recommend that the bottom elevations of all exterior footings be a minimum of 18 inches below the lowest adjacent finished grade, while interior footings have a minimum embedment of 12 inches. We recommend that continuous footings and isolated column footings have minimum widths of 18 and 24 inches, respectively. Footings can be designed using an allowable soil bearing pressure of 2,500 psf for dead plus long -term live loads. This value may be increased by one -third when considering transient loads, such as wind or seismic. The weight of the footing and any backfill over the footing may be neglected in determining the applied bearing pressure. We estimate that the settlement of continuous strip and column footings will be on the order of 1/2 to 1 inch for the assumed loading conditions providing preloading is completed as recommended. Differential settlements should not exceed about 3/4 inch in about 40 to 50 feet. These settlements should occur within several weeks after applying load to the footings. FLOOR SLAB SUPPORT All slab subgrade areas should be stripped and proofrolled or otherwise evaluated as recommended in "Site Preparation" before placing any fill. As discussed in the "Earthwork" section of this report, we recommend that floor slabs be underlain by a minimum of 18 inches of structural fill. The upper 6 inches of fill placed to form the building pad should consist of 3/4 -inch minus free draining sand and gravel with less than 5 percent fines. If fill placement and slab construction will proceed during extended periods of dry weather, the import fill Q e o E n g i n e e r s 9 File No. 1284028 -01 - 11301022398 placed below the upper 6 inches of slab subgrade can contain an increased percentage of fines, provided the fill can be compacted as recommended above. Because differential settlement is likely across the site, due to variable loading history and variable soil conditions, we recommend that floor slabs be constructed using reinforcement. A vapor barrier should be placed beneath all on -grade floor slabs where moisture control in the slab is critical (e.g., if tile or carpeting is to be glued to the slab). This vapor barrier should consist of polyethylene sheeting and should be overlain by a 2 -inch thickness of clean sand to protect it from damage during slab construction and to aid concrete curing. RETAINING WALLS We recommend that walls for loading docks or other building walls which will serve as retaining walls, be designed for lateral pressures based on an equivalent fluid density of 35 pcf (pounds per cubic foot). This value applies to walls not restrained against rotation when backfill is placed. The above - recommended lateral soil pressure does not include the effects of surcharges such as floor loads, traffic loads or other surface loading. Surcharge effects should be considered as appropriate. In settlement - sensitive areas (e.g., beneath on -grade slabs), the upper 2 feet of backfill for subgrade walls should be compacted to 95 percent of the maximum dry density determined in accordance with ASTM D -1557. At other locations and below a depth of 2 feet, wall backfill should be compacted to between 90 and 92 percent of ASTM D -1557. Measures should be taken to prevent overcompaction of the backfill against the wall. The recommended equivalent fluid density assumes a free - draining condition behind the wall. If any walls are placed where water may have access to the fill behind, drainage should be provided by placing an 18- to 24-inch -wide zone of sand and gravel containing less than 5 percent fines against the wall. Weep holes at about 4 -foot centers at the base of the wall should be sufficient to drain water from exterior walls. Alternatively, perforated drainpipe could be embedded in the free - draining sand and gravel zone along the base of retaining walls to remove any water which collects in this zone. The drainpipe should be tightlined to an appropriate discharge point. LATERAL RESISTANCE The soil resistance available to resist lateral loads is a function of the frictional resistance which can develop on the base of footings and slabs, and the passive resistance which can develop on the face of below -grade elements of the structure as these elements tend to move into the soil. For footings and floor slabs founded on structural fill placed and compacted in accordance with our recommendations, the allowable frictional resistance can be computed using a coefficient of friction of 0.35 applied to vertical dead -load forces. The allowable passive resistance on the face of footings, grade beams or other embedded foundation elements can be computed using an equivalent fluid density of 300 pcf (triangular distribution) if cast Q e o 1i n g i n o e r s 10 File No. 1284- 028-01- 11301022398 neat against structural fill soils. This value assumes all soil extending out from the face of the foundation element for a distance at least equal to two and one -half times the depth of the element consists of structural fill compacted to at least 95 percent of maximum dry density (ASTM D- 1557). The above coefficient of friction and passive equivalent fluid density values include a factor of safety of about 1.5. PAVEMENT RECOMMENDATIONS Assuming that proper site preparation is accomplished and a relatively firm subgrade can be achieved, we recommend a minimum 8- inch -thick subbase layer be provided beneath the base course of new pavement sections. The subbase should consist of a 12 -inch minus sand and gravel with less than 5 percent fines. This recommendation assumes that the existing fill and native soils can be compacted to the criteria defined in the "Earthwork, Structural Fill" section. If the existing fill and native soils are soft, it will be necessary to increase the subbase thickness and possibly provide a geotextile separation layer. It has been our experience that 12 to 24 inches of subbase overlying a geotextile separation layer is required on soft, wet soils, or during wet weather. To avoid the cost of additional overexcavation, the pavement subgrade preparation should occur during the summer and allow time for the parking subgrade soils to "heal" prior to paving. The recommended subbase thickness is not intended to nor will it support construction traffic. Construction haul roads should be as required. We recommend that the pavement section in automobile parking areas consist of a minimum of 2 inches of Class B asphalt concrete over a minimum of 4 inches of free-draining crushed rock. The free - draining crushed rock should be similar to Washington State Department of Transportation ( WSDOT) Standard Specification 9 -03.9(3), except with less than 5 percent passing the U.S. No. 200 sieve. In roadway areas and pavement areas which will be subject to truck traffic, we recommend that the minimum thicknesses of asphalt concrete and crushed rock be increased to 3 and 6 inches, respectively. These design recommendations are predicated on construction of the pavement section being accomplished during extended periods of dry weather. The crushed rock base course and subbase fill should both be compacted to at least 95 percent of the maximum dry density determined, in accordance with ASTM D -1557. Backfill in utility trenches underlying paved areas should also be compacted in accordance with the recommendations for structural fill presented in this report. The asphalt concrete should be compacted, in accordance with WSDOT specifications (to at least 91 percent maximum density based on WSDOT Test Method 705). DRAINAGE CONSIDERATIONS We recommend that pavement surfaces be sloped so that surface drainage flows away from the buildings. We recommend that all roof drainage be collected in tight lines for diversion into O e o E n g i n e e r c 11 File No. 1284028 -01 - 11301022398 0 co Engineer i the storm drain system. A perimeter footing drain is not considered necessary provided that the building floor is above the parking grades. SEISMIC CONSIDERATIONS Liquefaction Potential The Puget Sound basin is located within a seismically- active area in which numerous earthquakes have been recorded. Of the more recent events, two were large which resulted in significant damage to some structures. The earlier earthquake, which was centered in the Olympia area, occurred in 1949 with a- Richter magnitude of 7.1. The later earthquake, which was centered between Seattle and Tacoma, occurred in 1965 with a Richter magnitude of 6.5. Damage, which in some instances may have been related to localized liquefaction, was reported in many areas within the greater Puget Sound region. Liquefaction refers to a condition where vibration or shaking of the ground, usually from earthquake forces, results in the development of excess pore pressures in saturated soils and subsequent loss of strength. This can result in consolidation and /or lateral spreading of the affected soils with accompanying surface subsidence and /or heaving. In general, soils which are susceptible to liquefaction include loose- to medium -dense clean to silty sands which are saturated (i.e., below the water table). The evaluation of liquefaction potential is complex and is dependent on numerous parameters including soil grain size, soil density, site geometry, static stresses, level of ground acceleration considered, and duration of the event. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio (the ratio of the cyclic shear stress to the initial effective overburden stress) induced by an earthquake to the cyclic shear stress ratio required to cause liquefaction. We made a preliminary evaluation of the liquefaction potential at this site based on subsurface information obtained in the borings. Based on the data obtained for this site, the interbedded silt layers have a low risk of liquefaction. However, the loose- to medium -dense sandy soils encountered below the water have a high -to- moderate risk of liquefaction, respectively. Layers of loose silty sand were encountered below the water table in several of the explorations. The sand typically graded to dense below a depth of about 40 to 50 feet. Because of the variable thickness of liquefiable soil across the site, it is likely that several discontinuous zones could liquefy causing isolated areal subsidence. Because the floor slab and foundation elements will be supported on a mat of densely compacted structural fill that will be above the highest probable ground water level, significant differential subsidence due to liquefaction is not expected. Specifically, this site will have a nonliquefiable soil cap with a thickness to about 8 to 15 feet. Therefore, abrupt differential settlements of high magnitude are not expected, although settlement could occur and cause distress to the structures during a large seismic event (magnitude 6.5 or greater), or a long duration event. 12 File No. 1284 - 028 -01 - 1130/022398 To reduce the potential for differential settlements (more than can be accomplished with a structural fill building pad), three options can be considered. The first option, which is the most economical and provides some protection against minor earthquake shaking, consists of tying the foundations together with grade beams. The second option consists of supporting the structures on piles which would afford more protection against earthquake- induced differential settlements. The third option consists of general site improvement by densifying the building pad areas, thereby reducing the potential for settlement. We are available to discuss the relative merits of each of these options with you should you decide to pursue an increase in protection to the structures against potential settlement damage due to an earthquake. Site Coefficient Based on our subsurface explorations and our experience in the area, the recommended Uniform Building Code (1994) soil profile type is S for a corresponding site coefficient of 1.5. CONSTRUCTION MONITORING The site preparation and earthwork phases of construction are critical to the successful completion of this project. We recommend that GeoEngineers be retained to provide monitoring and testing services during the site work and foundation installation to assess when the preloading or surcharging has been successfully completed, and to determine if the work is completed in general accordance with the intent of our recommendations. These services should include monitoring of the site preparation and proofrolling to advise on any remedial work that may be needed to repair areas of subgrade, observation and testing during filling, review of settlement marker data (the surveying would be done by others) to advise when the majority of the settlement has occurred, observations during footing subgrade preparation, and final subgrade preparation for floor slab and pavement areas. LIMITATIONS We have prepared this report for use by MBK Northwest and other members of the project team for use in the design of a portion of this project. The report is not intended for use by others and the information contained herein is not applicable to other sites. The data and report should be provided to prospective contractors for estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Portions of the site redevelopment was in the preliminary design stages at the time of this writing. When the design has been finalized, we recommend that our firm be retained to review the final design and specifications to see that our recommendations have been interpreted and implemented as intended. O e o E n g i n o e r s 13 File No. 1284-028 -01 - 1130/022398 1 f f,. zt �n .s��ti�f {i.,n 3 �.t :[y:�.r } t1)i'�� , ,r..'.. •1 �;."t t..r ,;tr� ,`sa:n ..,�u' ' ,tt_� f' { i has S ��di�i .:,?t. ,:: �1 ,`; .�.. h (, t.,.:. lisi:r :. y: Our scope does not include services related to construction safety precautions and our reco mmendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. There are probable variations in subsurface conditions between the explorations and variations which are also possible over time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with. the contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally- accepted geotechnical practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. Respectfully submitted, GeoEngineers, Inc. � • C . 11U�v EXPIRES /D DCO:JKT:wd Doc. ID: PAFINALS\ 1284028.R Debra C. Overbay, P.E. Senior Engineer Jack K. Tuttle, P.E. Principal 0 c o E n g i n e e r s 14 File No. 1284.028- 0141301072398 2/ cRlSTYMI PAIS SI IIIMILJRLa4t311111 175TH I76TH S IiITH 194TH ST 3 Reproduced with It is unlawful to permission granted copy or reproduce SCALE IN FEET VICINITY MAP FIGURE 1 36 SPRIAKBAOOK GREENBELT ST SW 194TH ST by THOMAS BROS. MAPS. This mop is copyrighted by THOMAS BROS. MAPS. all or any port thereof, whether for personal use or resole, without permission. 1111111111111111111111111111 11111111111111 ETHAN ALLEN ACT III THEATER COUPUSA 1111 IIIIIIIIIIIIIIIIIIIIIIIIIIII 1111111111111111111111111111 REFERENCE: Drawing provided by MBK Northwest THE BON Engineers FIGURE It_ 1 11 DRUG EMPORNI1 TONY ROMA 1111111111111111 F; SITE . PLAN (EXISTING PARKWAY PLAZA) G ROA 1111111111111111111111111111 111111111111111111 F3 PLUS ND 1 0- '��}oC7Qoti o = �QQ'• oQ' 0. (111111111111111111111111111 SITE . PLAN (EXISTING PARKWAY PLAZA) 1111 1111 SPORTMART 207,120 SF ROSS III 1111111 1 1 1 1 1 1 1 1 1 1 1 II 1 II 1 11 REFERENCE: Drawing provided by MBK Northwest z 200 Geo Engineers 400 SCALE IN FEET FIGURE 2 MEWING TING WE PLAN II II RIB •.N•• b• U l I I I I I I I RIIIIIIII!1 Oi�!iir ��� 0 }Iillicl } fI!10;�`' O1Nf!{FN01J (11';111(11+1414110 twin" " lit rivel ` ti u . Itllllll • ONF} IINflOFII•IfI*t i 11111111101i. , ... Q 1ft1l +! INIIRft F!IIiIIIi~t , NO ao ON�FIfFNION }II�+Fi► fINiFOItifI tip Me Q tll� III i I i ffO 1� G _ ' IIf1111iI N f ti CC o Iifi011k1 ii } m F!It01111 i tliO 4N1(61511411 Q •• L __ 111 I I I 11 III n7111 r e -eras .i.t .:.H •. Oa .Mi . '. f L lt! IliOl!ilio:i ol i ll li % I _ N 1 � = W 7.1 . 7 1 F W I liiNfliiNIiar " ' .�iiI 0 ..D Orifiil.,,,nI�1 I .011fNNOfl i F _ 01 ' 7 BwfFNOfili +�l ONiii+fOli+}i+.E W ?' % L11III tltlii't!Il0 ; . aT�IIF!fI }i!�iiil��i0 ■ i''tllll}II WWI W I •','. ..,I1.1iIi! V.IIIIItI11tIUi!It:l(J • �$Ii1ijI II1I1MO a1i -lf llllll lr.il lrrr r II t c 1 1 1 N , • 1%. 11 Ill! Ill BtINF1IOfI1l 1 ? ; ,. l;llu!l , OIII11F1Oit11I +?i.�� Ofi lflli,1111p , kOlitiiii0i ' : •@,111F101FN ?1 �H IiIf1H-II f111ff1 :1 _ - 111.111 ill 11 :>M iS 43081 S • 0 11111111111111 11111 11111 III '1111!11!I III l l ' I1111 Ill I: w cc Q 11 g C 1111;111101 r IiI O1FFl I0f1111FIf10r1 It z 5 % L,1111t %I ' l' i3 f : 41Fr ,I i •11i 1111 i:'I r gt „iris 1 : l i � Illllillllllirl f.l; IA W !111;11111 ;I;1!t'•.. 11 A I i] st') t. Measurement Rod, 1/2 -inch- diameter Pipe or Rebar Sand Pad, if Necessary Geo .O Engineers (Not to Scale) Casing, 2- inch - diameter Pipe (set on plate, not fastened) Existing Ground Surface Coupling Welded to Plate NI/ Settlement Plate, 16" x 16" x 1/4" FIGURE 4 SETTLEMENT PLATE DETAIL NOTES: 1. Install settlement plates on firm ground or on sand pads if needed for stability. Take initial reading on top of rod and at adjacent ground level prior to placement of any fill. 2. For ease in handling, rod and casing are usually installed in 5 -foot sections. As fill progresses, couplings are used to install additional lengths. Continuity is maintained by reading the top of the measurement rod, then immediately adding the new section and reading the top of the added rod. Both readings are recorded. 3. Record the elevation of the top of the measurement rod at the recommended time intervals. Record the elevation of the adjacent fill surface every time a measurement is taken. 4. Record the elevation of the top of the measurement rod to the nearest 0.01 foot, or 0.005 foot if possible. Record the fill elevation to the nearest 0.1 foot. 5. The elevations should be referenced to a temporary benchmark located on stable ground at least 100 feet from the area being filled. appendix a APPENDIX A SUBSURFACE EXPLORATIONS AND LABORATORY TESTING SUBSURFACE EXPLORATIONS Subsurface conditions at the project site were explored by drilling eleven borings at the approximate locations shown in Figure 3. The explorations were located in the field by pacing from existing site features. The borings were drilled between August 29, 1997 and September 5, 1997 using hollow - stem auger drilling equipment. Because much of the development is currently occupied with retail tenants, the borings were drilled during restricted work hours between 8pm and loam. Soil samples were obtained from the borings using a 3- inch - outside - diameter split - barrel sampler driven into the soil with a 300 -pound hammer free - falling 30 inches. The number of blows required to drive the sampler the last 12 inches, or other indicated distance, is recorded on the boring logs. The borings were continuously monitored by a representative from our firm who examined and classified the soils encountered, obtained representative soil samples, observed ground water conditions, and prepared a detailed log of each exploration. Soils were visually classified in general accordance with ASTM D- 2488 -90, which is described in Figure A -1. An explanation of the boring log symbols is presented in Figure A -2. The logs of the borings are presented in Figures A -3 through A -13. The logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. They also indicate the depths at which these soils or their characteristics change, although the change might actually be gradual. If the change occurred between samples in the borings, it was interpreted. LABORATORY TESTING All soil samples were brought to our laboratory for further examination. Selected samples were tested to determine moisture content, dry density, and grain size characteristics. The results of the moisture content and dry density tests are presented on the boring logs. Two one - dimensional consolidation tests were performed on selected samples from the borings to measure the dimensional and time -rate compressibility characteristics of representative fine- grained soil samples. The consolidation test results are presented in Figures A -14 and A -15. FIELD SCREENING OF SOIL SAMPLES A GeoEngineers representative conducted field screening on soil samples obtained from the subsurface explorations located around the Pavilion building (borings GEI -5, GEI-6, GEI -9, and GEI -10). Field screening results are used as a general guideline to delineate areas of 0 Go E n g i n e e r s A. -1 File No. 1284-028 -01 - 1130/022398 possible hydrocarbon contamination in soils. In addition, screening results are used to aid in the selection of soil samples for chemical analysis. The field screening methods used include (1) visual examination, (2) sheen screening, and (3) headspace vapor screening using a Bacharach TLV Sniffer calibrated to hexane. Visual screening consists of inspecting the soil for stains indicative of hydrocarbon contamination. Sheen screening and headspace vapor screening are more sensitive screening methods that have been ' effective in detecting hydrocarbon contamination at concentrations less than regulatory cleanup guidelines. - Sheen screening involves placing soil in a pan of water and observing the water surface for signs of sheen. Sheens classifications are as follow: No Sheen (NS) No visible sheen on water surface. Slight Sheen (SS) Light, colorless, dull sheen; spread is irregular, not rapid; sheen dissipates rapidly. Light to heavy sheen; may have some color /iridescence; spread is irregular to flowing, may be rapid; few remaining areas of no sheen on water surface. Heavy sheen with color /iridescence; spread is rapid; entire water surface may be covered with sheen. involves placing a soil sample in a plastic sample bag. Air is Moderate Sheen (MS) Heavy Sheen (HS) Headspace vapor screening captured in the bag and the bag is shaken to expose the soil to the air trapped in the bag. The probe of a Bacharach TLV Sniffer is inserted in the bag, and the device measures the concentration of combustible vapors present within the sample bag headspace. The TLV Sniffer measures combustible vapor concentrations in ppm (parts per million). The TLV Sniffer is designed to quantify combustible gas concentrations up to 10,000 ppm. Field screening results are site-specific. The results vary with ambient air temperature, soil type, soil moisture and organic content, and type of contaminant. Q e o 13 n s i n e o r s A -2 File No. 1284028- 01.1130/022398 SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS COARSE GRAINED SOILS More Than 50% Retained on No. 200 Sieve FINE GRAINED SOILS More Than 50% Passes No. 200 Sieve NOTES: GRAVEL More Than 50% of Coarse Fraction Retained on No. 4 Sieve SAND More Than 50% of Coarse Fraction Passes No. 4 Sieve SILT AND CLAY Liquid Limit Less Than 50 SILT AND CLAY Liquid Limit 50 or More Geo O Engineers CLEAN GRAVEL GRAVEL WITH FINES CLEAN SAND SAND WITH FINES INORGANIC ORGANIC INORGANIC ORGANIC HIGHLY ORGANIC SOILS 1. Field classification is based on visual examination of soil in general accordance with ASTM D2488 -90. 2. Soil classification using laboratory tests is based on ASTM D2487 -90. 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and/or test data. GROUP SYMBOL GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT GROUP NAME WELL- GRADED GRAVEL, FINE TO COARSE GRAVEL POORLY - GRADED GRAVEL SILTY GRAVEL CLAYEY GRAVEL WELL - GRADED SAND, FINE TO COARSE SAND POORLY - GRADED SAND SILTY SAND CLAYEY SAND SILT CLAY ORGANIC SILT, ORGANIC CLAY SILT OF HIGH PLASTICITY, ELASTIC SILT CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC CLAY, ORGANIC SILT PEAT SOIL MOISTURE MODIFIERS: Dry - Absence of moisture, dusty, dry to the touch Moist - Damp, but no visible water Wet - Visible free water or saturated, usually soil is obtained from below water table SOIL CLASSIFICATION SYSTEM FIGURE A -1 LABORATORY TESTS AL CP CS DS GS %F HA SK SM MD SP TX UC CA Atterberg Limits Compaction Consolidation Direct shear Grain size Percent fines Hydrometer Analysis Permeability Moisture Content Moisture and density Swelling pressure Triaxial compression Unconfined compression Chemical analysis BLOW COUNT /SAMPLE DATA: Blows required to drive a 2.4 -inch I.D. — split - barrel sampler 12 inches or other indicated distances using a 300 -pound hammer falling 30 inches. . Blows required to drive a 1.5 -inch I.D. --- (SPT) split - barrel sampler 12 inches or other indicated distances using a 140 -pound hammer falling 30 inches. "P" indicates sampler pushed with weight of hammer or against weight of drill rig. SOIL GRAPH: 22 I 26 m SM Soil Group Symbol (See Note 2) Distinct Contact Between Soil Strata Gradual or Approximate Location of Change Between Soil Strata SZ Water Level Bottom of Boring Location of relatively undisturbed sample 12 ® Location of disturbed sample 17 0 Location of sampling attempt with no recovery 10 0 Location of sample obtained in general accordance with Standard Penetration Test (ASTM D -1586) procedures Location of SPT sampling attempt with no recovery Location of grab sample NOTES: 1. The reader must refer to the discussion in the report text, the Key to Boring Log Symbols and the exploration logs for a proper understanding of subsurface conditions. 2. Soil classification system is summarized in Figure A -1. Geo Engineers KEY TO BORING LOG SYMBOLS FIGURE A -2 •••• uj UJ U. z Moisture Dry Content • Density Blow Group Lab Tests (%) (NO Count Samples Symbol 0— r"r ASPHALT t' ° GM SM 5 — 10 7 1 5 — 20^ • 25 — 30— 35 — 40 — TEST DATA MD 16 118 MD 34 87 10 9 16 9 5 3 6 14 2 Geo k 0Engineers 1 ML SP SM Note: See Figure A-2 for explanation of symbols • BORING GEM DESCRIPTION Surface Elevation (ft.): 2 inches asphalt concrete Brown silty fine gravel with sand (medium dense, moist) (fill) Gray and brown silty fine sand with occasional grave! (loose to medium dense, moist) (fill) Gray fine sandy silt (stiff to medium stiff, wet) Dark gray fine to medium sand (medium dense, wet) Gray silty fine to medium sand with occasional gravel (very loose, wet) LOG OF BORING FIGURE A-3 0 —5 — 10 —15 — 20 — 25 — 30 — 35 —40 Moisture Dry Content Density Group Lab Tests ..(%) (pct) Count Samples Symbol 40 - TEST DATA BORING GEI -1 (Continued) Becomes loose DESCRIPTION GP -GM Gray fine to coarse gravel with silt and sand (dense, wet) Boring completed at 54.0 feet on 09/04/97 Ground water encountered at approximately 8 feet during drilling —45 w 0 CO N 0 CO N N 75 — 80-- Note: See Figure A -2 for explanation of symbols Geo OEngineers LOG OF BORING FIGURE A -3 — 70 — 75 — 80 0 to 40-- Moisture Dry Content Density Blow Lab Tests ( %) (pct) Count Samples MD 19 111 SM 66 MD TEST DATA BORING GEI - 2 58 61 36 2/18" 22 Note: See Figure A -2 for explanation of symbols Geo%0Engineers DESCRIPTION Group Surface Elevation (ft.): Symbol 7 ' 7 ASPHALT GP -GM SM 2.5 inches asphalt concrete Grayish brown fine gravel with silt and sand (medium dense, moist) (fill) Gray silty fine sand with occasional gravel and wood fragments (dense, moist) (fill) ML Gray silt with occasional gravel and organic matter (soft, wet) (fill) ML Gray organic silt (very soft, wet) SP -SM/ML Dark gray fine sand with silt interbedded with gray silt (loose, wet) ML Gray and brown silt (soft, wet) SP Dark gray fine to medium sand (very loose, wet) f Gray organic silt (very soft to soft, wet) SP Dark gray fine to medium sand (medium dense, wet) LOG OF BORING FIGURE A -4 0 — 5 — 10 —15 — 20 "25 — 30 —35 —40 TEST DATA BORING GEI-2 (Continued) DESCRIPTION Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol • Boring completed at 49.0 feet on 09/05/97 Ground water encountered at approximately 6 feet during drilling r e . 11,1. N 03 N 80 — Note: See Figure A-2 for explanation of symbols Geo0Engineers LOG OF BORING FIGURE A-4 — 50 — 70 r- 75 — 80 5 — 10— 15 — 20— 25— 30— 35 — 40— TEST DATA Lab Tests Moisture Dry Content Density Blow Group (%) (pcf) Count Samples Symbol MD 27 •95 MD 212 24 MD 37 81 14 57 9 11 2 3 2 11 32 Note: See Figure A-2 for explanation of symbols Geo Engineers BORING GEI-3 DESCRIPTION Surface Elevation (ft.): 1.5 inches asphalt concrete Brown fine gravel with silt and sand (medium dense, moist) (fill) Gray sandy silt with gravel (medium stiff, moist to wet) (fill) Blow count not representative Dark gray fine to medium sand (medium dense, wet) Brown and gray organic silt with wood fragments (very soft, wet) • Light gray silt with lenses of silty fine sand and a trace of organic matter (very soft to soft, wet) Dark gray silt (medium dense to dense, wet) Dark gray fine to medium sand (dense, wet) 0 —5 — 10 —15 —20 —25 —30 —35 — 40 LOG OF BORING FIGURE A-5 Moisture Dry Content Density Blow Group Lab Tests (%) (pct) Count Samples Symbol 40 — 45 50— 55 — z (1 60— TEST DATA 31 I 27 Note: See Figure A-2 for explanation of symbols BORING GEI-3 (Continued) DESCRIPTION • —45 Boring completed at 49.0 feet on 09/04/99 Ground water encountered at approximately 7 feet during — 50 drilling , • , • •...• —55 — 60 65— —65 70— 70 76— —75 80— —80 Geo Engineers LOG OF BORING FIGURE A-5 15 uJ Ui 20— Lab Tests 0 — 5 — .41 10— 25 — 30 — 35 — 40 — TEST DATA f Moisture Dry Content Density Blow (%) (pcf) Count Samples MD - 18 112 MD 18 112 14 0 13 9 6 0 ML 2/18* 0 4 2/18* 2 DESCRIPTION Group Surface Elevation (ft.): Symbol L. L 1 ASPHALT fl v ° GM SM ML Gray sandy silt with gravel (medium stiff, moist to wet) (fill) SM 0. C • 0 c 14 . c j Note: See Figure A-2 for explanation of symbols BORING GEI-4 2 inches asphalt concrete Brown silty fine gravel with sand (medium dense, moist) (fill) Gray silty fine to medium sand with gravel (medium dense, moist to wet) (fill) Gray silt with a trace of organic matter (very soft to soft, wet) Gray silty fine to medium sand with gravel (very loose, wet) GP-GM Gray fine gravel with silt, sand and a trace of wood fragments (medium dense to dense, wet) 0 — 5 — 10 —15 —20 — 25 —30 — 35 — 40 Op Geo% Engineers LOG OF BORING FIGURE A-6 TEST DATA Moisture' " Dry Content " Density Blow Group Lab Tests ( %) (pcf) Count Samples Symbol .40 . 0 a 45 5 70 — 75 — 60 — 31 0 0 0 0 0 .0 0 0 .0 c c c Note: See Figure A -2 for explanation of symbols BORING GE1 -4 (Continued) DESCRIPTION Boring completed at 47.5 feet on 09/04/97 due to caving soils Groundwater encountered at approximately 7 feet during drilling -- 45 40 — 50 55— —55 60 65— —65 — 70 —75 -- 80 Geo gaga WpEngineers LOG OF BORING FIGURE A -6 10 15— 25— 30— 35— TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol 40 — MD 29 95 MD . 56 63 2/18" 12 12 12 Note: See Figure A -2 for explanation of symbols BORING GEI -5 DESCRIPTION Surface Elevation (ft.): ASPHALT 4 inches asphalt concrete o ° 0 ° GP Brownish gray fine gravel with sand (medium dense, moist) ML (fill) Gray silt with gravel (medium stiff, moist to wet) (fill) ML Gray organic silt (very soft, moist to wet) ML Gray fine sandy silt (very soft to stiff, wet) . /.. SP /SM Gray fine sand with a trace of silt with lenses of silty fine sand (loose to medium dense, wet) SP Dark gray fine to medium sand (medium dense, wet) —5 — 10 —15 ^ 20 —25 —30 — 35 — 40 Geo Engineers LOG OF BORING FIGURE A -7 45— 55— x N 60— TEST DATA Moisture Dry Content .. Density Blow Group Lab Tests ( %) (pcf) . Count Samples Symbol 40 24 13 :26 13 Geo SEngineers BORING GEI -5 (Continued) DESCRIPTION Boring completed at 56.5 feet on 08/29/97 Ground water encountered at 9.0 feet during drilling - =40 -- 45 — 50 55 . — 60 65- — 65 70— —70 76— —75 80— —80 Note: See Figure A -2 for explanation of symbols LOG OF BORING FIGURE A -7 0 co 0 o V � r 5 — 10 — 15 — w u_ l e: 20 — 25 — 30 — 35 — 40 — TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pc() Count Samples Symbol MD 10 96 MD 39 80 MD 26 92 MD 33 87 9 1/18" I 2 I 2/18' I 5 S 4 16 18 Geo 4 -49 0Engineers Note: See Figure A-2 for explanation of symbols BORING GEI-6 DESCRIPTION Surface Elevation (ft.): ASPHALT 2 inches asphalt concrete GM Brown and gray fine gravel with sand (medium dense, moist) SM (fill) Gray and brown silty fine sand (loose, moist) (fill) ML/SM Gray organic silt (very soft, wet) SM Gray silty fine sand (loose, wet) ML Gray fine sandy silt (medium stiff, wet) SM Gray silty fine sand (medium dense, wet) LOG OF BORING FIGURE A-8 ML/SM Gray silt interbedded with silty fine sand (stiff/medium dense, wet) Boring completed at 39.0 feet on 09/03/97 Ground water encountered at approximately 5 feet during drilling — —5 —10 — 15 — 20 — 25 — 30 — 35 —40 10 — t 20 25 — 30 — 35 — 40 — Lab Tests TEST DATA MD 77 Moisture Content (%) 58 15— MD 58 68 Dry Density Blow Group 0/e0 Count Samples Symbol 2/18' 18 38 11 o ASPHALT '0 GP-GM S M M1, SP SP S M Note: See Figure A-2 for explanation of symbols BORING GEI-7 DESCRIPTION Surface Elevation (ft.): 3 inches asphalt concrete Brown fine gravel with silt and sand (medium dense, moist) (fill) Gray silty fine sand with organic matter (loose, moist) (fill?) Gray organic silt (very soft to medium stiff, moist to wet) — 5 —10 —15 Grades with lenses of fine sandy silt Black fine to medium sand (medium dense, wet) Gray silt (medium stiff, wet) Black fine to medium sand (dense, moist) Gray silty fine sand (medium dense, moist) 0 — 20 — 25 —30 —35 — 40 Geo e,,,•00vEn LOG OF BORING FIGURE A-9 • , TEST DATA • Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol 40— ML 2 45 50 — 55 — t— UI Lit u . z Lu ca 60— 10 I 16.1 BORING ,GEI-7 0 (Continued) DESCRIPTION Dark gray silt (very soft, wet) SM Gray silty fine sand (medium dense, wet) Boring completed at 51.5 feet on 09/02/97 Ground water encountered at approximately 5 feet during drilling • 40 — 45 — 50 —55 — 60 • 65— —65 • 70— —70 75— • —75 80 — — 80 Note: See Figure A-2 for explanation of symbols Geo 4" Engineers LOG OF BORING FIGURE A-9 0 R N N 15- ••■ 5 10 — JAI z LU 20 —' 25 — 30— 35 — 40 — TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Sam es Symbol MD, 40 77 2/18" CS MD 42 80 MD 37 83 2 2 2 4 17 15 3 0 8 0 ASPHALT GP-GM ML/SM ML SM SP 22 Note: See Figure A-2 for explanation of symbols Geo OVEngmeers BORING GEI-8 DESCRIPTION Surface Elevation (ft.): 2.5 inches asphalt concrete Gray fine gravel with silt and sand (medium dense, moist) (fill) Gray silt with sand interbedded with brown and gray silty fine sand (very soft/very loose, moist) Brown and gray silt with a trace of organic matter (very soft, moist) Grayish brown silty fine sand (very loose, wet) ML Gray silt (soft, wet) Wood (tree stump?) ML Brown silt (very soft, wet) Gray and black fine to medium sand (loose to medium dense, moist) — 5 — 10 — 15 — 20 — 25 —30 —35 40 LOG OF BORING FIGURE A-10 r. 'lT��t1�: ^ � : � i ! , �1J;'`u`FCY .:.'t ?i- iC "zaSs�,�',C;�..... �:�a; ",.... �e fN; i ✓�'� TEST DATA BORING GEI -8 (Continued) DESCRIPTION Boring completed at 46.5 feet on 09/02/97 Ground water encountered at approximately 5 feet during drilling —45 — 70 Moisture Dry Content Density Blow Group Lab Tests ' (%)... (pcf) Count Samples Symbol 40 6 I 65— —65 70— 75— —75 BO-- —60 Note: See Figure A -2 for explanation of symbols Geo gaga WpEngineers — 40 — 50 -55 - 60 LOG OF BORING FIGURE A -10 Moisture Dry Content Density Blow Group Surface Elevation (ft.): 0— Lab Tests ( %) (pcf) Count Samples Symbol 10— 15- W - LL z - 20— 25 — 30— 35 — 40 -- CS TEST DATA 46 74 38 81 13 18 ■ ASPHALT 2.5 inches asphalt concrete ' GP -GM Gray and brown fine gravel with silt and sand (medium dense, SM moist) Brownish gray silty fine to medium sand with gravel (loose, moist) (fill) ML Gray silt with fine sand (very soft, moist) SP Note: See Figure A -2 for explanation of symbols BORING GEI -9 l DESCRIPTION Gray fine sand with a trace of silt (very loose, wet) ML Gray silt with a trace of fine sand (soft, wet) SM Gray silty fine sand (very loose, wet) SP Gray fine sand (medium dense, wet) ML Gray silt (soft, wet) SM Gray silty fine sand (medium dense, wet) —5 — 10 —15 —20 —25 — 30 — 35 —40 Geo gaol OVEngineers LOG OF BORING FIGURE A -11 F— LU W LL LJ z 60 Moisture Dry Content Density Blow Group Lab Tests (%) (pct) Count Samples Symbol 40 45 50 55 65 70 75 80 Note: See Figure A -2 for explanation of symbols BORING GEI -9 (Continued) . Boring completed at 41.5 feet on 08/29/97 Ground water encountered at 9.0 feet during drilling • 40 -55 60 65 70 75 80 Geo WpEngineers LOG OF BORING FIGURE A -11 5 — 107- 15 7 tu - U . Ui 20 25 — 30 — 35 — 40— TEST DATA MD 29 92 MD 36 85 8 Moisture Dry Content Density Blow Group Lab Tests (%) (NO Count Samples S mbo 0 — 7 7 11 5 6 21 it e d . Geo WEngineers of 01 tO Note: See Figure A-2 for explanation of symbols BORING GEI-10 ASPHALT GP-GM SP-SM ML DESCRIPTION Surface Elevation (ft.): : =‘, • - • • • 3 inches asphalt concrete Brown and gray fine gravel with silt and sand Brown sand with silt and gravel (medium dense, moist) (fill) Gray silt (medium stiff, moist) SM Gray silty fine sand (loose to medium dense, wet) SP Gray fine to medium sand (medium dense, wet) LOG OF BORING FIGURE A-12 — o —5 — 10 —15 —20 — 25 — 30 — 35 —40 85 — TEST DATA r Moisture ' Dry Content Density Blow Group Lab Tests ( %) (pef) Count Samples Symbol DESCRIPTION Boring completed at 41.5 feet on 08/29/97 Ground water encountered at 8.5 feet during drilling W z 60- 70 — 75— 80 — Note: See Figure A -2 for explanation of symbols BORING GEI -10 (Continued) - 40 —45 — 50 755 — 60 —85 — 70 — 75 — 80 Geo Engineers LOG OF BORING FIGURE A -12 1 5 — I— uJ - U. X 20— Moisture Dry Content Density Blow Group Lab Tests (%) (pc0 Count Samples Symbol 0 5 — l 0- 25 — 30— 35 — 40— TEST DATA MD 37 82 bfiD " 38„ 84 MD 40 79 4 2 111 2 4 5 2 5 24 2 0 0 O C • o Note: See Figure A-2 for explanation of symbols ASPHALT GP-GM BORING GEI DESCRIPTION Surface Elevation (ft.): 3 inches asphalt concrete Brown and gray fine gravel with silt and sand (medium dense, moist) (fill) SP Black fine sand (loose, moist) ML Gray silt (very soft, moist to wet) SM Gray silty fine sand (very loose, wet) ML Gray silt (medium stiff, wet) SP-SM Gray silty fine to coarse sand with gravel (loose, wet) SP Gray fine to medium sand (medium dense, wet) ML Gray silt (very soft, wet) 0 —5 —10 —15 — 20 — 25 — 30 — 35 — 40 Geo Engineers LOG OF BORING FIGURE A-13 0 to 80 — Moisture ,. Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol 40 -- iy TEST DATA BORING GEI -:11 (Continued) DESCRIPTION SP -SM Dark gray fine to medium sand with silt (loose, wet) P Gray fine to medium sand with occasional gravel (dense, wet) Boring completed at 46.5 feet on 09/02/97 Ground water encountered at approximately 5 feet during drilling Note: See Figure A -2 for explanation of symbols Geo Engineers LOG OF BORING FIGURE A -13 —75 — 80 KEY BORING NUMBER SAMPLE DEPTH (FEET) SOIL CLASSIFICATION INITIAL MOISTURE CONTENT INITIAL DRY DENSITY (LBS/FT • GEI -8 5.5 Brown and gray silt with a trace of organic matter (ML) 39.5 76.6 0.00 0.01 0.02 0.03 0.04 0.05 g. 0.06 O 0.07 F co 0.08 U 0.09 0.10 0.11 0.12 0.13 0.14 0.1 0.2 0.5 1 2 5 PRESSURE (Ibs /ft 10 10 20 50 Geo , Engineers CONSOLIDATION TEST, RESULTS FIGURE A -14 1 fi I 1. ! ; I 1 ?I' } . --,--Ti ; 1I i i T I: II r- i r I 1 ! i i I i 1 14111 111 Ilk I I . U III ■ 1111 1 111 I I 11 . 0.00 0.01 0.02 0.03 0.04 0.05 g. 0.06 O 0.07 F co 0.08 U 0.09 0.10 0.11 0.12 0.13 0.14 0.1 0.2 0.5 1 2 5 PRESSURE (Ibs /ft 10 10 20 50 Geo , Engineers CONSOLIDATION TEST, RESULTS FIGURE A -14 KEY BORING NUMBER SAMPLE DEPTH (FEET) SOIL CLASSIFICATION INITIAL MOISTURE CONTENT INITIAL DRY DENSITY (LBS /FT • GEI -9 5.5 Gray silt with fine sand 46.4 74.0 -- - .____ _— _ -_ —_. i -- - 11 • . , , I , • ' . . • , . - • . . i • . . ' . . , . . . . • , . . . . I i • : , y I --- I � (i � I i — i i � I- H__ s II • i i i II l 1 1 i I 1I 1■ 1 ■ nl ■ ■ � [ 1 ■ 1 ■ 1 ■ [11 X1 1 1 I t III ■ ll I i i a J 0 U) Z 0 U Q rn 0 0 0 U 0 U) a N U 0.06 F 0.07 J 53 0.08 2 U 0.00 0.01 0.02 0.03 0.04 0.05 0.09 0.10 0.11 0.12 0.13 0.14 0.1 0.2 0.5 1 2 5 PRESSURE (Ibs/ft 10 10 20 50 Geo ,,Engineers CONSOLIDATION TEST RESULTS FIGURE A -16 BUILDING DIVISION REVIEW DATE: March 11, 1998 PROJECT NAME: Comp USA at Parkway Supercenter APPLICATION NO: D98 -0023 PLAN REVIEWER: Ken Nelsen, Plans Examiner (206) 431 -3670 Please provide additional information, clarification, and /or correction on revised plans for the following Building Division comments. 1. For general, information, no work including the pre -load of this site under permit number MI98 -0022 may commence prior to vacancy of the Act III theater. 2. As with other projects at the Supercenter site, this department has only received verbal referenced that separate tenant improvement permit applications will be made for the purpose of final occupancy to the newly developed retail spaces. Regardless of future tenant improvement, it must be documented in this application how the building envelope will comply to the minimum requirements of the Washington State Energy Code. At the minimum a semi - heated condition with detailed insulation values must be shown on the plans for the sprinkered structure, . W.S.E.C. Chapter 13. 3. Related to item #2 above, the exterior lighting of this building must comply with W.S.E.C. Section 1532. Provide plans, lighting fixture schedule, and /or supporting documentation as required in W.S.E.C. Section 1141. 4. Document on the plans all the requirements for applicable special inspection from U.B.C. Chapter 17. 5. Provide reference and plan details for the installation of Fire Blocking and Draft Stops from U.B.C. Section 708. Clearly detail the extent of the draft stops for the building false front per U.B.C. Section 708.3.1.3. 6. The proposed common exit corridor between Comp USA and Gart Sports must be arranged so that it extends in either direction to the outside as required by U.B.C. Section 1005.5. No further comments at this time. Physical Site inspection Report Date: 2/12/99 Inspector: M.Jeong Job Time Date Mailed: 2/26/99 Reviewer: T.Maddock Air Temperature: Inspection Perfornied Bldg. Comp USA On site for final inspection of canopy bolting. All high strength bolts were in accordance with approved plans & specifications. TESTING LABORATORY, INC. P.O. BOX • 2523 - Phone: (425) 881- 5812 REDMOND, WA 98073 FAX (425) 881- 5441 Fi E. ob:140. ...; :''913-204 . • riiiit .:. :: .:':_.-- Parkway Supercenter ddreas . ,.‘ . . 17500 Southcenter Pkwy City.. ':- ' s Tukwila ., Number:: ' Dit -;, 0023 Contractor . Sierra Construction . . Owner ' . :' R. C. Consulting - - ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. FIELD I MATERIAL TEST ' 'ORT ASTM: C 72, C1019, C780 Material Report Number: 9441 Material Data A.A.R. TESTING LABORATORY, INC. P.Q. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -204 Project Parkway Supercenter Address 17500 Southcenter Pkwy City Tukwila RECEIVE Permit Number —t t ''-'& P��S ^ 0023 Contractor Sierra Construction DEC 16 199E Owner R. C. Consulting COMMUNITY EVELOPMEN Type of Material: Concrete Job Time: 10:45:00 AM Air Temperature: 44 Material Temperature 66 Yield Unit Weight: Slump Inches: 3 3/4 Slump Specification: 4 + -1 Air Percentage: Air Specification: Supplier: Miles S & G Plant #: 3 Yards placed: 10 Design (F'C) @ 28: 4000 Truck Number: 101 Ticket Number: 0440044 Job Mix? No Mix Number: 064001 Cement Type: 1 -11 Cement: 460 Coarse Aggregate: Coarse Aggregate: Sand: Fly Ash: Water: Water Added: Air Entrain: Admixture: 1925 1320 80 31.5 16 OZ. Polyheed Conformance Conforming to Plan? yes Explain if "No ": Inspector: L.Waybright Reviewer: FIELD I MATERIAL TEST ' 'ORT ASTM: C 72, C1019, C780 Material Report Number: 9441 Inspection Type: Reinforced Concrete Location: Footings A.A.R. TESTING LABORATORY, INC. P.Q. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 Job No. 98 -204 Project Parkway Supercenter Address 17500 Southcenter Pkwy City Tukwila RECEIVE Permit Number —t t ''-'& P��S ^ 0023 Contractor Sierra Construction DEC 16 199E Owner R. C. Consulting COMMUNITY EVELOPMEN CLIENT MBK Northwest ATTN ADDRESS 7690 SW Mohawk Tualatin, OR 97062 R/s per plans. Concrete was vibrated for consolidation. Report Data Report Date: 11/9/98 Inspection Performed / Location Inspection Type: Reinforced Concrete Location: Footings Grids Column plinths and continuous footings grid lines 14 to 18 from F.0 to F.2. All in bldg. #1. Remarks R/s per plans. Concrete was vibrated for consolidation. Test Strength Tested Per: Conforms Y /N: Compressive YIN: ASTM C39 Yes Yes Cast Date: 11/9/98 Fracture Type: (If 'Other, than Cone.) Tested By: T.Hall Reviewed By: J.Hicks Test Results ID # I Test Date I Field Cure 'Age Days 'Size InchlArea Sq In' Weight LbslMax Load Lbs[Strength PSI I Set # I 127061 11/16/981 127071 12/7/981 127081 12/7/981 1 71 6x12! 28j 6x12; 281 6x121 28.27; 28.27; 28.271 01 01 01 1161601 1701201 1662501 41101 11 60201 1 1 58801 11 Copies To I lA Building Department © Owner Date Mailed: 11/27/98 IA Contractor ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. Building Department Owner Contractor A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881 -5812 REDMOND, WA 98073 FAX (425) 881 - 5441 CLIENT MBK Northwest ATTN ADDRESS 7690 SW Mohawk Tualatin, OR 97062 Job No. 98-204 Project Parkway Supercenter ddrees 17500 Southcenter Pkwy City Tukwila Pink Number. . p. 9 -tea D 98-.002.3 Contractor Sierra Construction - Owner R. C. Consulting Physical Site Inspection Report Date: 11/30/98 Inspector: E.F.Jones Job Time: Date Malted: 12/11/98 Reviewer: M.Jeong Air Temperature: 0 Inspection Performed !Provided welding, structural bolting and lag bolting (inside struts) inspections Qa Comp USA store. Entrance tube steel frame welding was observed acceptable per approved dwgs as well as in conformace w/ AWS D1.1 standardsF /workmanship. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. Copies To; A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881- 5441 7690 SW Mohawk Tualatin, OR 97062 FIELD: REPORT :: .::. ; FIsId Re tuber 18837 ob No 9S -204 Proj.ct . Parkway Supercenter dike,' . 17500 Southcenter Pkwy City Tukwila . Permit Number. • q R g — co 2.1, pen -002,3 Contractor Sierra Construction • Owner R. C. Consulting Physical Site Inspection Report Date: 11/20/98 Inspector: J.Graham Job Time: 9:12 Date Mailed: 12/11/98 Reviewer: M.Jeong Air Temperature: 47 Inspection Performed Inspected the placement of approximately 5 yds. Of grout, mix #6076 for CMU walls as follows, 2 infills @ back of building #1, top lift; 2 columns, in front of building #1, from 17 -18 (8'- l2'AFF). All resteel was properly installed, in Accordance • with approved plans. Grout was mechanically consolidated: Building Department Owner Contractor ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R, TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. ::,:••••:•:••••• . mac..:.. ..t :,{• +;.;.•.., • , z✓.. ! ;:•:;;ar {;fi•. }r: ^ ;:.•;..t• },:• >•.+•:•:; K••:t{•:::.YY; } }r: t:.:•:t• +•u } ?... .i .•� i n4. ;fi.,' • ^,;.kt,::: }. ..t. 4 .}}f :..{•. >. {; }:. ,� .• , •4'tk. k't• ,..{ • •:,, y'.; t }' .SOr ?.ti;Z;' f ^'{ • � :• ?k. }.,}�5. .?b•: • { }.y`. +x.i3O YJ•:;:r \ �o:.: S}.}.;' 3. t�}.\;.;;:•>. �.•.{'•..•, a, ,R. \;,;} }�:.:^b;..•::�ta,Y x;..a�.}t: ;•? :,,c., >.:.; ava :{,�.t •t;''a..t.....0 };s.�: {t. ;t. }:tio o-t v x: 3• •4 :+{ k b }� .: .:x•C.a';t�rtY}.��Y '.n:Y . n:.i. {.:::: }:.v : .v i, v.nnt ,.r.R ?.}::., •:'4v + }'•? 'iv %i'• }? : . {: :Zt .. {v: .r.}: ..}: \.:: { ::• +::: : v }n .:: v. tiv• }! .;.}:. .�.} }r: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881- 5812 REDMOND, WA 98073 FAX: (425) 881 - 5441 :kkkkii,L•::3t', MBK Northwest #Tualatin; OR 97082 • { � 911.204 s ; ' r Parkway Supercenter 17500 Southcenter Pkwy Tukwila Ba$ -0023 Sierra Construction R. C. Consulting Ea A �01�` Report Date: 8/13/98 Date Mailed: 10/16/98 Inspector: Dick Bjorklund Job Time: Reviewer: M. Jeong Air Temperature: Inspection performed : reinf. Steel & structral masonry Grids lines/location: grid '18.3' to grid '19' © grid' F.2'(4 cols.) Remarks: witnessed placement of split faced conc. Block at the above location. r,,am, ,::} : : -- ?: .y... - -- v:.,v...� .:: Y Y.i: :;:k } }Y:• {:Y } }•:.n: } }. {.Yri.ri;; Y:4:•Y }i } }•.Y:.Y•:.: } } }` }:C: {.. . • }4 :: ...:• }• 4:<c't } }: +': , }•r '. : { }yy k;{ }: } Y: {Y.:•k:p.::kk:::.:jti•`:4k. : ?: ji { }7 .i.',i �: :} \ :::P.ti:. � {: i ..................... ::'1.. + ,:::'rki >......n jktii!tiS;. ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A,R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN, x• ::4s ?LC :y i•4 tr.:}: ? ?;:: $iS::rtiii:;: }. c: t t '; ' ,\ r ; \i`Lh'� •y2:••�i:vL?::F::i.'r i \V:.;(• } vr } : �i }: i'•: ::•:4<4}: };i ?'y n }:' {' • C�,fic3i.:ax.; A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (425) 881 - 5812 REDMOND, WA 98073 FAX (425) 881- 5441 97062 ' ":�;:ir '• ;: •� }, :t?(•?t•:7 ? ?: n:; >L ?. � is ;vL }r +< rj� ;;Y. ?.::ti:,.:: ,s.:, r: -. .: >L'. .. t,c;:t ? ? ?� � }Jx }; •:v} •:.tr. if4 Ltfi, tts.::F i}y !0Y,}::T4 }ir;: I.�•t'•., 4i? }' i � ?ii'?�: \;:i4:V \� i 3••;•;? } y + 'i , :•Y.•r? u`Y�S!:fi. ? ? { ^ •:.•:•.'• a)d:Y }:, '? �:: } ? ?str; ?L� ? ?,.•r.,••. :a ••�••a ;;.: :i?': •:v,,;;;G }.,} :rzy.. ? ?i„ .5,;,. ..sL $.;o.;;.; > xs•1.s :•:;::f ` �.: ,� };.;;.:;; r:•.;.? xt;• s:. R' ?.•.•::;'? a:?•.'• fs} s.;:.,;• :,•,.,a.: #1t•:.:. ?�::r,.s. ?;�.} r} w,.; s.:.: 3 , >.,;.'ni:,. .:. >.. }:���d}.:z,,`•,'�i�j�� .Parkway Supercenter 17500 Southcenter Pkwy 'Tukwila Sierra Construction . }R. C. Consulting Report Date: ; 10/23/98 Reviewer: M.JEONG Date Mailed: 11/6/98 4 } }:::i} ?:;• }:;iri.n\ ii'in � •:'•:} T ?r,' : :::} : ,'n,` >v t> tii? iL,v'i:n:SY } }}•. ?;4?':p}:• L, ;}: ;iL?:: ?•?} } �a This report is to concludes all of required special inspection of the following: 1:. Reinforced concrete 2. Structural masonry 3 Structural steel erection to include high strength bolting and welding .:. 4. Epoxy and concrete embedded anchor bolts and R/S dowels This is the final. Air Temperature: '. } ?i }:{s ?}:?: ii??•:?:{: i;:L•: } ?I: }L }:L { \:.v,. };? ni:: \:., v::? %:•xi. }.'• }:CiL4'i. };:4 } }:; :ry.•f }}::;;:j,'.': r: n.:.. v:.: n•:...•.,.. ...::•r.........:..::.t:,:.:,:: i : . :..:.. ::.. :..::..:::::.. �:.. :: }.n.:n4. f�iR? ::.::.;':;;,{:, } }.:...:. ri,:..d,, }}:L.;,:•n.....w,.,. }.. S rii•....M. nv}k +n:ri;:. r.. � nspector: ,M:JEONG : Job Time: ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION EXCEPT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTING LABORATORY, INC. IS STRICTLY FORBIDDEN. Z .••■••••••■••■• • • . • ' „. v Par tv G • 4.;■;• • • (1 /94) • • • *mar 4' Pomo Mc Top ft Deredo cao Location Consulting Engineers 1W coca) 116 *evrwt omvf. Pei. WritsiceS Note: 1 en /A 1/,t od ime Pr° COW? UM 6 11116r3tua. Dot. 112/ Revitact Dots Street No. Job No ciiogo spuca DETAIG AteA/6 GRIDLIA16 le I f-o" MT cam. Sinipsos) CNIST12 ernu Tie*, own-0w Ma it /26A. x g ita" axPunis: f1/12/ er At 002/002 14 ‘ • Fireproofind'.. • 'AggregateS.: • Shotcrete • Concrete-.• Masoni..y. File: 98-402 A s p h a l t R o o.f i n g Dave Larson • • City of Tukwila Building Department S e .e I . 6300 Southcenter Blvd. • S o • - I s Tukwila, WA 98188 W o,o.,d, • Project: Parkway Supercenter-Comp USA • * Address: 17500 Southcenter Pkwy. Permit No.: D98002' • A.A.R. TESTING • LABORATORY, INC. CONSTRUCTION INSPECTION AND MATERIAL TESTING NATIONALLY ACCREDITED LABORATORY This is to advise you that special inspections are completed on the above referenced project The following inspections were required and copies of all inspection reports have already been forwarded to you. 1. Reinforced concrete 2 Structural masonry 3 Structural steel erection to include high strength bolting and on site welding 4, Epoxy and embedded items • To the best of our knowledge all work inspected conformed to' Tukwila Building Department approved plans, specifications, UBC and related codes and/or verbal or written instructions from the Engineer of Record. Our final inspection report is dated 2-12-99, copy attached. Sincerely, A.A.R. TESTING LABORATORY, INC. Kimberle Anderson President cc: MBK Northwest Sierra Construction Tel: 881-5812 Fax 881-5441 • P. 0, Box 2523, Redmond, WA 98073 • ry 1Kolke Senior Plan Reviewer cc: Mr. Jeffrey Benner, Benner Stange Associates c:Tossattiklukwila198t02r3..doo ear Mr. Griffin We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The applicant has responded o our comments. Enclosed are the drawings, calculations, geotechnical report, and correspondence for your use. 00 ty of TukWila:. r. Du ane Griffin 64v1176ENTER'” CITY 14E$3 Blvd., Suite 100 WA 98188 egarding: 98T=02: Parkway Supercenter (D98-0023) A #980102-02 .2 Comp USA -fl June 3, 1998 Dear Crystal: Consulting Engineers: Ms. Crystal Kolke Robert Fossatti Associates 2212 Camas Circle SE Renton, Washington 98055 RE: Parkway Supercenter Plan Check Response Permit D98 -0023 Please find below our responses to the plan check comments issued by Robert Fossatti Associates for the Parkway Supercenter. These comments apply only to the Comp USA Building. General 1. We have separated the calculations so that they only include the work for the Comp USA Building. The calculations bear the seal of the Engineer of Record. 2. The drawings being resubmitted have been revised to delete any sheets that pertain to work for portions other than the Comp USA Building. 3. The tie spacing issue has been resolved. Reference fax, dated May 22, 1998 sent to Crystal Kolke. 4. The base plate schedule has been updated. 5. A complete set of drawings have been provided. 6. The framing plans have been coordinated. 7. A dimension at the dock leveler has been provided. 8. Calculations have been provided. 9. Reference No. 5 above. If you have any questions or comments, please call, Sincer Clinton J. Ambro e, P.E. 111 S.W. Filth Avenue, Suite 2500 Portland, OR 97204 -3628 (503) 227 -3251 Fax (503) 227-7980 Seattle Portland San Francisco Los Angeles Phoenix San Diego I EXPIRES: 9/12/gk ralyA97SS20603candoci A rut; U 1998 . rll� '7' 11+ in G DIVISION I 0 . Consuital Entammes Location Client Project POrtZKINA/ SpeaCe Cf A r —PO ecuaitA Wk. By Date CsAb Sheet No. of Job No. PROJECT: KPFF PROJECT. ENGINEER KPFF JOB NO.: • RKtv Ge 6144 _ AmeRas6 97.sse. STRUCTURAL CALCULATIONS INDEX ' Description Page Number 1 FrOm To Structural Design Criteria 1 Roof Framing Design 1 R1 RS irmummas 1 It Wall Framing Design 1 W1 W Column Design I Cl j C4 Foundation Design I FD1 FD 1 Miscellaneous I ml M I* Lateral Design 1 Ll L Computer Lateral Analysis 1 RECEIVED AN 0 5 i9913 k•ff co..w�ry Ear..,. Project pq^(ZKv�ri COMP l56 k r c)'PP.'IZ.G'G E-y(.. $LCXo. 2 By Sheet No. of _i_ Location Date / b & / i O Job No. sv 7557 Client STRUCTURAL DESIGN CRITERIA 1. Building Code /q/4- U# ' Design Live Loads a) Roof b) Floor c) Other 25 r s f 5.0 f aver, fts Sb v4 Ors/ pG Lateral Design a) Seismic Z = D -$ (Zone 3 ), I = .0 . , Rw = Ct = hn = T = Ct (hn) 3/4 = S = C = 1.25S/T 2/3 = Z 1 9 C /Rw = V =ZICW /Rw= ./37s J Wind Basic Wind Speed = So MPH, qs = / 4pf r Exposure � I = / o Cq = »..Height ... Ce._: I..p = Ce Cq..gs ....... _........... N..... .......... _...... 20 30 40 60 Values for intermediate heights above 15 feet may be interpolated. STRUCTURAL DESIGN CRITERIA (Cont'd) 4 F oundations Retaining Walls, Spread Footings a) Geotechnical Engineer b) Report No. /Date: Ff6 23; J91R Job No. '77552 Foundation Bearing Material Active Pressures N/k Cantilever Retaining Walls: psf/ft of depth P Basement Walls: psf /ft of depth Allowable Passive Pressure = psf /ft. of depth below Allowable Sliding Friction Coefficient= , when combined with passive pressure Drainage Requirements: Spread Footings Allowable Bearing Pressures: I 36473 Z� ;9 6 '"R 't WIND E� DL = psf, DL + LL = psf, DL + LL + Lateral psf. prol 1 7. Loc ation '.• • ' • •.'.. •., ••• - • • • Date 00/417 Revised • .., . Dote Sheet No: - ' • coHr 00/> 765I-1 12-L . 9/64f RF 4'r F • • • , .; . . ..• . • .• • , rs .L 7/3F.tyro.. . • • . ' • -• " • „. • • 5 .•• , •." • .• .,.„- • ..• •• . , •:,.. : . • :. . • , ..,•• , • " . . WEI3 30,5 ,spleyci co 171-F Cir'sf. 1- 2g. rsf ) ( 4' ) /coo . 35" ns it 4L " " e 1 4' 2+' • CIAM Portland, Oregon I in 71; Consulting Engineers Corn e GL - 1960 t:�- spAiS...1an!i_:_r _"C% :_v: B:i- ACots6.....:61?t __.G`:; -:-! • I W _1� rs i vJw =s �r, �or►r = .4 / ; 4 2 1 .:. q I ... i... . = la- Dl-t_ =; • 41 Praect Location Client t° 30:$'` (L44) z. )1/s+ 11135C4Z. A.) , " k 14Mt ,cv. O. t yQ.3L 4.2�s1. . x 3, G 1. : 5,4 ` 224 8 iii?'. 2,1 ... 4 /1; F a c a l Z.4 , . x . ( .( 5 . . Z ;(1 1 ... V ed- $ c1. 4)( 31 /11):3o.Sk 3'01 (3 /t) / 41.3;1 ' . 132 Ic-St• FIV`___LVD5 i , 50. )(42,$) Q.85)(42.e(tivb) 7 744 - C‘9,00) (4 - v-So) 4-4a 400) (4$ 7,c/0) ok V I ( 1194) A4tun S.G. 6ux, 2N 3 By CA Date / /q$ Revised Date • Sheet No. Job No, Egg Consulting Engineers Portland. Oregon 6sifevp- ; .. 1g. • 46. (1/94) 3 Project r 4A 1 J �, Location Client • oltwri En : log` l,)} 1.(04(0 - 2 44'` • f rmoypm.1 y. I a) .5" (30. 3`‘ (gash) - :.?7001. , a Cif "tlOw4 o7 f: e^� aiv/ 2~99 alit/Pa/a: '. 41 " . 72. /0I= -Z�j1 l. ? x:7.2. /34:x° A (/3 ¢ c. ° \ /Z ' (1.2(1. . < so c co co (te,001,c,.., 7 6_2cot 4 t ([1 +U ul2., Z ,(,, C `.= D qot )C-4 •oq � - ct = 45 ,c.'' - OAR 4 40 .2 a 40 ( 0%. - .01 mss, ok/ qt, Aroi B y CA Dote 311 7 /q Revised G. t- 13 iv i i&Al I _d C� ; ¢m A•c0� ' � _u�G C I- e r 3P r s • .. • air-r G f k �2 .. Af 4`l.: i!i✓ir X03: :: -.. _' V411:- .. c...81/4 Gf - mo .: ............. .... .... G20-5 "._1 ! _._ V ._. /8 _ Z ` i .... Dale T- Job No, r . _(N5p. ON) ) _. VAVOVI . W ►� b1 oe frffetfel7 M*tk -_ _ :.l 44 - C*.1 • ao _ r , .. d . Ro fill �R.� oil s . GM. �.. �DM�? :,12� 3�a�) ADV.. ,2. K .. - ... Mczc4- Consulting Engineers Atv.parc . 9,t. ',Lob Z Pc-94. or I 5 go-) or G.1✓. eiro.vv, wF,J of GA r( emu vakw S /NLLG beltir Gime . It /O6'TUbt. 7D / i7Erz/oY.. / /*^js) fol 7 M / fa -Pr/1 INTr --10 t I / "41,y5 /s $7 77-1E 447/0 Nirr•ivf .p/JMItg'a t wage a /57 ROW e 33,15f 3 3 . 75 .: (40 ). - /.35 n/ op. a/1-44/ /N 6mi PeNevJ aN ap.4.4 pm: / Cv = o.% �b = 2.4v4i 2.214'n 1741; Thy S % X 3L s /??, d C. v: C' v a 2/¢2 / 5 t� c i 2 A0 ,14 ( 5. � 2-5 /Q.75). (a ` 1 I l t x•44— 1_3s %.) 2s• t� C3 /z) jets' .12 Psi < pt"7 A = �(�.��� (a�.5� 4 (. %.5(c12,S O ) 6.9" 364 (tGoo)(3 4020") 'S C(60 146v gYoclx Date Consulting Engineers Cf- ,z, G isl we meAN'T. , $2 (2-lilt I ` r Zoo 'FT Mr 29'n5 ".1(,g2) 2125 ' C Hecie- : AGI.c'/zst2 .S712555 ©N aN6/Rfl'W 2pv ✓6aC 22 < 7z1/4 2.o /74(6. 2'L' t o / L 1.q . , °11 &s/ I4 e • P.7° s Je o1 • g-o- '2)' C . ss2 7 .( '6c ,ig9 ksv ok- Project Location Client By C� Dote 2 .119 8 Revised Sheet No, Job No, Portland, Oregon Consulting Engineers (1/94) 0 4 14r ( /2 x'.64 ) Log Vy I• (fir j I 2.�,� - scie) '5;' t 25.77 . .._ SOOrtr1 roc14406.0 K1, .00•2 oc+P3 • / R r ov03 - o. ? 4)S it.) vs 12.31/ /,ro2,5x �z O. D 75 t�i < i v I- 8 7 psz. C7 k El WI Consulting Engineers Portiond, Oregon Project P1atIA0 OWif Location Client By Dote Revised Dote Sheet No, WV Job No. Qmt4 ROW Pe5164) EN17 1016 lif 20.el — 49-7 3.9" /?,8 /9/t Is /9,f (a 65 411,4u /s /spp (t A 1 4. eA,),. fte344 WL. /vow/ gfrsfi 009 = giiaa4 / 4.co rsf (doh, 4-6/0: e/7.. 1 17J0-■ -r -75G t / k/ i rkt TM- c56nsiktic, Z.,o417 ee /b.'7 .021 .0.vo . . " 01-1-tir4 *law. S1PZ( r HIPEVgval imkikd R0 e7+0* 4.09 ( Pi. amicy rW rf. 1 2 /36pe S • Oi g •C 690r$1 /2'c7.. 1-Arcra4.t., 1.424%-r Lob, c V Co,/77Z04 /-az AV, rkiPtzto 1,,phirp? (0.9 /lie) z (o .q )( , 84o ' ) l‘K -4 ) ,C/ Yrs 1.14'1& c: 7 • 002 < 56 .0053 / /2 g 3.$1 Project rAillikt MX& Location Portland. Oregon Consulting Engineers Client BY as 2 Revised Dote Sheet No, Job No. tf..79,0K/P0 1,/25 kse n 20%,j ZS..75 2: 4.o 17522 /5q1 - 029(7-0zraA. 40.61,4- (f) 3 654, = /..S k- frk i ent4. ; .110 (14' i.2 Ip II /941 122' r icy-- (4—.) (IA 2 4414.4 A/ A (x)(X.) 2 *.7b , lIeN z ) (3. 81-x) 3 s.11) to x - o x - - 2."L 4: 4(1,01.0 - 4-(6 ) /./5 2 (& ) OZPV ( 9 19 ) (i 110) ( 4) * S1 ' . 1 '2/.1 10 at=;•to AAP tler-kkr MD4ibJr MS blizsadre. Peirtepo, 4 pa, TV ,rev/(4 4".$ 1%) *(e, / Alstirna Q /ng c ) ) f 6 : "kr < M. 65 ' 5415112 /48" Z;, .56q9.0S"` *Pr) 11 11Z5w )(44* a 14 U. If 3rzeti67n Cove.: f ' VI +1,4ft o (e7 r R,4 • Ou ( 0 z )( /1.8 +69,049( C. • • Protect ip Consulting Engineers !Client Pottlond, Oregon • 01.0fr 2 -• location Dote Revised Dote Street No Job No, ). 38 'Trr I. 12 (. - /fin = itsec (a- a b.) a = 611c, 1;11- G•c'esZ,) -r 1.12 / 4014.i. ,14/1 p a. Inv k ( 1.124. //c# xe?° itissx /2 16/N = (a- X, /a4-7/.0?).9 .k-se )(xi./ *— , zsj ) =•• g2 .6 ' f < ---- 1.11 " r/ 6 (232. C e 4Va. (NC 111941 Mu, .< N = 5/1 /1,X 11677.r1 • S (/1. 0/ 6. ')0% ' ) f ) -; - •ft c't / (//2s )(443. ) 4 = /97 Mu *tP t (/./2 I X ) ,/ 3 /rr • 1.. le-ger/rr Consu1tlng Engineers Portland. Oregon Protect rp 6LOh Location Chent By Date 1 Revised Date Sheet No. 4 � Job No. Lamm:. 120161-1 &At) wietA- 0 0 ` /t wL CC ( LIL /ti) = zsall We s,v w oa,,+y t %2 ( z1') 00 D rti W94 4.;. a /G''o•G . rr lEa•. eilp cr. AV' Au 4K - /06 /. /S = /21' re /0 • 2 ;v (/ %) //33 #/. '/2/1 it elite o i ri4 Co14• /721. -o ut,F ??((O u/ 7 /g'9 O /G O. G. GoLLIMO Get,. Q E a,O €/18.1 tou : mo • 'WA ; I4•15 n u l3 vx& x Sho GIP - //3 G nt oe, •J A2 = 8'g, s3'` / ,',j 118'l LZ /18 / Y.75 cr- ' a 1,194, 3! s 41 L IS "x 15 ' D. %) tai, .✓c"- , 611) /Z a /O u• 7"6= /& /4-"„ x775 1 /0ih3 g 03i •3sx 4 Q= 88.53 4¢ ' ' ('/4 fr r t : (2.74, " use %,"..t. 0':471 de4. O 6Ao / � 3�L� �`��•s``r /72 - So. 40D snow Lotao . AI& 7o On /fir r g7 rsr -, ;4 111- 314 k /, 3.7 4.( }.4 90.2c. 4- 37.4 -.. 2 1. coco 11$! 73 L 1c C. Y 4 GA-pr. L(S/M CPe /b God e 6jzio E /18./ USE /2' p K g B►•SE f . Portland, Oregon •Consulting Engineers Gob. a .312I9 �a�p ApeL k &))(lorsp)(0')' ,4. gip-pry 3& . 1 L I, s I1' . u Ty,;K >» V4, P a Go 44s1 It '(;.I / /n= > 4al:(3:s)tjz. = :.&7 ,e./... . • Ark, (2.4.7x4/75x3i;)Pz:. t :"At ri. UN�7rmo►J &x-61. ' ei 1 et1 Get.. `7Rr /2 Ti/K f7d- 1.>si Imp 4 / 5 l'sr) (1') (2. fl 7 / _ /2.g k d = 8.s" ,k,, - / /77 e- .G�'�3 /!s : , CO33 (1&)(6.57 4 .3?,r) t / 7 J sT Qt: )(/. sS)(Z. 7.s') = 1'- g5)(1)) 4000 � r - �eG Q = " d •.��`" � t ¢(I{ e,S) 7 1 4 400D (70)(8.$)° I2l,1'`` c lii'1.2 Iw 4E$1G to W _ se G= "5s,A 1 4) Ark► [Prgect a W!7 2 Location Client klimerics4 her 69.0 ► elE 'F y 3fi � 14.769 el Date Op /Vs, Revised Dote Sheet No. GZ Job No. 13N1Consulting Engineers Portland, Oregon Prgect Z Location Client By e. Date Revised Date Sheet No 03 Job No. 1v�111-1na-llOA kr GRIP 18A aoNr. ) 01.V6 rota Dopy& 5,zt W►tIGN' r 14 - PIPP 40r* 0(w 40.g6(4.0 +46.4160. + = �? 40.ex -1oz +3G.9x 777X - 2 31,1 t w = R)y ( Alt .$'K g i w.15o4= :fix 17,7X - 231((5 +. .. 56,b 5 )( .- ; $34 x. 5SX = 231- 15 X - Co 1 ii' S� V x i 'sv _ $1.2 k 152.2% ir e 2.741GS F ion I 5f&meroar 'Le Cr P,&. �'N = 32P 7Z �-� 82,2 = 2r �r a.sr�r /3Zr/2 0 cytecx PLexvgz. = A pao %tea G AG ovoc„S n•44 /r= , 53 /4Z /i _ c.ss)CZ.$)(A) k.t 4 •Gvb)(0) - /Z5/J 2 -2p.b M fie' Acz. of fi )erfr iXGoL:: 4111 (2.51�SF)�2,s• B % /z J/Z (I•ss) = 9 o k ' y Vale, - 0.9 (2o,1) / . 7 t > 44 0 /C,/ I 6M 8/1 PA-2 1‘ r (2.5- 8 i %2 / s9) = g sct ✓� = 0 Ss (2 Zxn 2)0 0 • 4 .7'` p eikee< / 46veihA✓G s/14-x. . /lret$ * 2 �1 )1 /6. S. 640 u ¢VG ° t Cik) g °)eee ) /2Y- 3 /,.53 = /27`` 57 cart, 01/erthc4 Sec- o-//7/4-c, &4c.7c( trrizori 'power. * a 1gro CE rib To M ATrrI- Portland. Oregon , Consulting Engineers Cob. NiZt • • P1 Roof pfp)( )(4 ) 6$' k• rIv 4 43 SAtera g YL) ( )(Ze f -13 Got it, v2,1 iti 14: 1Z. 1 103 11 otb' (3? • 4(J IL .0 it -7L" . 5 - 'rya. 64te • `_`" /4.4 w 72'4 Proleol t ixk id location Client • 3 k Dbte 2 Revised • „ , Job No. Consulling Engineers (1 /94) WIo7f! 10 v : f 121610 * 2='k* ass / C. �?tn/t0� - r- A . • Consulting Engineers Prof (;el enggkif Location Client By Date Revised Dote Sheet No IA Job No. Otar.1 0e9161- l614Gs,3 SID126rt I C FgA-wifillo idt ivrp 777 1-d o.a: it 4(V); _ - 11)61 2 % bit 11-- 4 )e- liZz 3 6/l000) xt2/ z/6 ? ao x el" 1.tok)01&_.& 6?"971 /0'- 2 /2e AtiAkifrt. / K b Z. 06 .91 rt i VorrneST. otp vear 1 dvpF)/4. r 41 1 wfriA, = 00 7) ii6,,744-4 11/fr a 63)7 // Cm Y. 0 5.1/4 , _T (,2i. (2/000)16 *01 id& 7.5 SX4-)44 (1/94) • • . Consulting Engineers Portland. Oregon Project firgeitiby s.e.." Location By O4 Sheet No, Job No. Client Date 2 Revised Date ILIM 1 1 5 TUP ralting& Arr 5E-06 2 tit jbe duo r2i77/4.& - 27' kut:7&1* Of Srvo pladipvir6 t47:, /e?jp (27') = 2704( J sA7' 3to mtir 1 i A ,0005 = 8-51 14 I 1.7P.))//2. , 5( • 0.0) 6v/31(177 (v10153 zae 8/z efr,./o 6900)4.01(P . 7.A7 4 .57i.l fa/iv/Ns& AT Prviver4r " Fa g tA i z ' ° (2.• ' 7.50 a4O0p1 . 7 - ctit vu (0.94.)0.)09.4.-(1.0) ■10) r "rfL )) I /t 4 (21090)( /9. clx/2A 2.16914 g a 3'1 3 4•0414.- 1 (1/941 Portland. Oregon Consultlng Engineers Location Client 13y Dote Z/ Revised . Date fr Job No egecie 7• 0744 x r-vve wflJ Le?fr-r, cise- /71'/Psir (.,,? 774/a /k§64/r- 4 171 x 4- 72 fr 7z 694'4 t w 5r2, 1 .11 1 " 11 61Z)/ c0 , 1 4# kJ -rt-• / . ( 6 7 2 ) (16,30672 ( 2-4 1 007) )(? 5 ' • e'c EirelErl Consulting Engineers Portland. Oregon Prof eot 11:::/.Q S. G. Location Client By ell. Date 2 Revised Date Sheet No. 1)14• Job No: in,7. 7Ziele fp Si/P/9 r <1,61 ,».. t 0r/ MD fri/irainife, tti. Vs 4 , e H- Cloa "/r)(4.1,v2 2 /8'' G 11,0 -1- 1z= 5 (3 ° ") (4 4 ) ` 07 7 ) "4 (2goc., )003 Xry*/ 64:0k /) 111 4,69 73 I 5 40 VkviLlz. Q. Tor OF Glop -f (Ize. 2/s4. s ) CeCt r I .APP /141 /zoo c./o/J b �lMMMM. (2R wlax3. (14to►4i) • 1Vi ``.ff 510 61 #,' (¢ ) s /4'Q (o pr 61.11 121,'7 " Z. 1N¢ ( uuLui a(1.fithp) w = O )(c . �s 4. i42`% ( /.00)0/ 2. �- /aa )( Y3 .(ti 33)< R.ci) ' / 4 ?/ , jf USe -'$ /6. X S w c, -_► = /(/ /n! 4 z 41.2013 WIVE o fttcU . 61-z = ?1.'i5 )C I V77 x . X 1.33 u-) tQ 1t1 \N' c' (1/94) Portland. Oregon Consulting Engineers Protect Location Chen, Bv Dote Z Revised Dote Sheet No. . I rn Job No. -- Pistboi lima. - 11)56 iv i.)9 . 1t)1,. rr-km/AS. 1, T I II I 41, V 1A$ 0 41(”Vo 5 4"•rif 512.= 4 ir,17) (17 4 e210 )(41, -r4 4,7036gs/ 4Si inf c.o.II 9 c *, --rs ), \ 4., s/ t ( 2 is S (grA7,47 44 amre) e slap Twicim/A.2, ifitt. 2/* (fr.. T1.8 i l k7 1r - T rn. ( )7 • rr. 50.c x 12:4 c a.Zis/o3 1115 IIDOXON 5- '07 ,A.) e/e/vo.e. Ooffr*)(10. to,‘e•ri 63,-7 249 zt-1 51 .J * (C.ep Wei e.76 . (1/94) ligrgi Consulting Engineers Portland. Oregon 1 col- a 7 ir Ps =-• (11U) fostf30 1 ftzoro T SK Co 12 &tr.-1011i or-f t ) prz.: I or, 1;.. —71 , • ' .• • _ )6.1 •?-) :17. k. (1 I ; 5C3 /6 f 6L-v;7 rfr?cis.4A)(41mit.)--7- 14 3 rrri • cA,..0 124‹,..1 przonn Ts s • io pi/AID t-on72 //-1 Gaverf... spc---no-rev 41- j /57s iZoor - Portland. Oregon • j Ptolect ipkalc nri ocation ' -11)1" t CA-)41.' Consulting Engineers I l L'� f Client G4lopy GaL. ...De - 5r ! CAN *66 td n tl-A (1/94) &R -OLpo _ Cp. 2 43" 4—/•0 le- - Date Sheet No. Job No. or r1:. . corm i . W4Ud = Cot /iz 01/ e (4 - 00tT5 - nwnu GNP( l #p. v ( .2)- ooe rs Ge/ mom 606E - axe y e lf -p ort .5 ()07i'D)( 2373` C . _..or' (z)- V4 rliol1s 12d + -. ? l=rzoµ -ro o 1;:, ,. =(3) c ri so;61 -► �T�� U-PLiFr cA 2373 t 74 - 71 . T G000" o lc TrzANSreg.or G +IvRtZ. t x,i 1 A) To Roof GYApfh/l vr tcz ¢ 14 CleA s7i2u7 w /CCo) % A G" LoNV L'IC, 13047s CA-p o` 1.46. cods = ilia O. co ) CCo) (0.9 ) = o1 g > Gc00 o k J J = C 3 U$t v& /od N4g-s Q Zjz "o. c. Cfre of P /ApHta4 vvl = 72, L of 4» sr 'r ?'r) - co, 00% L %. - ?)*2-) L S& M►,\. (2-0 Tom. I • *n • , ISA-2D (R). Ver , KPFF Engineers : s 4.00 ' • OR R • Job Page: 10 . . Date: 2/11/980 CanoPY col it)LD(, 17)toder4. 0 7777 .. 7 === ftemeammemeeeemlemmeee = 7 == 73,777 = e = 7 == 1.77777777777777e .. e . = Unis . ...... • ..... ; . .. US Standard0 .•".., , • • • •••••• Steel.. Code ..•. :•. . • .. . • . ..9th. 'Edition .APDO • .• • " - Allowable 'Stress Increase 'Factor.' . .1 • 33311 .•':- :••• • • :. • No. - Sections for Member . Calcs... 5 0 .." Do• Redesign • • ; • Yes0 • • ; ... • , P7Delta'Arialysis Tolerance . .. . 5090 • ." ".. " r • • < Joint Coordinates > ; •;: . . , ft ft mF 1 0.000 0.000 ' • ' . • . • . , ., : , ; ". ' ,' -, :•. . ; . 000 1 .4' " :; ' <' Boundary • " • , •• '-. ' 0.000 : , * ' 000 . , 0.000 :000 r 0 000 0.000' 0.000 0 AD Joint'.* - 0 2 . , Reaction K-ft/rad 0 n : K/in 4 : Reaction Reaction 0 , .. . : . . . . Materials (General) ). >===========================0 • ..'. . ; ;. f ';',., Material , . :Young 's Shear ' - Poisson's Thermal : Weight ' .: ' Yield' ,..: 0 •. ..,' ': : ... :' :::, Label ' Modulus ' Modulus Ratio Coef. . Density - Stress "., : 0 ' , •,.' : . . , 10^56F -K/ft3 Ksi 0 STL 29000.00 11154.00 0.3000 0.65000 0.490 46.000 === -=-=======< s ec ti ons >=- -= - -=== -=== = =-==--=1:1 I TO Label Shape Label Area yy zz yy zz CO in^2 in^4 in^4 0 COL TU8X8X5 STI, 9.36 1.2 1.2 90.90 90.90 0 ================================< m >=================================0 Mernb Joints Rotate Section Releases Offsets Inactive? 0 No. I J 90m Set I:AVM J: AVM I-End J-End Label 0 Length CI in in ft-- -0 , 1 1 2 COL 11.000 2 2 3 COL 8.000 3 COL 20.000 Section . Database Material As As I • . • RISAr20 '01) KPFF Consulting Engineers Portland, OR 0 Canopy col Job : 1 Page: 20 • Date: 2/11/980 • File: CANCOL 0 0 . • • . • ; • ' ' ...........,.. ........... =====.< Aisc,NDs'parameters >....i..=..,= ..... =,,==.....==== .. Section .Length • Lb-out Lb-in Lcomp K K . Cm Cb;B Sway0 :Member :Set ' ' le-out le-in le-bend, out in CH . l-' 'o' 10 ft ft ft ft 0 . . 1 COL 11.00 0 ' *. i2 COL . 8.00 ' 0 3 cm : . mop =========================< Basic Load Case Data >==========================0 - .."2BLC : . ' Basic toad Case Load Type Totals - • . '0 ...,.;.. '. . No .: . Description ... Nodal Point Dist. 0 • . , . . 0 ... , . 1 ' ,, wind 3 0 =======================< Member Point Loads, BLC 1 > 0 0 • Meffiber I • J Direction • Magnitude Location K,K-ft ft or .% . , -1.300 0.0000 1 1 2 Y 72.150 6.5000 Dynamics Input: 0 Number of Modes 30 •Load Combination Number 1 0 Acceleration of Gravity 32.20 ft/sec^20 Convergence Tolerance 0.001 0 Converge Work Vectors NoO 8.0000 . . . . . . ' . . , . . . . . • . • ,... . . y . . . . . _ , , . .: .' „, , . ,• . . _ ................============.=====,===.< Load Patterns >=.==============....======;.=.......0.,.,, . , . Pattern Magnitudes • Locations 0 Label • Dir Start End Start - End 0 • • K/ft,F K/ft,F ft or % ft or %---0 UNIFORM Y -1.000 -1.000 0.000 0.0000 ===========================< Load Combinations >============= = - -= - -=== -0 RWPE 0 No. Description BLC Fac BLC Fac • BLC Fac BLC Fac • BLC Fac SSdv 0 0 .1 wind 1 1 • y 0 0 . 0 < Joint Displacements, LC 1 : wind > 0 Joint + Translation + Rotation No • X Y az in in rad 1 0.000 -1.020 0.009280 2 0.000 0.000 0.003790 RISA-2D (R) Version 4.00 ,; Consulting Engi.neers : ': ' Job : 1 ' tland, OR Page: 30 Date: 2/11/980 File: . CANCOL • 0 === Joint Displacements, : LC 1. Gwind >..7=7 „ Jolnt + • Rotation • • Y.', ' ' - , . - •-• • . • • . rad in in . .. . , . ' t„. • t ..• • • ...,. .. . . . . . • • • • . ,• . . . ,.„ , , - , :',.•;; : ',...,f,',...‘, 0.'.000..'' . -, : • , : ''' ,.•'. -0.002180 ,' ' • : ' '''' ' ., • t. - . ..•., ,..•. • ,.. 7 - 0 000 -, - '. • :':.• '. '0 000 •. " - ': 0:002370: • •....., . , : ....,=======.,==.==,..=.======< story ' Drift, is , i. wind .. . .. t . .• ..;;,:,:, ,,,.--- ''- „, ;:•-• •,t •,--`• , •••• Story ' .4.---. X ---+ .',,f ! , .• - - ., , .. • ' •...--... -''' :."... •• ' • • . ••.' '' ' • ' • •• • •• ..' ' .. ,.. :. ,.-.• .•. . • ,..-. .• -..: r: ' ' • ' • ' • • - '' • • • • - • . , ..No . • ,, •.: ' Joint' 't Drift : .•, of :Ht :. . , .• • - • . ... • , . , s t s .2 '... ...., „•„"...: . . . . , .. . • ,•....., , : • . . .. .; StOries:' Defined . ... ' 1' • ',:' < Reactions, LC 1 : wind > -' +--- - Forces + Moment No : ,..,; • X s y Mz ••••,••••• ••••.:-.:•••• • 3 0.00 r• • -•.. 95 • 0.000 • 0.00 ', • 0.80 0.009 • ' • • , Totals: • : . ••• •• • .••••' • ••''..,' . • , .,Coords ( ft ).• • -••. 13.315, 1.0. 000; • 0.000 •••• • • . • „.. • . .•„. •-•: • " - •..- • • • . .•••:::-. Member Section : Forces, , 1 : wind >=======--=--=:.....=====.0 • 3 1 0.00 2 0.00 0.00 4 0.00 5 0.00 Shear Moment K K K-ft 0.00 0.00 0.000 0.00 -1.30 3.570 0.00 -1.30 7.150 -3.45 14.490 0.00 -3.45 23.970 2.58 2.58 2.58 2.58. 2.58 4 1' 0.00 1.63 3.350 1.63 -4.780 3 0.00 -0.80 -8.050 4 0.00 -0.80 -4.020 5 0.00 -0.80. 0.000 23.970 18.820 13.660- 8.500. 3.350 0. • • (3., • • 0 • • • ; • • • 1, .• . • • 11ISA-2D (R) Version 4:00' OFF Consulting Engineers Job 1 . Portland, OR Page: 40 Date: 2/11/980 : < Member Stresses , LC . 1 : wind >=====.===============.6.0 . : .... ... , _ - .. , Member - . Joints Section' ' ' - - : Bending . .. Bending - :- 0 ../...... . : .I -.. J 0 - Axial ,.,. Sh ear Top Bottom 0 Ksi Ksi Ksi Ksi 0 0.00 0.00 : 0.000 .. .: (:):31 . -1.89 . -- 1.890 .0.00 70.31 -3.78 3.780 4 . - - 0.00 , -0.83 -7.65 5 • : . 0.00 ' -0.83 . -12.66 . ' .12.660 3 1 0.00 0.62 -12.66 12.660 2 000 0.62 -9.94 9.940 3 0.00 0.62 -7.21 7.210 4 0.00 0.62 -4.49 4.490 0.00 0.62 -1.77 2 4 1 0.00 0.39 -1.77 1.770 2 . 0.00 0.39 2.52 -2.520 3 0.00 -0.19 4.25 -4.250 2.12 -2.120 8 0.00 -0.19 0.00 0.000 . .. - . =============<, Member Deflections, LC 1 : wind ileinber. Joints Section.. : • : : - • 1 . j ' 0 , ' - - x . ' Y L/n in in . 0 • ,.. . , ,... 1 - 1 . • 21 .. - chboo .. -1.020 .. ' NCO . ,. ..-. . . . . 2 '. . 0.000 . . .-0.715 184 : 50 3,, - 0:000 -0.428. • - 308.10 4 ' 0:000 ' -0.178 ' 740.80, 5 : ': 0.000 0.000 NCO 0.000 0.000 NCO 2 0.000 0.060 1587.00 0.000 0.072 1340.10 0.000 0.047 2043.90 5: 0.000 0.000 NCO • 3 • 4 1 0.000 0.000 NCO 0.000 • -0.136 1764.90 0.000 -0.196 1225.90 0.000 -0.131 1834.20 5 0.000 0.000 NCO 0 RhSA -2D : (R) "Version :9': KPFF Consulting Engineers,:;'. Portland, OR,. '.TU8X8X5 ..,= Member AISC..Unity Member.:: Joints. Unity Shear ChChic Loc . Chk .' Lo 2 0.313 5 ::'0.034 4 3'." 0.313 ..1 . 0.025 : 1 4 ;'0.105 .; 3_:0.016 1. Redesign not perform • ____ = =<rMateri LC =.=====....--..=.=,=======.====< Section Database'. Total .'Shape Length ft Total Wts: Job c.; :1 Page3..50 Date:. 2/11/980 File CANCOL; 0 Checks, LC 1 wind >======7===.===. _= =a =❑ Fb .. Fb. Cm Cm : ':' ASDO_ c .... , Fa '. yy ' zz Cb .:. yy ` ; zz EgnD Ksi - -- Ksi -. --Ksi ❑ 31.57 90.97 40.47. 1..00. 0.60.0.85 'H1 -20-' 33.3790.97 90.97'.:.1.00.:0.60.0.66 H1-20. 29.79 40.97:90.47 1.00:0:60;0:85111 - _ == = = _ < Member NDS Unity Checks, LC .1 _ = = =_ : wind > = = = =__=_ = = = =0 Unity .. Shear. Memb `Chk :LohChk' Loc. •: Fc'., Ft' , Fbl' • .Fb2'': Ev' Rb CL., CP . Eqn Ksi--- Ksi- - - Ksi -- -Ksi -- -Ksi .. O: Redesign Shapes,' LC 1 wind >____ ____ ______ = = == 0. Section Suggested Alternate Shapes_. _ Set.. = ..Member 1 st Choice -..2nd Choice.'.. • 3rd, Choice 4th• Choice ..0,,;: • wind >______U________ = = = = =0 • a (1/94) • ' • ".• .. • •, ' Project fi rot 4,040. Location E.= " nsultIng Engineers Portland. Oregon Client BY e. Dote Revised Dote Sheet No. M 1 Job No. 4 ,0 22 ,012t. 'AK. I liar (2,0 Wt &eV> It/.1t - I. 4c ) /14.Z CoarAot‘• hd >h 4 AsE I V 1 ppraperm r 11 r= + O Loor see-77 2 z o. 4 9) 4./ lta 444.19= 1(0.4.2- 4 ( 4' - 1,4 10.2 f— Co-rrnoLs Ar • its e r• rte z ?,5 PO7 /7 25 (a. Ss' • 4-3.1 .5,4-7 br. te,s: co.9 it /12s (.5,0s JA 131•17C., 124° )16 4ta Client Revised Dote Sheet No .:. Job No. With • rffl: Consulting Engineers Portland. Oregon _Gorr? .0 SA LATERAL Pv% L -(b%S .._.. __..__..:_ t I24 )(147) _ o, /4/ F &'7W4k1" w.ES1 V= Z rG v..1 0 = 3 - Z. r Rw 2.4 - sR \l.(0.3 )(1.0)(2.10)(7V94, D�Aps� St+l2 " �t.o�►� l4 / , 5 (1/941 lS p51 L l 4l. F-r (i¢r$F )4 /S21 )( = 140,44g r= 73S /0.1 k (F_ -vJ p(12. •WAitis .:.. 10 . � Y _ . .. c - /q7 )c Z. Dote 0.254. 14 4r rl (Oe %,u rL'(wo / IOc)• c con c'.. /47 ?Qpp artno A'06E5 /4-Np /od @ /2 "o.c. a / Nraam&Oi. i �R+ rn' . v 0 2Sr'S9 dk Cifo at3 porrc45 : U Nao(x(v !1 w - - 101 4 7/5s' - .004, ,N= • &t.e /) = / 3Z" •( hs peso= S ✓ /4 ` 0.2$,Al ,1x4ha 2•05.1A. gm Location Consulting Engineers Portland. Oregon Project �✓ r' S . C. ` .� B /{ Sheet No. Dat eJ2 /,7 /q 1 Client Revised Job No. Dote - M . -la . tj .35-.- ._. pa..__ ...... ...... . ......_ _.._._ ._...._.._ T _ ....__.._ L _.. -.. _ ---- , w i u i , : 1gc .) i . . t _ -$_- W - _ I _AZ:o k . LF- j - - - . - 7 R i m (EZ. .w. G : f - . 0 1 7 J A W F c o : . . _ . ) C � N c , 44,0 : a__ _:_. :. ✓6_ ( i : •7 7 L _ r ! . • ti r e ; _ i f i t _ :- -- _ -- • - - -. • -_-- -- - ---_ -- i ? ! a p K T or a D D G_ . . _ . _ . _ . _ _ _ _- . F._. -. ____.: lz = GG. o. c. X 7 Av iva ui7 , � kti f�iv L_ - - , .. O :: :... — P-�oi, ©� .�� ._ f�.-ywo __W/ -.�q r/- c .�z "_ 4r1moi.1-r, -_ f ?4%r!% - _ � - - _� Ppfir R67.)9 s i -_l3 .._ - - . 721cA• _ 3zo_1/- -- x f., -1------.;:—.----.;* . • :7-1 _ _ _ r _.._. - _; - - -•• -- — - - -1 7; " t-. X -Zr-- 3 . 21/4 7.14‘- ... Tit X. 2 _ __ __ r..Y C .;..... ¢ . at . 4 • • f. -. ......._-- •• - - -•- • - -- - - - - -- -.. _ . ( .. -- (1/94) ■ �, le � Location Consulting fnglneers Portland. Oregon Project nk�l4� 7 • A !d Sheet No. Date �� �a /�1 Client Job No. . Date 2 =:.3-5.5 - 4 .._ : :. w . 4. �- - s u :M -...i x. -: p. O j I 17i' q LHH 1 � ; I I i Aft I ti ! 1 '2 -3 1 - ..00 _.C _.1_- ( ILCZ1.00_0_) - `OsZ , i LU .. — __VI_ ______7_f_...3 ' � .c Or -�- -a r0 . � �i / \ 1 �� G i - __ a — (1- — Csa.. - 7__ - — - -- - - --- - - -- Z:.- 3� = .:...l1.q si =+ =_'�3- (-7474- ).:--(5-4:-4:1) 3- _ -__ - -- - -- • - - - - - -•- - - - -- - - - - - - — I 1 _-_-__•_-_-_____. _ 1 -80r; . ..._._. _.. A _ C4CE- •.- ..._ 3 -- .._ .-ji l 8 -- - •1414 .We — id - . Via ._. _ S ., . ._. - .- /•_4 :_ -._. 1 141rh— _. :: -. -.. I -. I ......._. s Ynn� + ! I Y_.... -. _ ✓ L 0X4- xs _ O- --x - -_ - -G- .Co. . 1 1 I .v 3 H 11' , a _..__ i ... .: . . -. _ . -. (1/94) %■ ‘',..../ . . . 0 C Engineers Eng Ptoject rAf2144k1 0.6 GO 1 11.11Pir Y Sheet No. Location Dote Clint Revised Job No. Portend. Oregon Date 'b . . ._ ---- - -- - -& g• 9041, - x - - v A) 2 ' • j7 __... ...... .i.4._..0 - I - . . ... a_ ./.. = • TF*f ___ _ HiTIGitibl-VI74-445 - 60 __ ... . . o - F75 -- 11,41K---- ______________. ______________ -- - - frgov b iod e a 411 -e- on - Ver 1 ----- L Lz.s •----------- 2I1 --1- - PO , w. i S7 •-• 75 ! • . • • fl mir e . - - • - - - Pi d77 ii:Y7 s eeci eop 44 a 603._•, -----,-: 1.r4 ----- 0 -------- 17 - 4 - o - ra_A --- 1.14 1 4 --- . ------- .-- _Tioc _-_..?' . __. ___- .6 . # . i illigihreie -("? )-- L)Cror .49 Attgealci•- A•ei • . IIIfI , _ / - -- • - le arlY0 --------- ( -- 1 • zi;o6 -c, -- fiei --- ._ ...71...2.7.:72 _-__. r ------ " .. . . ,____________ • 15. ______________._____._________ ____ _ ___ _ ____ __ it. ........... .- ........ ........ . ....... . . . ........ . .... ... .... .... _. . ..... .... . . .. t ______ , • I " • ! ; • ■:!. ! 1 • • t , ThT ; ;•,4 • 1 ; _,.._..( _ .... . .. ..... .. . .. .. ... ..... ..... .. . ............_ . . ...... . .. . „ . . . . . , . ... „ . . • •• . . . . . . ..... , . ........... . ........... .... ._ ....,...._... ._..._... . .. .... . . . . .. . ... . . . . . . ...„ ....... . . . . ... . .. _ I . • A (1/941 • Consulting Engineers Erj;Er Portland. Oregon Protect ttleXiir 5..e. CO / 1.10 CA" Sheet No . Location Date v Client Revised Job NO. I Dote A. 5a-P ____ ----- —. ----- --- - ---- - -- .vior.: - . ----- .— - . iwriod_ SIMI liti Iiii Mk f '20 -.. - - - - , illE Wiwi • -Veil- .3_ .._. ._. . ... ..... _______. ._.__....._. .... _ . .... ... - - - - . - • - . _..._..... _ ..._. ....._ .._ ._.. ..... .... .. ..... ___ _. .. _. _ .. ... . _ . _ _. . .... ._........ ... ______ ... _ _. . ......... ........_ . .... ............ "; • 7i.op 1 0. ___ ...... • . . . - . . /co 7 - --7-- , . . . IA AL I.. - - 2OO - ____ ... ... i • — -, -------- 1 . ,. . G. 61210 _____ __ - •- ---- . --2 i- 40:01k- • - ■s..-.1..:_ h .. .0f2 - _ ---- .._ 2.24 - F ...Lc 5. ,,.. 1 . _ Mt . -- ---. - . .-. CF g ) ....--.... 84;1 --- 1 •. s 7 ii.4-7-r - - -'• 050 ite(i ...1 /7A. 7.x.. AS .=-!._. .zqcp.c.. #/f.7. _. .>_ fr1 , !__... a c.. ._.-.._ • • .7 ..250:c..ii/ .sx••• 4 :=-. . - 114.92. .. " '1 .. • n.11',4-1" . .. . . . . . . . _ .. .. . ........_ .._.... . .. . . . .._ . ._ . . . Pr I OU 0 PlArt+ tOit,4o $cri.tte-63 E • 1 FS . . .... . . 4. Telt? _ _.._ . . : . . . , . ... ..... . .. . . . it. s' wipe .51,0empy<#.411 .:: rfe. r-WE.7.Ce 0 . 1 . vii9e- .1, , - - 7 . -.T roetet - (iv') 1 • • 2' • • r2.4,9.& ot g •efal g • FRO'vkae• 4 7•1 72 a'. gi-.0-.0,.. 2.9(0 • • 1 , . . . . . . , . . 1 . . 1 . . . . . . . ..._. . ., . . . . . . . . • . . (1/94) &^� � . � '. ~- • ` � `` ' ` • _. covvx/rm« Engineers • ' Portland. Oregon n*=' /«�'* ^���^��" u*p"�� By .«��� . Sheet No, � � , �-� location ' � Dote "� � � "~ �" Client � Job No. Date �'--�----___� -- � - _'__—�- —_---_---�-'-�_--_---_--_�_-_-_---��-_—.— --.-- --____-_'____-_--_____-__-__ ��-� �____ �r-~�� -_-_'__ ' -___--��__-__-'- � _ ��_--,_---__--_ �-� • . • ` .-- _�-_�- • _ _ _'__ _�-�___--��__�.-__---__'�-_.'�.�� . ' ' ` ` ' • ' -�__-_--_ __-_--_--__.__ ' -���-- _-_-�� ----_--�' . - ` '' __--__-- ` ` _1��4�" L'�-����� ����� � - ' � �-�__-��-�_-�-_-�_ ' .. �� ' . _ ~------'--_�____-- ' _____�.-__' � _-____-_-'___�_--__ __'_-'�_ • � ` 6_/s isc-o0i.p_-1-_- _--___-_, • _ ___ ., • -_---- -'-'-- ._- --_- _--_ _____ . -- --._ _'-_-_�_--_� _----_--- � - - �xJ k»�" ~^-�°o� `�n�,x'�. �v�,� �^"~ �x��w� �6�u-°x.�_�.�����|__.-__��--_-'�___--_-_'-_ --- �6�ov���� -- ' - *~ -- a. '.. 1 �y�� w�� � � -� ---- '^-------�:--=�°-~^ '�-�-- ---- . - ----� i - --'--� ---'�-- ---- -- _-_ _�_____'-__-___-� ._ - � ��� ---- | ----------' ---- - -- --- | ------ ---'' --_____-_-__________ ~_____;- i ! ; ! 1 I I 1 1 . 1 1 ; 1 I • 1 t • 1 1 1 1 1 I i • • i 1 1 ! --__-_: I 1 1 i 1 : 1 I I ; I 1 111 _-___-_---- ' - ---_ _-__- -__---_ ___-_______--____-__ -__�'_�-'_ -��__'---_� _______-__ �_-�' _-`-_.^�_.=',~� _--,,- '_---__-_. __--_-- -- �______�__ _ _ _ - _-_______'_' ___'_--_- � __-._�__-- -_-'----_'_ -_--__--_' . .�. -_--_-_____-__----'__'- -___� ,--_- --'_�__'_ ---'--- -------- -- -_' '__--_'-- _ ' - -- � ' -• � '-__ ,_- � .' --'- __--__---- __--__---_- _ _ . � --`----`------`------`----`---------`---------------------------- . _ ' -_ __ '----'' ---__-_ ___'-_- " . � - - • •• - � . .° . -' � � -. ' '' ' '�' ' �. -- - ' _-. ' . ._-............. _-__ -___� .. . . .. - .. - ... � ' _ -'---- ._ - • . ' . . . . - � '� . � ''- _' - .�_� .- ' -� -_ - __ _ - �- . .. - ' � � .. . - � . � � .. ' -- .. -- -' - ' '' | ---�-'--'' . � ' � ' .. � � . � ' - �- . � � ! � . . | � ' ' / � • • _ -- -.'-_ - . - _. ' � � - --'-' - - � -_� �-� - � -___-_- _ --- - -- -- . -- ' ' -. ' .. . . -- �-' '- - -- � ._ . -' _ --. -. . -. . � - � � ' � \ / ►. k......- k . I Consulting Engineers Portland. Oregon • Project / S. C . () /�'�f1 B / !� Sheet No. //) f ,/ Dote 6 ` /q v Client Revised Job No, Date - - -- -- _ - - - -- _ - _ _ _ _- —.. - -fig - s •,16. co ix:- - - - ---_ - - _ G._.. -- - ___ _ . U.... m -_ - •--- _____ .... __ . .. _ ..... .. _. .... _ . _ -__ .. -- -. -- --• -- --- --- ` U :.._ _ : _ _ - -- _ - — -- - -_ - _.. _.... .., 7 _ __..._.. - - m _.. - -1- .^- - - =.tea �,, - -- - :_ ^_ ^_ : u - - -T - - -- :: 7 ` — _ 17114 Gxi T!H O sv fr 1/ , vb - •.: 7t? -: _ - :_ w,a N G_= -6_?zo l8__. � f :. Rio -a /s..._stipp_q�!? �!j'• - -rt>_ < • --- - - d o . ° ..... ..!�P- '� .r .a..7-� -_ _� _... , Goo- .: /_r. ?I /_1 ¢.. �-- . -! - : - - _:1. : _ .- _77(C :-: New_ _ .G w E-- AO a4.1.�--oti1 'TFi. i.:C-7C /3T__ .....P.. Gv/ . :: ::with: .7. :. / * 1 0 -- eX_e. : - . w u Aia 6_ _. j o0 - - 5 Ti'?i/r1!e2 _._ _ -.7ye j 1.6 T s_px .... 6.. D. G3/b 1 o..: To:. - sis7`_ ..._ .. / __.- 7.7_Vole.._..:_ _ _ �:� e a -- - .of - Mb rr . fr Avs nAr -a7/c- , -GC•. - _. - -- .. _— – - _ . - 44- - oirib 6/ _ (g. - = _ Z t.:CP :. : . ... Z: = . . ' % . G� . _ - 75 - o •• • .. _. . . Comic: ... __ --- ......... ..- .__... _._ ... _ .. ___.- _..... ___ __.._.. - ... . _ _.. i C6 / ( 2 ') - . oo k IFT .. :. _... . = 2K r .. p. 3)(./.9),6.74)(.• -,oa) 7::::•74.0 2 1`,1"-r . . : • Zoe) -•t- o_% 1 .20Z . , r1,S- ..$`oa G .. /�I.i). 2,,.. - -- . . • Consulting Engineers Mil Portland, Oregon Protect pk , . Conip all By Z4 Sheet No, 4b- Location Date Voiel? Client Revised Job No. Dote . . ... . ._ ......._____ .., _. -= GM • ' • - --..4." • . .1 ..... , 4. ,.._.•• ! . - • 2 :: ..41 ---. - A - .. — ._.....74 1 2 - : ------- ..e -- .. - fii -- ) -7,-, e - i - 2/etif,. I i ' •-• __ _ _ . 1 ttle _ . (4, 9 • • „, : - - - - ---- • - - - - - S 6 9/ A 4c -- PRO4 . 1 -- 4 14060 . . . .. -..-.-.P_P5.-..._ --21.0- -. )■-.4--!!-.1-- /2 / Z Ill - .. — —+._-- -.„--- I I - ------- --- Vit. - . --, 541 et. D • -- -- . .-- — -.. --.-- -.----- _zsatog ..y ci * ----. . :IS :e. - .. •. ------ - - ../ . .75=' - '" • • 0_ .imiziPiJ_! & g_.-.. _. o n.. g - .. __3U6P/Alp1.7_?4-0..fin_Oipt.zo__pc_ lo .._........_ _ ... ______ ___________ : ___________ . - _ • .... ... ... . . . ----- .... . .. . . . . . ._.. --- . _. _.. . .. _ ...... . . .. . .. . . ---- . . . .... ... . . . . __ .. .. .. . . .._ . . .. . . . .. . .. . .. .. . . . . . ..._ .. „.... . .... • .... . .. .. _ . • . _. ..., . .. . .. .. .. .. .. . .............. .... _. . . ....._ . . . ..... .. .. • • • . ' .. . . . ... . " ........ . • . . . . . _ .. ..... .. ... . ..._ ......... .. .... . _ .... ..... . .. . . . . . i . .. . - • - . , . . • . ' . ' " . . . . . . . . . . . ._.___ . . ........ .. . .. ....._ . . .. ...._.... . . . , • • (1/941 Portland. Oregon ( 1/94) Eng Consulting Engineers Proleat pliRKWAT OLO. Location Client evA Lim770. ✓ og2. ,S.r EAgkdA d t2TJl�,� dGO�► �_Si�?IDLrv�,r 11 . l r . .s NEr✓ * to � c X%s G) SIIY K ! 0b Wlfint rout' 1 fa 50.5 v Ta7;a,L —' 82.51/4" CAPGi c ..: 1k .:_.( Z. 51tatle4 ,ce 3 !Ai 7St Q &+ Z . .... . _ . 15 /9 v r I ' .1 = Ore ✓ i 11 4T 114 =. e ght I. e £4 p. or `C') &✓424,. C6' /2N 1 '1 1 /F-r > >, °r U ;iN hu,, /� { ° .D 14i0.0% C 7 t.z s )(s ►27 - 4, By Date 3/, 7 / 91 Revised Date 1.0 14 ,4I k:: Sheet No. Job No 1 :: f Go^vsL ziVAT7 ✓4: - G;lasr =+ - SlaExibTJL >�( t 1 Portland, Oregon Consulting Engineers • — - tv /AI fr.f'xir . L w: = _ 144• e&utV• Witt Antrif G =v "o e• :: .. ;; MA Pr*ct 3 - w 1' bLOb Q Location Client 6 10 iI /N ,M 0/A( egrae PSi /3x t x o: Lsr'c dot t 1.<- : Z . Le- 4 '..... • i 1;..c- ,7 • �j. s')(.:•�C sue_) C l4U) c 3 �- : .__ate.. DU. i. fc i 41/0 M Igyh. By ! /� Revised ____f_1 3//7/1g Date Sheet No, i a o . 5 " ( / & ) t It : k ( , 2 . . : : . : 1. . . . . . . . . . . . . . . . . . . . . . . . Div Job No. • : ! . I'e9 'or . < 3. . i (1/94) R 0 B l \I I I A S S O C I A T E S CONSUL TING ENGINEERS May 19, 1998 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd Tukwila, WA 98188 Regarding: 98 -T -02 Dear Mr. Griffin: R T ., Suite 100 A PROFESSIONAL. SERVICES CORPORATION Parkway Supercenter Comp USA t , 2030 FIRST AVENUE SUITE 203 SEATTLE. WASHINGTON 00121 TI:LEPIIONE: (206) 236.10(13 FAX: (206) 266 -0107 RECEIVED MAY 2 0 1998 COMMUNITY DEVELOPMENT RFA #980102 -02 We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments need to be addressed by the permit applicant: 1. The calculations, submitted with project D98 -0026, encompass all work for projects D98- 0023, D98 -0025, and D98 -0026. The calculations must be divided and resubmitted with the responses for each project. Each division of calculations needs to bear the seal of the Engineer of Record. We still have not received a separate calculation set for this project only. 2. The drawings being submitted for this permit must have the work for other permits removed or clearly labeled for information only and not part of this permit. The drawings show the Pad A project, which we have considered as the D98 -0025 work, and the revisions to Buildings 1 and 3 with related work, which we have considered as D98 -0026. The project considered for this permit applies only to the Comp USA, Building #2, project. 3. While it is not clear if Detail 16/A5.2 applies to this project, this detail should be corrected to show the clear spacing between spirals not exceeding 3 inches or not less than 1 inch per UBC Section 1907.10.4.3. 4. The column base plate schedule, Detail 7/S5.1, does not note the information that applies to a TS 8 x 8 column. 5. The Roof Framing Plan, Sheet S2.4, refers to Sheet S2.6 for roof framing information at the canopy and the canopy elevation on Sheet S3.1 has references to Sheet S4.4. Sheets S2.6 and S4.4 were not provided in the Comp USA drawing set. We were, however, able to review this information in the Site A drawing set. 6. The canopy framing plan on Sheet S2.6 calls for 6 -inch joists at 16 inches on center. The canopy sections on Sheets S4.4 and S4.8, that are cut on Sheet S3.1, call out a different framing size and spacing. Please coordinate. Parkway Supercenter 7 • 7. A vertical dimension should be shown on the Dock Leveler Section 11/S5.1. We still do not ' find this information on the structural drawings or on Sheet A4.2. Supporting calculations should be provided for the design of the bearing plate in .• ection 10/S6.1. Refer to page Cl of the calculations for the previous design for the shorter Detail 8/S6.1 references Detail 1/S6.3 for the ledger splice information. Sheet S6.3 was not • • • • • provided in the Comp USA drawing set. We were, however, able to review this information in the Site A drawing set. above listed review comments should be responded in itemized letter form. Engineers, the perm applicant have the structural Engineer of Record, ICPFF' Consulting gmeers, ., nd the stye con t two copies of rev4asevdedraforwwardingsedanad one copy copy of to the Stan e Associates, for your convenience. 2 ff 5 y 5 o . li o h 9 a 9 v . e any questions or , to our office. We co of this letter r equire any additional clarification, please call me directly at (425) Sincerely, Cryst Kolke ,,‘ • Senior Plan Reviewer ROBERT FOSSATTI ASSOCIATES, INC.,' P:S. , cc Mr. Jeffrey Benner, Benner Stange Associates cWoosale4ukwils198t024.doc • • • • • „ ' • " " • • • ' • • • . • •••.• •• ••• 03/30/98 MON 11:28 FAX 5036700235 BENNER STANGE ASSOCIATES 002 COMP USA AT PARKWAY SUPERCENTER T UKWILA, WASHINGTON APPLICATION NO. D98-0023 BUILDING DIVISION REVIEW RESPONSES March 30, 1998 1. For general information, th2 work including the pre -load of this site under permit number M198-0022 may commence prior to vacancy of the Act III theater. Response: Act IIl Theater should be vacated at this time. • 2. As with other projects at SuperCenter site, this department has only received verbal references that separate tenant improvement permit applications will be made for the purpose of final occupancy to the newly developed retail spaces. Regardless of future tenant improvements, it must be documented in this application bow the building envelope will comply to the minimum requirements of the Washington State Energy Code. At the minimum a semi - heated condition with detailed insulation values must be shown on the plans for the sprinklered structure, W.S.E.C. Chapter 13. Response: Minimum requirements for Washington State Energy Code has been noted on Sheet A2.8 under "Building Insulation" note. 3. Related to item #2 above, the exterior lighting of this building must comply with W.S.E.C. Section 1 532. Provide plans, fightingPaxure schedule, and /or supporting documentation as required in W.S.E.C. Section n41. Response: Electrical lighting and power plans to be submitted by the Electrical Contractor as part of design/build contract. 4. Document on the plans all the requirements for applicable special inspection from U.B.C. Chapter 17. Response: Notes for special inspections have been noted on Structural sheet S0.1 — General Structural Notes. S. Provide reference and plan details for the installation of Fire Blocking and Draft Stops from UB,C. Section 708. Clearly detail the extent of the draft stops for the building false front per UB.C. Section 7083.1.3 Response: Notes and detail for draftstops have been noted on Sheet A2.4 and referenced to Detail 24/A2.1 • 6, The proposed common exit corridor between Comp USA and Gart Sports must be arranged so that it extends in either direction to the outside as required by U.B.C. Section 1005:5. Response: A pair of double exit doors have been added at Grid `E' of the corridor to control direction of exiting, As we had discussed in a phone conversation. Waver \ bsaoIficA97111 VetterA1998\Building Division Review • Comp USA.doc BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 SOUTHWEST MEADOWS ROAD SUITE 430 LAKE OSWEGO OREGON 97035 503 670 -0234 FAX 570 -0235 bcaapi•expreas corn CITY RECEIVED MAR 3 0 1998 PERMIT CENTER March 23, 1998 General Vertical Consulting Engineers Mr. Mike Manzo Benner Stange and Associates 5000 SW Meadows Road, Suite 430 Lake Oswego, Oregon 97035 CITY OF 1 -KNA Filth Avenu Suite 2500 Portland, OR 97204 -3628 (503) 227 -3251 Fax (503) 227.7980 AP P R Qe "tY "le Purlie San Francisco Los Angeles Phoenix San Diego AM10 1998 n;) Vie ooz3 • RE: Parkway Supercenter Plan Check Responses — D98-0023 Building 2 (Comp USA) Dear Mike: Please find below our responses to the plan check comments for the Parkway Supercenter project located in Tukwila, Washington: 1. Reference revised set of drawings for signature and date by Engineer of Record. 2. Architects to submit the final geotechnical report. 3. Reference the revised set of drawings for the noted soils report. 4. Grade beams will be added between the footings as recommended by the soils report to mitigate the potential for differential settlement due to liquefaction or soil strength loss. 5. Reference the revised set of drawings for complete canopy sections and framing details. 6. A note has been provided on the Foundation Plan referencing Sheet S2.1 for canopy pier layout and dimensions. 7. A vertical dimension has been provided on Section 11/S5.1. This detail has been cut on plan. Also, reference Architectural Sheet A4.2 for dimensions. 8. Section cut on plan references 10/S6.1 only, which applies to Building 2. The bearing plate thickness has been revised to 1 ", and the length has been increased. 9. Reference Section 13/S5.2 of the revised set of drawings for column footing details. 10. The dimension has been corrected to 20' -0" on the revised set of drawings. 11. Reference the attached calculations, which verify the foundations supporting the new CMU walls. 12. Reference note 7 on the foundation plan. 13. Reference the attached calculations, which verify the adequacy of the roof - framing members to support the rooftop mechanical equipment loads. CIT` RpF TUKWIL MA 3 0 't99 A PERMIT CENTER Mr. Mike Manzo Benner Stange and Associates - ' RE: Parkway Supercenter Plan Check Responses — D98-0023 Building 2 (Comp USA) March 23, 1998 Page 2 14. Reference the revised set of drawings for the correct Rw factor. The issue of building separation does not apply since Building 2 will be tied into the walls of the t . adjacent buildings. 16 Using a blocked diaphragm as shown on revised Sheet S2A has increased the diaphragm capacity in the north-south direction. 17. Reference the revised set of drawings for the ledger splice detail and detail reference. 18: A note has been added on Section 7/S6.1. 19. Reference the attached calculations, which verify the capacity of the (2) 2x6-chord member in , - * tension. 20. The nail size has been added to Section 7/S6.1. 21. Reference the revised set of drawings for roof connection details. 22. Reference the revised set of drawings for added strap ties along Gridline A.2. 23. Reference the attached calculations, which verify the capacity of the existing concrete shearwalls on Grids 18 and 18.3+ for combined new and existing shear forces. 24. Reference the attached calculations, which verify the in plane shear capacity of the new CMU walls. Reference the General Structural Notes for the CMU wall reinforcing requirements. 25. Reference the attached calculations, which verify the adequacy of the drag strut to CMU wall connection at Grid A.2/18.2. If you have any questions or need further information, please call. Sincerely, U nffri/Co as u 1 t In g Engineers Portland. Oregon Project rA.gIrjA3 a a ^ ISLD " CA Sheet No IZA .. I Location Dote eV 7 /1 8 Client Revised Job No. Dote Corn r LisA 6 L -..sii9.4 '- 't c•': • ' ' , : ' : . , . 17impLe 5 iiIJ 1510.. BeTt.:.-et- I% Cli..1 AL496.IG , • . , , , . , , . . 1 40 - 11.($ Vilantl ---104.04.L.-= mr:c4. FS f 40A + :44' y.--4-o s %.%■T' Q k 4 , 41 ,,40 7 tam . I.'Z'' I . , , , . , . , .uJ .Cee , z .-- - -------- , .. . I % . . • . t M. q• 14112Ltivi* SRT CI-itcx- h (1. (e4.)42.(-)Y Jr tA9 :(i 4 ) (4.2. :4 )2. 4 i cy - 0. t 6 1 0 4- C Vt.) /7,2494/V21 1 nu %44,4-0) &L ; Csi: F'b ariUal r. Z• ' • ii&s t7../z. F . 1(e) V.5; .. t.(5'- ° 5 (t. (4) (42,5 i (4.Z.4) = \* atA('Z' e /.(6 So' 27,1 b ir: (.15 - --1 1i -.: 2 l5 . i %I ta,; . r) 58 ' ''''' ' *- t.(1 14s,:, irl (4 ) . . • i , atilicypst PERMIT CEN1ER • . 4 1 ...._____ , 7 7 4 4' C \c600) (4$;e ) 44 ( F1.00) (.4$ 7,5b) b I. 1,( ,,-. L192%V °Z. 1 .. Fivt '/4sP -■_....."- (1/941 • Consulting Engineers Portland. Oregon _.atect ._, VIM 514W113 APPA/‘ t3etwort) .s. i • f 1 , 4 \ 0 1.1 i 3” II Antrit,6./m I. (0 4(0 1 4 . 0 t 44 rrnowk4 lc/S (30.1.) + I. (A (30..4 VP. 314 ( = VV Pioject F A . 10.14el L000llon Client f3etr cjJ COtecie 1 e4441/404.6 eSrais 441 14416 4 4 1 /7 14 0 4 : 6/x/2,'= 72 1.484. Ze 1.5/x7z= /341( Kcl .1\112. C 7YL 3 / 4 SO rbe- Co 1) (15 = ( +0.(J/2..-it, 1.1 1-1 J .RS CL 0• ) 9 ehlt -0.(0 $ 6 ro i ,s 1/4 (1/.2-y34‘;.1? is .111 La 0, Owl A Revised Dote CA Dote 3,11 . lel s etriu.reit L'S &A. 0.'s • A)it id'Ot te)c-A- Ski , e 1 .41 efieV C9 (, / ei /8, 2 • 1 Sheet No. Job No 1..) I TI:C cm? 0 C re-s7 Vo:r t,J5 PAATA w M Oar- ih■Nove-a.. • ritowl 1Ycipo9 )151" nif • 14 IT k,ob‹. P-2 cjyt.c (pkrE0[12.130/011) ocsa- ut.31 . 1t0..1 8 t o 14.1 Portland. Oregon EllaN Consulting Engineers CA-Li 4 rp 4t '7, .o8 r r - ik • l , 76 u A (7'5* ji 33 ./C -71 - 10065) , tl d ' - ft I _5.:0 .Z '•z • ,u . . . e. 7.c „Sve, es: 1 - 62. ) 7 43, 022-x12 • cky beep (-0-1T A.. Sheet No. Job No. ea it, 24, fp t:74 RECEIVED _ ..LA CITY OF TUMI 1 e LT 1.1, 2 = .00..E7 ...r. . ee.a. 17 , -- - - - • • -----.-- - - - MAR. 3.0 109 1. AS A - t. CIVO ( 7 ( . °2 • X 72. z a 4 5 riS , 2 t_ CENTER 1 4V = )2- 3'1/4 GIs 1 i 0 I - 1 Kg < Fv '"?' (, CP ■11.5 4 ,38_1 pst::. 0 k. i 41■.... ........... ■ti i Sheet No. 6AC • (1/g4 • • t. • ; f • ; . ` •:. I ., 4. • ;- • .1••■■••• - I • , tI Fie C VED ,1 I Ci 1 tAAR :01998! PERMIT GEN . • ' Consulting Engineers Portland. Oregon • Project 1144 04 , cv By t No. I-4 I Job No. Location Dote 1111 II Client Revised Date , .1) ' . . 0 • ' 6 I 0 e i ' ' _ -----. • • . . - • • • • • .: . t.ck.5 A_ • •.:- r - we - - ' - — ; . •-•---: - - • t -.• • '' , '' • . • . . . .. . • • • • • , . 4g gor4,4. . • , ... ..4 ...... Ratid • 7 ati. .; A. 14 w 71P :1r - • . . -rolt . . .. . . a.--.64rd:.•••.1.-- . .. . i.( .. 0741 .g • , .. 2 .1 /Al .. ... .... . .. , -! . ' Q , Pk .*E ....... ... . . a ....c.: . . .. . . .. . • - •••- - • • * . . • • • • - .• . . . - ,..... .-41 . pie.,44; .• fi • - . - -•- - Xxk-i - .. ._ ....... . . Ili, 1.0.j...41k4 . . . . .. . . 5.?" , . . af i . (? ) tkG • ea/s4-"teRasici4 e-+PO ' .. .. ... .. . . ... , .. . ....... , ... . ,. . . . . . • . /e'er: pit) ( .4i4 1)0 's May ivc ) ................ . . , , .. , . tz `` 4. . . . . . . . . . . .. . . ... .... _ 10A .... , .. : . . . . .... .. .,...... , . , . . . . - . . . . . -------------------- • . . . . . /4-5 ' - /.e., i 1 -. , . . .. psi x I, (-.. i . .1(.1...97.-o . . . . • . . . . . - ("I . . _...k._.L. . = IS.72 .• 1 • . . • . . . . .. ...k....._... ta . . . . • . . . . . . - • • • . . • • . - • • . . . . . • . . „ .......... _..................._ . RECEV cm( OF TUKWILA MAR 3 0 1 998 PERMIT CENTER 11/041 alp Consulting Engineers Portland, Oregon Pr"' 1417 Zt4 ier 13z.pa,, Location Client By Date 3h 7 / 26 . Revised Dote Sheet No, LA-2 Job No. e_VA-C-i1( An 06-J__. e?..4,..51.-1E-AakdA-1,•...t.e___. _A___. A.I____/4. La.) _LzhaL•- /q 4 ■ i r .3 fi Ale"/ AN.o Crxi.n./4 ) 5/904.K 69.419 : 1 , Nevasewl 14 64h i 5 r-ortcl r _cor.4 (tL01.7.1 e4.1,(i.;)7-- .0. ,,z.k NtW 911fint rove $ /7- s 4- .. c-sr, g *- 9 ToTA4-- - 7 . P7• 4 11 Led 677./ dc) W4 ■•• • go = 0. S I VF-r ci (0) ,5 e.,4c WA-LA, -PC ' - • 4 S1/2 6UtarN- , + diksio (Gagsrizi.--nve s/A.e.er. 440-Aenet 7 577 Yfr g k i / rt • WALL. /91..9A JG ‘`g/p 1 '4c fro# &Pt Amort-ls“ TOrAt.. 1..6 IL &enter 17 /93-s/ i4o.c.,/ 0 ,1311c/F T • 4 ( 4' =1 • 7 / i c/FT 1 • ->> • .0, gc?$ ( . , . MAR 3 0 t PERMIT CE4ER I • . . , . do4p- , ° t re (f4.CG GO C. .) '= 7 ( Yr i T >>., / 0 4- r : 49.1 I ( ., .. i 'Aff. or MA I IN It, / 1 . e(9 li•• ),+ C r-)(' 12 1r ' 5 7 )) 154( PT - . 0161 RECEIVED — " CITY OF TUKWILA Ale-pv.047 •"t3W C9' riffig Consulting Engineers Portland. Oiegon Project Location Client 8696 Z PMAggrhotra.rn id - 3 By 44,,, Dote 5,A7/1 5 Revised Dote Sheet No. LN Job No, . .. .. 2/.,S le lfr /52! ie. 32./ . X 3 2-77 4- ' - • z. 1 .. feelhOd lOde ,t,tr ompro4/0- oatei,p05 J toe.. p-osised ..... ".• ri ;-- / O C, Jit pit /dlo-redleP 1) C 4 12 4 &e) 4 /rr Ok. L ..... • : RECEDED _ CITY OF 11.1KWIL.P. 'MAR 3 p . • PERMIT ?ENTER 14 IrIA% Effl Consulting Engineers Portland. Oregon Protect FI`� f til 1 *,G. ob ci /Y 7% Dy i i' Sheet No. L„ - 4' l Location Dote / 7 /�r, �7 � Clieen Revised Job No. nt /� �/J�� / / .���1'/� �/� 4:4 Atl, I Milt Ow. C"P'v`/(� e Dote -..• _.4 1 3 ' ' 69,4/ 11/, w4u V .e,. W 4 tt /Milt t., @ ,-o" o.. , - , . S /4 _ 3 r 2 ._ , at, 4 / 3 . '81 . ?.'c 4 . 41) . T, . .. ,,s. ,k. , 1; .2 /K.t 9 - ` • Fr '� --►�"" ' • ; { I. .<, . 1 i ; 0 ,, .. ., . 0 V1 1 , t)I?:n1 .. ..., _ -. k C. r ) .!?'9.8').(.W.) • • ,.,.,. , .: • .__ -.._.. . . 3 • -AS : 114 - D..4.' f3. 4 04') , 1" ____ . ..,______ ....... 4....„._ F 89.x' ' 4 ( 1 4)..!. .77..4.. __. .....______.____.... -(.. eA) (ir4.9' j) - ZS .` (4- ... t _ J? .._._`'. r ?5..!es.1 b -t.• P7 - s')4)e l � y' `` U= S- -r M, % / 27 , s ``- sa) (eiaP.10;) • k- 7gi k. "6 "Zo. • r C0 _ • 0 < 3.� 33 5 • ok- ► ( • I 8 / off` i i ` - ) I 1 - f RECEIVED CITY OF TUKwILA ' .MAR .3 0 199 1 PERMIT CENTER I !1 Ja tt • t Consulting Engineers Portland. Oregon Prc4act PAl2k 41 .s.c. ape, B y e Sheer Na. LA - 1°c°11°n Date 5/17/75 Cleat Revised Job No. padetcv a ce,,A_JA) ecr20._.1 Dole 6 71 - - • • 41 - -_i • i ' i 1 , • ' ' of/46 . CAI' 5,1e4r -% • , 7r# 2: ii- , ‘Z6c. ResA.0, 'Yr,- * s'e• .. , ..., .. ._ ,-//?'-)', OW/DOM i ),,, h ok e ''.' :i'l •fit4, .' :- I /4 • 1 ! I f eM i. ' •' • ( .Fi .. .,9 . . . .4 , C#___CIOL:141" Z - 42cee).'t ' " . • ' ( 0* ) i , . . ' . / )('),- ,,,, ) . - - - - #0.. , 2enn, , • i • , , • , , • , -,i -, . 4.. .. i 'LL!IS/136- ,=.1._ ' ki /, p i L ' • . ,„„,,," ; ,• : •e4*-47—..5 "T-.." _. 1. .. • 1 , . i. — .- L A. 3 6)1 7 , .1 -4 x 14.0 . = e., $ ribll 1 ' C [ *- "Ati , ur. . , . . I .. . , 1 ■ ".. Cl? • ?se mr-i 4 I 44/62.) . . 0, -71 / ( , YAo. ) . 11, .,-, , : : : .. .. ... : . . . . . . . . . ._ . . 4 2" . . , i• • , as . • DAV, -A . , .. • . ., . ' •VI. r • ■•■11/.411M1,14111 1 _ .. ' • • I - - • Illit tfM4___. r r ' I • . 1 , . . t .. . . . . . : • :. ■ - , • . - .. . :.. .I • I; i -,_ I 1 . . . ' 1 ^ 1 — •.: , i ' i! /- I ' I i . l , --..._. _,. , , —,-- ■ ! ! i • i + • , - • ' !! I f 'RECEIVED ' ' ! i ' • i ,,c nun' GENT 1 , • , 1 • .1 • • , •• , • (1/94) - 61. .:., • Consulting Engineers MI Portland. Oregon Project gm/ Location — TUKAM_A__ /. 401 ,4 Client By Date 02 Revised Dote Sheet No. MA I Job No. 136 5 126 tJ M: go () / it 1 .5(.ae0)6) 6/,0 3F4 (11000)(f xi2/a4,) /lb 1/Oe c ao xc /e a 2¢llo. m.Looftate spg-A1 7-70/- " / "vez41-• ? 1.1-z i nz .- rat55 To .. tiptret . I zoo r <3ot r-12--Arrnn.cre e 511. M2,1^11t 61 r.pari..0-41-2 to. c 4r, F , f x 4 2 c 16,0 h"li Whtke tr 5 (10 r (11 11 b41al hri 4:P ad 5 1 2 = // (( zYogel - ‘7 c s(, J 4$4(.70s")/po4 (2/0007 oi 4,02 = I r- 145e 73 Sx4) • RECEIVED CITY OF TUKVVILA MAR 3 0 1998 PERMIT CENTER EMI Consulting Engineers Portland, Oregon Project pn72k Location - -Tuk oti „ tt 4- Client D Y CA Date 2/47s Revised Dale Sheet No Job No, V% To 1.1170,2/* 5 rRots bt-06 #0 ap t, ffar9,77ficrea 271 pv6 el Df Step ,A/r6 Rps 14 / 0 ri? 67 2704$( sA 3-.41/ r n -%90 /5.33' , 146 .9 1. " \ i ‘ 92 O° (i0- 10 • z7/ x 4-69 as Size e "Of 5 nta ya/1711"-r& 7- 1 1 - Fop- 10, (0.900.)(6.4:)(1.0) = -1.4) -fl-' , or 70 5. co7) vs 2 ."7110 3, 4 0 4 7x/ fl O�)(C'f(D 1.9 14 7-9 • e-./ C I ") (/2 )j4t Fon IA tnip Le4-43 copy -17wr4t" • RECEIVED L A CITY OF TUMNI MAR 3 0 1998 PERMIT CENTER (1/94) Consulting. Engineers Piolect s. Location Client Dote Z Revised Dote Job No.. t I LeT ' ! ° . 1 1 7 Porir 3ov "YF'r 29 4JoPy 57'u p di/ECK . 75 •. Sx 4 x Yik lt°i'e w//!JS Lis- p = /7 9psf CGoN.51-w✓/r- ) TZ /e /m64T 4' u?wi4./d 171 x 4 72 i:r . 1 2 je ll (I 9i I A ° 2 . ( 7 2 ) 06,0(7 )73 g '4 C . )( ?s CITY OFETUKWILA MAR 3 01998 PERMIT CENTER f Portland. Oregon Afl Consulting Engineers Project ?A_n i 5.. Location C14 rP I Client By Gjd.. Dote /Di v Revised Date Sheet No. MA 'AI Job No. t5 Wat.l., W( Co 984 /o 'q. W o r v O eve-mitt-ft, - 'o tr$11c 6 ,17 ') c 121, , 7 '41 C100Vet)(4/i, Ws' 4 ,( 0 .t v = (.4.(,', 7 2 - -Ejz G 6 , 0 - ) ( 4 " . ) 4 ( ( 7 ( ; (4 (2gooa )(433 Xt / 64- 0.1 02 7 2'1 5 4ty oR. W 14>X35 cfy.$.v4i) g Mt (('Uu,`( (34 409) 510 tAzitiz. Torye ca. T OF cA .)op 6-z . - /s 4. s ) eac / y f x (Avo4)(¢ 33 ,) Y, _ - 0 9 1 I. Ciaao) (Pr 3 �J /� 2 • OCv (12) /4, G,4PSiu 1g = .5(, /a, )(�r 33)4072 O opD2 41, xI A „ 14-5e - S /6> x 2 r_ r y = /(//n./4- r l , 2,A.) 1N1oB �tkJ Ortai: C21.3 12 3v x).33 7. I'J in 4acel-040 c�N cF � 19 9 1 'L ( h'/i I t 140 Vv``tx1( woo 00 (11941 Portland, Oregon Consulting Engineers Pto3ect Locotlon Client. By Date Revised Date Sheet No, .Job No. Iii2 - E)ee) 1v Pt k)c_ Q)() & r I4e'uJ . i x \ 4 Co IS S 1. ' </2 9P/L, Y r4i pmft (2ej £7:) J(,L4-p ' 4- r 1/i(lz)7 (z i)( 2 t¢ 2xI3' ) = g7lo ' Lw 4vz2XJ j can 3 0 199 +1o, eh)4 Consulting Engineers Portland, Oregon Project fA a).„ Location Client • By Dote Revised Date Sheet No . fvlP- Job No. - 7 - 7 - 7"7 - M t? " ! T'owt m r:gorn We4Y1 01 whvo cionva /eta ez-vart. : rrc ts77 jo/.51 e24 rr •o t z,c • :7--c,e-, 739x47- • r ,( 7 . 00 .10( )(1.0)=, 6t-v-)7 tiry) Is12,)( 4v1A",) ,_ 1. r , cui)(1,12)(R9,4)0.0)r' 14 r6r CI st 4-1, , / 7:0 p.57 FP I /7)(/ = , Lc ' • facovAilot or( 0 MR 199114 v eRvo ce` (1/941 Portland. Oregon in; g Consulting Engineers .4Nopy PeRcAt Comr. orz66 1- 012-0/6 Project LA,..a . lc v. v e t S Location—rolaott4, e (Ayor. Client • b- 0 rt- ga 1.1-PL/Fr CA-1 Z573 # 4744, 7 40 By Dote 7 Co00646 14 Date •e/1 1 9A g Revised Sheet No MA-1 Job No. ase 4 g-4-5, bxer.es. coo' a coo 1 4/4-r-ci reov/ve ) q 5 17#1L otts eosiof : 692. of (2), oocrs Pr2044 606E - GAr.494r/ .5 CA ° F . (2)- 3 4 4 4) J 24-4 . ic.P-om -prof- t-it4A.-=c2.)cr 4 4-(0 RECEIVED CITY OF TUKNIVI -- r - pAtigre-or 4varz. pi lora t2c 12/4 17#72/÷tt MAR 3 0 19 rIZoqioe , 1-,e 14 t)/eA srgul 1,.// Cco) Gaocv Lgcv 130CA : PERMIT CENTS CA-e ap L4 &o //loa 60(6') (Q9) 4 1 ) q50 *r C000d 0 Cp , c 3 usbve., /ori Abig-s skz 1 64-e ofi Pop/0241b61 = 72, 1 o p 4 6 r-ar Kezz co,000/ LIZ /— R U nite:.......... . ....... . ...... • US Standard° ;.• , Steel Code ... . . . .... ... . . AISC 9th Edition ASDOL Allowable Stress Increase Factor 1.3330 ;Include Shear Deformation Yes° No. of Sections for Member Calcs 5 0 Do Redesign Yes0 ...; ., • P-Delta Analysis Tolerance 0.50%0 • , , J C oor di na t es • No • Coordinate :Coordinate ; Temperature , 0 ft ft of 0, - • 1 0.000 0,000 ' 0.000 2 11.000 0:000 0:000 3 19.000 0.000 0.000 • 4 39:000 0.000 0.000 RISA-2D (R) Version 4.00 • „ ttiFF'COneulting Engineers Job 1 : 'canopy col e r5LE - rewe-a. < Boundary Conditions • : 'Joint + Translation + " •.• ;.' K/in K/in K-ft/rad 4• Reaction Reaction 0 0 . U materiale (Ge Material' Young' Shear , Poisson's Thermal Weight: Yield 0 :Label Modulus Modulus Ratio Coef. Density Stress 0. ,. ' - Ksi Ksi 10^5oF K/ft3 Ksk, 0 STL', 29000.00 11154.00 0.3000 0.65000 , 0.490 46.000 • ========..=.....=.==.=.< Sections >=======.===.=====.====p Section Database Material As As I I TO Label Shape Label Area yy zz yy zz CO • • in^2 in^4 111'4 0 COL TU8X8X5 STL 9.36 1.2 1.2 90.90 90.90 0 m em b ers ),====,.....-..=......==========.....======.===o • Memb Joints Rotate Section Releases Offsets Inactive? 0 No. I J 900 Set I:AVM J:AVM I-End J-End Label 0 Length 0 in in ft 0 1 1 2 COL 11.000 2 3 COL 8.000 3 3 4 COL 20.000 vlecoveo...0 cv r( oF IL" IAAR 3 0 ‘ 99% peRto RISA -2D (R)' Version 4.00 KPFF'.Consulting Engineers... Portland,: OR Job : 1' Page: .20. .`. Date: 2/11/980 File: CANCOL. ❑ ❑:. = = ___>.=.=-..=,................===.....=.0 AISC,NDS parameters >.=.=-..=,................===.....=.0 Sectiona = _ Length' =. Lb-out Lb -in Lcomp.• K K' Cm Cb,B Sway0 Member Set'.... le -out le -in le -bend out in CH o i❑. ft ft ft . ft 0 1: COL 11.00 0 '2 :COL •.., 8.00 .. 0 - .3 COL. 20.00 0 -==========================< Basic Load Case Data• > = = = =_ = = = = = === = - - - - == -== =❑ BLC Basic Load Case Load Type Totals. ❑ No., :.Description Nodal. Point. Dist. .0 =======================< Member Point Loads, BLC 1 . Joints Member" I . J Direction Magnitude K,K-ft Y.. -1.300 -2.150 -2.430 Dynamics Input: 0 Number of Modes 3 ❑ Load Combination Number 1 ❑ Acceleration of Gravity 32.20 ft /sec ^20 Convergence Tolerance 0.001 ❑ Converge Work Vectors No❑ >_________ __________ = = = = =0 . Location or '% 0.0000 6.5000 8.0000 .,......==,.....=.===...=...========.< Load Patterns >======.======..=========0 Pattern Magnitudes Locations ❑.' Label ' ;Dir Start End Start. End ❑ K /ft,F K /ft,F ft or % ft or % - - -❑ UNIFORM Y -1.000 -1.000 0.000. 0.0000 __ ==____ = =< Load Combinations >-- =_ ==----- -- ---- -= == = = = = = =0 RWPE ❑ No. Description BLC Fac BLC. Fac BLC Fac BLC Fac BLC Fac SSdv 0 0 l'wind '1' 1 ' y ❑. 2 ❑ < Joint Displacements, LC 1 : wind > ❑ Joint + Translation + Rotation 0 No X Y ez . 0 ih in rad ❑ 1 0.000 -1.020 0.009280 2 0.000 0.000 0.003790 0 ctrl OF Mil 3 019y0 pEIV1 CENTER :.`..� RISA-2D (R) Version 4.00 KPEF Consulting: Engineers. ' Portland, OR 'canopy'c No :Stories Defined :. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Y .. Mz K. K K - ft 2 0.00.. 6.03 0.000 0.00 0.95'. 0.000 9 0.00 0.80 0.000 r.- Totals: 0.00 5.88 0 Center of Gravity`Coords (X,Y,Z).(ft) : 13.315, 2 :58 2.58 2.58 2.58 2.58 1.63 1.63 -0.80 -0.80 -0.80 Job : Page: 30 Date: 2/11/980 File: CANCOi .0 __ ____== __ =�__<Joint Displacements, LC >_ = =_ _= __ = =- ___ =�=0 "Joint +i7: Translation + Rotation ❑, Y X gz ❑ ,. rad • ❑ . 3 0.000 0.000 0.002180' 9 ... 0.000 0.000 0.002370 .:. ======= _= Story Drift, LC 'Story,;'_± - 'X - - -+ No :Joint "_: Drift :' % of Ht <Reactions,.LC .1a wind: >r = - = -e-- - - - - moo Forces . . :=================< Member Section Forces, LC 1 : wind >__ = = ____= = = = = = =0 ;•:Member. ' ;.Joints SectiOn 1 0 I: 7: J :. 0 . Axial... Shear .. Moment 0 K K K -ft ❑ 0.00. ...0.60 . 0.000 ' 0.00 -1.30. 3.570 3 i 0.00.,..' -1 :30 7'.150 ` 4: 0.00' -3 :45 : 14.490 5 0.00 -3.45 23.970 3.350 4.780 -8.050 -4.020 0.000 0 0 Fac KW1I.A oF erf MAR 3 0 1893 pe,Rto CANTER RISA =2D (R) Version 4.0❑ PFF Consulting Engineers:; ortl.and, OR ', Job 1 Page: 50 Date: 2/11/980 File: CANCOL'. ❑ '' 0 aaa a= = = =____< Member AISC. Unity. Checks, LC 1 -:. wind' >a = =� = =______� _❑�:. Member.; Joints >. Unity ' Shear ,.. . Fb ,':: Fb Cm: " Cm ASE0 I J ' , Chk Loc: Chk. Loc ::.: Fa yy zz • Cb .... yy zz Eqn❑ • Ksi - -- Ksi - - -Ksi ❑ 0.313 .5 , 0.034 4 31.57 40:47,40.47 1.`000.60 0:85 'H1-20 0.313',. 1;' 0.025 ' "1 :. 33.37 40.47 40.47 1.00 0.60 0 :66 .H1 •20 . 3 3 0.105; 3 0.016 .1.: ::24.79 40.47 1.00 0.60 0.85 H1- 20`,. ================..< Member NDS :Unity Checks, LC 1 wind >==-====.==0 Unity Shear ❑ Chk Loc Chk Loc .Fe' Ft Fbl'.Fb2' Fv' :.Rb " CP Eqn ❑.. Ksi - -- Ksi - -- Ksi - = -Ks i - - -Ks __ .... .====--______< Material Takeoff,•LC 1 :wind: >==�__==______ =__ = :Section.: `Database :''. Total ' Total :` • Set Shape Length.. Weight ft K COL'c • TU8X8X5.; 39.00 1.24❑ Total Wts: 1.240 7 = = =a = = =< Redesign•.Shapes, LC . 1 wind >a __ = = = =�4 ,..==-_... =a Section. Suggested Alternate Shapes. ❑: '`.Set Member 1st', Choi ce :2nd Choice . ;•'3rd Choice :4th Choice' 0 March 11, 1998 Dear Todd: City of Tukwila Department of Community Development Mr. Todd Rankin Sierra Construction 16715 Northeast 79th Street Redmond, Washington 98052 John W. Rants, Mayor Steve Lancaster, Director SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D98 -0023 Parkway Supercenter - Comp USA 17400 Southcenter Py This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have . enclosed review comments from the Building Division. At this time the Planning Division, Public Works Department and the Fire Department have no comments regarding your application for permit. The City requires that two (2) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, I Q rely, Q C,e...Q , Kelcie J. Peterson Permit Coordinator Enclosures File: D98 -0023 PRE97 -037 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 BUILDING DIVISION REVIEW DATE: March 11, 1998 PROJECT NAME: Comp USA at Parkway Supercenter APPLICATION NO: D98 -0023 PLAN REVIEWER: Ken Nelsen, Plans Examiner (206) 431 -3670 Please provide additional information, clarification, and/or correction on revised plans for the following Building Division comments. 1. For general information, no work including the pre -load of this site under permit number M198 -0022 may commence prior to vacancy of the Act III theater. 2. As with other projects at the Supercenter site, this department has only received verbal referenced that separate tenant improvement permit applications will be made for the purpose of final occupancy to the newly developed retail spaces. Regardless of future tenant improvement; it must be documented in this application how the building envelope will comply to the minimum requirements of the Washington State Energy Code. At the minimum a semi - heated condition with detailed insulation values must be shown on the plans for the sprinkered structure, W.S.E.C. Chapter 13. 3. Related to item #2 above, the exterior lighting of this building must comply with W.S.E.C. Section 1532. Provide plans, lighting fixture schedule, and /or supporting documentation as required in W.S.E.C. Section 1141. 4. Document on the plans all the requirements for applicable special inspection from U.B.C. Chapter 17. 5. Provide reference and plan details for the installation of Fire Blocking and Draft Stops from U.B.C. Section 708. Clearly detail the extent of the draft stops for the building false front per U.B.C. Section 708.3.1.3. 6. The proposed common exit corridor between Comp USA and Gad Sports must be arranged so that it extends in either direction to the outside as required by U.B.C. Section 1005.5. No further comments at this time. R 0 t'( )lS \l " I1 A S S O C I A T E S CONSUEtING ENGINEERS March 9, 1998 Dear Mr. Griffin: General B E R T Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 A PROFESSIONAL 2030 FIRST AVENUE SERVICES SUITE 203 CORPORATION SEATTLE. V \SIIINGTON 911121 TEI.EPIIONE: (200) 256.1803 FAX: (206) 250.0197 Ev1 %iR U 9 1993 DEi1G:,9._OPhig.: Ni 'Iwts Regarding: 98 -T -02 Parkway Supercenter (D98 -0023) RFA #980102 -02 Comp USA We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The drawings being submitted for this permit must have the work for other permits removed or clearly labeled for information only and not part of this permit. The architectural drawings show the extensive canopy walkway, which we have considered as part of the D98 -0026 work, and the Pad A project, which we have considered as the D98 -0025 work. The project considered for this permit applies only to Building 2 (Comp USA) and the attachment of the canopy walkway only related to this building. The calculations and geotechnical report, submitted with project D98 -0026, encompasses all work for projects D98 -0023, D98 -0025, and D98 -0026. The calculations should be divided and resubmitted with the responses for each project. Each division of calculations needs to bear the seal of the Engineer of Record. The following comments should be addressed: 1. All structural drawings need to be signed and dated by the Engineer of Record. 2. We have used the geotechnical report by Geo Engineers (File No. 1284- 028 -01) dated September 23, 1997, for the review of this project. We received only a draft of this report; the final report needs to be submitted for our review. This report will apply to all applicable projects on this site. 3. The Structural Notes, Sheet S0.1, need to reference the geotechnical report for this project. The recommendations of this report are to be followed. 4. It does not appear that the mitigating measures discussed in the geotechnical report for the potential for differential settlement from liquefaction or soil strength loss have been considered. Refer to UBC Section 1804.5. 5. We do not find any details or design of the front overhang/canopy including the CMU columns and connections. Complete information needs to be provided for our review. Also, the column base plate schedule does not note the information that applies to a TS 8 x 8 column. Lateral March 9, 1998 Parkway Supercenter - Comp USA Page 2 6. The front of the building is not dimensioned. Complete information needs to be provided. 7. A vertical dimension should be shown on the Dock Leveler Section 11/S5.1. Supporting calculations for the concrete design should be provided. This detail should be cut in plan. Vertical 8. Both Sections 10 and 16/S6.1 show the same type of connection; however, Section 16/S6.1 does not apply to this project. Page Cl of the calculations requires a 1.5 -inch thick bearing plate and only a 1/2 -inch plate is called out in Section 10/S6.1. 9. A column base and footing detail should be provided for the columns along Grid 18. Coordinate with pages C2 and C3 of the calculations. 10. The Building 2 Snow Drift Diagram 3/S2.4 shows the snow drift loading extending only 2 feet from the adjacent building at Grid 18.3 +. This dimension should actually be 20 feet at this location to coordinate with page Ml of the calculations. 11. Calculations need to be provided that evaluate the foundation supporting the new CMU walls. 12. We assume that 8 -inch CMU walls are intended for this project. The drawings should clarify this information. 13. Roof -top mechanical equipment loads need to be considered in the design of the roof framing members. 14. An R factor of 6 is appropriate for the design of this structure per UBC Table 16 -H. The Structural Notes reference an R,,, factor of 8 and need to be revised accordingly; the calculations have used the appropriate value. 15. The Engineer of Record should address the application of building separation requirements in UBC Section 1631.2.11. 16. Page L2 of the calculations evaluates the roof diaphragm shear for forces in the N/S direction. The calculations note that the unblocked diaphragm will be worth 285 plf. This is not the case for forces in the N/S direction for an unblocked diaphragm. Refer to Load Case 3 in UBC Table 23- I -J -1. The roof diaphragm would only be worth 215 plf at this condition and would not be adequate for the diaphragm shears. 17. The detail reference for the ledger splice detail needs to be noted on Detail 8/S6.1. This detail also needs to be provided. See page L3 of the calculations. 18. Page L4 of the calculations describes the connection information required to resolve chord forces along Grid 18. Section 7/S6.1 shows this detail; however, additional information is needed. Section 7/S6.1 needs to call out the nail size and the number of nails required on each side of the splice. P age. IA evaluates the (2) 2x6 chord member for compression capacity. The critical stress w ould be for tension parallel to gain. ` Calculations should, be provided to evaluate this condition: The Heil size for the shear wall along Grid 18 is not called out in Section 7/S6.1. The subdiaphragm evaluation for forces at Grid F.5 are shown on page L5 of the calculations: No detailing is provided on the drawings at this area. T he portion of the roof diaphragm that extends east of Grid A.2 needs to be tied to the main roof for the subdiaphragm forces calculated on pages L5 and L6 We did not find calculations evaluating the existing shear walls on .Grids 18 and 18.3± for combined new and existing shear forces. Calculations need to be submitted for our review Calculations should be provided for the in -plane shear forces in the new CMU walls: We find no elevations detailing opening sizes and locations. The drawings and calculations need to be completed: igeite„ Crystal Kolke Senior Plan Reviewer cc; Mr. Jeffrey Benner, Benner Stange. Associates aUbs5atti 1ukwila\StO2r1.doc :Calculations need to be provided that evaluate the drag: strut' connection to the shear. wall Grid A.2/18.2. Refer to Section 11/S6.1. The above listed review comments should be responded in itemized letter form.. Werecolnniend that the permit applicant have the structural Engineer of Record, KPFF Consulting Engineers, respond to the above comments and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office. We have forwarded a copy of this letter to the architect, Benner Stange Associates, for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. :•! •'J ACTIVITY NUMBER: D98 -0023 PROJECT NAME: DEPARTMENT: Building Division PubliNVuprks TUES /THURS ROUTING: APPROVALS OR CORRECTIONS: (ten days) \PR•ROUTE.DOC 1 /9E PL' InEVI'EW SLIP Fire_�evention Structural a Please Route ❑ No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) DATE: 3 -30 -98 DUE DATE: 4 -14 -98 Planni ivision Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 3 -31 -98 Complete ❑ Incomplete ❑ Comments: Not Applicable ❑ REVIEWERS INITIALS: DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions ' Not Approved (attach comments) ❑ REVIEWERS INITIALS. DATE: COMPLETE COMMENTS REVIEWERS INITIAL ?rtn+ &cog. Cop PLAN REVIEW / ROUTING SLI ACTIVITY NUMBER D98 -0023 DATE 1 -23 -98 PROJECT NAME COMP USA DEPARTMENT: ;‘) 469' oRC IN DIVISION FIRE P REVENTION ❑ PLANNING DIVISION El CUO/j ❑ STRU CTURAL P�FT COORDINATOR ❑ r 1 DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE 1 -27 -98 . TUES /THURS ROUTING: PLEASE ROUTE ❑ NO FURTHER REVIEW REQUIRED ❑ ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) APPROVALS OR CORRECTIONS: (ten days) DUE DATE 4.4-• 3•3 APPROVED ❑ APPROVED W/ CONDITIONS NOT NOT APPROVED (attach comments) ❑ t' —4(ig REVIEWERS INITIAL DATE CORRECTION DETERMINATION: DATE NOT COMPLETE ❑ ' NOT APPLICABLE ❑ APPROVED ❑ APPROVED W/ CONDITIONS ri NOT APPROVED (attach comments) ❑ REVIEWERS INITIAL DATE C:ROUTE -F DUE DATE (Certificadon of occupancy required. • CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: (( 2/D Ier3'8 PROJECT NAME: PROJECT ADDRESS: RAC° L' V-- PHONE: ('20T) CONTACT PERSON: REVISION SUMMARY: CITY USE ONLY SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. I��1C DIVISION SUBMITTED TO: Bldg: Planning PLAN CHECK/PERMIT NUMBER: D v de-AA' \?-16:0c)t6a CITY Ot TUKWILA APPROVED Public Works 3/19/96 l •:•i4� ` i• 4 •An >�.t :.L'.i w5....r: .•.L�«:•:: :til:ri.i�. ... i'r;.% H ENNER STANCE .ASSOCIATES -►ate SIERRA J r�!2a Ar chitectural Drawing Revls[on! Drawi Comment 1. ` A1 {Reissued); A.; Expanded /Revised Comp U Building, De lta #6 2 ' A2 (Reissued) A. Dimension coordination, Delta Ale. 3 A2.8 (Re issued) A. Expanded/Revised building area, Delta #7. 4 A3.3 (Reiss A. Revised rear elevations for Building Area #2, Delta Stru ctural Drawing Revisions — Structural Revision Delta Drawing No. Comment 5 30 .1 (Reissued)- A. Revised drawing index. 6 S2.4 (Reissued) 7 34 .4: (Reissued) 8 S48 (Reissued). 9 S5 .1 '(Reissued) 10 35 .2 (Reissued) 11 36.1 (Reissued) 12 • S6.2 (Reissued) 13 . '' S6.3 (Reissued) 14 • S6 (Reissued) 15.. S6.7 (Reissued) A. Expanded/revisedbuilding area. A. Revised notes. A. Revised notes. A Revised footing schedule. B. Revised column base plate schedule C. Revised detail. A. Revised detail layout and deletion of non - applicable details A. Revised detail layout and deletion of non - applicable details. A. Revised detail layout and deletion of non - applicable details. A. Revised detail layout and deletion of non - applicable details. A: Revised detail layout and deletion of non applicable details. A. Sheet added. 001 CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: 4 5 PROJECT NAME: PROJECT ADDRESS: CONTACT PERSON: REVISION SUMMARY: Tarci,14.6.-00s SUBMITTED TO PLAN CHECK/PERMIT NUMBER: ¶ Y€') ti,RseKti4ga revvp deal e PHONE: ed94� +;oN1 u2 I SHEET NUMBER(S) C "\ \CAS 6kr;'S. A2 4 A.3: t "Cloud" or highlight all areas of revisions and date revisions. RECEIVED CITY OF TUKWILA APR 1 7 1498 PERMIT CENTER CITY USE ONLY 3/19/96 REVISION SUBMITTAL DATE: PROJECT NAME: POS Sop eCcQn 'r- rivry l ')F) PROJECT ADDRESS: r i L00 Scu ccr rer f CONTACT PERSON: - ?ftZ � : Tt PHONE: ( _o i REVISION SUMMARY: e-cepf-vA-Ac ?Efa_ &AT oF Lp*I.F42- 4- 1 , v?)a-b& "R t \ • SHEET NUMBER(S) ∎�1fl� , A o ' 1 hi) "`Cloud" or highlight all reas of revisions and date revisions. CIT of TUK WILA MAR 3 0 19 PERMIT CENTER SUBMITTED TO: CITY USE ONLY CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 Wecri- 0 PLAN CHECK/PERMIT NUMBER: �oI8 -co3 3/19/96 4 ,t . . City of Tukwila Fire Department Fire Department Review Control #D98 -0023 (512) Re: Comp USA - 17400 Southcenter Parkway Dear Sir: January 28, 1998 The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department Page number Maintain fire extinguisher coverage throughout. 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 1003.4) Exit doors shall swing in the direction of exit travel when serving any hazardous area or when serving an occupant load of 50 or more. (UBC 1004.2) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207.1 - 1212.8) Internally illuminated exit signs shall have both bulbs working at all times. (UBC 1013.3) When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1013.1) The color and design of lettering, arrows and other symbols on exit signs shall be in high contrast with their background. Words on the sign shall be block letters 6 inches in height with a stroke of not less than 3/4 inch. (UBC 1013.2) Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle at floor level. Fixtures required John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Pant East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575.4439 Fire Department Page number for exit illumination shall be supplied from separate sources of power for Group 1, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 1012.1, 1012.2) Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 1003.5) Combustible material shall not be stored in exits or exit enclosures. (UFC 1103.3.2.3) Exit doors shall be maintained in accordance with Section 1207. Exit doors shall be maintained in an operable condition. Doors installed as part of required fire assemblies shall be maintained in accordance with Section 1112. (UFC 1207.1) 3. Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #1742) John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575-4439 WAl rtCl: Sk�a' �HCMVrt+. �x. wxw 'AWfs.t..niH.w�MO.tw.n:nww.www w..wr«w..wrewn.+.ww.,.'. City of Tukwila Fire Department Page number Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13- 4- 4.1.3.2.1) The fire department connection (FDC) shall be equipped with a 5" Storz fitting(s). (UFC 1003.1.1) Contact The Tukwila Fire Prevention. Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance 01742) 4. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 5. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 701) When walls and ceilings are required to be of fire resistive or noncombustible construction, interior finish materials shall meet the requirements of Uniform Building Code 803. When fire resistive floor or floor ceiling assemblies are required to prevent the vertical and horizontal spread of fire and smoke, the assembly shall be maintained. (UBC 710.2) Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 901.4.4) John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax. (206) 5754439 i s rev i ew ' limited to speculative tenant space on'l ecial fire permits may be necessary depending on d etailed, description of intended use. Any : overlooked . hazardous condition and /or v i o l a t i o n of. '`the'.'' adopted F i r e or ' Building . Codes does not imply approval of such condition or violation. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 o Phone: (206) 3754404 • Fax (206) 5754439 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director February 16, 1998 Mr. Todd Rankin Sierra Construction Company, Inc.., 16715 Northea 79th Street Redmond, 'Washington 98052-3797 . . Dear Todd: SUBJECT: LETTER OF COMPLETE APPLICATION Development Permit Application Number D98-0023 Comp USA 17400 Southcenter Py This letter is to inform you that your permit application received at the City of Tukwila Permit Center on January 23, 1998, was reviewed at the January 27, 1998, plan review meeting. Your application has now been determined to be complete. Your permit has begun the plan review process, you will be notified of any required corrections or when your plan is approved. • If you have any concerns or questions please contact me at the City of Tukwila Permit Center at (206) 431-3672. Sincerely, 11ca8 .-t Kelcie J. Peterson Permit Coordinator File: D98-0023 PRE97-037 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431.3665 AB. ACOIUST. ADJ. AFF. ACC. ALUM. ADD. APPROX. ARCH. ABPH. Al1TO. AFF. AN3.1. PARKWAY E!UF TUKWILA , WASHINGTON BLDG. IMPROVEMENTS FOR BLDG. AREA #2 - COMP USA DEVELOPER M B K NORTHWEST LIMITED 7690 S.W. MOHAWK STREET TUALATIN, OREGON 97062 TEL (503) 691 -9500 FAX (503) 684 -7272 ARCHITECT BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 S.W. MEADOWS , SUITE 430 LAKE OSWEGO, OREGON 97035 TEL) (503) 670 -0234 FAX (503) 670-0235 STRUCTURAL ENGINEER KPFF CONSULTING ENGINEERS 111 S.W. RFTH AVENUE, SUITE 2500 PORTLAND, OREGON 97205 -3523 TEL (503) 227 -3251 FAX (503) 227 -7980 CML ENGINEER UNDER 5EPARATE PACKAGE KPFF CONSULTING ENGINEERS to S.W. FIFTH AVENUE, SURE 2500 PORTLAND, OREGON 97205 -3523 TEL: (503) 227 -3251 FAX (503) 227 -7980 LANDSCAPE ARCHITECT QREENWORKS UNION STATON, 800 N.W. 6th AVE., SUITE 327 PORTLAND , OREGON 97209 TEL (503) 222 -5612 FAX (503) 222 -2283 GENERAL CONTRACTOR SIERRA CONSTRUCTION CO, INC. 16715 N.E. 79th STREET REDMOND , WASHINGTON 98052 -4425 TEL (425) 885-3797 FAX (425) 885 -4330 ABBREVIATIONS BD. BLDG. BLK / 131-KG. BM. COT. BD. AT ANCHOR BOLT .ACOUSTIC /ACCCUSTICAL ABOVE FINISH FLOOR AGGREGATE ALU11Nl ANODIZED APPROXIMATE/APPROXIMATELY ARCHITECTURAL ASPHALT AUTOMATIC ABOVE FINISHED FLOOR AMERICAN NATIONAL STANDARDS INSTITUTE BOARD BUILDING BLOCKING BEAM BOTTOM BOTTOM OF GENERAL NOTES 1. CONTRACTOR SHALL VERII-Y ALL DIMENSIONS AND CONDITIONS ON THE DUGS. AND ON THE JOB PRIOR TO EXECUTION OF ANY WORK AND SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCY. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS NCURED DUE TO HIS FAILURE TO DO SO. 2. ALL MATERIALS AND WORKMANSHIP BNALL CONFORM WITH ALL STATE AND LOCAL JURISDICTIONAL BUILDING CODES AND REGULATIONS. 3. NEITHER THE OWER NOR TIE ARCHITECT WILL ET FORCE SAFETY MEASURES OR REGULA- TIONS. THE CONTRACTOR SHALL DESIGN, INSTALL; AND MAINTAIN ALL SAFETY DEVICES AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING 10 ALL LOCAL, STATE, AND FEDERAL SAFE, AND HEALTH STANDARDS, LAWS AND REM/14TIONB: 4. PROVIDE FIRE EXTINGUISHERS WITH REQUIRED 50AGE AS REQUIRED BY FIRE DEPART- MENT FIELD INSPECTOR DURING CONSTRUCTION, PROVIDE A PORTABLE FIRE EXTN- GUI9HER WITH TYPE ABC RATING WITHN 15 FOOT DISTANCE TO ALL PORTIONS. OF THE JOB. 5. PLANS FOR ALL FIXED FIRE PROTECTION EQUIPMENT SUCH AS STANDPIPES, SPRINKLER 5T5:75J'18, AND FIRE ALARM SYSTEMS MUST BE SUBMITTED TO AND APPROVED BY THE FIRE MARSHALL, FIRE SPRINKLER ENGINEER AND TENANT PRIOR TO INSTALLATION CF EQJIFMENT: 6. ALL DIMENSIONS TO FACE OF STUD UNLESS OTHERWISE NOTED BUILDING CODE A PROJECT LOCATION: !1305 50UTHCENTER PARKWAY TUKWILA, WASH. 5. 1994 EDITION UNIFORM BUILDING CODE WASHINGTON AMENDED G CONSTRICTION TYPE: V- NONRATED : FULLY SPRINKLERED. D. OCCUPANCY GROUP: M (MERCANTILE) E. ZONE CLASSIFICATION: TUC - DISTRICT F. SEISMIC ZONE: 3 (1994 tow CHAPTER 5 410. 16 -2) G. MAXIMUM ALLOWABLE AREA: TABLE 5 -0 NBC) : 8,000 SF. (AREA INCREASE ALLOWED FOR FIRE PROTECTION YARD SEPARATIONS) BASIC ALLOWABLE: 8000 8F. ALLOWABLE W/ FIRE PROTECTION UNLIMITED SF. AND 60 FT, YARD AND PUBLIC WAY SEPARATION: H. I w...500 RETAIL BUILDING AREAS: MAN BUILDING AREA No. 1: 130534 SF. (EXISTING / ALTERED) MAIN BUILDING AREA No. 2: (NEW) MAIN BUILDING AREA No. 3: ( EXISTNG / ALTERED) MAIN BUILDING AREA No. A (EXISTING / ALTERED) MAN BUILDING TOTAL: ( EXISTNG AND NEW COMBINED) PAD 'A' BUILDING (NEW) RESTAURANT PAD BUILDING (NEW • NIL) 25500 SF. 113,908 SF. 145,161 SF. 415503 8F. 8000 S.F. 1.856 8F. I. MAXIMUM HEIGHT GP BUILDING - TABLE 5 -5 (MC) I. ALLOWABLE HEIGHT: 40 FEET 2. PROPOSED NEKHT: 39' MAX. J. NUMBER OP STORIES - TABLE 5 -5 (5BC) L ALLOWABLE: TWO STORY 2. PROPOSED: OE STORY K TENANT OCCUPAN.:Y LOAD TO BE ESTABLISHED WITHIN TENANT L TENANT EXITS SHALL COMPLY 05141 ALL APPLICABLE CODES. REFER TO THE DRAWINGS FOR LOCATIONS. DIRECTORY BUILDING DEPARTMENT CITY OF TUKWILA 6300 COUTHCEN ER BLVD TUKWILA, WASHINGTON 98188 TEL (206) 431 -3670 FAX (206) 431 -3665 PLANNING CITY OF TUKWILA 6300 COUTHCENTER BLVD TUKWILA; WASHINGTON 98188 TEL (206) 431 -3670 FAX (206) 431 -3665 ZONING CODE L APPLICABLE ZONING CODE B. ZONE DESIGNATION C. TOTAL BUILDING AREA MAN STRIP BUILDING (EXISTING AND NEW COMBINED) PAD A BUILDING 8000 8F. (NEW) RESTAURANT PAD BUILDING 1556 SF. (NEW - wGJ RESTAURANT/RETAIL BUILD.. 8,950 SF. (EXISTING) RESTAURANT/MEDICAL BUILDING 11,943 SF. (EXISTING) D. SITE AREA - E. BUILDING COVERAGE ! %) F. MAXIMU1 HEIGHT G. MINIMUM BUILDING SETBACKS FRONT LOT LIRE REAR LOT LINE REQUIRED OFF- STREET PARKING 1996 EDITION: CITY OF TUKWILA TUC - DISTRICT 458043 SF. 415003 SF. 2969 ACRES / 1;91312 BF. 35 % 115 FT. 15 FT. 10 FT. (SEE SHEET ALI/ SHEET INDEX ARCHITECTURAL A1.0 COVER SHEET A1.1 SITE PLAN A1.2 SITE DETAILS A1.3 PARTIAL SITE PLAN A2.1 FLOOR and PLAZA PLANS A2.4 CANOPY CEILING PLANS A2.8 BUILDING AREA 2 FLOOR and ROOF PLANS A3.1 EXTERIOR ELEVATIONS A3.3 EXTERIOR ELEVATIONS A4.1 WALL SECTIONS A4.2 WALL SECTIONS A4.4 WALL SECTIONS A4.8 WALL SECTIONS A4.9 WALL SECTIONS A5.1 STOREFRONT AND DOOR SCHEDULE A6.1 ROOF DETAILS A6.2 ROOF DETAILS A7.7 EXTERIOR DETAILS STRUCTURAL CAB. CABINET D1CG. DRAWING GALV. GALVANIZED MANFAMIR MAN.FAC0RER REINF. REIHFORCED/REIHFORCING TEMP. IenmRED CER CERAMIC DTL DETAIL GA GAUGE MAB. MASONRY REQ. REQUIRED TNC THICK CENTER 5.5E DS. 0004951067 SEN. MAT. MATERIAL REV. REVERSE TYP. 775110 COG. CEILING DF. DOUGLAS FIR 05 GLASS MAX. 55 5 ROOM T 4 G 1051 0 (4 MID GROOVE CLR GEAR GYP. GYF5U7 MDA. MEDIUM DENSITY OVERLAID R RADIUS TA. TOP OF CURB COL. COLU'IN EA EACH GYP. BD. GYPSUM BOARD MECH. MECHANICAL RD. RAIN DRAIN/ROOF DRAIN TG.I. TILE COWCIL INSTITUTE GONG CONCRETE ELECT. ELECTRC/ELECTRCAL GL GLU -LAM N 1EMB . MEMBRANE RO. ROUGH OPENING 0). TROWEL JOMTROOL JOINT COND. CONDITION EL/ELEV. ELEVAT0GL1Lt�4105 MEZ81 MEZZANINE TDA 10510(4485545.151450810 COWL GONNLECTION EQUIP. EQUIPMENT HCJHICAP. NANDICA PED T1Hl MANROLE BCHED. SCHEDULE TAG. TOP OF CONCRETE COW. CONSTRUCTION EGO. EQUAL H.C. HOLL GORE MIN MINIHAI BELT. SECTION TAD. LOP OF DECK CANT. CONTINU0118 (E) 5518TMG 14DR HEADER 11180. MISCELLANEOUS 9447. 9HEET TOR TOP OF ;WARM CORR. CORRIDOR EXIST. EXISTING HORZ HORIZONTAL MD. MABONL81 OPENING 8NT'G. SHEATHING TAM. TOP OF MASONRY CU. CUBIC EXP. EXPANSION HR HOLM MiL MEETAL 8Q. SQUARE TOP. 10510(4515.415 CFA. CUBIC FEET PER MINUTE EXTR1G. EXTERIOR HT. HEIGHT 8Q FT. SQUARE FEET iP. TOILET PAPER C.I. CAST IR. EM. EXTERIOR NB. 4409E BIBS (w NEW 8111. SIMILAR ; TOILET PAPER DISPENSER CJ. CONTROL JOINT E./. EXPANSION JOINT HM. HOLLOW METAL NOM NOMINAL SPEC. F TIBE STEE 5.11.U. . CONCRETE !MASONRY UNIT E.W. EACH WAY FL VAC. HEATING V AND NO. NUMBER STD. B ICATICN 105 15. TOP OF BREATHING L 'AIR CONDITIONIW wt. NOT M CONTACT BTL. 61F-EL TAW. TOP OF WALL 4 OR DIA DIAMETER FDM FOUJDATION IN INCH :TOR 51054CE IIf.G. UVDE RCa R OWD DBL. DOUBLE FFE FINISH FLOOR ELEVATION INSUL. INSULATION OH HAND 9TRUCT. BTRJCT 545. UBL. UNFORM BUILDING COPE DEPT. DEPARTMENT FM. FINISH MT. INTERI 0PG. OPENING SUBP. SUSPENDED DIM DIMENSION FIN. FACE FINISH FACE OPP. OF'P06115 878 :Y: TEM UNA. UNLESS NOTED 0119:115,5 DISP. DIBPENBER FL. FLOOR JT. JOINT 0.C. ON CENTER 8. AND B. BTAM .4510 REAL VEN. VENE DN DOWN F7. FOOL J9t. J019T S. AND V. STAN AND VARNISH VERT. VERTICAL DR DOOR FTC. FOOTING PERM. PERFORMED SD. SAW OJT /SOLID CORE VD.T. VINYL COMP081TION TILE FPS. FIRE EXT810UI9HER CABINET LAM LAMINATED FLYER. PLl'UI 00 8D. SOAP DISPENSER e. _ 3Q 3o0. . LAY. LAVATORY PE, 911. . FACE OF MASONRY FROPERIY LItE/PLATE SINLESS SEL UA. LL100D FACE OF 8700 Pi. PRESSURE TREATED WIN WINDOW P.TD. PAPER TOWEL DIBFENBER 98. WP. WT. .1.. c LLE GHT W. WIDTH WC. WATER CLOSET 84. WIDE FLANGE 30.1 GENERAL STRUCTURAL NOTES and DRAWING INDEX )) BLDG. AREAS 1, 2 and 3 S� PARTIAL FOUNDATION PLAN 52.4 Esi.DO. AREA 2 FOUNDATION and ROOF PLAN 32.6 BLDG. AREAS 1, 2 and 3 PARTIAL ROOF PLANO A 831 84.4 CANOPY SECTIONS EXTERIOR ELEVATION 84.8 C - ` • - SECTIONS 85.1 CONCRETE DETAILS 85.2 CONCRETE DETAILS S6.1 FRAMING DETAILS FRAMING DETAILS FRAMING DETAILS SEPARATE PERMIT REQUIRED FOR: lg MECHANICAL ViiELECTRICA PLUMBING VI GAS PIPING CITY OF TUKWILA BUILDING DIVISION (• Occ.upp►t.CY OND R 'T44t5 PERMIT VICINITY MAP Co p 0e fieviect G€4' � uk ° o .1)1‘6‘" No�s)ON I understand that the plan Check approvals are .;,.hl(G( to errors and omissions and approval of ans does not authorize the viotatton con- �'� ordinance Doted code °' ,ro d plans acknowledged. �" I _UV I Date ,ermu No MN"- r N.T.S. PROJECT 91111 DRAWN BY JMP CHECKED MAIN BE N STA ASSOCIATES` ARCHITECTS, P.C. 5000 S.W. MEADOWS RD. SUITE 430 LAKE OSWEGO,08 97035 (503) 870 - 0234 FAX (533) 870 -0235 COVER SHEET 8 AREA 'A' TOTAL SITE AREA FUTURE STARS 4240 •P. AMERICA'S BEST O H ACT AN1y O - WALLPAPER A U In 00 BEROMANB L UOOAGE K m 4000 eF. ! 1291,272 SF. (29.64 ACRES) I'FLNE end PAD RETAIL 367128 SF. BUJ( FETAL 61,440 SF. TOTAL PETAL AREA 428,768 SF. TOTAL RESTAURANT: 29,275 SF. RETAIL PANNING 367,328 SF. • 4/1000 - 1470 SPACES BUJ( FETAL PARKNG 61A40 SF. • 25 /1000 • 154 SPACES RESTAURANT PARKING 29,275 SF. • 10/1000 • 292 SPACES (E) DPW Emporium 25,952 SF. 9,236 SF. pavilion 14200 SF. TENANT 13000 S.F. ACT 111111 =I=dd.Ki.1. 1.1=1= === «< _«< =id= WRtO,tl!15 1 H I B °SIPS CUCINA CUCINA 6,240 SF. RETAIL 9, BF. Wdellgee FURNITURE 4.300 ELF. NJ.C. STALLS RF-0L#RED - PARKNG VARIANCE - TOTAL PARKING STALLS REWIRED - TOTAL STANDARD STALLS - TOTAL COMPACT STALLS - TOTAL HANDICAP STALLS - TOTAL STALLS PROVDED - TOTAL STALLS OVER REWIRED - ACTUAL PAPo(NG RAT(; FETAL PARKING; BUJ( FETAL PAF4(N(• RESTAURANT PARKING 1,950 SPACES -180 SPACES 1,736 SPACES 1,320 SPACES 382 SPACES 27 SPACES 1,729 SPACES -7 SPACES 35 STALLS /1000 SF. 25 STALLS /1000 SF. 10 STALLS /1000 SF. AREA 'B' TOTAL SITE AREA 'B' and' 8T TOTAL THEATER THEATER PAF(EQ TOTAL SPACES REQUIRED - TOTAL STANDARD STALLS - TOTAL COMPACT STALLS - TOTAL HANDICAP STALLS TOTAL STALLS PROW - TOTAL STALLS OVER REOURED - AREA '8f TOTAL RESTAURANT: TOTAL FETAL 0 SITE PLAN RESTAURANT PAFBCIFG FETAL PARKIN(• TOTAL STALLS REOURED - TOTAL STANDARD STALLS - TOTAL COMPACT STALLS - TOTAL HANDICAP STALLS • TOTAL STALLS PROVIDED - TOTAL STALLS OVER REOURED - ®®O Q ® ® Q O ® Q ® Q ® _ ®® ®_ C O .4" u uuG I FUTURE BUILDING (NJ.C) 356,975 SF. (824 ACRES) 51,100 SF. 1904 SEATS • 1/ 4 476 SPACES 413 SPACES 113 SPACES 14 SPACES 498 SPACES 22 SPACES 7,800 SF. 9,440 SF. 7,800 SF. • 10/1000 - 80 SPACES 9,440 SF. • 4/1300 - 38 SPACES 118 SPACES 124 SPACES 7 SPACES 6 SPACES 137 SPACES 19 SPACES (N) BUILDING) SEE SHEET A20 rcR 1 fV 4 W Z J I 0. 4 AREA 'C TOTAL SITE AREA TOTAL BUJ( FETAL= TOTAL RESTAURANT: TOTAL BULDNG AREA BUJ( RETAL PARKING 35,010 • 2.5/1000 - RESTAURANT PARKING 12200 S.F. • 10/1000 - TOTAL STALLS REO(JRED - TOTAL STANDARD STALLS - TOTAL COMPACT STALLS - TOTAL HANDICAP STALLS - TOTAL STALLS PRO - TOTAL STALLS OVER REOUIRED - 205,913 SF. (473 ACRES) cm. um (E) 35,010 SF. 12,200 SF. 47,210 SF. 88 SPACER 122 SPACES 210 SPACES 191 SPACES 73 SPACES 4 SPACES 268 SPACES 58 SPACES tcalS DEEM FO2 LBW 29,200 S.F. (E) SITE AREA 'A "B' and 'C' TOTAL TOTAL SITE AREA TOTAL IN-UNE RETAL TOTAL PADRE TAU= TOTAL BU FETAL TOTAL RESTAURANT' TOTAL THEATER TOTAL BUADNG AREA: TOTAL STANDARD STALLS - TOTAL COMPACT STALLS - (22X) TOTAL HANDICAP STALLS - TOTAL STALLS PROVDFY • TOTAL STALLS REO(B ED • nom muses MMlav --maw= TOTAL LOADING AREAS R EGJREDk TOTAL LOADING AREAS PROVIDE. TOTAL BCYCLE STALLS PROVDEG TOTAL BICYCLE STALLS AEOURE• OVERALL RATIO COST PLUS WORLD ET 16,800 S.F. SITE PLAN NOTES A PROVIDE CONTROL JOINTS AT SIDEWALKS AS SHOWN OR AT 5' -0" O.C. EACH WAY - TYPICAL EXPANSION JOINTS AT 20'-0" O.C. TYPICAL B. SEE LANDSCAPE PLAN FOR ALL IRRIGATION, PLANTING AND EXISTING LANDSCAPE CONDITIONS PRIOR TO ANY WORK. G. REFER TO ALL CIVIL PLANS FOR GRADE LOCATIONS AND COORDINATE WITH ALL LANDSCAPING, PYLON / MONUMENT SIGNS AND CATCH BASINS. D. CONTRACTOR IS RESPONSIBLE FOR REMOVING AND REPLACING ALL EXISTING S D G CO MAILNSTRUCTION. BOXES, FENCES, LANDSCAPING, ETC. TO AVOID DAMAGE E CONTRACTOR SHALL VERIFY ALL SITE DIMENSIONS AND CONDITIONS PRIOR TO EXECUTION OF ANY WORK, AND SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCY. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS INCURRED DUE TO HIS FAILURE TO DO 50. F. VERIFY ALL EXISTING LANDSCAPING ON THE SITE PRIOR TO ANT GRADING. REFER TO LANDSCAPE PLANS FOR ALL NEW PLANTINGS AND ANY EXISTING TREES, SHRUBS OR FLOWERS. PROVIDE ADDITIONAL LENGTH ON ELECTRICAL POLE BASES AT RIO- SWALES AND SLOPED LANDSCAPE AREAS (VERIFY) REFER TO CIVIL AND LANDSCAPE DOCUMENTS FOR ADDITIONAL INFO. H. ALL 15" STOP SIGNS ON SITE ARE TO BE REPLACED WITH 24" STOP SIGNS PER CITY OF TUKWILA STANDARDS, MOUNTED "1' ABOVE PAVEMENT. c. 1856,169 8F. (4261 ACRES) 37(608 SF. 17,240 SF. 83,750 SF. 57,475 SF. 41776 SF. (E) q L1 Q )� 22,200 S.F. SLEEP 572,049 SF. 2,049 SPACES 575 SPACES 49 SPACES 2,632 SPACES 2,540 SPACES 9 9 54 54 475 (E) USA BABY 6,400 S.F. (E) KRAUSE'S Sofa Factory 21.200 S.F. 4 I Z 1 = 1 � 141-� Q c2--Q 43 n 4a so a 68 sa(•jr- F;j ' -- - II Ilfll I II IiF1I III N�II Iii�l!�IIIII III I (E) I THE BON 40,240 8F. KEYNOTES - SITE PLAN ® EXISTING SIDEWALK ® NEW SIDEWALK ® LANDSCAPE AREA (SEE LANDSCAPE) 2 ASPHALT PAVING (SEE CIVIL) ® CONCRETE PAVING ® PLAZA AREA (SEE PLAZA PLANS) ® SItE SIGNAGE (COORDINATE WITH 51TE ELECTRICAL) ® BIKE RACK (SEE DETAIL 5/41.2) ® DIRECTIONAL ARROWS / STOP BARS (SEE DETAIL 15/412) 10 LIGHT POLES (SEE SITE ELECTRICAL) II HANDICAP RAMP (SEE DETAIL 1/41.2 $ CIVIL DRAWINGS) 12 PARKING STRIPING /555 DETAIL 14/41.2) 13 CONCRETE LOADING RAMP '® HANDICAP PARKING SPACE. /5EE DETAILS 2 $ 3/412) 15 NOT USED Ib BOLLARD (SEE DETAIL 13/412) IT HANDICAP SIGN (SEE DETAIL 4 4 5/412) 18 TRASH ENCLOSURE (SEE DETAIL 5/41.2) 19 LINE OF BUILDING CANOPY / COLUMN5 20 CHAIN LINK FENCE 21 CONCRETE RETAINING WALL (SEE CIVIL / STRUCTURAL) ® TRANSFORMERS / VAULTS (SEE CIVIL DRAWINGS) 23 TEMPORARY CURB. (REDWOOD STRIP) 24 LIGHTED BOLLARDS (SEE ELECTRICAL) 25 "LIMITS OF WORK" CONTRACT LINE 26 'PAINTED" 15LAND STRIPING 21 CONCRETE 554155 /SEE DETAIL 3/41.3) 0 CAST -IN -PLACE CONCRETE CURB (SEE CIVIL, 29 SCREEN WALL (PEE EXTERIOR ELEVATIONS) TRA514 COMPACTOR 31 CART RETURN (SEE DETAIL 5/41.3) BIO - FILTRATION SWALE (SEE CIVIL) 33 SOFFI A O DEMOLITION LINE 35 PROPOSED PAD BUILDING (5.1.5.) 36 MAN HOLE (SEE CIVIU 0 ALIGN (N) CURB WITH (E) CURB 38 NOT USED 39 STEEL FABRICATED STAIRS (SEE DETAIL 4/442) O NEW CONCRETE COMMERCIAL DRIVELIAY AND SIDEWALK PER CITY OF TUKWILA DETAIL R5-9 LEGEND - SITE PLAN ® KEYNOTE /5EE 443055) 0--0 JIIII 4 �'r 4-•-UT # 1 5 0 ED 0 L rKNEE R L T AREA LEDER SEDATE PER•AST KEY PLAN SEE PLANS AND NOTES FOR LIMIT OF WORK PROPERTY LINE PARCEL LINES PYLON / MONUMENT SIGNS (SEE SITE ELECTRICAL) "EXISTING" PARKING CURBS PAINTED ISLAND STRIPING CONCRETE ISLAND (5) "COMPACT" PARKING SPACE "HANDICAP" PARKING SPACE STAMPED CONCRETE PEDESTRIAN WALKS BICYCLE RACK PAINTED DIRECTIONAL ARROWS LIGHT POLES (SEE ELECTRICAL PLAN) SIGNALIZED STREET / INTERSECTION TRAN5FORMER9 / VAULTS (SEE ELECTRICAL) REVISION CLOUD (SEE DELTA U CONCRETE PLAZA AREAS (HEAVY BROOM FINISH) LIGHT BOLLARDS (SEE ELECTRICAL) "550P" / "ONLY" DIRECTIONAL POLE 51GNAGE CROSSWALK STRIPING RECYCLE/ TRASH SEE 6/41.2 DATE JAN. lb, 1••0 E. I 0 z z z PROJECT NO. 9'111 DRAWN BY JMP CHECKED BY: REVISION MAR. 20, 1•98 BUDS DEPT.CORR. and COORDIN. BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 S.W. MEADOWS RD. SUITE 430 LAKE OSWEGO, OR 97035 (503) 670-0234 FAX (503) 670 -0235 SITE PLAN I } Al.1 I C. JUN 2 2 1998 1 CONCRETE SIDEWALK 6-0" 4'0. TYPICAL 1 SLOPE 1:12 HANDICAP RAMP SCALE' 1/4" = 1' -O" 03300 O TRASH ENCLOSURE 6 SCALE' 1/4" = 1' -0" AT EXTERIOR CONCRETE CONTROL JOINT PAINT SHALL BE VINYL TRAFFIC PAINT MEETING FEDERAL SPECIFICATION TT- P- II5E, TYPE III 'UUHITE" TRAFFIC PAINT. A MINIMUM THICKNESS OF 8 MILS DRY, I6 MILS WET, LAO DOWN IN TWO (2) COATS, EACH COAT 4 MILS DRY AND B MILS WET. PARKING STRIP SCALE 1/8" = I' -0" FLUSH CURB RE AI.1 RE 42.1 -425 SCALE' 3" = I' - O" 03300 4" WIDE PAINT STRIPE W/ (2) COATS OF TRAFFIC WHITE PAINT (VERIFY W/ LOCAL JURISDICTIONS) 6" CONC. CURB, WHERE OCCURS (RE CIVIL FOR TYPE) f CONC. PLAZA, SIDEWALK 1 OR LANDSCAPING (SEE SITE PLAN) p I 8'-0" MIN - COMPACTS RE' ALI 0 PROVIDE C23 t4 REBAR VERT. 0 EA. C.M.U. CORNER CELL CONDITION W/ C2) t4 DOWELS INTO FTG. TO ALIGN 14 HORIZ. REBAR V 24" O.G. 14 VERT. REBAR 7a 32" O.C. 14 DOWELS (30" x 8 "/ AT 32" O.C. CONCRETE WALK - VERIFY FINISH WITH PLAZA PLAN CONCRETE WALK WITH WELDED STEEL WIRE FABRIC 1 1/4" FROM TOP OF SLAB (INTERRUPT AT EXPANSION JOINT) RAISED DETECTABLE TEXT: PER STATE WARNING SURFACE HANDICAP (VERIFY CONCRETE PATTERN CODE STATUTES WITH LOCAL JURISDICTION) GRADE 1 3T 'MIN MM NOTE: PAVEMENT STENCIL WHITE WITH BLUE BACKGROUND _ _k TYPE 'A' RAMP (VERIFY ACTUAL LOCATION ON PLAZA PLAN) 4' PAINTED WHITE IPES O HANDICAP SPACE SCALE 1/8' = 1' -0' I 14 REBAR EA SIDE CON PAVING (RE CIVIU I. a FTG. PROVIDE 3" CLR $4 REB SIDES 4 BOTTOM OF REBAR SLAB EDGE AR CONT. AT CONCRETE ® SECTION 0 WALL NTS. SEALANT (TYPE S-2) FLUSH TO TOP OF CONCRETE - SEE SPEC. SECTION 01900 MAINTAIN MAXIMUM 1/4" RADIUS TOOLED EDGE AT ALL CONCRETE EXPANSION JOINTS 3/8" FIBER PREFORMED JOINT FILLER WITH REMOVEABLE SEALANT JOINT CAP GRANULAR BASE (TYPE 'A') SEE SPEC'S SECTION 02200 E AT EXTERIOR CO XPANSION JOINT RE: A2.1 - 425 SCALE' 3" = I' - 03300 1 'I NOTE ALL DIRECTIONAL ARROWS 4 STOPBARS ARE TO BE APPROVED BY LOCAL OR STATE JURISDICTIONS FOR ACTUAL DIMENSIONS 4 COLOR IJoTZ,INSTALL RAISBJ0 HtHT MARKINGS, THBRMO PLASTIC - STOP, WALK Bs FMS AND TRAFFIC ARROWS AT--14:Y'WIN1ERSECTION, PER CITY STANDARD 85-18 8 "x4 "x16" C.M.U. SLOPED CAP - COLOR TO MATCH BUILDING C.MAI. 8 "0'k W SPLIT -FACED C.M.U. SOLID GROUTED. (PAINT TO MATCH BLDG. COLOR) CHAIN LINK GATE - SEE DETAIL 1/Al2 65/6" CONCRETE CURB SLOPE TOP TO SLAB 6" CONCRETE SLAB WITH WELDED STEEL WIRE FABRIC ON 6" GRANULAR BASE 4 GRADE PROVIDE MEDIUM BROOM vlz BUILDING CONTRACT SITE DEVELOPMENT WORK AT ALL PLAZA WORK AT ALL PLAZA AREAS 0Y, AREAS (T71. 1/4" R CONCRETE SLAB WITH WELDED STEEL WIRE FABRIC 1 1/4" CLR FROM TOP. GRANULAR BASE (TYPE 'A') SEE SPEC'S SECTION 02200 NOTE PAVEMENT STENCIL WHITE WITH BLUE BACKGROUND DOUBLE HANDICAP SPACE SCALE' I/8" = I' -0" NOTE" PROVIDE GALV. STL HINGES 4 LATCH EQUIPMENT W/ DROP BAR 4 GATE HOLDBACK SLEEVES 0 FULL OPEN POSITION FOR EACH GATE AND AT CLOSED POSITION. T.O. GATE TO MATCH WALL HEIGHT. @ SECTION 0 GATE C N.T.S. I" RADIUS FIBER EXPANSION JOINT WITH (TYPE 5-2) SEALANT ' o • O Old 0 0 ° 0 00 0 oO G ° o 0 0 PROVIDE VERB,. AT ALL 'STOP' 4 'ONLY' STOPBARS (VERIFY SIZE, STYLE 4 COLOR W/ LOCAL JURISDICTIONS) (TYPICAL) 0 O EXTERIOR SLAB SCALE 3" = I' -0" NOTE PAINT SHALL BE VINYL TRAFFIC PAINT MEETING FEDERAL SPECIFICATION TT- P- 115E, TYPE III "WHITE TRAFFIC PAINT, A MINIMUM THICKNESS OF 8 MILS DRY, 16 MILS WET, LAID DOWN IN TWO (2) COATS, EACH COAT 4 MILS DRY AND 8 MILS WET. 4• STRIPING .6 CENTER LANE (TYR/ 1-0" WIDE PAINTED /'hl STRIPING (VERIFY 1 # W/ LOCAL CODES/ TYPE 'B' STANDARD TRAFFIC REGULATION "STOP" SIGN $ POLE SEE SITE PLAN FOR LOCATIONS TYPE 'C' TEXT PER STATE HANDICAP CODE STATUTES RAMP (VERIFY ACTUAL LOCATION ON PLAZA PLAN) RE AI.1 CONCRETE CURB (RE CIVIL/ PAYING (RELIVIU RE A2.1 -425 03300 DIRECTIONAL ARROWS AND STOPBARS DETAIL RE Al .l SCALE' 1/2" = I' -0" lb GA GALV. STEEL SIGN PAINTED W/ BLUE FIELD, REFLECTIVE WHITE SYMBOL 4 1" HIGH REFLECTIVE WHITE LETTERS. SCREW TO POST W/ (3) 114 x 3 4" SCREWS VERIFY W/ STATE 4 LOCAL REQ'S. HANDICAP SIGN SCALE: 1/2" = I' -0" NOTE' VERIFY ACTUAL SLEEVE DEPTH, WIDTH AND LOCATIONS WITH GATE MANUFACTURER I-IOL.D GATE SLEEVE SCALE= 1 1/2" = 2" 0 STEEL POST 1' -0" li (11HI5 DETAIL 15 TO BE USED AT ALL PEDESTRIAN WALKWAY CONNECTIONS) CONCRETE WALK SCALE' 3/8" = I' -0" 1" RADIUS TYP. TM,. PER STATE HANDICAP CODE STATUTES PLAZA OR LANDSCAPING CURB PAVING RE. CIVIL CONCRETE FOOTING RE I/A1.2 RE 6/Al2 02831 CONTROL JOINTS SEE DETAIL 9/41.2 C1) FLUSH CURB DETAIL RB 42.1 -42.5 SCALE 3" = I' -0" 03300 547 (v�V ERIFY)'��� CONCRETE SIDEWALK EXPANSION JOINTS AT 4' -0" O.C. SEE DETAIL 10/A1.2 ASPHALT PAVING —\ PLAZA 111 -1 1 — 111 I 1 1El1 — 111: I —I 1 E111 1E1 In 11 1 F/ 1-111 =i" CONCRETE FOOTING SEE STRUCTURAL — ;❑C! L \CONC. WALK J VERIFY ACTUAL NUMBER OF BICYCLE hTALLB PER LOCAL JURISDICTION BIKE RACK SCALE' 1/2" = I' -0" BOLLARD SCALE' 3/4" = I' -0" NOTE: VERIFY AND COORDINATE PERIMETER FOOTING DRAINAGE SYSTEM WITH SOILS REPORT REQUIREMENTS. DRAINAGE DETAIL PAVER PEDESTRIAN CROSSWALK, SEE DETAIL 16/41.2 FLUSH CURB RAISED DETECTABLE WARNING SURFACE (VERIFY CONCRETE PATTERN WITH LOCAL JURISDICTION) LANDSCAPING (WHERE OCCURS/ HANDICAP RAMP RE: AU SCALE' 1/4" = I' -0" BICYCLE RACKS VERIFY LOCATION PRIOR TO Y INSTALLATION (SEE SITE PLAN) VERIFY COLOR INSTALL RACK ACCORDING TO < 0 0 MANUFACTURERS REQUIREMENTS � PRO`:IDE FOUNDATION PER a MANUFACTURERS REQUIREMENTS CE Q 3 A 7 LL H AU 02810 DRAINAGE GRAVEL WITH FILTER FABRIC WRAP SEE SPEC'S SECTION 02101 — PERFORATED TUBING WITH DRAIN GUARD. RE AI.I RE 6/AI.2 05500 RE 44.1.44.3 SCALE' 1" = I' -0" 02101 SITE DETAILS JUN 2 21999 E. rA W 12 w HV U � EC 2 PROJECT NO. 99111 DRAWN BY JMP CHECKED BY DATE : JAN. 16, 1998 REVISION : A MAR. 20, 1998 BL126,17EPT'.GORR. and GOORDIN. BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 B.W. MEADOWS RD. SURE 430 LAKE OSWEGO, OR 97035 (503) 670-0234 FAX (503) 670 -0235 A1.2 I 0 F.H EVAN'S 4,000 S.F. yNLIMITOD IT01.11! OF CLOCKS 2000 SF.: 40,000 S.F. — IT — , 25 c c c cccc Ilion GCCCCCCGC O TENANT t 25 y 19' 19 25' 19' l y 25' y 11 1 t 25' ; 11,5' 4 IIK07.2.1 7,856 S.F. RETAIL 5,600 S.F. 1 111111110111111 • 25' ; 19' 19' y 25' y 25 REGISTERED -- fAT eF 'iABAETRee L LOADING D DO COMPUTER (3) RENAISSANCE 1,44e sF. RED ROBIN IINTERNATli�NAL) 9,236 S.F. f c yji '1■_ . .t. 1 4. SOUTHCENTE BUILDING '1' PARTIAL SITE PLAN 1-= 3CY- 0" AR 61' [ [ 21 1 CI GI C C c c CI C C 00 C C C c F. ® 23 4 f cc.cicioc GI , cictcicicicicicic —.— — — ' —[--- —....---- -- CCCC C C F.H. SITE PLAN NOTE A. 5EE 5HEET A1.1 FOR GENERAL NOTE5, KEYNOTE-5 ANC; LEDGEND. 5EE SHEET 413 KEY PLAN SEE SHEET 414 SEE SHEET AI5 — 6 0 PROJECT NO. 9/111 DRAWN BY .71. CHECKED BY DATE 1990 REVISION A MAR, 20,1990 L531..PG.DEPTC.Orkk and GOORIOIN. ti 153998 tom aN So.2. PAO 1 6! REM. ,A MAY 5,1990 1*.Pf4516./ ' - 4 . ta-A OQI come. USA ra11.4. BENNER STANGE ASSOCIATES ARCHITECTS, pa 5000 S.W. MEADOWS RD. SURE 430 LAKE OSWEGO, OR 97035 (503) 570-0234 FAX (503) 970-0235 PARTIAL SITE PLAN r.) ral x 0 z 2 E- • fat A1.3 rini 41 JUN 2 2 1998 KEYNOTES — FLOOR PLAN 0 10 CONCRETE SLAB WITH REINFORCING., OVER VAPOR BARRIER. (SEE STRUCTURAL). G.M.U. WALL - SEE ELEVATIONS FOR G.M.U. TYPE. ALUMINUM STOREFRONT SYSTEM. LINE OF CANOPY ABOVE. COILING DOOR. ROOF ACCESS LADDER, SEE DETAIL 24/A6.1 ROOF HATCH, SEE DETAIL 15/A6.1 PREFINISHED DOCK HOOD WITH INTR., GUTTER. DOCK LEVELER. 3 5/0° METAL STUD FURRED WALL WITH BAIT INSULATION BLDG. INSULATION NOTES EXTERIOR WALLS - 5 5/8° FURRED WALLS WITH R -11 BAIT INSULATION B. UNDER ROOF - R -30 BAIT INSULATION FLOOR PLAN NOTES A. ALIGN MASONRY MODULE WITH FINISH FLOOR ADJUST MODULE AT FOOTING. AS REQUIRED. R E4' mt. ©1 m 58 -6' 26' -0' O CO REAM 43 8' CO rt 33'-10' j`k! \ F i - •• r A _,_ . — 1�. „wil rM ... A Ali 7\ Eh © 1 2S -0' UI 36' -6' , O 6 1• 2.- 1• CO BUILDING AREA '1' O PARTIAL PLAN 1 1/16 " =1' -0' BUILDING AREA '1 O 2 and 2' PARTIAL PLAN 1 /16 " =1' -0" L- s W COL. LEGEND — FLOOR PLAN DOOR NUMBER - SEE DOOR SCHEDULE I/A5.1 NEW G.M.U. WALL BUILDING, C.M.U. EXPANSION JOINT. COORDINATE LOCATION WITH ELEVATIONS. - SEE 6 /A1.I 6" MTL. 5T1D5 0 l6' O.G. WITH SOUND INSULATION TO 5714.71/RE ABOVE U.N.O. EXISTING GONG. TILT -LF PANEL 5 1/2" MTL. STUDS AT 16 O.G. TO STRUCTURE ABOVE STOREFRONT SYSTEM - SEE I/A5.1 0 2/A5.1 LINE OF CANOPY ABOVE NEW COLUMN - SEE STRUCTURAL RECESSED W.P. TELEPHONE OUTLET o + 1'- 3'A.F.F. RECESSED W.P. ELEC. OUTLET o +I' -3" A.FF. RECESSED WALL HYDRANT o +1' -3" A.FF. ROOF DRAIN LEADER NEW GONG. SLAB BEE BTRUGT. -• e11 ®�__I1R1©�_III�1�1 1 111l �Q ���II�II�II�I�I��� • 411�iill.11I 111117 = m© o IIIIII � i of � E © . ® ° .� a�� 11�11� I � 1�1�E� i � t iV is I • ��iii 1 ® w ® �s nw XI 4111 ;� ® ® _ 1 BUILDING '1' 12 Q-OQZ3 L __ Ct, TTP. KEYNOTES — PLAZA PLAN 10 LANDSCAPE AREA (SEE LANDSCAPE PLOW II ASPHALT PAVING (SEE CIVIL) 12 CONCRETE PAVING 13 PLAZA AREA (SEE PLAZA PLAN) ® BIKE RACK (SEE DETAIL 5/AI-2) IS HANDICAP RAMP (SEE DETAIL I /AIR) ■I6 PARKINS STRIPING (SEE DETAIL I4 /AI2) IT CONCRETE LOADING RAMP 18 HANDICAP PARKINS SPACE (SEE DETAILS. 2 d 3/A1.2) 19 GONG. WHEEL STOPS (SEE DETAIL 16/A1.2) BOLLARD (SEE DETAIL 15/AI2) PLAZA PLAN NOTES A. B. C. D. E. PROVIDE CONTROL AND EXPANSION JOINTS AT PLAZA AREA AS SHOWN. AT SIDEWALKS PROVIDE CONTROL JOINTS AT 5' -0" O.G. (TYP) AND EXPANSION JOINTS Al' 20' -0" O.G. (TY?) ALIEN JOINTS AT BUILDING CORNERS AND COLUMNS AS INDICATED. BROOM FINISH SHALL BE PERPENDICULAR TO THE BUILDING FACE U.N.O. EXPANSION JOINTS SHALL BE 5/8" MAX., AND SHALL COMPLY WITH ALL REQUIREMENTS OF THE "AMERICANS WITH DISABILITIES ACT ". BUILDING ' BIM. SIM. CUT LINE \T YPICAL JOINT 'N 7COL1A - SEE PLAN 3', w CJ 3 LEGEND — PLAZA PLAN T.O.G. T.O.A. GJ. CONCRETE TOP OF CONCRETE TOP OF ASP PAVING EXPANSION JOINT - SEE DETAIL 10/A1.2 CONTROL JOINT - SEE DETAIL 9/AI2 e `er - �" l � - tee KEY PLAN 1h .0 2, _`y T�_4• ti 1 ' ® rl' ` A CHLINE • 2/A2.1 • 4 --- .. � ..• . F I . II F . � ©W�!i■®1®1� ■ ■ b L ��� a� ® - m - -'. e ®!V VR. ®M © i s e, VP LW c- rl W Z :"4 W U CC 2 W D z z 0 1�1 � a Q lip PROJECT NO. 9,111 DRAWN BY : JMP CHECKED BY: MAM DATE JAN. 16, 1990 REVISION ; MAR, 20, 1990 cnd GOORDIN. r. -4.98 WALL P.EV.� DIMFu BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 S.W. MEA OW�S A R I D. LAKE OSWEGO, OR 97035 (503) 670 -0234 ® FAX (503) 670 -0235 BLDG '12and 3' FLOcR and PLANS PLAZA HZ.1 A f !IN 2 2 1998 I` I 44.8 KEYNOTES - CEILING PLAN (E) SOFFIT BOARD 5/8' EXTERIOR GYPSUM SOFFIT BOARD. NOT USED EXTERIOR INSULATION FINISH SYSTEM OVER UNDERLAYMENT. /E)'YiFF1T VENT WITH INSECT SCREEN. SOFFIT VENT WITH INSECT SCREEN. (E) RECESSED LIGHT FIXTURE. RECESSED LIGHT FIXTURE. 6Y••eb Y•'.•hb6• • f6.2l• •Ssat. O EJ. y 1 •■ • ® NOT USED Ip 2 -0' WIDE x 3/4' PLYIWOD CATWALK, SEE WALL SECTIONS ® J -BOX LOCATION, (SEE ELECTRICAL) 12 CANOPY ACCESS PANEL, SEE WALL SECTIONS 13 ROOF ACCESS HATCH, SEE DETAILS 5 l 24/A,,U GYPSUM BOA CEILING. IS CANOPY DRAFTSTOP, SEE CLG. NOTES AND DETAIL 24/A1.1 BUILDING AREA '1' O 1 PARTIAL CANOPY CEILING PLAN 1/16 " =1 -0 I(> e ■ 1 BUILDING AREA '1 and 2' O 2 PARTIAL CANOPY CEILING PLAN 1/16 ° =1 BUIL ' ING AREA 3' 3 O PARTIAL CANOPY CEILING PLAN 1/16"=1'-0" CEILING PLAN NOTES A. DRAFTSTOPS SHALL BE LOCATED AT A MAX DISTANCE OF 100' -0' AT SPRINKLERED BUILDINGS, AND 60' -0' AT NON- SPRINKU=RED BUILDINGS. B. CANOPY SIGNAGE J -BOX LOCATIONS SHALL HAVE A 20 AMP CI•JUIT TO TENANT PANEL AT 15' -0• AFF. INSIDE CANOPY WALL (COORDINATE WITH TENANT FOR SPECIFIC RECHIREMENTS) C. CEILING HEIGHTS SHOWN ON PLANS OR SCHEDULES ARE FROM FINISH FLOOR TO FINISH CEILING. LIGHTING / ELEC. NOTES ALL ELECTRICAL WORK TO BE DESIGN / BUILD. B. ALL EXTERIOR LIGHTING FOR BUILDING AREAS TO COMPLY WITH WBE.C. SECTION 1532. C. ELECTRICAL CONTRACTOR TO PROVIDE PLANS, LIGHTING SCHEDULE AND / OR SUPPORTING DOCUMENTATION, AS REQUIRED IN WSE.C. SECTION 1141. (it O 0 • d , •-- 4S , fc C3 : 7 ° •& :ki'�i s.. -i�.a rran�ai.: BUILDING '1' DA -- WzE LEGEND - CEILING PLAN LEGEND - CONTINUED ILLUMINATED EXIT SIGN • COMBINATION - RECESSED CAWISTER LIGHT/EXWAUST VENT SEE ELECTRICAL WALL MOUNTED SURFACE LIGHTS SEE ELECTRICAL OJ J -BOX - SEE CEILING PLAN NOTES TYP BUILDING G RECESSED CANISTER LIGHTS SEE ELECTRICAL CANOPY DRAFTSTOP - SEE 24/A1J INTERIOR DRAFTSTOP - SEE 1 /A8.1 l 2/48.1 SOFFIT BOARD CONTROL JOINT - SEE 21/41.1 SOFFIT BOARD EXPANSION JOINT - SEE 22/41.1 ACCESS PANEL CATWALK ABOVE SOFFIT LIGHT 2X4 RECESSED FLUORESCENT FIXTURE 1X4 RECESSED FLUORESCENT FIXTURE SUSPENDED STRIP FLUORESCENT FIXTURE EMERGENCY LIGHTS - SEE ELECTRICAL 1 SUSPENDED FLUORESCENT FIXTURE NEW SOFFIT ADDITION a 16 17 18 TY SIM LIGHT TRACK w/ ADJUSTABLE FIXTURES SUPPLY AIR DIFFUSERS IRE: MECH. DOCUMENTS) RETURN AIR DIFFUSERS (RE: MECH. DOCUMENTS) 2,4 SUSPENDED CEILING GRID EJ. • -- _ KEY PLAN u„U.�v`lr 1 1 H 1 1 L Cl a ■■0 ■ ■ ■■■■1 \ ■ ■■■■1 ■IX ■ ■ 0 ■ ■ ■ G ■■� ■ ■ D ■ MATCHLINE • 2/A2.3 BUILDING '2' SEE SHEET A2.8 FOR CANOPY • GI 19111i• PROJECT NO. 91111 DRAWN BY JMP CHECKED BY DATE JAN. 16, 19913 REVISION MAR. 20, 1998 and GOORDIN. M I 9`1 --8 LL'_ 1 N e L/4 BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 S.W, TADOWS RD, Sl4TE 430 LAKE 08WE0, 06 97035 ( ) 670 -0234 FAX (503)670 -0235 BLDG'1,2 and 3' REFLECTED CEILING, CANOPY PLANS A2.4 1 JUN 2 z 1996 12' DIA REINF. CONC. BOLLARD W/ 3/4' CHAMFERED EDGED AND RUBBED FINISH - FRONDE CLEAR CONC. SEALER C.C. SHALL BE MIN. 2800 PSI AT 28 DAYS 3/4 V- GROOVE' REVEAL SAWCUT OUT 24' SQ. PORTION OF EXIST'G. CONC. WALK RETROFITS TOP CF PAVING. 1R APHALTIC IMPREGNATED FIBER BOARD, CONT ARC., CONC. BASE 4 o4'5 VERT. REINF. o4'6 TIES AT 12' O.C. O 3 BOLLARD DETAIL SCALE: I/2'= I' -0' a v "nixua i • >ro. mt T.uann oP. am r P oet.un >reory PRPE � PAR. EALv >TL SLEEVE MELD Pmt wa TO SLEEVE P PR�IIBnI� PdIM NON-61-1P O 4 HANDRAIL AT STEPS SCALE: N.T.S. FLR. 6146' KEYNOTES - FLOOR PLAN 0 O O O 0 0 O O O 10 CONCRETE SLAB WITH REINFORCING, OVER VAPOR BARRIER (SEE STRUCTURAL). G.M.U. WALL - SEE ELEVATIONS FOR CIA,. TYPE. ALUMINUM STOREFRONT SYSTEM. LINE OF CANOPY ABOVE. COILING DOOR ROOF ACCESS LADDER, SEE DETAIL 24 /Ab.l ROOF HATCH, SEE DETAIL 15/A6.1 PREFINISHED DOCK HOOD WITH INTRE., GUTTER DOCK LEVELER. 5-5/8" METAL STUD FURRED WALL WITH BA, INSULATION FLOOR PLAN NOTES A. ALIGN MASONRY MODULE WITH FINISH FLOOR ADJUST MODULE AT FOOTING AS REQUIRED. O GUARDRAIL 5 SCALE 3/4'.I'-0' BUILDING AREA '2' ED FLOOR PLAN o CONC. BOLLARDS.: OL. FER COMP USA SEE DET. 3/A28 Gk - DOZ3 LEGEND - FLOOR PLAN NEW G.M.U. WALL _ _ _ = EXISTING CO.. TILT -1P PANEL 5 1/2" MTL. STUDS AT I6" O.G. TO STRUCTURE ABOVE STOREFRONT SYSTEM - SEE I/A5.1 6 2/A5.1 A P 4- RD SLOPE 30' ..... 5% MAX. 49' -6' Y.]Qyl' IIN i7�L711 • AZI d l ©' i Aria , Z17 CP 3s' VP DOOR NUMBER - 5E£ DOOR SCHEDULE I/A5.1 BUILDING D.M.U. EXPANSION JOINT. COORDINATE LOCATION WITH ELEVATIONS. - SEE 6 /AT.I LINE OF CANOPY ABOVE NEW COLUMN - SEE STRUCTURAL RECESSED W.P. TELEPHONE OUTLET • + RECESSED W.P. ELEC. OUTLET o +I' -5" A.F.F. RECESSED WALL HYDRANT • +I' -5° A.F.F. ROOF DRAIN LEADER BLDG. INSULATION NOTES MINIUM INSULATION REQUIREMENTS FOR BUILDING SHELL. A. EXTERIOR WALLS : 5-5/8" FURRED WALLS R -11 BAIT INSULATION. B. ABOVE ROOF DECK : R -21 R1612 INEI;tATION oOTTAor cow= A( M GRAN ANA . -.P. ' W `►r- AtERPIK e . Abe LOADING MOM O 2380' TUFIZP *0144, . 3 4 X 3' -4' COL 3' -4 AFF. SLOPE 30' 5% MAX 48' -1 ' , 48 -1 , BLOCK -OUT FOR SLOPE IN SLAB TO FLUSH OUT WITH GRADE. COORDINATE WITH TENANT IMPROVEMENT DRAWINGS FOR COMP USA NEW BUILDING '2' (COMP USA) FIN. FLR. 27.80' 14' -0 I/2• 16'- 51 TP. 24.50 PIPE HANDRAIL EA SIDE RE: 5/A42 FM FLR 28.95' FM FLR 2180' FIN FLR FIN. FLR 28.98' 6' -10' Ct IS 0, ROOF PLAN NOTES KEYNOTES - ROOF PLAN BUILT -UP ASPHALT BITUMINOUS ROOFING. METAL COPING. METAL WALL FLASHING - SEE DETAIL. T /A6.1 METAL GUTTER AND DOYEN SPOUT SYSTEM. SHEET METAL DOWNSPOUT 6 SCUPPER WITH OVERFLOW, SEE DETAILS - 16, 19, I8, 20 AND 22/A6.1 ROOF SUMP - SEE DETAIL 21/A6.1. SHEET METAL ROOF VENT AT 20' -0" O.G., TYPICAL. CORNICE (DASHED LINE INDICATES WALL. BELOW). PREFINISHED DOCK HOOD WITH INTEGRAL GUTTER. ROUTE ROOF DRAIN AND OVERFLOW DRAIN DOWN THROUGH MASONRY COLUMN, SEE WALL SECTIONS. CONCRETE SPLASH BLOCK. ROOF HATCH - SEE DETAIL 15/A6.1 LOUVERED ROOF VENT, SEE DETAIL II /A6.2. MECHANICAL UNITS. COORDINATE LOCATIONS WITH STRUCTURAL AND MECHANICAL. SEE DETAIL 12/A6.1. PROVIDE CRICKETS AS REQUIRED AT HIGH SIDE FOR PROPER DRAINAGE. PROVIDE CRICKET - SEE ROOF PLAN NOTE'S'. PLUMBING ROOF VENT, SEE DETAIL 19/A6.1 A. INSTALL VALLEY AND RIDGE FLASHING PER MANUFACTURERS INSTRUCTIONS. B. AT CRICKETS, PLYACOD EDGES AT THE BASE OF THE CRICKET MUST BE BEVELED TO ACHIEVE A SMOOTH TAPERED TRANSITION TO THE PLANE OF THE ROOF DECK. THIS 15 THE PESPONSIBILITY OF THE DECK CONTRACTOR. G. PAINT ALL EXPOSED SHEET METAL NOT SCHEDULED FOR PREFINISH. D. PAINT ALL ROOF TOP EQUIPMENT TO MATCH BUILDING COLOR AS SELECTED BY ARCHITECT. E. PROVIDE ROOF HATOH D LADE. COORDINATE EXACT LOCATION WITH OWNER AND TENANT AN -SE E DET 24/A6.1 F. SPACE WALKPADS AT MECHANICAL UNITS TO ALLOW FOR DRAINAGE. BUILDING AREA '2' O ROOF PLAN 2 LEGEND - ROOF PLAN TO.M. - T.O.P. RD - DS - KEY PLAN CRICKET, TYPICAL MECHANICAL UNIT AND PERIMETER WALK PADS ROOF CONDUIT AS REQUIRED MECHANICAL UNIT ZONE TOP OF SHEATHING TOP OF MASONRY TOP OF PLATE OVERFLOW DRAIN ROOF DRAIN DOWNSPOUT (E) STRUCTURE PROJECT NO. 91111 DRAWN BY : JMP CHECKED BY DATE : JAN. 16, 1998 REVISION MAR 20, 1998 and COORDIN, Q e -4 -98 MAS COMP. USA EXPANSION II IA2 -6DWG BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 S.W. MEADOWS RD. 430 LAKE OSWEBO 97035 (503) 670 -0234 FAX (503) 670 -0235 BLDG'2' FLOOR and ROOF PLAN x 0 z z 0 z co Elf t 1 A28 FINISH SCHEDULE e G.M.U. - SMOOTH G.M.U. - SMOOTH WITH CENTER SCORE G.M.U. - SPLIT FACE G.M.U. - 8" SPLIT FACE WITH CENTER SCORE CMU. - RECESSED 4" SMOOTH FACE 6 CONCRETE CURB/BASE 6" H1614 CONCRETE COLUMN CURB ALUMINUM STOREFRONT SYSTEM - SEE 1 /A5.1 a 2/A5.1 ACCENT - SEE DETAIL 4/A6.1 SYNTHETIC PLASTER SYSTEM 1 -1/2' REVEAL - SEE DETAIL 16/A1.1 6° REVEAL - SEE DETAIL 16/A1.1 SIM. METAL STANDING SEAM ROOFING SYSTEM MET, COPING MISCELLANEOUS METAL STEEL DOOR AND FRAME J 24' BUILDING '1' F LJ I I I I u u I TYPICAL PAINT SCHEME FOR ENTIRE WALL L BLDG. 'A' – RED ROBIN O PARTIAL ELEVATION 1/16 " =1' -0" SEE DETAIL "A" FOR SOFFIT PAINT Ark La /LAMA AA 1 AM L d # mvm , SLUM I - rare� ill P. Illtl IMIIIMINI AA ©AD ©AA© ©A vv ®sv ®mm® my Q SYMBOL DESIGNATION MATERIAL ACCENT SOFFIT STEP RECESS HEIGHT • WOOD TRELLIS SYSTEM • (E) G. GON TILT - UP WALL SCONCE PROVIDED BY TENANT INSTALLED BY CONTRACTOR LJ I I I I I I I 1 O ARCI -I BUILDING '1 and 2' O PARTIAL ELEVATION 1/16"-T-0" SEE DETAIL "A" FOR SOFFIT PAINT ® BIM. • COILING DOOR • PREFINISHED DOCK HOOD WITH INTREGAL GUTTER • BOLLARDS e EXTERIOR LIGHT - SEE ELECTRICAL • 0.0 PRE-FABRICATED STEEL FRAME AWNING W/ METAL ROOFING - SEE SECTION e BATTLEMENT - SEE DETAIL 19 4 20/A6.2 e (E) CANOPY, PAINT e (1U CANOPY RECESS W1 SYNTHETIC PLASTER SYSTEM, SEE SECTION CORNICE Y4/ SYNTHETIC PLASTER SYSTEM SFE SHEET A4.8 e PROVIDE BLOCKING FOR SI =NASE VERIFY W NG / ARDHITEGT PRIOR TO FRAMI e SYNTHETIC PLASTER REVEAL - SEE DETAIL 14/A1.1 • BABIES -A-US ICONS PROVIDED BY TENANT INSTALL BY GONTRAGTOR - see SPECIFICATIONS • (E) SCREEN WALL - PAINT r 1--1 u TYPICAL PAINT • TYPICAL PAINT SCHEME FOR ENTIRE WALL WALL OPENING • 20.-0. iicSI11 i111 I ,MI FINISH /COLOR SYMBOL DESIGNATION COLOR C-1 'MILLER' CW0511 SOLO WHITE COLOR G -2 'BEHR' 3Al2 -4 SILVER MUSHROOM COLOR C-3 'MILLER' 0005M OLDS FASHION COLOR C-4 'MILLER' 8602W THRESHOLD GRAY COLOR C-5 MILLER' 8121W CLAY BEIGE COLOR G-6 MILLER' 82301 SUNBAKED SAND COLOR C-1 MILLER' 8235M CRISP KHAKI COLOR G-8 DOLOR G 9 DOLOR G -10 DOLOR G -11 COLOR G -12 COLOR G -13 BEHR' SA41 -3 MEMORY VIOLET SHERWIN WILLIAMS' SEMI -GLOSS BLACK BEHR' 3831 -2 LYNX BEHR' 3861 -1 PARTRIDGE WINS MILLER' 8801W STUDIO GRAY MATCH ADJACENT COLOR AIL • a © __ vvm AM. m B AF F. 25' -0' AFF. TD. P. 20' -0' AF F. TA. 17 12' -0' AFF. TA. P. 10' -0' APP. FIN FLR. 0' -0 1 m I I IZV r1 r1 I TA. P. 33' -0' AF F. T.O. P. 20' -0' AF LJ AM IO0 A £© Ilk © AA vNvm® v sv v • • O AMA4 ©DA AMA ©AM ALi 1170 VFW 00 \��mmvlmF37 RM � SIi�zli it / / ∎1•ii■ N ■1■� ■11 ul611711111 ■tom 212MIN■ 1� 1u �e J I I■ I N 1 t; I� � I�N ■ �' ■'tl Ic+ to �' ©P ©A AM AM i A AM A my VOV00 ©t7 vvvm ©AA r . ©AA y UV y I �� I■IZ �I MI = MI vm • © AA £ ® MY 1L7 v 18 11 - - v 25' -0' AFF. r1 I u TYPICAL V v° © ° v A v A Vay .1�111.111.u11111I1111111.. ::::1 -11I111I m T\.II' e%„.. - �■ II v� B ,1 - n AM. vv 20 A62 V117 T.O. P. 20' -0• A.F . TO P. m TY AM V 0 0 O AM Ek. 117 N7 lb I II inmmurAule T' ©® g • ® u I I 14 15 ( // 16 18 19 20 21 22 23 24 25 SHERWIN WILLIAMS' COLOR C-14 SW2149 MOTIF MAUVE COLOR G -15 'MILLER' 8522W GRAY DIGNITY COLOR 0-16 BEHR' 3A48 -3 STATELY LADY DOLOR G -1, BEHR' 21349 -6 WATER ROCK COLOR C -I8 MILLER' 8554 RISING SMOKE COLOR G -19 BEHR' 3A49 -5 CASI3AH COLOR G -20 COLOR G -21 MILLER' AC129N POMPADOUR COLOR G -22 COLOR C.-2S 'BHP' REGAL BLUE COLOR G -24 BHP' SNOWDRIFT WHITE COLOR G -25 19 LJ SIM. / 40' -0' AFF. EE RECESS IMPERIAL PAINT' DTM RED SLOBS JADE GREEN BHP' OLD TOWN GRAY L ii ELEVATION NOTES I. ADJJST TOP OF FOOTING ELEVATION AS REQUIRED BY SITE CONDITIONS AND AS REQUIRED AND DIRECTED BY THE SOILS ENGINEER. 2. ALL CONGEALED MASONRY WALL AREAS SHALL BE SMOOTH TYPE G.M.U. OMER SEE FIN' SCHEDULE NOTE: SOFFIT UNDERSIDE COLOR SHALL MATCH ADJACENt OUTER FACE COLOR - TYP. A SOFFIT PAINT SYSTEM A SCALE: N.T.S. 12' Ti MERICA = BEST 12' F __- _,DL___ -F( lT117rf1TrITT17 TflTl"17TI�Tl '11111111111111111111111111111 11'1'11111 U1L L U1L11 LU L UI11UUU U 0 "® ® BLDG. 'A' – RED ROBIN D PARTIAL ELEVATION 1/16 „ =1 -0 O PARTIAL ELEVATION 1/16 " =1' -0” SEE DETAIL "A" FOR SOFFIT PAINT a ©. 0 m © ` m _ © a © m © CP' / ©_ BIM © al m" ® O 0 9 �_ BIM BIM. ��� ® 'IS �- is ® 0 \ 0 AAA©©A0Lk © ©AAAAM ©© A ©ism. V 0` ®O m ME MY V® I9 ©D ®mvv0vv vvv ® ®0V V m v ® © ® ® ®® Y p D © I CJ D ©© D © © DD ©I.`1 ©D ©,0 J ©4�, ©AAA D r m� .34'_ __ 1 ■ , ' 1. d4 . e v m GL v mvvvmQ3•vmv_ I� v ®rcf ® m'0® v B T.O. I P. , .�a�i._= _ I I • I! hi t i i _ J k rte. 13 S , T \, � /I� � TA P t • ► I � 3 0 • P �• -.- .A .Sii1 ■I- \ !_I / lini 3- , � v _ 3m- mAF�i , a t�i■Ili_ �I I ��ao�i��l_ ! f��I��►�J� �NI __III X 11 :o �� 1 !111∎M 11 110M i ::: ■■�OM1 i■■i:■ 1:11■��� =_ � ! II . I -- N inm „„m _ 7 .. __..,,___�_ _M�f_�_ -6. .. I;. � I�llrll � --► : ��N IMAM -� .. 1' 111 l IHNIII '� -�"�f� IIIIIIII. II I�, a. .., .1 .■ t ! "�11�I�� 11 r •0 � MI -N i I ° I•■1 �711 •ui\ i i —: — ■I = I"-,n1 ■n ---C; 1 ii ;� ■■11■Iiuio � n r■ I �11LII II��II i i imp_ m ■ rants :;,1 � u I I!i _ � ,- - 1 1 11 I ■ � � i■� � � ► ��� = -- �� �i �n ■� : J I.a■■� �■ ■� I� ■_■� �r��f� I I ■ e u c�I��j�I1 I n l i u - I t ■ ■�>• - -■I —I -__ u ■ Y� n ■ un 1 ■i ■ ■.” i !1 1 11 ■ e_II ! '■I. . II i ] ■ _ ' ` r 1 ■ - c-- = = ■1 -I Ji -� - 11 �� ,, 1 ■B - - l' ili F II R i ll t1 :0.., • - -, _ __ I■ _ ■1■. €,..m■■ow ....11 mil— - 2. N-11 C_ -� ■u■�. —.._ .— I Ii�� ..■■w-r�E 1�- �♦,�_. .�III��. II 4 IIF D 3 © ©D© D ICtP kA L D © A A ©D B DAD 4 x © ADD D 0 ©A © AD 0�0� © 4 D G MY p A A A A A i 2_, B ©�ALIi -- -i V�0 V V 0v00 V V V V V V V VI VI vv v Ovvv1717 V ® © © H v0 MY MY v 8 `- O V vv v v TY v O V VV 3 ''J vvv 23 vv� 24 ' A 0= ° v v A AAMAAAAM MY v ®v vvv ARCH (p A CENB HIND 24' T A. P. F. IMO Ni P I, .1111111111/1111 IN111 11111 u1 MU u1111 ■. n 1■ul moo DI INalviti1lul Illul nl mom 1I I IU 1111u uI III UqI III HMI m it 11111I IIIIII (11111 ®IllIIIIII 11111111 IIlu uluulluuuuluuuhI MINI IIIH ', A© e ©AAA .� ® ® 8 VOOV s 29' -0' BUILDING '2 and 3' PARTIAL ELEVATION 0 1 TA. P. 35'-0' AF. 1/16 " =1' - SEE DETAIL "A" FOR SOFFIT PAINT T.B. COLUMN • STORE FRONT ARCH 12 2 TO. P. 39' -0' APP. TO. P. TA. P. 1 29' -m' APP. tA. P. 0' AFF TA. P 1,' -0' AFF TA . P . 12' -0' AFF FIN FLR 0 RECESS AFF • 25' -0' APP. T.O. P. 20' -0' APP. T.O. P. 12' -m• APP. AFF. TD. P. 0' -0' APP. pulp I J W �1 x W ° Z U g CC 2 a >- Q . � z • a E Q "a a •PROJECT NO. 91111 DRAWN BY JMP CHECKED BY DATE JAN. 16, 1998 REVISION MAR. 20, 1996 Q BL126DEPT.CORR. and COORDIN. MAY 15, 1998 Q A/S GAR'S TS / BABIES G -4. A/5 1, z • 11, t tgrf,elly,t=cv. BENNER STANCE ASSOCIATES ARCHITECTS, P.C. ■ 5000 S.W. MEADOWS RD. ■ SUITE 430 LAKE OBWEQO, OR 97035 1 (503) 870 -0234 FAX (503) 670 -0235 EXTERIOR ELEVATIONS e e e FINISH SCHEDULE C.M.U. - SMOOTH C.M.U. - SMOOTH WITH CENTER SCORE C.M.U. - SPLIT FACE C.M.U. - 8' SPLIT FACE WITH CENTER SCORE C M U - RECESSED 4 SMOOTH FACE 8' CONCRETE CURB/BASE 6' HIGH CONCRETE COLUMN CURB ALUMINUM STOREFRONT SYSTEM - SEE 1/A5.1 8 2/A5.1 ACCENT - SEE DETAIL 4/A6.1 SYNTHETIC PLASTER SYSTEM 1 -1/2' REVEAL - SEE DETAIL 16/A7.1 6' REVEAL - SEE DETAIL 16/A7.1 SIM. METAL STANDING SEAM ROOFING SYSTEM METAL COPING MISCELLANEOUS METAL STEEL DOOR AND FRAME SIM (E) CONC. TILT -UP 0 ISIEr 12/ AA mS OA °v- RA /A AL 1■a�l ■■ eeeei- eeeee- M!w. . i■i : : : I.■: .min■ ∎mmimI — ■um■ m ' �- .�..�� Bli�� brim arm .I IN za :E~Mrdetnii 11 O 0 I A ur 4 ©A QA ©A© A ©© QAVA vv vvW 7' v NE/ s vv B 00 TAP. APP. TOP. 12' -0' - AFF. TOP. - ARP TAP. TDP. IZIF 4 Rik SIM. lir 0 0 © 0 SIM. 0 p0 ALALBI Mk AL 4 ©/11AL © Q TUC/ m� v�v�0 m' Sr MY Im 0v li �rri � ■�II�■ BA ■.rai fl I' h uiUi UU T ® reliTIEWIPMERPEMEATIE w AL _ 2244' RETAIL PAD #1 0 SOUTH ELEVATION 28' -8' APF. }) T.O.P. 1/16 " =1' - 0" SEE DE -AIL "A" FOR SOFFIT. PAINT CONDITION © SYMBOL DESIGNATION MATERIAL -.4-- ACCENT SOFFIT STEP RECESS HEIGHT PREFINISHED DOCK HOOD WITH INTREGAL GUTTER BOLLARDS EXTERIOR LIGHT - SEE ELECTRICAL )PRE- STEEL FRAME AWNING W /METAL ROOFING SEE SECTION BATTLEMENT- SEE DETAIL 19 8 20/A6.2 (E) CANOPY, PAINT (N) CANOPY RECESS W/ SYNTHETIC PLASTER SYSTEM, SEE SECTION CORNICE W/ SYNTHETIC PLASTER SYSTEM SEE SHEET A4.8 PROVIDE BLOCKING FOR SIGNAGE VERIFY W/ ARCHITECT PRIOR TO FRAMING SYNTHETIC PLASTER REVEAL - SEE DETAIL 14/A7.1 WOOD TRELLIS SYSTEM BABIES- -86 ICONS PROVIDED BY TENANT INSTALL BY CONTRACTOR - SEE SPECIFICATIONS (E) SCREEN WALL -PAINT WALL SCONCE PROVIDED BY TENANT INSTALLED BY CONTRACTOR e � 24' D 000_5 ar_ L� FINISH /COLOR Y SYMBOL DESIGNATION e COLOR -1 'MILLER'CW051W SOLO WHITE e COLOR 02 'BEHR' 3Al2 -4 SILVER MUSHROOM e COLORC-3 'MILLER' 8803M OLDS FASHION e COLOR C-4 'MILLER 8802W � \ THRESHOLD GRAY t H� COLOR CS e COLORC4i 'MILLER' 8230W SUNBAKED SAND e COLOR C-7 'MILLER' 8233M CRISP KHAKI e COLOR C-8 'BEHR' 3A47 -3 MEMORY VIOLET e COLOR C -9 'MILLER' 8721W CLAY BEIGE 'SHERWIN WILLIAMS' SEMIGLOSS BLACK Im COLOR C -10 'BEHR' 3837-2 LYNX II COLOR C -11 'BEHR' 3837 -1 PARTRIDGE WING 12 COLORC -12 'MILLER' 8801W STUDIO GRAY 13 COLOR 013 MATCH ADJACENT COLOR RETAIL PAD 4i1 EAST ELEVATION 1/16 " =1' -0" SEE DETAIL "A" FOR SOFFIT PAINT CONDITION COMP USA CD REAR ELEVATION F EAST PAINT ON ITION F' -AFF TAP. 'SHERWIN WILLIAMS' 14 COLOR 014 SW2149 MOTIF MAUVE IB COLOR C -15 'MILLER' 8522W GRAY DIGNITY 18 COLOR C-16 'BEHR' 3A48 -3 STATELY LADY IT COLOR C-17 'BEHR' 2849£ WATER ROCK 18 COLOR C-18 'MILLER 8554 RISING SMOKE 1 3 COLOR C -19 'BEHR' 3A49-5 CASBAH e COLOR C-20 'IMPERIAL PAINT DTM RED GLOSS 21 COLOR C -21 'MILLER'AC129N POMPADOUR 22 COLOR C -22 23 COLOR C -23 22 0 AFF. 022' -m' -AFF TAP. TAP. ESJ=I ES= c 'BHP' JADE GREEN 'BHP' REGALBLUE 24 COLOR C -24 'BHP' SNOWDRIFT WHITE 25 COLOR C -25 'BHP' OLD TOWN GRAY SIM. SIM C P 4 e vm v l A vm® O ik 11A v -O bee�e -�iil. ee�G eee- ee a -� i��i 12' -0• - APRA, I2 - APR ■� ��1►1� ■ � ■�/1 llm -m, TAP.Y TAP. AFF. nl.IIn �11 ■ ■nI�,I i, -_. -: II nl ��Iyyy���III nl 11 .� il 141 nl 2 nl .. • - ��At�l_1 \._�����.i����l�7i i_ TAP. � AP. LAd inA ; Q�Q k A 0 k vs Im NC/ 0 ®vm0ve NE/ ' vw 1E/ 117 RETAIL PAD #1 O NORTH ELEVATION 3 SFE DETAIL "A' FOP S =FFIT PAINT CONDITION. DOCK HOO FOAM DOCK SEAL ELEVATION NOTES 1. ADJUST TOP OF FOOTING ELEVATION AS REQUIRED BY SITE CONDITIONS AND AS REQUIRED AND DIRECTED BY THE SOILS ENGINEER. 2. ALL CONCEALED MASONRY WALL AREAS SHALL BE SMOOTH TYPE C.M.U. cl2 OUTER r TYPICAL SEE SCHEDULE NOTE: SOFFIT UN. ERSIDE COLOR SHALL MATCH ADJACENT OUTER FACE COLOR - A SOFFIT PAINT SYSTEM A SCALE: N.TB. e0 A v v NEW STEEL SERVICE STAIRS AND RAILING SEE 4/A4/ OCK BUM RS TAM. • COMP USA m' -m• AFF. COMP USA CD REAR ELEVATION - NORTH S EE DETAIL "A' FOP SOFFIT PA'11T�0:,�'I TCIJ KEY PLAN SIM RETAIL PAD 4k1 WEST ELEVATION 1/16 " =1' -0" SEE DETAIL "A" FOP SOFFIT PAINT CONE TION W Z W 0 W Y D c^ CO 2 CC PROJECT NO. 97111 DRAWN BY JMP DATE: JAN. 16, 1998 CHECKED BY REVISION G MAR. 20, 1998 BLDOAEPT.CORR. end COORDIN. MAY MOSS MUY'I Q AAJ No. 2 PAD 'A' REv15EA Z\ c N4 COMP WA FYXPML• BENNER STANGE ASSOCIATES ARCHITECTS, P.C, 5000 S,W, MEADOWS RD. SURE 430 LAKE OSWEOO, OR 97035 (503) 670-0234 FAX (503) 670 -0235 EXTERIOR ELEVATIONS 2x BLOCKING BEYOND 6'X 20 GA STUDS AT 16' OA. WITH 5/8' TYPE 'X' GYP. BD, EACH SIDE GYP. BD, TO BE TAPED 4 SANDED READY FOR PAINT FINISH. CONTINUE GYP. BD. TO UNDERSIDE OF ROOF SHEATHING, BOTH SIDES. SOUND INSULATION AT DEMISNG WALL ONLY NOTE: O REFER TO STRUCTURAL ROOF FRAMING PLANS FOR NEW AND EXISTING CONDITIONS, WALL SECTION A SCALE: i/2' = I' -0' WALL SECTION SCALE: 1/2' = �I gume : BEYOND 1/)• PLTE, EA SIDE, SHEAR WALL 2 BLOCKING AT 10' -0' O.C. TYPE BD, EA SIDE 6'X 16 GA STUDS AT 16 OA. WELDED WIRE MESH FOR SECURITY SOUND INSULATION AT DEMISING WALL ONLY FIN. PLR T NOTE: REFER TO ST EXISTING L ROOF FRAMING PLANS FOR NEW AND EXISTING CONDITIONS, NOTE: REFER TO STRUCTURAL ROOF FRAMING FLANS FOR NEW AND EXISTING CONDITIONS, WALL SECTION A SCALE: 1/2' = I' -0' -6' X 20 GA STUDS IT N6' O.C, WITH 5/8' TYPE 'X' GYP, BD, EACH SIDE GYP, BD. TO BE TAPED SANDED READY FOR PANT FINISH, CONTNUE GYP, BD. TO UNDERSIDE CF ROOF SHEATHNG, BOTH SIDES, PROVIDE 5/8' WATER RESISTANT GYP, BD. AT IESTROOM SIDE, TY. FIN FLR J 0' -0• q WALL SECTION SCALE: I/2' = I' -0' DEFLECTION HEAD r 6, '1A 8 WALL SECTION SCALE: 1 I/2' ' I' -0' 8 SCALE: 1/2' = I' -0' SCALE: I/2' = I' -0' WALL SECTION \� TA. MASONRY (RE: ROOF PL4N) - / 2 CLEAR DISTANCE GAP FOR DEFLECTION GAP FOR DEFLECTION INTERIOR TRACK SPECIAL OVERSIZE DEFLECTION TRACK 2' MIN. DEPTH CHANNEL 1 I/1' COLD ROLLED CHANNEL ATTACHED TO TAB TO STABILIZE STUDS, PLACE FIRST ROW OF LATERAL BRACING WITHIN 12 OF SLIP TRACK FIN FLR 0' -0' 1 INTERIOR SCALE: V2' = I' -0' WALL SECTION GII TA. SHEATHING ® % fi n (RE: ROOF AN) Q M 1 °,- A ® pp 0 NG 4p �� 1 E RO I4 11 111 1 14 111 111 111 111 11 111 111 O 11 a O 1 INTERIOR l AWALL SECTION KEYNOTES NOTE : THIS LIST OF KEYNOTES IS THE SAME FOR SHEETS A4,I AND 442 BUT ALL KEYNOTES ARE NOT NECESSARILY APPLICABLE TO BOTH SHEETS. 0 O CONCRETE CURB - EE CIVIL O 4' CONCRETE PLAZA WITH b x 6 WA x W.4 UMW. OVER 6' COMPACTED GRANULAR FILL, O CONCRETE FOUNDATION SYSTEM - SEE STRUCTURAL O I' SAND OVER VAPOR BARRIER OVER I' SAND OVER COMPACTED GRANULAR FILL - SEE SOILS REPORT FOR GRANULAR FILL REQUIREMENTS O UNDISTURBED SOIL O PERIMETER FOUNDATION DRAIN - SEE DETAIL 11/412 O CONCRETE SLAB WITH REINFORCNG - SEE STRLCTURAL O 3 /6 NEAR EXPANSION JOINT FILLER PROVIDE SEALANT AT EXTERIOR - SEE DETAIL 10/412 10 CAL. WALL - SEE ELEVATIONS FOR CAL. TYPE AND SEE GENERAL NOTE 'A' BELOW, FOR INSULATION REQUIREMENTS II ALUMINUM STOREFRONT SYSTEM 12 SYNTHETIC PLASTER SYSTEM OVER IU/' EXT. RIGID INSULATION WITH DRAINAG -E SYSTEM OVER UNDER_AYMENT M1D WALL BREATHING ASPHALT PAVNG (PATCH 4 SLURRY COAT) - SEE CINL pave, - SEE DTL. II /A1.1 MISC. FRAMING - SEE STRUCTURAL ROOF FRAMING - SEE STRUCTURAL BEAM - SEE BTRUCTUR'L CANOPY STEEL FRAMING SEE STRUCTURAL 5/8' TYPE 'X' GYP. BD. 2' -0' WIDE BY 3' -0 HIGH - 1/2' PLYWOOD ACCESS PANEL - HINGE AT SIDE, WITHN LATCH AT OPPOSITE SIDE, (LOCATE PER REFLECTED CANOPY PLAN) SOFFIT VENT WITH INSECT SCREEN .CESED LIGHT FIXTURE - EE REFLECTED CEILING PLAN) 5/8' EXTERIOR SOFFIT BOARD 2' -0' WIDE x 3/4' PLYWOOD CATWALK TENANT BIGNAGE NJA. -SE ELECTRICAL FOR J BOX LOCATION PLYWOOD ROOF SHEATHING - SEE STRUCTURAL WALL BATT INSULATION ROOF BATT INSULATION METAL STANDING 8E01 ROOFING SYSTEM BUILT -UP ASPHALT BITUMINOUS ROOFING PREPINI0HED METAL CAP FLASHING METAL WALL FLASHING - SEE DTL. 1 /A6.1 METAL GUTTER SYSTEM SHEET METAL DOWNSPOUT 4 SCUPPER W/ OVERFLOW SEE DETAILS - 16, 11, 4 20 46.1 ROOF SUMP - SEE DTL 21/ A6.1 ROOF DRAIN AND OVERFLOW DRAIN PROVIDE CLEAT ON EXISTING PARAPET FOR FOR NEW COPING/FLASHING MET, STANDING SEAM AWNING A TUBE STEEL STRUCTURE EE DETAIL 13/41.1 CANOPY WALL VENT, SEE DTL II /462 (E) CONCRETE FOUNDATION SYSTEM TO REMAIN 0E) CONCRETE SLAB TO REMAIN 0) ROOF STRUCTURE TO REMAIN (E) CANOPY 2 SOFFIT TO REMAIN (PATCH 4 PAINT) 1E) BUILT -UP ASPHALT BITUMINOUS ROOFING TO BE PATCHED (E) ROOF DRAIN TO BE CAPPED OFF FROM (E) CANOPY (E) STOREFRONT TO REMAIN 0) STRUCTURE TO REMAIN (p41311 LINE OF (N) CANOPY - BEYOND RELOCATE 01 ROOF DRAIN AS NECESSARY SEE ROOF PLANS FOR PROPOSED LOCATION GENERAL NOTES ALL EXTERIOR CONCRETE BLOCK CORES (EXCEPT AT CANOPY COLUMNS) ARE TO BE PILLED, AT LEAST 50% CF CORES MUST BE FILLED WITH vER'1ICUL1TG OR EOJIVELENT FILL INSULATION. cc W z PROJECT NO. 91111 DRAWN BY JMP CHECKED BY: DATE: JAN. 16, 1946 REVISION ,\ MAR 20 !990 AO BLOSDEPTRR, and GOORDIN. CANOPT ROOF VENT - BEE 6036140411043 SYN. PLASTER 8444030 BUTTR¢60 0) 10 BE DEMOLISHED 8141HETIC PLASTER KEYSTONE ACCENT CONCRETE BPLABH BLOCK WALL SCUPPER - SEE DETAIL XX /AXA FIRE SPRINKLER AT OD CANOPT' DRAIN LINE 0) MECHANICAL SCREEN - PAINT 1E1 ROOF AT NM. CONDITION f J 15 "s�. DECORTIVE STEEL FRAMING WALL (E) CANOPY TO REMAIN SECTIONS PROVIDE 6' HOLES • 24' 00 FOR VENTALATION ROOF STRUCTURE • BIMULAR CODITION - VERIFY EXISTING CONDITION BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 S.W. MEADOWS RD. SUITE 430 LAKE OSWEGO, OR 97035 (503) 670 -0204 FAX (503) 670 -0235 A ®.1 0 • I JUN 2 21998 e m v T.O. CONC. D a LOADING OCK WALL SECTION KEYNOTES NOTE : THIS LIST OF KEYNOTES IS THE SAME FOR SWEETS A4.I AND A42 BUT ALL KEYNOTES ARE NOT NECESSARILY APPLICABLE TO BOTH SHEETS. ® CONCRETE CURB - SEE CIVIL ® 4' CONCRETE PLAZA WITH 6 x 6 W.4 x W.4 W.F. OVER 6' COMPACTED GRANULAR FILL. ® CONCRETE FOUNDATION SYSTEM -SEE STRUCTURAL I' SAND OVER VAPOR BARRIER OVER I' SAND OVER ® COMPACTED GRANULAR FILL - SEE SOILS REPORT FOR GRANULAR FILL REQUIREMENTS CG UNDISTURBED SOIL ® PERIMETER FOUNDATION DRAM - SEE DETAIL 11/412 ® CONCRETE SLAB WITH ...FORCING - SEE STRUCTURAL ® 3/8' FIBER EXPANSION JOINT FILLER PROVIDE SEALANT AT EXTERIOR - SEE DETAIL 10/412 STEEL DOOR JAMB AND HEAD CHANNEL DOCK BUMPER FN. FLR 3'x3' STEEL ANGLE W/ ANCHOR 6' CONCRETE SLAB WITH REINFORCING SEE STRUCTURAL ATD. COYC. • LOADING DOCK FIN FLR + TA. MASONRY (RE:ROOF PLAN) , TD. SHEATHING (RE:ROOF PLAN) PREFINISHED DOCK HOOD WITH INTEGRAL GUTTER ASPHALT PAVING (PATCH SLURRY COAT) - SEE CIVIL STEEL DOOR JAMB AND HEAD CHANNEL DOCK BUMPER 10' STEEL CHANNEL 6' CONCRETE SLAB WITH REINFORCING SEE STRUCTURAL AT DOCK DOOR ■ ■ p aU.l i MINE O /2 1 =111 11=11 ,1 DOCK LEVELER SCALE: 1/2' = I' -0' WALL SECTION SCALE: I/2' = I' -0' INTERIOR 1 3'x3' STEEL ANGLE � - u uTl 'ITI�i =�IT� I ITrITi o �u' 1 � � ' COILING OVERHEAD DOOR 1 INTERIOR 1 A CMU. WALL - SEE ELEVATIONS FOR CAL. TYPE AND SEE GENERAL NOTE 'A' BELOW, FOR INSULATION REQUIREMENTS ALUMINUM STOREFRONT SYSTEM SYNTHETIC PLASTER SYSTEM OVER IUj' EXT. RIGID INSULATION WITH DRAINAGE SYSTEM OVER UNDERLAYMENT AND WALL SHEATHING REVEAL - SEE DTL. II /4161 MISC. FRAMING - SEE STRUCTURAL ROOF FRAM. - SEE STRUCTURAL BEAM - SEE STRUCTURAL CANOPY STEEL FRAMING SEE STRUCTURAL 5/8' TYPE 'X' GYP. BD. 2' -0' WIDE BY 3' -0' HIGH - IR' PLYWOOD ACCESS PANEL - HINGE AT SIDE, WITFN LATCH AT OPPOSITE SIDE, (LOCATE PER REFLECTED CANOPY PLAN" SOFFIT VENT WITH INSECT SCREEN TDP. fl (RE ROOF PLAN) TO. SHEATHING (R: ROOF PLAN) oo 2x BLOCKING AT 10' -0' O.. REMOVE W' /2 CAP 4 SHEET METAL COPING. 6 X 20 GA STUDS IT 16' 0.C. WITH 5/8' T P 'X' GYP. BD. EACH SIDE GYP. BD. TO -L TAPED 4 SANDED READY FOR PAINT FINISH. CONTINUE GYP( BD. TO iNDERSIDE OF ROOF SHEATHING, BOTH SIDES. SOUND IN6UF41'ION AT DEMI85. WJALL ONLY I FIN. FLR I / � i0o ooc o0eh/ FILL SEE STRUC. SOIL REPORT REMOVE PAVING SEE CIVIL NOPY SECTION SCALE: I/2' • I' -0' 0 .Oo oe O 0oo.0o.0, q U GC o0 OCP00°0GooC 0'00 OCid Oo 000000 oGO. o.O'0000 o OO go .,,oc00 o`c o ooa00000 oc o $*. RECESSED LIGHT FIXTURE - SEE REFLECTED CEILING PLAN) 5/8' EXTERIOR SOFFIT BOARD 2' -0' WIDE x 3/4' PLYWOOD CATWALK TENANT SIGNAGE N.I.C. -SEE ELECTRICAL FOR J BOX LOCATION PLYWOOD ROOF SHEATHING - SEE STRUCTURAL WALL BATT INSULATION ROOF BATT INSULATION METAL STANDING SEAM ROOFING SYSTEM BUILT -UP ASPHALT BITUMINOUS ROOFING PREFINISNED METAL CAP FLASHING METAL WALL FLASHING - SEE DTL. 1 /4661 r r O RAIL ELEVATION 5 SCALE: 3/4' • 1' -0' O CANOPY SECTION 3 SCALE: I/2' = METAL GUTTER SYSTEM SHEET METAL DOWNSPOUT 4 SCUPPER W/ OVEFFLCWU SEE DETAILS - 16, 11, 20 A6.1 ROOF SUMP - SEE DTL 21/ A6.1 ROOF DRAIN AND OVERFLOW DRAIN PROVIDE CLEAT ON EXISTING PARAPET FOR FOR NEW COPING/FLASHING METAL STANDING SEAM ALINING 4 TUBE STEEL STRUCTURE SEE DETAIL 13/All CANOPY WALL VENT, SEE D, II/A63 (E) CONCRETE FOUNDATION SYSTEM TO REMAIN (E) CONCRETE SLAB TO REMAIN (E) ROOF STRICTURE TO REMAIN (E) CANOPY / SOFFIT TO REMAIN (PATCH 4 PAINT) 41 ANCHOR TO WALL AS REQ'D. FOR SUBSTRATE °HANDRAIL I I/1• OD. PIPE RAILING, PAINT CAST IRON WALL BRACKET WOOD BLOCKING BACKING (E) BUILT -UP ASPHALT BITUMINOUS ROOFING TO BE PATCHED (E) ROOF DRAIN TO BE CAPPED OFF FROM (E) CANOPY (E) STOREFRONT TO REMAIN !E) STRUCTURE TO REMAIN (PAINT) LINE OF (N) CANOPY - BEYOND RELOCATE (E) ROOF DRAIN AS NECESSARY SEE ROOF PLANS FOR PROP08ED LOCATION CANOPY ROOF VENT - SEE SPECIFICATIONS SYN. PLASTER SHAPED BUTTRESS (E) TO BE DEMOLISHED SYNTHETIC PLASTER KEYSTONE ACCENT CONCRETE SPLASH BLOCK O 6 SECTION AT CORNICE SCALE: 3/4' • I' -0' 11/4' 0D. STL. PIPE REFER DTL. / CONC. RETAIN116G WALL 6 CUrsa HEIGHT ABO ADJACENT GRADE LL I54 x III STL. LE AT 21DE OF 6TR O SECTION 4' STL. CHANNEL LANDING 7 - SECURE TO 0 000/2 CONC, RETAINING WALL PARTIAL PLAN (4) EQ. SPACED STL DIAMOND PLANK SAFETY GRATING 1 IR'x 1 I/!' STL ANGLE LEDGER WELD TO 6' STL CHANNELS ALONG (2) SIDES OF LANDING 11/2'x II 3/4, 36' 8, GRATE STAIR TREAD W/ END PLATES FOR ATTACHMENT TO STL STRINGERS BY MEANS OF WELDED OR BOLTED CONNECTION ITYP OF 6) RAILING AND STEEL STAIR `1. / SCALE: 3/4' • I' -0' 1 I!1 x 1 3/4x36 STL GRATE STAIR TREAD W/ END PLATES FOR ATTACHMENT TO STL 3' . PAL. COLUMN— STRINGERS BT MEANS OF POET SUPPORT WELDED OR BOLTED CONNECTION (TYP OF 6) 6 TREADS AT 11' EACH • 5 -6 RADIUS, TYP 5. -6 , WALL SCUPPER - SEE DETAIL XX/AXA FIRE SPRINKLER AT (N) CANOPY DRAIN LINE (E) MECHANICAL SCREEN - PAINT (E) ROOF AT SIM. CONDITION DECORTIVE STEEL FRAME (E) CANOPY TO REMAIN PROVIVE 6' HOLES • 24' 0.C. FOR VFNTALATION ROC, STRUCTURE • SIMILAR CODITION - VERIFY EXISTING CONDITION GENERAL NOTES A ALL EXTERIOR CONCRETE 0 /00/2 CORES (EXCEPT AT CANOPY COLUMNS) GRE TO BE FILLED. AT LEAST 50% OF CORES MUST BE FILLED WITH VERMICULITE OR EQUIVELENT FILL INSULATION. FIN FLR B 6' CONC. FILLED STL. PIPE BOLLARD. RE: 13/412 I I/4' OD. 611. PIPE HANDRAIL POSITIONED ABOVE 8TL. CHANNEL STRINGER 3' o TUBE COLUMN IN -FILL, T10. AT STAIRS � , 1' x l' BSE PLATE, BEQIRE W/!4 EXP BOLT. 2 x 4 x '4' STL CLIP A) ANGLE - WELD TO STL CHANNEL STRINGER AND SECJRE ASSEMBLE TO CONC. THRU ANGLE W/ EXP. BOLT PRIME AND PAINT ALL STL COMPONENTS 04 • O D STD, PIPE GUARDRAILS, TOP, BOTTOM, AND VERTICALS. WELD ALL JOINTS, GRIND 600070 PRIME AND PAINT, ALL 6TAIR TREAD. AND LANDING PLANK. ARE F.6 MFG. BY McNICHOL. CO. (.00 -231 -3020) OR EQUAL TREADS - 751514, x IP4' x 36' LONG 5 DIAMOND SAFETY GRATING LANDING PLANKS - 51514, IVi' x 12' x 36' LONG TREADS - 751614, /2o x 12' x 36' LONG 5 DIAMOND SAFETY GRATING MC 10 x BA STEEL CHANNEL STAIR STRINGER PROVIDE FILLET WELD& AT BASE OF POST FOR ATTACHMENT TO TOP EDGE OF .TL CHANNEL STRINGER PROVIDE STL PLATE END CAPS AT STL CVIANNEL STRINGERS REGISTERED ARCHITECT W �y : z Z � W PA CC 2 W z 0 CC ►zi A � LJIIIII. H PROJECT NO. 91111 DRAWN BY : JMP CHECKED BY : DATE JAN, 16, 1 REVISION MA 20, 1 , R BLDSDEPT.CORR. and COORDIN. BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 S.W. MEADOWS RD. SUrrp 430 LAKE OSWE60, OR 97035 (503) 870-0234 FAX (503) 670 -0235 1 WALL SECTIONS I I A42 I 1 JUN 2 2 1998 I WALL SECTION KEYNOTES NOTE : THIS LIST OF KEYNOTES IS THE SAME FOR SHEETS 44.1 AND A42 BUT ALL KEYNOTES ARE NOT NECESSARILY APPLICABLE TO BOTH SHEETS. O ASPHALT PAVING (PATCH 4 SLURRY COAT) - SEE CIVIL ® CONCRETE CURB - SEE CIVII_ ® 4' CONCRETE PLAZA WITH 6 x 6 INA x WI.4 W.F. OVER 6' COMPACTED GRANULAR FILL. O CONCRETE FOUNDATION SYSTEM - SEE STRUCTURAL I' SAID OVER VAPOR BARRIER OVER I' SAND OVER O5 COMPACTED GRANULAR FILL - SEE SOILS REPORT FOR GRANULAR FILL REOUIrxntNTS • UNDISTURBED SOIL O PERIMETER FOUNDATION DRAIN - SEE DETAIL I1/AI2 O8 CONCRETE SLAB WITH REINFORCING - SEE STRUCTURAL O 3/8' FIBER EXPAUSICN JOINT FILLER PROVIDE SEALANT AT EXTERIOR - SEE DETAIL 10/412 INTERIOR O SCALE: 1/7 = 1' -0" I CRICKE BEYOND 1 L SEE FLOOR PLAN TO STORM DRAIN SEE CIVIL DRAWINGS CANOPY SECTION CMU. WALL - SEE ELEVATIONS FOR C AND D SEE GENERAL NOTE 'A' BELOW, FOR INSULATION REQUIREMENTS ALUMINUM STOREFRONT SYSTEM SYNTHETIC PLASTER SYSTEM OVER 1/2 • EXT. RIGID INSULATION WITH DRAINAGE SYSTEM OVER UNDERLAYMENT AND WALL SHEATHING REVS, - -__ DTL, _. II1Al) MI.. FRAMING - SEE STRUCTURAL ROOF FRAMING - SEE STRUCTURAL BEAM - SEE STRUCTURAL CANOPY STEEL FRAMING - SEE STRUCTURAL 5/8' TYPE 'X' GYP. BD. 2' -0' WIDE BY 3' -0' HIGH - I/2' PLYIWOD ACCESS PANEL - HINGE AT SIDE, WITFN LATCH AT OPPOSITE SIDE, (LOCATE PER REFLECTED CANOPY PLAN) SOFFIT VENT WITH INSECT SCREEN BEYOND RECESSED LIGHT FIXTURE - SEE REFLECTED CEILING PLAN) 5/8' EXTERIOR SOFFIT BOARD 2' -0' WIDE x 3/4' PLYUbOD CATWALK TENANT SIGNAGE N.I.C. -SEE ELECTRICAL FOR J BOX LOCATION PLYWOOD ROOF SHEATHING - SEE STRUCTURAL WALL BATT INSULATION ROOF BATT INSULATION METAL STANDING SEAM ROOFING SYSTEM BUILT -UP ASPHALT BITUMINOUS ROOFING PREFINISHED METAL CAP FLASHING METAL WALL FLASHING - SEE DTL. 1/46.1 SEE FLOOR PLAN LL 2 S..E FLOOR PLAN NOTE SEE DETAIL 2A FOR MASONRY CONDITION - SIM. METAL GUTTER SYSTEM SHEET METAL DCUNSPOUT 4 SCUPPER W/ OVERFLOW SEE DETAILS - 16, 11, 20 461 ROOF SUMP - SEE DTI_ 2I/ A6.1 ROOF DRAIN AND OVERFLOW DRAIN PROVIDE CLEAT ON EXISTING PARAPET FOR FOR NEW COPING/FLASHING METAL STANDING SEAM AWNING 4 TUBE STEEL STRUCTURE SEE DETAIL 13/A11 CANOPY WALL VENT, SEE DTL II/ 40.2 (E) CONCRETE FOUNDATION SYSTEM TO REMAIN (E) CONCRETE BLAB TO REMAIN (E) ROOF STRICTURE TO REMAIN (E) CANOPY 4 SOFFIT TO REMAIN (PATCH 4 PAINT) • 1 MEP 0 0 0 EXISTING T.OP. T.O.P. .12 B.O. SOFFIT SHEATHING 0 SEE FLOOR PLAN SLOPE / / 7; FF E FJ. �aa' t A 0000000 oO°�G /HOC 0 0 SLOPE TO DRAIN 0 0 0 0 0 0 0 0 0 0 MCP CRICKET BEYOND INTERIOR 0 / h SCALE- I /2" = 1' -0" • ‘CF O ® 0 ®® boom I N IT A 1 1 0 Eh 22 ID 0 SIM. SIM =1 TO STORM DRAIN SEE CIVIL DRAWINGS CANOPY SECTION SLOPE AGO Oo Oo Q)•oQSo 1,°"/ AIM 00 ;;G SEE ELEVATION ,_ T.O.P. 0 IT-O" T B.O. SOFFIT SHEATHING 0 0 0-. 0 0 0 SCALE: I /2" I' -O" MEP i.0. 9HEATHING (RED ROOF PLAW 0 0 2A CANOPY SECTION n SIM. SIM. T.O. MASONRY (RE ROOF PLAN) (4) BUILT -UP ASPHALT BITUMINOUS ROOFING TO BE PATCHED (E) ROOF DRAM TO BE CAPPED OFF FROM (4) CANOPY (4) STOREFRONT TO REMAIN M./ STRUCTURE TO REMAIN (PAINT) LINE OF (N) CANOPY - BEYOND RELOCATE (4) ROOF DRAIN AS NECESSARY SEE ROOF PLANS FOR PROPOSED LOCATION CANOPY ROOF VENT - SEE SPECIFICATIONS STN. PLASTER SHAPED BUTTRESS (4) TO BE DEMOLISHED SYNTHETIC PLASTER KEYSTONE ACCENT CONCRETE SPLASH BLOCK A I 1 INTERIOR 1 F.F.E a _,„, GRID / SCALE: I/2" = 1' -0" GENERAL NOTES A ALL EXTERIOR CONCRETE BLOCK CORES (EXCEPT AT CANOPY COLUMNS:. +N"aE TO BE FILLED. AT LEAST 50% OF CORES MUST BE FILLED WITH VERMICULITE OR EQUIVELENT FILL INSULATION. SEE FLOOR PLAN WALL SCUPPER - SEE DETAIL XX /AX.4 FIRE SPRINKLER AT (N) CANOPY DRAIN LINE (E) MECHANICAL SCREEN - PAINT (E) ROOF AT SIM. CONDITION DECORTI �E STEEL FRAME (E) CANOPY TO REMAIN PROVIVE 6' HOLES • 24' OC. FOR VENTALATION ROOF STRUCTURE • SIMULAR CODMCN - VERIFY EXISTING CONDITION 0 O CANOPY SECTION } LL oJ o ., o 00 o o0o o0o 000 o 0o o 0 r�aO SEE ELEVATION T.O.P. SEE FLOOR PLAN BEYOND BO. SOFFI SHEATHING BEYOND UA DATE : JBV2.118711998 REVISION MAR 2.?, 1998 and OOORDIN. z 0 z PROJECT NO. elm DRAWN BY JMP CHECKED BY: BENNER STANGE ASSOCIATES ANCHITECTB, P.C. 5000 3,W. MEADOWS RD, SUITE 430 LAKE OSWEGO,OR 97035 (503) 670 -0234 FAX (503) 670 -0235 WALL SECTIONS A4 JUN 2 2 1998 I WALL SECTION KEYNOTES NOTE : T-1IS LIST OF KEYNOTES IS THE SAME FOR SHEETS 44.1 AND 442 BUT ALL KEYNOTES ARE NOT NECESSARILY APPLICABLE TO BOTH SHEETS. ASPHALT PANNG (PATCH SLURRY COAT) - SEE CIVIL O CONCRETE CURB - SEE CINL O 4' CONCRETE PLAZA WITH 6 x 6 WIA x WI.4 MVP. OVER 6' COMPACTED GRANULAR FILL. O CONCRETE FOUNDATION SYSTEM - SEE STRUCTURAL I' SAND OVER VAPOR BARRIER OVER I' SAND OVER O COMPACTED GRANULAR FILL - SEE SOILS REPORT FOR GRANULAR FILL REQUIREMENTS bO UNDISTURBED SOIL O PERIMETER FOUNDATION DRAIN - SEE DETAIL 11/412 O8 CONCRETE SL45 WITH REINFORCING - SEE STRUCTURAL O 3/8' FIBER EXPANSION JOINT FILLER FRONDE SEALANT AT EXTERIOR - SEE DETAIL 10/412 tol WW1 B1_ t1 I1 SCALE: I/2' I' -0' A CMU. WALL - SEE ELEVATIONS FOR CM. TYPE AND SEE GENERAL NOTE 'A' BELOW, FOR INSULATION REQUIREMENTS ALUMINUM STOREFRONT SYSTEM SYNTHETIC PLASTER SYSTEM OVER II," EM. RIGID INSULATION WITH DRAINAGE SYSTEM OVER UNDERLAYMENT AND WALL SHEATHING REVEAL - SEE DTL. 11 /A1.1 MISC. FRAMING - SEE STRUCTURAL ROOF FRAMING - SEE STRUCTURAL BEAM - SEE STRUCTURAL CANOPY STEEL FRAMING - SEE STRJCi 4L 5/8' TYPE 'X' GYP. BD. 2' -0' WIDE BT 3' -0' HIGH - 1/1' PLYWOOD ACCESS PANEL - HINGE AT SIDE, WITHN LATCH AT OPPOSITE SIDE, (LOCATE PER REFLECTED CANOPY PLAN, SOFFIT VENT WITH INSECT SCREEN CANOPY SECTION * SKYLITE DEMOLITION RECESSED LIGHT FIXTURE - SEE REFLECTED CEILING PLAN) 5/8' EXTERIOR SOFFIT BOARD 2' -0' WIDE x 3/4' PLYWOOD CATWALK TENANT SIGNAGE N.I.C. -SEE ELECTRICAL FOR J BOX LOCATION PLYWOOD ROOF SHEATHING - SEE STRUCTURAL WALL BATT INSULATION ROOF BATT INSULATION METAL STANDING SEAM ROOFING SYSTEM BUILT -UP ASPHALT BITUMINOUS ROOFING PREFINISHED METAL CAP FLASHING METAL WALL FLASHING - SEE DTL. l /46.1 METAL GUTTER SYSTEM SHEET METAL DOUNSPOUT 1 SCUPPER W/ OVERFLOW SEE DETAILS -16, 11, 20 A6.1 ROOF SUMP - SEE DTL 21/ 46.1 ROOF DRAIN AND OVERFLOW DRAIN PROVID PI E CLEAT O EXISTING PARAPET FOR FOR CONG/FLABH METAL STANDING SEAM AWNING 4 TUBE STEEL STRICTURE SEE DETAIL 13/A1.1 CANOPY WALL VENT, SEE DTL II /A62 /0) CONCRETE FOUNDATION SYSTEM TO REMAIN (E) CONCRETE SLAB TO REMAIN (E1 ROOF STRICTURE TO REMAIN (E) CANOPY t SOFFIT TO REMAIN (PATCH C PAINT) O CANOPY SECTION * SKYLITE DEMOLITION A 2 SCALE: I/2' (E) BUILT -UP ASPHALT BITUMNOUS ROOFING TO BE PATCHED (E) ROOF DRAIN TO BE CAPPED OFF FROM (E) CANOPY (E) STOREFRONT TO REMAIN (E) STRUCTURE TO REMAIN (PANT) LINE OF (N) CANOPY - BEYOND RELOCATE (4) ROOF DRAIN AS NECESSARY SEE ROOF PLANS FOR PROPOSED LOCATION CANOPY ROOF VENT - SEE SPECIFICATIONS SYN. PLASTER SHAPED BUTTRESS (E) TO BE DEMOLISHED SYNTHETIC PLASTER KEYSTONE ACCENT CONCRETE SPLASH BLOCK SCALE: 1/2' 1' - 0' WALL SCUPPER - SEE DETAIL XX/AXA FIRE SPRINKLER AT (N) CANOPY DRAIN LINE (E) MECHANICAL SCREEN - PAINT (E) ROOF AT SIM. CONDITION DECORTIVE STEEL FRAME (E) CANOPY TO REMAIN PROVIVE b' HOLES • 24' QC. FOR VENTALATION ROOF STRUCTURE • SIMULAR CODITION - VERIFY EXISTING CONDITION GENERAL NOTES A ALL EXTERIOR CONCRETE BLOCK CORES (EXCEPT AT CANOPY COLUMIT, ARE TO BE FILLED. AT LEAST 50% OF CORES MUST BE FILLED WITH VERMICULITE OR EQUIVELENT FILL INSULATION. MN' CANOPY SECTION AT STOREFRONT C W F— ■ Z W 0 .w CC 2 a .4( w • g x � a Q "a wg PROJECT NO. 9llll DRAWN BY JMP CHECKED BY DATE JAN. I6, 1998 REVISION Q MAR. 20, 1994 BLDSDEPT.CORR. and COORDIN. BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 S.W. MEADOWS RD. SUITE 430 LAKE OSWEGO, OR 97035 (503) 670 -0234 FAX (503) 670 -0235 CANOPY SECTIONS I I I 4 $4 I 1 JUN 2 21998 NOTE: SEE DETAIL 3/4.6.1 FOR ADDITIONAL INFORMATION O CORNICE DETAIL SCALE: 1 -1/2' = I' -0' CANOPY SECTION n OLD NAVY I' -0' O 4 CORNICE DETAIL SCALE: 1 -1/2' = I' -0' 3' -4' 31'-0' • MAP. 30' -0' J� TAP. q 25'-2'(E) • TpD. 11'_0• BDSOFFIT NOTE SEE DETAIL 3/A6.1 FOR ADDITIONAL PPORNATION. NOTE: SEE DETAIL 3/46.1 FOR ADDITIONAL INFORMATION. O 5 CORNICE DETAIL SCALE: 1 -1/2' = I' -0' O NOT USED 7 SCALE: 1 -1/2' = 1' -0' SEE PLAN TYPICAL 2 13 COLUMN DETAIL SCALE: I/2' = 1' -0' SEE FLOOR PLAN ACCENT REVEAL SEE DETAIL 16 /A1.1 LIGHT FIXTURE SEE ELECTRICAL 4 SMOOTH FACE CMU W/ CENTER SCORE 0' SPLIT FACE CMU RECESS 1/2' TYR SCALE: HALF SCALE RECESS SHADED AREA WV TYP. NOTE: SEE DETAIL 3 /A6.1 FOR ADDITIONAL INFORMATION. CORNICE DETAIL 6 SCALE: 1 -1/2' = I' -0' O REVEAL AT COLUMN SEE PLAN EXTERIOR INSULATION FINISH AND MOISTURE DRAINAGE SYSTEM OVER 11/2" RIGID INSULATION OVER UNDERLAYMENT OVER SHEATHING BUILDING PAPER OVER SUBSTRATE LAPPING INTO VINYL TRACK FASTENER REINFORCING MESH EMBEDDED IN BASE COAT OVERLAPPING VINYL DRAINAGE TRACK VINYL DRAINAGE TRACK BRING FIN, TO END OF DRIP EDGE WEEP OPENING SEALANT WITH CLOSED CELL BACKER ROD !DO NOT BLOCK TRACK DRAIN HOLES) MASONRY WALL OR COLUMN ■ TYPICAL- • 2S COLUMN DETAIL SCALE: I/2' = 1' -0' a CV I L IIIIIII ■■■ NM ■ _ _ _Ili mom 1STIT -a -s MIN IM1113..L.43 :■J ■• ■■• s1E rA,A SEE SECTIONS p TAM. Y lar SEE FLOOR PLAN 3/4' - 45' CHAMFER TYP. CONCRETE CURB FF, VARIES CONC. SLA WALL SECTION KEYNOTES NOTE : THIS LIST OF KEYNOTES I5 THE SAME FOR SHEETS A4.I AND A4.2 BUT ALL KEYNOTES ARE NOT NECESSARILY APPLICABLE TO BOTH SHEETS. 0 O CONCRETE CURB - SEE CIVIL ASPHALT PAVING !PATCH ( SLURRY COAT) - SEE CIVIL O 4' CONCRETE PLAZA WITH 6 x b WIA x WI.4 W/UF. OVER 6' COMPACTED GRANULAR FILL. O CONCRETE FOUNDATION SYSTEM - SEE STRUCTURAL O COMPACTED GRANULAR FILL - SEE SOILS I SAND OVER VAPOR BARRIER OVER I SAND OVER REPORT FOR GRANULAR FILL REQUIREMENTS O UNDISTURBED SOIL lO PERIMETER FOUNDATION DRAIN - SEE DETAIL I1/Al2 O CONCRETE SLAB WITH REINFORCING - SEE STRUCTURAL O 3/S' FIBER EXPANSION JOINT FILLER PROVIDE SEALANT AT EXTERIOR - SEE DETAIL 10/4I2 10 C.M.U. WALL - SEE ELEVATIONS FOR CML. TYPE AND 8EE GENERAL NOTE 'A' BELOW, FOR INSULATION REQUIREMENTS II ALUMINUM STOREFRONT SYSTEM 12 SYNTHETIC PLASTER SYSTEM OVER Ily' EXT. RIGID INSULATION CC WITH DRAINAGE SYSTEM OVER UNDERLAYMENT AND WALL SHEATHING 0 REVEAL - SEE DTI_ II/41/ 14 MSC. FRAMING . SEE STRUCTURAL I5 ROOF FRAMING - SEE STRUCTURAL 16 BEAM - SEE STRUCTURAL O CANOPY STEEL FRAMING - SEE STRUCTURAL 18 5/0' TYPE 'X' G1P. BD. 2' -0' WIDE BY 3' -0' HIGH - 1/2' PLYWOOD ACCESS 19 PANEL - HINGE AT SIDE, WITHN LATCH AT OPPOSITE SIDE, !LOCATE PER REFLECTED CANOPY PLAN/ 2® SOFFIT VENT WITH INSECT SCREEN 21 RECESSED LIGHT FIXTURE - SEE REFLECTED CEILING PLAN) 22 5/0' EXTERIOR SOFFIT BOARD 23 2' -0' WIDE x 3/4' PLYU0OD CATWALK 24 TENANT SIGNAGE N.I.C. -SEE ELECTRICAL FOR J BOX LOCATION 25 PLYWOOD ROOF SHEATHING - SEE STRUCTURAL 26 WALL BATT INSULATION 21 ROOF BATT INSULATION 2g METAL STANDING SEAM ROOFING SYSTEM 29 BUILT -UP ASPHALT BITUMINOUS ROOFING 3® PREFINISHED METAL CAP FLASHING 31 METAL WALL FLASHING - SEE D, 1/46,1 32 METAL GUTTER SYSTEM 33 SHEET METAL DOLNBPOUT 4 SCUPPER W/ OVERFLOW SEE DETAILS - 16, 11, t 20 A6.1 34 ROOF SUMP - SEE DTL 21/ 46.1 O ROOF DRAIN AND OVERFLOW DRAIN 36 PROVIDE CLEAT ON EXISTING PARAPET FOR FOR NEW COPING/FLABHINi 31 METAL STANDING SEAM AWNING 4 TUBE STEEL 01' 3 SEE DETAIL 13/41.1 30 CANOPY WALL VENT, SEE DTI_ 11 /462 39 0) CONCRETE FOUNDATION SYSTEM TO REMAIN / /E) CONCRETE BLAB TO REMAIN 41 !E) ROOF STRUCTURE TO REMAIN 42 !E) CANOPY 8 SOFFIT TO REMAIN !PATCH PAINT) 43 (01 BUILT -UP ASPHALT BITUMINOUS ROOFING TO BE PATCHED ® !E) ROOF DRAIN TO BE CAPPED CAFE FROM /E) CANOPY O 0) STOREFRONT TO REMAIN O /E/ STRUCTURE TO REMAIN !PAINT) Q LINE O: 1N) CANOPY - BEYOND ® RELOCATE lE) ROOF DRAIN AS NECESSARY SEE ROOF PLANS FOR PROPOSED LOCATION 49 CANOPY ROOF VENT - SEE SPECIFICATIONS • SYN. PLASTER SHAPED BUTTRESS 51 /0/ TO BE DEMOLISHED 52 SYNTHETIC PLASTER KEYSTONE ACCENT 53 CONCRETE SPLASH BLOCK ©4 WALL SCUPPER - SEE DETAIL XX/AXA 55 FIRE SPRINKLER Ai !N) CANOPY ©b DRAIN LINE 51 /E) MECHANICAL SCREEN - PAINT E (E) ROOF AT SIM, CONDITION 59 DECORTIVE STEEL FRAMING • (E) CANOPY TO REMAIN 61 PROVIVE 6' HOLES • 24' OC. FOR VENT4LATION 62 ROOF STRUCTURE • SIMULAR CODITION - VERIFY EXISTING CONDITION GENERAL NOTES ALL EXTERIOR CONCRETE BLOCK CORES !EXCEPT AT CANOPY COLUMNS) ARE TO BE FILLED. AT LEAST 50% OF CORES MUST BE FILLED WITH VERMICULITE OR EQUIVELENT FILL INSULATION. 531 8T1 uJ z W U REGISTERED ARCHITECT TOM ri F 0 2 PROJECT NO. 91111 DRAWN BY : JMP CHECKED BY: DATE : JAN, 16, 1• REVISION : MAR 20, 1990 BLDGDEPT.CORR. and COORDIN. A OLD NAVY BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 S.W. MEADOWS RD, SUITE 430 LAKE OSWEGO, OR 97035 (503) 670-0234 FAX (503) 670-0235, CANOPY SECTIONS I I 1 JUN 2 . DOOR . SCHEDULE A NO. LOCATION SIZE DOOR FRAME REMARKS wvm rnONr i i HA'WARE RAIN° hwreax. wee FINISH wTaau. FINSH SINGLE STOREFRONT 3' -0' 1' -0' - -- - -- NONE ALUH. TEMP. FACTORY ALUM. FACTORY 2 DBL. STOREFRONT 6' -0' 7' -0' - -- - -- NONE ALUM. TEMP. FACTORY ALUM. FACTORY 3 EXIT DOOR 3' -0' T' -0' 13/4" ___ NONE STEEL NONE PAMT HM. PAINT 3A EXIT DOOR PR 3'-0' l' -0' 13/4" - -- NONE STEEL NONE PAINT H_M. PAINT SERVICE DOOR 3' -0' l' -0' 13/4" - -- NONE STEEL NONE PAMT NM. PAINT 4A SERVICE DOOR 3'-6' 1' -0' 13/4" - -- NONE STEEL NONE PAINT HH. PAINT 5A BI- PARTING SLIDING DR 14' -0' 1'40' - -- ___ NONE ALUM. TEMP. FACTORY ALIA'M. FACTORY 55 BI- PARTING SLIDING DR 12' -0' 1' -0' --- - -- NONE ALUM. TEMP. FACTORY ALUM. FACTORY 5C BI- PARTING SLIDING DR S' -0' l' -0' - -- - -- NONE ALUM. TEMP. FACTORY ALUM. FACTORY 6 OVERHEAD COILING DR 5-0' 10' -0' - -- - -- NONE STEEL NONE PAINT STEEL PAINT T COMPACTOR DOOR 3' -0' 3' -0' 1 3/4" ___ NONE STEEL NONE PAINT HH. PAINT MASONRY I5G - AI B.O. SOFFIT STOREi -RCN IeG -BI MFG -BI 0 SINGLE ENTRANCE DOOR TYPES and SCHEDULE SCALE: i /4' = U -0' ISG I9G_ai BA. CANOPY SOFFIT ALUM. STOREFRONT ALUM. STOREFRONT SYSTEM SYSTEM FOR GLASS TYN=E SEE SPEC. SECTION STOREFRONT 09900 ELEVATION SCALE: 1/4' = I INTERIOR 1 e CD MULLION SCALE: 3' = I' -0' 1 INTERIOR 1 ' / I�-XI +FIN R `1 I� -XI NOTE: VERT CAL MULLIONS SIMILAR (RE: ELEVATIONS) AT U LL I ON G DEMISIN WALL M SCALE: 3' = I' -0' EXTERIOR 1 Q STOREFRONT JAMB SCALE: 3' = I' -0' SG-5 SG-5 RE: A22 28410 RE: 2/A5.1 08410 ALUMINUM CLOSURE CHANNEL TO MA:.TCH STOREFRONT - EXTEND TO CEILING ALUMINUM STOREFRONT SYSTFM NEOPRENE GASKET 1, xI'xRILL STOREFRONT HEIGHT 08410 RE: 2/45.1 RE: 245.1 08410 IeG -BI G IeG -AI FOR GLASS TYPE DBL. ENTRANCE SEE SPEC. SECTION 05800 STOREFRONT JAMB IE � V SCALE: 3' = I' -0' EXTERIOR PROVIDE SMOOTH CAL. o ANGLES (DO EXTERIOR 11NTERIOD I INTERIOR 1 SCALE 1' = I' -0' NOTE: VERIFY EACH INDIVIDUAL TENANT DOOR SWINGS AS INDICATED ON FLOOR PLAN COLUMN MULLION RE:2/A51 SCALE: 3' = I' -0' 08410 AT DEMISING WALL COLUMN MULLION SCALE: 3' = I' -0' 08410 Dge-0(92 O BI— PARTING SLIDING DOOR NOTE: BI- PARTING SLIDING DOOR PACKAGES TO FIT WITH STOREFRONT SECTIONS MASONRY I" SHIM (MAXJ SHIM A9 REO'D BACKER ROD WITH SEALANT l5 -I) ALUM. STOREFRONT SYSTEM GLASS TYPE • (SEE ELEVATION) 1 EXTERIOR I RE: 2/45.1 08410 RE: 2/A5.1 BOND BEAM CUT C.M.U. AS REWIRED 1 /S' x I' STEEL STRAP ANCHORS (2) 4' x 31/1 x 5.' STEEL ANGLE LNTEL (LI_.V) 3/9 '. BEAR 12' M. EACH END. SEALANT (TYPICAL ALL SIDES) INTERIOR 4 EXTERIOR GROUT FILLED. HOLLOW METAL FRAME c DOOR COMPACTOR CHUTE PROVIDED BY COMPACTOR VENDOR L4'x 4'x 1 /4 'STEEL FRAME - CONY. F'RONDE SEALANT AT BLOCK PANT TO MATCH BLOCK NOTE: STEEL DOOR NOT SHOWN FOR CLARITY - SEE DOOR SCHEDULE FOR 51. AND TYPE. FILL CAL. SOLID AT PERIMETER IYP. CUT CMJl A9 REWIRED INTERIOR TRASH COMPACTOR 5/5" GYP. BD. BAV INSULAT SEE ION 01 SECTION 01210 FRAMING MTL. EDGE TRIM SEALANT (6-4) SEALANT (BOTH SIDES) STOREFRONT BEYOND 1 NTERIOR I STOREFRONT BEYOND SUB SILL FLASHING SYSTEM - SET IN SEALANT (5-1) BOTH SIDES SEALANT (9-3) CONCRETE FLOOR SLAB 5/S" GYP. BD. GATT INSULATION SEE ION 01 SECTION 01210 FRAMING I" SHIM (MAX) MTL. EDGE TRIM SEALANT (6-4) SEALANT (BOTH SIDES) STOREFRONT BEYOND I INTERIOR I I INTERIOR I TRASH COILING DOOR 01 COMPACTOR STOREFRONT HEAD SCALE: 3' = I' - SILL s �J SCALE: 3' = I' -0' HEAD SCALE: 3' = I' -0' 111' C• 1 EXTERIOR 1 1 EXTERIOR 1 2x FRAMING (RE: 31WCT) 5/8" EXT. SOFFIT BOARD STOREFRONT BEYOND BA. SOFFIT SEE REEL. CLG. PLAT SEALANT (9 -1) COMPENSATING HEAD CHANNEL ALUMUMIN STOREFRONT SYSTEM GLASS TYPE (SEE ELEVATION) 1 EXTERIOR 1 RE: 2/A5.1 08410 GLASS TYPE (SEE ELEVATION) ALUM. STOREFRONT SYSTEM SEALANT (64) FIBER PREFORMED JOINT FILLER CONCRETE WALK 08410 RE: 2/45.1 1/2" PLYWOOD FRAMING SHEATHING 11/)" SYNTHETIC PLASTER SEALANT (5 -1) COMPENSATING HEAD CHANNEL ALUMINUM STOREFRONT SYSTEM GLASS TYPE (SEE ELEVATION) PE: 2/A5.1 08410 ® OVERHEAD DOOR JAMB 19 SCALE: 3' = I' -0' STOP WITH WEATHERSTRIPPING 5." GYP. BD. BAIT INSULATION SEE 9PEC'9 SECTION 01210 FRAMING 1" SHIM (MAX) MTL. EDGE TRIM SEALANT (S 4) SEALANT (BOTH SIDES) STOREFRONT BEYOND 1 INTERIOR 1 INTERIOR TRANSOM SCALE: 3' = 1' -0' THRESHOLD SCALE: 3' = I' -0' STOREFRONT HEAD SCALE: 3' = I' -0' F II 2 ) NOT USED 1 EXTERIOR 1 1 EXTERIOR 08410 RE: 1/45.1 RE, 1 /45.1 08110 I/2" PLYWOOD FRAMING SHEATHING 5/e" EXT. GYP. eOFFIi BD. METAL EDGE TRIM BA. SOFFIT SEE TEFL. CLG. PLAN SEALANT (S -V COMPENSATING HEAD CHANNEL ALUMU-:1M STOREFRONT SYSTEM GLASS TYPE (SEE ELEVATION) RE: 2/A5.1 08410 1 EXTERIOR I CONCRETE WALK SLOPE AWAY FROM BLDG. 5/9' GYP. BD, SEALANT (6-4) 1I, JAMB SIMI DOOR HEAD SCALE: 3' = FIN FLR ■ THRESHOLD SCALE: 3' • I' -0' HEAD SIM. DOOR JAMB SCALE: 3' = I' -0' 22 O NOT USED SCALE: RE: A21 08110 08110 STEEL DOOR MASONRY 1 INTERIOR 1 STEEL DOOR RE, I/A5.1 DOOR BOTTOM THRESHOLD WITH WEATHERSTRIP SET IN SEALANT ._..._ FILLER FOFIMED - CONCRETE FLOOR FIBER PRE SEALANT (3-2) gra SLAB RE, 1 /A5.1 08110 RE, 1 /45.1 08,110 CC r W I— x W U� CC 2 a <>"" N CC LI_ H PROJECT NO. 91111 DRAWN BY JMP CHECKED BY : GATE JAN. 16, 1998 REVISION MAR. 20, ISSN and GOORDIN. BENNER STANGE ASSOCIATES ARCHITECTS, P,C. 5000 8,W, MEADOWS RD. SUITE 430 LAKE OSWEGO, OR 97035 (503) 670 -0234 FAX (503) 670 -0235 ST OREFRONT DOOR SCHEDULE JUN 2 2 7999 �, _ L\ o 0 @p 1 / I �G p °o °a o o° CONCEALED HOLD DOWN FASTENERS • 16' QC. I' STANDING SEAT PARAPET COPING ON B• FELT OVER CCNT. BEVELED CEDAR 9HIH -SEE DETAIL 2/46.1 <1 TOP OF MASONRY SEE ROOF PLAN \ AY I6" 0C. WITH NEOPR£NE WASHER SEALANT (S -I) - BOTH SIDES P.T. TOP PLATE kA'e x 10' LONG ANCHOR BOLTS • 6' -0' OC. W/ I' -0' MAX SPACING CN CORNERS 4 • EDGE OF PLATES. WALL METAL FLASHING: EMEND TO TOP OF PLATE- SEE DETAIL 1/A6J COPING AT CMU RE:A4.1 SCALE: 1 In' • I' -0' 01600 CANT AT CMU SCALE: 1 In' • I' -0' O CANT 1 1 SCALE: I' • I' -0' SCALE: 3/4' • I' -0' } ALAN SUMP and D.S. SUMP and D.S. METAL WALL FLASHING SEE DETAIL 1/46.1 LEAD ANCHOR WITH SCREWS AND NEOPRENE WASHER I' 4' HIGH 3/4' P.T. PLYUIOOD ANCHORED TO WALL FIBER CANT - SEE DETAIL II /46.1 BUILT -UP ROOFING INSULATION LEDGER - SEE STRUCTURAL 01600 CANT STRIP BASE SHEET BASE FLASHING BASE FLASHING 13 BASE FLASHING 2/3 ROOFING PLY: COUNTER FLASHING EXTENDS 4' ONTO ROOF, 12' UP WALL SHEET METAL FLASHI. 4' -0' SHEETS. RE: 6/.46.1 RE: 8 /A6J 01510 —2: SEE 11/46.1 4 IS /46.1 FOR ISOMETRIC RE: 20/46.1 01510 RE: 4.4.1 BUILT -UP ROOFING SCALE: 3/4' • I' - 0' 01510 TAT. VARIES T .O. SHEATH. TA. SUMP INSTALL ADDITIONAL FRAMING AT SUMP AS REQUIRED LEAD PAN- EXTENDS THROUGH SCUPPER TYP. WALL LEDGER (RE: STRUCT.) SECTION bcf; STANDING SEAM JOINT SEE 2/4.6.1 a COPING 2 SCALE: 3' = HVAC CURB GENERAL NOTES L BURGLAR BAR FRAME TYP. • ALL ROOF AND WALL (AEON. DUCT) OPNGS. 10'x10' AND LARGER a'x2' FLAT BAR FRAME W/ REBAR OR %.• BARS • VO C. EA WAY. ATTACH AT BLOCKING ,L T W/ 46, LAG. BOLTS • 24'OC, WELD HEADS TO FRAME AFTER INSTALLATION 2. SHEET METAL COUNTER FLASHING AT TOP CF CURB SHALL BE INSTALLED PRIOR TO UNIT INSTALLATION IF NOT, UNITS TO BE REMOVED AND REINSTALLED CONTRACTOR'S EXPENSE. 3. ALL SEAMS SHALL BE CLEAN AND NEAT. USE DRIVE CLEAT SYSTEM FOR ATTACHMENT. 4. PROVIDE LAG BOLTS • 2' -0'0C. AT PERIMETER OF ENTIRE CURB. 21 SUMP SCALE: I' • 1' -0' dr HEM ALL EXPOSED FASTENERS SHALL HAVE NEOPRENE WASHERS WALL FLASHING SCALE: I/4' • I' -0' 01600 12 CURB RE: 3/A6J RE: 1/46.1 07600 COPING WALL FLASHING GENERAL NOtE I) IF WALL FLASHING HEIGHT IS GREATER THAN 24' - ATTACHMENT WITH LEAD ANCHORS AT MID LEVEL IS REQUIRED. 2) WALL FLASHING TO BE KEPT MIN 4' FROM TOP OF CANT. 3) APPLY SEALANT (S -I) AT ALL JOINTS 4) WALL FLASHING WIDTH SHALL BE WIDER SECTIONS ARE ALLOWED WHEN PARAPET HEIGHT IS 24' OR LE. ABOVE ROOF. 52 NO EXPOSED RAID EDGES AT CORNERS - OVERLAP AND HEM ALL JOINTS. RE: I/A6.1 RE: A4.1 RE: 6 /46.1 RE: /A6J PRE -FAB METAL FACTORY CURB (SUPPLIED BY MANUFACTJ.?) MECH. UNIT NEOPRENE WASHERS NAILED • IS' OC. GALV. SHEET FTTL. FLASHING PROVIDE BREAKS IN FLASHING AS REQUIRED TO ACCOMODATE MECUANICAL UNIT. 6 II I` BASE FLASHING 4 WALK PAD 2 SER70F PARSURFATACE S E) HEETS (WALK - PAD EXTENDS 3' 0' ONTO 1 I VI " 3/4' FLUID. 4' CONT. FIBER CANT WOOD LEVELER FLUSH W/ OUTSIDE OF CURB BURGLAR BARS (REFER TO NOTE No.0 01510 LEAD FLANGE WELD TO SCUPPER BOTTOM EDGE OF SCUPPER • SUMP DECK 2' RECESSED SUMP WITH LEAD PAN SEE DETAIL OVERFLOW DRAIN W/ Y DEFLECTOR ROOF DRAIN LEAD PAN - EXTEND I' -0' MINIMUM BEYOND SUM. AT PERIMETER PROVDE 2x BLOCKING, TYP. INSULATE DRAIN PIPE TO UNDERGROUND STORM SEWER DAYLIGHT DRAIN PIPE THRU CANOPY SOFFIT 01510 CONGEALED SIDE COPING AT FRAMING SCALE: 1 In' = 1' -0' 01600 CANT AT FRAMING SCALE: 1 in' • I' -0' 01510 CANT _ -- - SCALE: 1 in' • O SCUPPER ▪ p ▪ 18 SCALE: 1 In' = DOWNSPOUT SCALE: 11n' = I' -0' • FRAMING CONTINUE PLYWOOD TO PARAPET TOP AT WOOD STUD CONDITION METAL WALL FLASHING SOWS WITH NEOPRENE WASHERS PLYWOOD SHEATHING 4" FIBER CANT BUILT -UP ROOFING 108. VARES STRUCT. SUPPORT (RE: STRUCT. DUGS) 01510 4 LB. LEAD FLANGE 24 GA STAINLESS STEEL SCUPPER EXTEND SCUPPER I' INTO SCUPPER BOX 4 FORM DRIP AT BOTTOM OF SCUPPER ROOF ELEVATION AT SCUPPER 24 GA GALVANIZED MTL. SCUPPER Box, PAINT. 4 X5 GAL, SHT. MTL. DS., PAINT. CONNECT DA. TO SITE STORM SEWER SYSTEM 01600 PAINTED METAL DOWNSPOUT HIGH CONT. STEEL ANGLES ON EACH SIDE OF EACH DOUNSPOUT (PAINT TO MATCH BUILDING) (3) '.6'x4' BOLTS AT 6' FROM TOP 4 BOTTOM AND CENTER OF EACH ANGLE (PAINT TO MATCH ADJACENT) MASONRY WALL 01600 I TYP. ® SECTION O 4 ACCENT SCALE: N.T.S. CONT.2 X 12 P.T. BACKING BIM O CANT 9 SCALE: 3' I' - i NOT USED SCALE: PLYWOO /SHEATHING SYN. PLASTER SYSTEM FRAMING SEE STRUCTURAL CONDUIT SCALE: 1 In' = FRAMING SYNTHETIC PLASTER ON I/2' PLYWOOD SHEATHING SEALANT TYPE C9-1.7 SHEET METAL FLASHING BUILT -UP ROOFING EXTEND TO TOP OF BACKING 4' FIBER OMIT • SEE DETAIL II/46.1 ELEVATION Y VARIES 01510 LEAD FLANGE CAP LEAD FLASHING SLEEVE BUILT -UP ROOF OVER ROOF DECK 2X BLOCKING HANGER OR PLYWOOD SADDLE TYPIC: ?L ROOF INSULATION VENT PIPE BUILT -UP ROOFING SYSTEM TA B. VA RIE S 01600 0 e n CANT AT EXISTING A A SEALANT • TOP STAINLESS STL. NOSE CLAMP LEAD FLANGE SET IN FLASHING CEMENT 4x4 MTL. W/ HOLE FOR CONDUIT THRU CENTER LOCKNUT (SCREW TIGHT TO FULL UPPER FLASHING TIGHT) RUNNING THREAD SUJORT CONDUIT • 2 PLACES EXTEND LADDER TO TOP OF ROOF HATCH SECURE TO FRAMING .J � 0 S EXISTING WALL CONT. SEALANT LEAD ANCHOR AND AND NEOPRENE WASHER SURFACE MOUNTED TYPE 'SM FRY REGLET FIBER CANT - SEE DETAIL II /46.1 BUILT -UP ROOFING INSULATION LEDGER -SEE STRUCTURAL SCALE: 1 1/2' • I' - 0' 01600 SEALANT TYPE (S -I1 SHEET METAL w O FL E T ,T — TABTEP CONT. 2 X '��•1 BACKING 11— 1 Y nar m SCALE: In' I' -0• FRAMING - SEE STRUCTURAL SYNTHETIC PLASTER ON in' PLYWOOD SHEATHING SEE SECTION ▪ STEP FLASHING 1 ® ) :CAL 3 ' = ROOF HATCH SCALE: 1 1n' • I' -0' REFER TO ROOF PLAN FOR TOP CF SHEATHING ELEVATIONS 1' -2' ROOF LADDER —CONT. NAILER BLOCK ROOF HATCH PAINTED. BUILT -UP ROOF OVER PLYWOOD DECK 9 1'x3' C CHANNEL EA SIDE W/ I'e OIL. RINGS WELD TO CHANNEL. EASE EDGES 4 RADIUS ENDS. 4x4 BLOCKING • SUPPORTS 5/0 GYP. BD. OVER S /A' PL YW0, 0 2x6 6110 WALL 0.8.1-LA STEEL FLAT BAR SAFETY CAGE SEE SECTION CONCEALED HOLD- DOIU-N FASTENER • 12' OC. STEP FLASHING OVER rONT. BEVELED OVER CEDAR SHIM - SEE DETAIL 2446.1 SIM. FRAMING - SEE STRUCTURAL 01510 BASE FLASHING R. ROOFING UP 4' ABOVE CANT IA' PL YWOO D RE' 24/46.1 05500 b'ex4' LAG BOLTS IN WOOD BLK'G OR STUDS I, STEEL RUNGS 'WELD TO CHANNEL 2'x4'xlii STL BASE ANGLE BRACKETS ROOF HATCH COVER 4 RIMY E -PAINT FIBER INSULATED CURB W/ INTEGRAL CAP FLASHING 4' COAT. FIBER CANT SEE STRUCT. DINGS. FOR ROOF FRAMING PROVIDE BLOCKING AS REQ'D. 05500 a_ PROJECT NO. 91111 DRAWN BY JMP CHECKED BY: DATE: JAN. 16, MRS REVISION MAR. 00, 1998 and OOORDIN. TI 0 al z 0 z � H I BENNER STANGE ASSOCIATES II RCHITECTS, P.C. 00 S.W. MEADOWS RD, SUITE 430 KE OSWEGO, OR 97035 (503) 670 -0234 FAX (503) 870 -0235 A61 JUP72L) 1 STANDING SEAM SCALE: HALF SCALE O 11 LOUVERED VENT SCALE 3" = 1' -0" END BLK'G 2X3' P.T. NAILER SEALANT SHEET METAL FLASHING, CONT. BACKER ROD AND SEALANT (SEE DETAIL 25/A1.1 SIM) I I • O G END CAP 16 SCALD 3" = 1' -0" SCALE: N.T.S. O SCUPPER DETAIL A SCALE= 1 I/2" = 1' -0" WALL FLASHING - SEE SECTION PLYWOOD - SEE STRUCTURAL SHEET METAL DRIP COVER PREFAB G.I. VENT W/ STORMPROOF VENTS AND ANTI INSECT SCREEN - PAINT TO MATCH ADJACENT COLOR BLOCK AS NECESSARY SHEET METAL FLASHING WALL FLASHING - SEE SECTION FRAMNG SEE STRUCTURAL SHEET METAL FLASHING (SEE DETAIL 3/A6.0 PLYWOOD SHEATHING SYN. PLASTER SYSTEM FRAMING SEE STRUCTURAL NOTE: SEE DETAILS Il 4 18/.462 FOR ADDITIONAL INFORMATION A 01600 METAL WALL FLASHING (SEE DETAIL 1 /A6.0 SYN PI ASTER SYSTEM EXfER1OR INSULATION FINISH AJD MOISTURE DRANAGE SYSTEM OVER I I/2 RIGID INSULATION OVER UNDERLAYMENT OVER SHEATHING 12" RADI STEP FLASHING A 01600 PREFINISHED METAL RIDGE FLASHING Z- CLOSURE - CUT TO FIT BETWEEN STANDING SEAM CONT. BUTYL MASTIC TAPE SEALANT BETWEEN PANEL AND Z- CLOSURE ROOF SHEATHING -�.... AND FRAMING \ (E) STRUCTURE RIDGE SCALD 1 I/2' = I' -0' CLOSURE PER MANUFACTURER SEALANT EXTERIOR PLASTER SYSTEM OVER p r PLYWOOD FRAMING, 8EE CONT. BACKER ROD ° �iRUCnURAI AND SEALANT SEALANT FLASHING ROOFING 4' DETAIL C) .4‘ SCLE 1 I/2" = I' -0" REMOVE COPING / FLASHING / GANT STRIP AND WOOD CURB PREPARE FOR NEW ROOFING PULL BACK (E) ROOFING AND INSTALL (W ROOFING IN ACCORDANCE i0 MFG'R RECOMMENDATION. PATCH AND REPAIR TO A WATERTIGHT CONDITION L__ B ISOMETRIC WALL SCUPPER NOT TO SCALE METAL ROOFING ONE PIECE GUTTER/ FLASHING 2 X 12 CONTINUOUS NAILER (E) STRUCTURE (N) STRUCTURE PRE- FINISHED STANDING SEAM METAL ROOFING OVER FELT LAP Z PROVIDE POSITIVE DRAINAGE TO ROOF DRAIN . ROOFING OVER (W ROOF SHEATHING SLOPE V I / ^ f Y/I , O NEW ROOF TO (E) ROOF 17 SCALE 1 1/2' = —(W STRUCTURE SEE STRUCTURAL SLOPE ALL TOPS 2 TO I� SY, PI ASTER SYSTEM EXTERIOR INSULATION FINISH AND MOISTURE DRAINAGE SYSTEM OVER 1 IR' RIGID INSULATION OVER UNDERLAYMENT OVER SHEATHING 22 O ACCENT KEYSTONE es ARCHA SCALE N.T.S. 01600 END BLK'G 2X3" P.T. NAILER INSERT SHEET METAL FLASHING M O � PARAPET /ROOF STEP A v SCALD 1 = 1' -0" MIL FRAMING PLYWOOD SHEATHING METAL WALL FLASHING FRAMING SEE STRUCTURAL (E) O NOT TO SCALE A END CAP (7) SCALE 3" = I' -0" 01600 (E) STRUCTURE 7 (N1 STRUCTURE REMOVE COPING / FLASHING / CANT PROVIDE POSITIVE STRIP AND WOOD CURB DRAINAGE TO PREPARE FOR NEW ROOFING ROOF DRAIN CIIIIIIIIIIIIIIIIN PALL BACK (EJ ROOFING AND (N) ROOFING OVER INSTALL (W ROOFING IN ACCORDANCE (W ROOF SHEATHING TO MIFG'R RECOMMENDATION. PATCH AND REPAIR TO A WATERTIGHT CONDITION LAP e. SET SCUPPER IN PLASTIC ROOFING CEMENT SCREW FASTENERS 0 3" O.C. ONE PIECE SHEET METAL SCUPPER SOLDER ALL AROUND SEAMS AND FLANGE PIECES. SET SCUPPER IN PLASTIC ROOFING CEMENT AND SCREW ATTACHMENT NEOPRENE WASHER FASTENER '7a 16" O.C. SINGLE LOCK SEAM FLASHING TO Wi LL METAL FLASHING ME1.:L WALL FLASHING (SEE DETAIL 1/A6.0 PLYWOOD SHEATHING SYK PLASTER SYSTEM SLOPE (w STRUCTURE SEE STRUCTURAL ROOF DRAIN, 3 c - SIM. *NEW ROOF TO (E) ROOFA SCALE I I/2' = I' - 0' COPING SEE DETAIL 3 /A6J -SIM. T.O. FRAMING END BLKG BACKER ROD .MID SEALANT SEALANT TYPE /S-I2 FRAMING - SEE STRUC DRIP WEAL SEE DETAIL 20/.41.1 O SIDEWALL PILASTER 4 SCALE: 1 1/2" = 1' -0" PILASTER O 9 CANOPY REVEAL SCALE: 11/2" = 1' -0" SCALE: 1 I/2' = I' -0' W 0 0 fr,1 ACI 3/4' EXTERIOR PLYWOOD TAPERED NAILER SEALANT 1/2' DIA. COUNTERSUNK EXPANSION BOLTS AT 4' -0' O.C. CAL. METAL WALL FLASHING (SEE DETAIL 1/A6.1) SYN. PI ASTER SYSTEM EXTERIOR INSULATION FINISH AND MOISTURE DRAINAGE SYSTEM OVER I I/2' RIGID INSULATION OVER UNDERLAYMENT OVER SHEATHING 19 EMBATTLEMENT 01600 SCALE N.T COPING END BLK'G BACKER ROD AND SEALANT SEALAN TYPE T (8 -U FRAMING - SEE S DRIP REVEAL SEE DETAIL 20/A1.1 STEP FLASHING OVER CONT. BEVELED OVER CEDAR SHIM - SEE DETAIL 2 /A6.l SIM. 3 Jr SIDEWALL PILASTER 5 SCALE: 1 1/2" = 1' -0" PILASTER O CANOPY REVEAL 1® SCALE: 1 I/2" = 1' -0" EXTERIOR INSULATION FINISH AND DRAINAGE SYSTEM OVER UNDERLAYMENT METAL WALL FLASHING OVER I/2' PLYLUOOD SHEATHING USE EXISTING COPING AS A CLEAT FOR NEW FLASHING EXISTING PARAPET 6' TRACK AND FRAMING AT 16' O.C. , ATTACH TRACK TO EXISTING. EXISTING COPING TO REMAIN. SEE STRUCTURAL FOR CONNECTION. 3/4' EXTERIOR PLYWOOD SHEET METAL FLASHING T.O$TEP —� eEE SECTION (E) CAL. GUTTER DETAIL A O FLASHING DETAIL A 15 SCALE: 1 1/2' = I' -0' METAL WALL FLASHING (SEE DETAIL 1 /46.11 20 EMBATTLEMENT A 01600 5315 DATE JAN. I6, 1.190 REGISTERED AR - TECT WADIURYTYM W x F a W ° U pia CC 2 a D r z � a A PROJECT NO. 99111 DRAWN BY .IMP CHECKED BY REVISION MAR. 20, MS L BLD6DEPT.GORR. and COORDIN. 5YN PI ASTER SYSTEM BENNER EXTERIOR INSULATION FINISH AND MOISTURE DRAINAGE STANGE SYSTEM OVER I IR' RIGID INSULATION OVER UNDERLAYMENT ASSOCIATES OVER SHEATHING ARCHITECTS, P.C. 5000 S.W. MEADOWS RD. SUITE 430 LAKE OSWEOO, OR 97035 (503) 670 -0234 FAX (503) 670 -0235 WALL SECTIONS I A6.9 I JUN 2 21998 CONDITION 'A CONDITION 'B' WIDTH COLUMN SCALE: 3/4' = 1' -0' RAIN DRAIN PIPE WHERE OCCURS OVERFLOW DRAIN PIPE WHERE OCCURS DAYLIGHT AT INSIDE AT PROVIDE BRASS ESCUTCHEON 8 X 8 16 SPLIT FACED CENTEit SCORED CAL. CONCRETE BASE - !RE: STRUCTJ C.M.U. EXPANSION JOINT O REVEAL AT COLUMN SCALE: 1 I/2' = I' -0' 7 SCALE: HALF SCALE COLUMN at GART SPORTS SCALE: 3/4' = I' -0' I }' SY PLASTER REVEAL SCALE: HALF SCALE CONTROL JOINT SOFFIT BOARD SCALE: HALF SCALE NOTE: DETAIL SIMILAR FOR VERTICAL AND HORIZONTAL REVEALS 6' OR 12' • SIM. CONDITION VERIFY W/ EXT. ELEVATION SLOPE COLUMN SCHEDULE TYPE 14[))TH 3' -4' 4' -0' DEPTH 2 , -0 , 2 . -0 , 2 , -8 , �— EXTERIOR INSULATION FINISH AND MOISTURE DRAINAGE SYSTEM OVER 11/2' RIGID INSULATION OVER UNDERLATMENT OVER 111' PLYWOOD SHEATHING RE: A3.1 09240 JOIST OR BLOCKING AT EACH CONTROL JOINT 5/8• EXTERIOR SOFFIT BOARD CONTROL JOINT (PANT) '1 :30 RE: A23 09250 SYSTEM VENTED PLASTER CHANNEL SCREEN WITH INSECT SCREEN 5 /S' EXTERIOR BGFIT BOARD CONTINUOUS METAL EDGE O COLUMN 2 SCALE: 3/4' = I' -0' 3' n SOFFIT VENT SCALE: HALF SCALE EXPANSION JOINT SOFFIT BOARD SCALE: HALF SCALE EXTERIOR INSULATION FINISH AND MOISTURE DRAINAGE SYSTEM OVER I Vl' RIGID INSULATION OVER UNDERLAYMENT OVER SHEATHING BUILDING PAPER OVER SUBSTRATE LAPPING INTO VINYL TRACK FASTENER REINFORCING MESH EMBEDDED IN BASE COAT OVERLAPPING vINYL DRAINAGE TRACK vNYL DRAINAGE TRACK BRING FINSH TO END OF DRIP EDGE WEEP OPENING SEALANT WITH CLOSED CELL BACKER ROD !DO NOT BLOCK TRACK DRAIN HOLES) MASONRY WALL OR COLUMN SUBSTRATE UNDERLAYMENT WRAP MESH AND BASE COAT 2' AT BACK DRYVIT DEMANDIT OR COLOR PRIME ON SURFACES TO RECEIVE SEALANT DRYNT COMPATIBLE SEALANT WITH CLOSED CELL BALKER ROD CAULK PERIMETER OF SLEEVE ALONG SHEATHING I I!2• RIGID INSULATION WITH DRAINAGE GROOVES REINFORCING MESH EMBED. IN BASE COAT SYNTHETIC PLASTER FINISH O n E.I.F.M.D. PENETRATION 1 n SCALE: HALF SCALE WRAP MESH AND BASE COAT 2' CONT. CLOSED CELL BACKER ROD AND SEALANT BRING FINISH TO \ END OF PREP `WEEP HOLE 09240 FRAMING AT EXPANSION JOINT BACKER ROD METAL EDGE 5/8' EXTERIOR SOFFIT BOARD SEALANT EDGE CF BUILDING OR COLUMN AT NM. CONDITION RE: 23 09250 SYNTHETIC PLASTER SYSTEM CN IR' PLYWOOD SHEATHING CANOPY AND SOFFIT FRAMING -X FRAMING UNDERLAYIMENT EXTERIOR INSULATION LAPPED INTO NNTL FINISH AND N.S.R. DRAINAGE TRACK DRAINAGE SYSTEM WITH iVa' RIDGED INSULATION OVER UNDER- LAYMENT vNYL DRAINAGE TRACK WITH 3' LEG COLUMN SCALE: 3/4' = I' -0' COLUMN SCHEDULE TYPE A WIDTH 6 , -0 , DEPT FRY SPRINN-OCK REGLET (TYPE MA) MASONRY INSULATION 3x PT TOP PLATE WITH COUNTERSINK ANCHOR BOLT 2 PIECE SYSTEM 20 GA SHEET METAL FLASHING EXPANSION JOINT REFER TO THE 'SMACNA• ARCHITECTURAL MANUAL 3RD EDITION PLATE 81 WALL FLASHING OVER NOTE: UNDERLAYMENT OVER VERIFY CONDITION PRIOR TO FABRICATION CMU EXP. JOINT FLASHING SCALE: I I/2' = I' -0' Imo' E.IF.MD. 0 MISC. ATTACHMENT SCALE: HALF SCALE EXTERIOR INSULATION FINISH AND MOISTURE DRAINAGE SYSTEM WITH 11/2' RIGID INSULATION OVER UNDERLAYMENT SEALANT WITH BOND BREAKER ALL AROUND ALINING PRANE BOLT CORROSION RESISTANT I CORROSION RESISTANT SLEEVE SHEATHING WOOD BLOCKING (TY, EXTERIOR INSULATION FINISH AND MOISTURE DRAINAGE SYSTEM WITH IU RIGID INSULATION OVER UNDERLAYI OVER UNDERLAYMENT DRAINAGE GROOVES CORNER. BLOCKING SHEATHING FASTENERS UNDERLAYMENT LAPPED INTO VINYL DRAINAGE TRACK VINYL DRAINAGE TRACK WITH 3' LEG WRAP MESH AND BASE COAT 2' AT BACK CONT. CLOSED CELL BACKER ROD AND SEALANT BRING FINISH TO END OF DRIP - J UNEEP HOLE O DRIP EDGE SCALE: HALF SCALE BACKER ROD METAL EDGE 5/8' EXTERIOR SOFFIT BOARD SEALANT WALL SOFFIT BOARD CONTROL JOINT SCALE: HALF SCALE 09250 !1 2x FRAMING MASONRY WALL AIR SPACE NEOPRENE SEAL ALUMINUM RETAINER CLOSURE • TOP BOTTOM VISUAL DENSE NEOPRENE SEAL BETWEEN WALLS ED EXPANSION JOINT SCALE: 3' = I' -0' BUILDING PER OVEP_ SUBSTRATE LA INTO VINYL TRACK VINYL DRAINAGE TRACK FASTENER FEIFORCING MESH EHEEDDED M BASE COAT OVERLAPPN G VINYL DRAINAGE TRACK 14 BLOCKING SYSTEM VENTED PLASTER CHANNEL SCREEN WITH INSECT SCREEN BA. SOFFIT/BHEATHI. VARIES EXTERIOR INSULATION FINISH AND MOISTURE DRAINAGE SYSTEM OVER 1 1/1' RIGID INSULATION OVER UNDERLAYMENT OVER I/2' PLYWOOD SHEATHING 7 -- GONG. TILT -UP AT 81MILAR GON ; AT EXISTING WALL COLUMN SCALE: 3/4' = I' -0' 8 X B X 16 SPLIT ACE CENTER SCORED C CONCRETE BABE BELOW - ARE: STRUCTJ r <_ SOFFIT VENT SCALE: HALF SCALE AT CANOPY DRAFTSTOP SCALE: 3/4' = 3' COLUMN SCHEDULE TYPE WIDTH DEPTH 0 -e' PREFNIOHED SHEET METAL R ASHNCG OVER UNDERLAYMENT WEEP OPENING SEALANT WITH CLOSED CELL BACKER ROD (D NOT BLOCK ?RACK DRAIN HOLEO S ) EXTERIOR INSULATION FINISH AND MOISTURE DRAINAGE SYSTEM OVERI la' RIGID INSULATION OVER UNDERLAYMENT OVER SHEATH. ACCENT CORNICE A SCALE: 3/4' • I' -0' MR' EXTERIOR SOFFIT BOARD .:. YNTINUCUS METAL EDGE WRAP MESH AND BASE COAT 2' AT BACK 09240 O COLUMN 5 SCALE: 3/4' = I' -0' (E) VENT BETW W ALLS EXPANSION JOINT SCALE: 3' = I' -0' v I � -- /1 1 AI IA I/ 11 I/ \1 L J L A , l /2 DRIP EDGE SCALE: HALF SCALE: O G WEEP SYSTEM 2 J SCALE: HALF SCALE (N) COLUMN SCHEDULE TYPE A 4NIDTH 6' -0' DEPT (E) INDICATED BY DASHED LINE NOTE: SEE STRUCTURAL FOR CONNECTION SYNTHETIC PLASTER WRAP MESH 4 BASE COAT 2' o BACK CONT. BACKER ROD AND SEALANT (N) SOFFIT TO (E) z SCALE: I I/2' 09240 EXTERIOR INSULATION FINISH AND MOISTURE DRAINAGE SYSTEM OVER I I/J' RIGID INSULATION OVER UNDERLAYMENT OVER SHEATHING BUILDING PAPER OVER SUBSTRATE LAPPING INTO VINYL TRAGIC FASTENER VINYL DRAINAGE TRACK VINYL DRAINAGE TRACK WEEP OPENING SEALANT WITH CLOSED CELL BACKER ROD ! DO NOT BLOCK TRACK DRAIN HOLES PREFNISHED SHEET METAL ING OVER UNDERLAYMENT 53NS REGISTERED AR ITECT BTAT' OF WASHINGTON EXTERIOR IN BABE CO EMBEDDED AT OVERLAPPING DETA PROJECT NO. 9/111 DRAWN BY : ..IMP CHECKED BY : DATE: JAN. 16, 1.0 REVISION : MAR. 2O, 1546 Q LDbAEPT.00RR. and COORDIN. BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 S.W. MEADOWS RD. SUITE 430 LAKE OSWEGO. OR 97035 (503) 670 -0234 FAX (503) 670-0235 50.1 GENERAL STRUCTURAL NOTES AND DRAWING INDEX S2.1 BLDG.'S 1, 2, AND 3 PARTIAL FOUNDATION PLANS S2.2 NOT ISSUED S2.3 NOT ISSUED S2.4 BLDG. 2 FOUNDATION PLAN AND ROOF FRAMING PLANS S2.5 NOT ISSUED S2.6 BLDG.'S 1, 2, AND 3 PARTIAL ROOF PLANS S2.7 S2.8 S2.9 S2.10 NOT ISSUED S3.1 EXTERIOR ELEVATIONS S3.2 NOT ISSUED 53.3 NOT ISSUED S4.3 NOT ISSUED S4.4 CANOPY SECTIONS S4.5 NOT ISSUED S4.6 NOT ISSUED S4.7 S4.8 S4.9 S4.10 S4.11 54.12 S4.13 54.14 54.15 S5.1 S5.2 S6.1 S6.2 S6.3 S6.4 S6.5 S6.6 S6.7 DRAWING INDEX NOT ISSUED NOT ISSUED NOT ISSUED NOT ISSUED CANOPY SECTIONS NOT NOT NOT NOT NOT NOT NOT ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED CONCRETE DETAILS CONCRETE DETAILS FRAMING DETAILS FRAMING DETAILS FRAMING DETAILS NOT ISSUED NOT ISSUED FRAMING DETAILS FRAMING DETAIL eg -0023 GENERAL STRUCTURAL NOTES STRUCTURAL DRAWINGS ARE INTENDED TO BE USED WITH ARCHITECTURAL DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING SUCH REQUIREMENTS INTO THEIR SHOP DRAWINGS AND WORK. THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. CODE REQUIREMENTS: CONFORM TO THE UNIFORM BUILDING CODE, 1994 EDITION. TEMPORARY CONDITIONS: THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND /OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTORS CONSTRUCTION METHODS AND /OR SEQUENCES. CONTRACTOR'S CONSTRUCTION AND /OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD. RETAINING WALLS WHICH TIE TO UPPER SLABS SHALL NOT BE BACKFILLED UNTIL THE UPPER SLABS REACH FULL STRENGTH UNLESS ADEQUATE BRACING I5 PROVIDED AT THE TOP OF THE WALL. EXISTING CONDITIONS: ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY SIGNIFICANT DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS. DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE 1994 UNIFORM BUILDING CODE. IN ADDITION TO THE DEAD LOADS, THE FOLLOWING LOADS AND ALLOWABLES WERE USED FOR DESIGN, WITH LIVE LOADS REDUCED PER UBC: ROOF 25 PSF L.L. (SNOW DRIFT AS SHOWN ON PLANS) ALLOWABLE SOIL BEARING PRESSURE 2,500 PSF (PER SOILS REPORT BY GEO ENGINEERS, DATED FEBRUARY 23, 1998) RETAINING WALLS 35 PCF (EQUIVALENT FLUID PRESSURE) WIND 80 MPH - EXPOSURE B EARTHQUAKE DESIGN AND ANALYSIS WAS BASED UPON THE FOLLOWING: Z = 0.30, I = 1.0, C = 2.75, Rw = 6 DESIGN AND DETAILING OF NEW ELEMENTS WAS BASED ON CRITERIA FOR SEISMIC ZONE 3. SUBMITTALS: SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION REGARDING ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: CONCRETE MIX DESIGNS, CONCRETE AND MASONRY REINFORCEMENT, EMBEDDED STEEL ITEMS, STRUCTURAL STEEL, STEEL STUDS, GLUED - LAMINATED MEMBERS, PREMANUFACTURED WOOD JOISTS. IF THE SHOP DRAWINGS DIFFER FROM, OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. ANY CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND ARE SUBJECT TO REVIEW AND ACCEPTANCE OF THE ENGINEER. DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS, INCLUDING: PREFABRICATED WOOD JOISTS SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION. CALCULATIONS SHALL BE INCLUDED FOR ALL CONNECTIONS TO THE STRUCTURE, CONSIDERING LOCALIZED E'-FECTS ON STRUCTURAL ELEMENTS INDUCED BY THE CONNECTION LOADS. DESIGN SHALL BE BASED ON THE REQUIREMENTS :./F THE 1994 UBC WITH THE FOLLOWING: 4. ALL WELDS SHALL BE VISUALLY INSPECTED. EARTHQUAKE ZONE 3 WIND ZONE 80 MPH, EXPOSURE B THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF MECHANICAL, PLUMBING, AND ELECTRICAL EQUIPMENT, MACHINERY, AND ASSOCIATED PIPING WITH THE STRUCTURE. ANY CONNECTIONS TO STRUCTURE NOT CONFORMING TO SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL ASSOCIATION (SMACNA), OR SPECIFICALLY DETAILED ON THE MECHANICAL ENGINEER'S DRAWINGS, SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION. FIELD ENGINEERED DETAILS DEVELOPED BY THE CONTRACTOR THAT DIFFER FROM, OR ADD TO THE STRUCTURAL DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO CONSTRUCTION. SPECIAL INSPECTION PROGRAM "' ESTABLISHED PER 1994 UBC SECTION 106, 108 & CHAPTER 17 ITEM CONTINUOUS a REINFORCING PLACEMENT SOILS GRADING. EXCAVATION & FILL FINAL FOUNDATION PREPARATION REINFORCING WELDING REINFORCING COUPLING ANCHOR BOLTS & INSERTS PREPARATION OF TEST SPECIMENS CONCRETE PLACEMENT EPDXY ANCHOR PLACEMENT EXPANSION ANCHOR PLACEMENT STRUCTURAL STEEL HIGH STRENGTH BOLTING EFLDING )' ANCHORS AND S TUDS EMBEDDED PLATES LLE IN PARTIAL /COMPLETE PENETRATION Fl. MELDING SINGLE PASS FILLET WELDS < 5/16 PARTIAL /COMPLETE PENETRATION LIGHT GAUGE METAL FRAMING wE. Dwc STRUCTURAL MASONRY PRISM CONSTRUCTION REINFORCING PLACEMENT UNIT PLACEMENT GROUT SPACE GROUT PLACEMENT REINFORCING & CONCRETE PQtlODIC rn FILLET WELDS > 5/16" COMMENTS BY GEOTECHNICAL ENGINEER BY GEOTECHNICAL ENGINEER REF. NOTE 6 TURN -OF- THE -NUT METHOD REF. NDTE REE NOTE REF- NOTE 5 REF. NOTE 4 REF- NOTE 4 REF. NOTE 5 is > 1500 Psi PROGRAM FOOTNOTES: 1. THE ITEMS CHECKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH UBC CHAPTER 17 BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL SAMPUNG AND TESTING REQUIREMENTS, REFER TO THE MATERIAL SAMPUNG AND TESTING SECTION, THE PROJECT SPECIFICATIONS AND 1HE SPECIFIC GENERAL NOTES SECTIONS. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THE ARCHITECT, ENGINEER, CONTRACTOR AND BUILDING OFFICIAL ANY MATERIALS WHICH FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS. 2. SPECIAL INSPECTION 15 NOT REQUIRED FOR WORK PERFORMED BY AN APPROVED FABRICATOR PER UBC SECTION 1701.7. 3. CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTON (UBC 1701.6.1). PERIODIC SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT ALL WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE. 5. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY OR BY USING ANOTHER APPROVED METHOD. 6. PERIODIC SPECIAL INSPECTION IS ONLY REQUIRED FOR WELDING OF ASTM A 706 REINFORCING STEEL NOT GREATER THAN NO. 5 USED FOR EMBEDMENTS, PROVIDED THE MATERIALS, QUAUF1CATIONS 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 PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP WELDING. CONCRETE: CONCRETE WORK SHALL CONFORM TO CHAPTER 19 OF THE UNIFORM BUILDING CODE. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28 -DAY CYLINDER TESTS PER ASTM C39, AND SHALL BE AS FOLLOWS: ABSOLUTE WATER- CEMENT RATIO BY WEIGHT f'c (PSI) NON AIR - ENTRAINED AIR - ENTRAINED USE 3,500 .51 .41 ALL USES UNLESS OTHERWISE NOTED HIGHER WATER /CEMENT RATIOS THAN SHOWN ABOVE MAY BE USED IF SUBSTANTIATED IN ACCORDANCE WITH ACI 318 -89, CHAPTER 5. MINIMUM CEMENT CONTENT PER CUBIC YARD SHALL BE AS FOLLOWS: FLYASH CONFORMING TO ASTM C618 (INCLUDING TABLE 2A) TYPE F OR TYPE C, MAY BE USED TO REPLACE UP TO 20% OF THE CEMENT CONTENT, PROVIDED THAT THE MIX STRENGTH IS SUBSTANTIATED BY TEST DATA. THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS, ALONG WITH TEST DATA AS REQUIRED. A MINIMUM OF TWO WEEKS PRIOR TO PLACING CONCRETE. A WATER- REDUCING ADMIXTURE CONFORMING TO ASTM C494, USED IN STRICT ACCORDANCE WITH THE MANUFACTURERS' RECOMMENDATIONS, SHALL BE INCORPORATED IN CONCRETE DESIGN MIXES. A HIGH -RANGE WATER- REDUCING (HRWR) ADMIXTURE CONFORMING TO ASTM C494, TYPE F OR G, MAY BE USED IN CONCRETE MIXES, PROVIDING THAT THE SLUMP DOES NOT EXCEED 10 ". AN AIR - ENTRAINING AGENT CONFORMING TO ASTM C260 SHALL BE USED IN CONCRETE MIXES FOR EXTERIOR HORIZONTAL SURFACES EXPOSED TO WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL BE 5% 4 1% BY VOLUME. SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER BEFORE POURING. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CONCRETE EDGES UNLESS NOTED OTHERWISE. REINFORCING STEEL: REINFORCING STEEL SHALL CONFORM TO ASTM A615, INCLUDING 51, GRADE 60, FOR DEFORMED BARS AND ASTM A185 FOR SMOOTH WELDED WIRE FABRIC (WWF), UNLESS OTHERWISE NOTED. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A706. STEEL SHALL BE SECURELY TIED IN PLACE WITH #16 ANNEALED IRON WIRE. BARS IN SLABS SHALL BE SUPPORTED ON WELL -CURED CONCRETE BLOCKS OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE, MSP -1. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES," ACI 315. SHOP DRAWINGS SHALL INCLUDE ELEVATIONS. LAP ALL REINFORCING BARS PER THE LAP SPLICE SCHEDULE ON DRAWING 50.1 WITH A MINIMUM LAP OF 18 ", EXCEPT AS NOTED. MECHANICAL SPLICES NOTED ON THE PLANS SHALL BE DAYTON BAR -GRIP SPLICES OR APPROVED WITH A CURRENT ICBO APPROVAL REPORT. REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS: COVER WALL BARS: INTERIOR FACES EXPOSED TO EARTH OR WEATHER FOOTING BARS CONCRETE WAI I REINFORCING (UNLESS OTHERWISE NOTED): WALL THICKNESS f'c (PSI) MINIMUM CEMENT PER CUBIC YARD 3,500 510 LBS. 3/4" 1 -1/2" ( #5 AND SMALLER) 2" (#6 AND LARGER) 3" HORIZONTAL BARS VERTICAL BARS LOCATION #4 ® 16" 0.C. #4 ® 16" 0.C. #4 ® 12" 0.C. #4 ® 16" 0.C. ® CL OF WALL ® CL OF WALL AT SLAB AND WALL OPENINGS PROVIDE A MINIMUM OF TWO #5 BARS OVER, UNDER AND AT THE SIDES, OF THE OPENINGS. EXTEND THESE BARS LAP DISTANCE OR A MINIMUM OF 24" PAST THE OPENING. PROVIDE ONE #5 FOR SINGLE -LAYER REINFORCING AND TWO #5 FOR DOUBLE -LAYER REINFORCING, 4' -0" LONG, DIAGONALLY AT EACH CORNER OE ALL OPENINGS. REFER TO TYPICAL DETAILS FOR DISPOSITION OF CORNER BARS AND BARS IN SMALL WALL SECTIONS. SLAB BARS SHALL BE HOOKED INTO WALLS, OR HOOKED DOWELS SHALL BE PROVIDED TO MATCH SLAB REINFORCING. PROVIDE TWO #4, 4' -0" LONG DIAGONALLY AT EACH RE- ENTRANT CORNER IN SLABS. PROVIDE HOOKED DOWELS FROM FOOTINGS TO MATCH VERTICAL WALL REINFORCING. CONCRETE ACCESSORIES: HEADED SHEAR STUDS SHALL BE NELSON HEADED ANCHORS WITH FLUXED ENDS OR APPROVED. DEFORMED BAR ANCHORS (DBA) SHALL BE NELSON, T YP E D 2 09 APPROVED. STUDS AND DBA SHALL BE AUTOMATICALLY END - WELDED WITH THE MANUFACTURER'S STANDARD EQUIPMENT IN ACCORDANCE WITH THEIR RECOMMENDATIONS. EXPANSION BOLTS SHALL BE HILT) KWIK BOLT -II OR APPROVED WITH EQUIVALENT ICBO ALLOWABLE TENSION AND SHEAR VALUES. PERMANENTLY EXPOSED EMBEDDED PLATES AND ANGLES SHALL BE HOT- DIPPED, GALVANIZED AFTER FABRICATION, UNLESS OTHERWISE NOTED. NO LOADS OR WELDS SHALL BE PLACED ON EMBEDDED PLATES OR ANGLES FOR A MINIMUM OF 7 DAYS AFTER CASTING. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHOULD BE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPUTUDE. EPDXY ADHESIVE: EPDXY ADHESIVE SHALL CONFORM TO ASTM C881 AND SHALL BE A TWO- COMPONENT, LIQUID EPDXY WITH NON -SAG CONSISTENCY AND A LONG POT LIFE, AND SHALL BE SUITABLE FOR USE ON DRY OR DAMP SURFACES. MINIMUM SLANT SHEAR STRENGTH SHALL BE 5,000 PSI, AND MINIMUM TENSILE STRENGTH SHALL BE 4,000 PSI. HOLE SIZES AND INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH THE APPROVED ICBO REQUIREMENTS. CONCRETE MASONRY: CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C90, TYPE I. ASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF f'm = 1,500 551 AS VERIFIED BY PRISM TESTS BEFORE AND DURING CONSTRUCTION. CONCRETE MASONRY WALLS SHALL BE REINFORCED, AS SHOWN ON THE PLANS AND DETAILS, AND IF NOT SHOWN, SHALL BE AS NOTED UNDER "MASONRY REINFORCING STEEL ". MORTAR: MORTAR SHALL BE TYPE 5, WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 1,800 PSI, AND SHALL CONFORM TO UBC SECTION 2103. MASONRY GROUT: GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 051 AT 28 DAYS AND SHALL CONFORM TO UBC SECTION 2103. GROUT SHALL CONSIST OF A MIXTURE OF CEMENTITIOUS MATERIALS AND AGGREGATE TO WHICH SUFFICIENT WATER HAS BEEN ADDED TO CAUSE THE MIXTURE TO FLOW WITHOUT SEGREGATION OF THE CONSTITUENTS. ALL CELLS CONTAINING VERTICAL BARS AND ALL BOND BEAMS SHALL BE FILLED WITH GROUT. MASONRY REINFORCING STEEL: REINFORCING SHALL CONFORM TO UBC SECTION 2102.2. DEFORMED BARS SHALL BE GRADE 60. AND SHALL BE SECURELY PLACED IN ACCORDANCE WITH UBC SECTION 2104.5. UNLESS OTHERWISE NOTED ON THE PLANS, THE MINIMUM WALL REINFORCEMENT SHALL BE AS FOLLOWS: WALL THICKNESS 8" VERTICAL BARS #6 ® 48" O.C. HORIZONTAL BARS (IN BOND BEAMS) RUNNING BOND (2) #4 CO 48" O.C. BOND BEAMS WITH TWO #5 BARS HORIZONTALLY SHALL BE PROVIDED AT ALL FLOOR AND ROOF LINES AND AT THE TOP OF WALLS. PROVIDE A BOND BEAM WITH TWO #5 BARS HORIZONTALLY ABOVE AND BELOW ALL OPENINGS, AND EXTEND THESE BARS 2' -0" PAST THE OPENING AT EACH SIDE. PROVIDE ONE BAR, MATCHING VERTICAL BAR SIZE, FOR THE FULL HEIGHT OF THE WALL AT EACH SIDE OF OPENINGS, WALL ENDS, AND INTERSECTIONS. DOWELS TO MASONRY WALLS SHALL BE EMBEDDED A MINIMUM OF 1' -6" OR HOOKED INTO THE SUPPORTING STRUCTURE AND BE OF THE SAME SIZE AND SPACING AS WALL REINFORCING. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL WALL REINFORCING AT WALL INTERSECTIONS. LAP ALL BARS AT SPLICES 48 DIAMETERS, WITH A MINIMUM LAP OF 18 ", EXCEPT AS NOTED. STRUCTURAL STEEL: STRUCTURAL STEEL SHALL BE ASTM A36 GRADE 50, AS NOTED. TUBES SHALL BE ASTM A500, GRADE B (Fy = 46 KSI). PIPES SHALL BE ASTM A501 OR ASTM A53 GRADE 3. DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ". WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION. WELDS SHALL BE MADE USING E7050 ELECTRODES AND SHALL BE 3/16" MINIMUM UNLESS OTHERWISE NOTED. WELDING SHALL BE BY AWS CERTIFIED WELDERS. PREQUALIFIED WELDING PROCEDURES ARE TO BE USED, UNLESS AWS QUALIFICATION IS SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION. STEEL STUDS: STEEL STUDS SHALL BE C -STUDS WITH A MINIMUM YIELD OF 33,000 551 FOR 18 AND 20 GAGE, AND 50,000 PSI FOR 14 AND 16 GAGE. STUDS SHALL BE OF THE SIZE, GAGE, AND SPACING SHOWN ON THE DRAWINGS. MINIMUM SECTION PROPERTIES SHALL BE AS FOLLOWS. PROVIDE BRIDGING IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS ADEQUATE FOR DEVELOPMENT OF THE FULL MOMENT CAPACITY OF THE STUDS. FOR LOAD- BEARING STUDS, TRACK SHALL BE OVERSIZE TO PROVIDE FULL STUD BEARING. SCREWS SHALL BE ELCO DRIL -FLEX, HILT KWIK -FLEX, OR APPROVED. STUD SIZE 4" X 18 GAGE 4" X 20 GAGE 6" X 18 GAGE 6" X 20 GAGE TRACK SI7F 4" X 18 GAGE 4" X 20 GAGE 6" X 18 GAGE 6" X 20 GAGE )(MIN) S(MIN) IN INS 0.85 0.66 2.22 1.72 0.42 0.32 0.74 0.56 (M S(M 0.56 0.43 1.53 1.20 0.28 0.22 0.51 5.40 SAWN LUMBER: SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD PRODUCTS ASSOCIATION GRADING RULES. LUMBER SHALL BE THE SPECIES AND GRADE NOTED BELOW: SSE DIMENSION LUMBER 2 TO 4 THICK BEAMS /STRINGERS GRADE DOUGLAS FIR -LARCH N0. 2 Fb(PSI) ) SINGLE USE) 875 DOUGLAS FIR -LARCH NO. 1 1300 ALL LUMBER IN CONTACT WITH CONCRETE OR CMU SHALL BE PRESSURE TREATED UNLESS AN APPROVED BARRIER 15 PROVIDED. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON COMPANY (OR APPROVED EQUAL) AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS. HANGERS NOT 51-10WN SHALL BE SIMPSON HU OF SIZE RECOMMENDED FOR MEMBER. ALL FRAMING NAILS SHALL BE COMMON NAILS AND SHALL BE OF THE SIZE AND NUMBER INDICATED ON THE DRAWINGS. NAILING NOT SHOWN SHALL BE AS INDICATED ON UBC TABLE 23-1-0. BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI /ASME STANDARD 818.2.1 -1981. ALL BOLTS AND LAG SCREWS SHALL BE INSTALLED WITH STANDARD CUT WASHERS. CUTTING AND NOTCHING OF JOISTS AND STUDS SHALL CONFORM TO UBC 2326.8 AND 2326.11.2. 9 AND 10. PI YW000: PLYWOOD PANELS SHALL CONFORM TO THE REQUIREMENTS OF "U.S. PRODUCT STANDARD PS 1 FOR CONSTRUCTION AND INDUSTRIAL PLYWOOD" OR APA PRP -108 PERFORMANCE STANDARDS. UNLESS NOTED, PANELS SHALL BE APA RATED SHEATHING, EXPOSURE 1, OF THE THICKNESS AND SPAN RATING SHOWN ON THE DRAWINGS. PLYWOOD INSTALLATION SHALL BE IN CONFORMANCE WITH APA RECOMMENDATIONS. ALLOW 1/8" SPACING AT PANEL ENDS AND EDGES, UNLESS OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER. ALL ROOF SHEATHING AND SUB - FLOORING SHALL BE INSTALLED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS, EXCEPT AS INDICATED ON THE DRAWINGS. ROOF SHEATHING SHALL EITHER BE BLOCKED, TONGUE- AND - GROOVE, OR HAVE EDGES SUPPORTED B5 PLYCLIPS. SUB - FLOORING SHEATHING SHALL BE UNBLOCKED, EXCEPT AS INDICATED ON DRAWINGS. SHEAR WALL SHEATHING SHALL BE BLOCKED WITH 2X FRAMING AT ALL PANEL EDGES. NAILING NOT SHOWN SHALL BE AS INDICATED ON UBC TABLE 23 -I -Q. ALL NAILS SHALL BE COMMON NAILS; HOWEVER, USE RING SHANK FOR ROOF SHEATHING. PROJECT NO. GI UFD I AMINATFD MEMBERS: GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE 97582 - 82 WITH U.S. PRODUCT STANDARD PS 56, "STRUCTURAL GLUED LAMINATED TIMBER" AND AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, AITC 117. EACH MEMBER SHALL BEAR AN AITC OR APA -EWS IDENTIFICATION MARK AND BE ACCOMPANIED BY A CERTIFICATE OF CONFORMANCE. ONE COAT OF END SEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. BEAMS SHALL BE VISUALLY GRADED WESTERN SPECIES INDUSTRIAL, ARCHITECTURAL, PREMIUM GRADE, AND OF THE STRENGTH INDICATED BELOW: COMBINATION SYMROL 24F - V4 24F - V8 SPECIES DF /DF DF /DF GLULAM HANGERS NOT SHOWN SHALL BE SIMPSON EG. ADHESIVE SHALL BE WET -USE EXTERIOR WATERPROOF GLUE. 550 (SIMPLE SPAN) CONTINUOUS OR CANTILEVER) PREMANUFACTURED WOOD JOISTS: PREMANUFACTURED WOOD JOISTS SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS, MANUFACTURED BY THE TRUS -JOIST MACMILLAN, OR BE AN APPROVED EQUAL. PROVIDE BRIDGING IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. JOISTS AND BRIDGING SHALL BE CAPABLE OF RESISTING THE WIND UPLIFT NOTED ON THE DRAWINGS. THE JOIST MANUFACTURER SHALL VISIT JOB SITE AS REQUIRED AND VERIFY THE PROPER INSTALLATION OF JOISTS IN WRITING TO THE ARCHITECT. PREMANUFACTURED WOOD JOIST ALTERNATES WILL BE CONSIDERED, PROVIDED THE ALTERNATE IS COMPATIBLE WITH THE LOAD CAPACITY, DIMENSIONAL, AND FIRE RATING REQUIREMENTS OF THE PROJECT, IS ICBO APPROVE AND HAS LVL FLANGES. ENGINEERED COMPOSITE I UMBERS: ENGINEERED COMPOSITE WOOD PRODUCTS SUCH AS MICROLAM LVL, PARALLAM PSI- AND 11MBERSTRAND SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS, MANUFACTURED BY TRUS -JOIST MACMILLAN, OR AN APPROVED EQUAL. THE MANUFACTURER SHALL PROVIDE SHOP DRAWINGS SHOWING LAYOUT AND ANY DETAILING NECESSARY FOR DETERMINING FIT AND PLACEMENT IN THE STRUCTURE. THE SHOP DRAWINGS WILL ALSO INDICATE THE SIZE, SPACING, AND GRADE OF THE MEMBERS TO BE USED AND SHALL BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE STATE OF WASHINGTION. Kowa sow DRAWN BY CHECKED BY: DATE: 8/28/98 REVISION 3 -20 -88 P.C. REEF. U 5LDG. 2 REV. 5 -15 -98 PERMIT SET Consulting Engineers M 8W wl Avow 61Ne 1100 5103 - Orepal D7204 032511 BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 8.W(r ) SUM 430 LAKE (603) 070-0238 GENERAL STRUCTURAL NOTES AND DRAWING INDEX B ' G ! RE� T2 BLDG. r�r«ss,c I I 1 s0 JUN 221998 ft I (2 42'-6" i 16 (. " GRID FOR INFORMATION ONLY 36'-0" NOTES: 6 I 3. REFER TO 10/863 4 11/566 FOR TS COLUMN CONN. TO PIER FOOTING. 9e 1. REFER TO DETAIL 10/552 FOR TYPICAL PIER FOOTING INFORMATION AT PIERS w/ TS COLUMNS. 2. REFER TO 10/552 SIM. FOR PIER FOOTING INFORMATION AT PIERS WIT-lour T5 COLUMNS. L.; _ 1 1_1 36 S'-4") , — 30' -0" nmr 3 -4" 3 -4" 36'-8" 4 -0" (REF. SHEET b23) 32'-3" BUILDING " 1 & 2" PARTIAL PLAN „ED 1/16".1 EXISTING BUILDING " 1" 48'-0" - - a I I I F I J cl, TYP. I j t _t 26' .a" 1 3 -4," BUILDING 2" (REF. SI-IEET 52.4) co 1 II' 0 1- 23-10" ,, ,i. y 36'-0" , - 3'-4'= -3'-4" \-- 5 5'-4" 3'-4° cp Ka) 111 CC Lu z uJz 0 CC uJ CI_ D c• <z . z a_ PROJECT NO T/552-m DRAWN BY: CI-LECKE') BY DATE 9/ 26/9e REA/101°N : 3-20-58 P.C. RESP, & BLDG. 2 REV. REV. 5-15-58 PERMIT SET is Consulting Engineers M SW 521 Ammo Sub 2500 Pork. 0,0,7 97204 500-227-0257 BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 SW. MEADOWS R, BORE 430 LAKE 055500, OR 87200 FAX i 67 6= BLDG. 1,2,3 PARTIAL FOUNDATION PLANS O 1 10 psf 81.1 psf 20' 1 e NOTE: L LOADING ZONE L 18'_1" G SLAB ON GRADE w/ " 4 ®16" oc. EA. WAS' AT 4 OF SLAB = _ ▪ = = _ II I; co n_ l �y i II (2580') 11 rC gN 5 ON JO NTRJCTI S5.1 T REF. I/ i FOR DETAILS SEL. 2120' (2580') L I (2580') 0 4 REF. SHEET 52.1 FOR STOREFRONT PIER SIZE AND LOCATIONS, TYP. TYP. N�WJO w =n�� 48' -T TS COL. REF. SHEET 52.1 FOR SIZE, TYP. pgg 145' -9" [Oa fffli O BLDG. 2 FOUNDATION PLAN 1 /16 " =1' -0" NOTES: I. (XXXXX') INDICATES BOTTOM OF FOOTING ELEVATION. 2. ® INDICATES FOOTING TYPE. REF. 4/55.1 FOR SCHEDULE. 3. INDICATES EXISTING PRECAST CONC. WALLS. 4. FIELD VERIFY EXISTING DIMENSIONS AND ELEVATIONS. 5. SEL. XY.XXX' INDICATES TOP OF SLAB ELEVATION. 5. REF. 55.1 FOR TYPICAL CONCRETE DETAILS. T. - ., / / / / / / / / /// INDICATES 8" CMU WALL (REF. GENERAL STRUCTURAL NOTES FOR REINFORCING.) - (2580') n , FOOTING AT PILASTERS, TYP. N e . 6/552 FOR LL CONN. TYP. EXIST. 2' -3 "x11 " DEEP WALL FOOTING DRIFTING SNOW LOAD SIaOEN 15 IN ADDITION TO BASIC 25 PSF SNOW LOAD. ® BLDG. 2 SNOW DRIFT DIAGRAM N.T.S. 48' -1" 48' -1 1850 LB. GL 834x39 11 SIMPSON LSTI13 8' -0" o.c. TYP. GL 8 SIMPSON LSTI13 8' -0" 04. GL 8 2,200 L 2x BLOCKING 4' -0" o.c. 11 GL 8 m 4-ft. 36" TJW a 4' -0" o.c. GL 8 GL 8 A.2 � e , 4 3. 2x8 a 24" 0.c D -1 p er:007r. AreAr441 . lir V. 0 Ai AAAA oriArre771 TYP. INDICATES SPAN DIRECTION OF 31 4" PLYWOOD ROOF SHEATHING (P.I.=4824) w/ 104 NAILS o 6" o.c. AT DIAPHRAGM BOUNDARIES AND AT ALL PANEL EDGES, AND 10d o 12" o.o. AT INTERMEDIATE FRAMING. ALL. PANEL EDGES SHALL BE BLOCKED w/ MINIMUM 2x FRAMING. REF. ARCH. DLLGsS. FOR ROOF DECK AND PARAPET ELEVATIONS. T /C =XX INDICATES SEISMIC TENSION/ COMPRESSION FORCE IN TOP CHORD OF JOIST. 145' 5. 48' -1" F. £:!4T. 52.6 FOR CANOPY FRAMING INFORMATION. V/I 20'- INDICATES 3 4" PLYWOOD ROOF SHEATHING w/ 104 NAILS e 6" o.c. AT DIAPHRAGM BOUNDARIES AND ALL PANEL EDGES, 4 10d 12" oc. AT INTERMEDIATE FRAMING. ALL PANEL EDGES SHALL BE BLOCKED w/ MIN. 2x FRAMING. KEY PLAN SIMPSON LSTI13 8'_0" o.c. SIM. 4. XXXX r , INDICATES MECHANICAL EQUIPMENT LB. L _ _ J LOAD. CONTRACTOR 51-IALL SUBMIT TO THE ARCHITECT SHOP DRAWINGS SHOWING LOCATIONS OF MECHANICAL UNITS AND CONNECTION DETAILS TO ROOF FRAMING FOR APPROVAL PRIOR TO MECHANICAL UNIT INSTALLATION. SIMPSON LSTA24 STRAP e LOCATION OF EA. WALL ANCHOR SIMPSON LTT2015 WALL ANCHOR 4' -0" 04. C F 11J a z 0 CC 2 LLi a. cn <>" z 0 z 5ROIJECT NO. 99552 -52 DRAWN BY : CHECKED BY: DATE: 5/26010 REVISION : L 3 -20 -95 Pic. REV.. L B 2 REV. 5 -15 -98 PERMIT SET . ConauMi sir . rim Englneera m rwsmAmu. Oregon 07204 03- 12 7-0257 1 BENNER STANCE ASSOCIATES ARCHITECTS, P3. 5000 ELK AEAOO53 RD. sun 430 LAKE OeW c e 234 FAx 870-0236 BUILD. 2 FOUNDATION AND ROOF FRAMING PLAINS BLDG. AREA =2' G 1 JUN 2 2 1998 II 8 T y LOADING ZONE L 18'_1" G SLAB ON GRADE w/ " 4 ®16" oc. EA. WAS' AT 4 OF SLAB = _ ▪ = = _ II I; co n_ l �y i II (2580') 11 rC gN 5 ON JO NTRJCTI S5.1 T REF. I/ i FOR DETAILS SEL. 2120' (2580') L I (2580') 0 4 REF. SHEET 52.1 FOR STOREFRONT PIER SIZE AND LOCATIONS, TYP. TYP. N�WJO w =n�� 48' -T TS COL. REF. SHEET 52.1 FOR SIZE, TYP. pgg 145' -9" [Oa fffli O BLDG. 2 FOUNDATION PLAN 1 /16 " =1' -0" NOTES: I. (XXXXX') INDICATES BOTTOM OF FOOTING ELEVATION. 2. ® INDICATES FOOTING TYPE. REF. 4/55.1 FOR SCHEDULE. 3. INDICATES EXISTING PRECAST CONC. WALLS. 4. FIELD VERIFY EXISTING DIMENSIONS AND ELEVATIONS. 5. SEL. XY.XXX' INDICATES TOP OF SLAB ELEVATION. 5. REF. 55.1 FOR TYPICAL CONCRETE DETAILS. T. - ., / / / / / / / / /// INDICATES 8" CMU WALL (REF. GENERAL STRUCTURAL NOTES FOR REINFORCING.) - (2580') n , FOOTING AT PILASTERS, TYP. N e . 6/552 FOR LL CONN. TYP. EXIST. 2' -3 "x11 " DEEP WALL FOOTING DRIFTING SNOW LOAD SIaOEN 15 IN ADDITION TO BASIC 25 PSF SNOW LOAD. ® BLDG. 2 SNOW DRIFT DIAGRAM N.T.S. 48' -1" 48' -1 1850 LB. GL 834x39 11 SIMPSON LSTI13 8' -0" o.c. TYP. GL 8 SIMPSON LSTI13 8' -0" 04. GL 8 2,200 L 2x BLOCKING 4' -0" o.c. 11 GL 8 m 4-ft. 36" TJW a 4' -0" o.c. GL 8 GL 8 A.2 � e , 4 3. 2x8 a 24" 0.c D -1 p er:007r. AreAr441 . lir V. 0 Ai AAAA oriArre771 TYP. INDICATES SPAN DIRECTION OF 31 4" PLYWOOD ROOF SHEATHING (P.I.=4824) w/ 104 NAILS o 6" o.c. AT DIAPHRAGM BOUNDARIES AND AT ALL PANEL EDGES, AND 10d o 12" o.o. AT INTERMEDIATE FRAMING. ALL. PANEL EDGES SHALL BE BLOCKED w/ MINIMUM 2x FRAMING. REF. ARCH. DLLGsS. FOR ROOF DECK AND PARAPET ELEVATIONS. T /C =XX INDICATES SEISMIC TENSION/ COMPRESSION FORCE IN TOP CHORD OF JOIST. 145' 5. 48' -1" F. £:!4T. 52.6 FOR CANOPY FRAMING INFORMATION. V/I 20'- INDICATES 3 4" PLYWOOD ROOF SHEATHING w/ 104 NAILS e 6" o.c. AT DIAPHRAGM BOUNDARIES AND ALL PANEL EDGES, 4 10d 12" oc. AT INTERMEDIATE FRAMING. ALL PANEL EDGES SHALL BE BLOCKED w/ MIN. 2x FRAMING. KEY PLAN SIMPSON LSTI13 8'_0" o.c. SIM. 4. XXXX r , INDICATES MECHANICAL EQUIPMENT LB. L _ _ J LOAD. CONTRACTOR 51-IALL SUBMIT TO THE ARCHITECT SHOP DRAWINGS SHOWING LOCATIONS OF MECHANICAL UNITS AND CONNECTION DETAILS TO ROOF FRAMING FOR APPROVAL PRIOR TO MECHANICAL UNIT INSTALLATION. SIMPSON LSTA24 STRAP e LOCATION OF EA. WALL ANCHOR SIMPSON LTT2015 WALL ANCHOR 4' -0" 04. C F 11J a z 0 CC 2 LLi a. cn <>" z 0 z 5ROIJECT NO. 99552 -52 DRAWN BY : CHECKED BY: DATE: 5/26010 REVISION : L 3 -20 -95 Pic. REV.. L B 2 REV. 5 -15 -98 PERMIT SET . ConauMi sir . rim Englneera m rwsmAmu. Oregon 07204 03- 12 7-0257 1 BENNER STANCE ASSOCIATES ARCHITECTS, P3. 5000 ELK AEAOO53 RD. sun 430 LAKE OeW c e 234 FAx 870-0236 BUILD. 2 FOUNDATION AND ROOF FRAMING PLAINS BLDG. AREA =2' G 1 JUN 2 2 1998 II DI LL U E T5 COLUMN BELOW D -1 4' -18 GA. STUDS 0 16" os. O NOT USED 1 1 /18 " =1• —O" Q u O 1i �7 o u PROVIDE DBL TJI U R' 1 4 " -18 GA. STUDS 0 16" os. (2) 4" -18 GA. STUDS 4 " -18 GA. STUDS 0 1 " os. (2) 4 " -18 GA. STUDS BELOW EA. BEARING 11.JALL STUD WALL BELOW -- -- D -1 TS BEAM, REF. 53.1 \. 4 " -18 GA. JOISTS 0 I6" os. OUTLINE OF METAL STUD FRAMING. REF. SECTION Z TO 4x4x1/4 /BRAG, TYP. GL BEAM, REF. 628 \• 6 " -I8 GA. JOISTS e I6" os. TS BEAM, REF. 53.1 r-- HORIZ. , TO 6x6x D -1 OUTLINE OF METAL STUD FRAMING. REF. SECTION O BUILDING " 1 & 2" PARTIAL PLAN 1/18 " =1• -0" 4 " -18 GA JOISTS 0 16" os. TO BEAM REF. 63.1 O BUILDING " 3" PARTIAL PLAN 1 /1 8° =1' - 0" D9r FOR INFORMATION ONLY HoRlz. TO 4x4x q GL EAM, REF. 628 6 " GA JOISTS e 16'444 os. D -1 TS BEAM, REF. 53.1 4 " -18 GA. JOISTS a I6" os. 0-I R1/4 ----CMU PIER BELOW OUTLINE OF METAL STUD FRAMING. REF. SECTION 6 " -18 GA. JOISTS \ \ TS BEAM, REF. 63.1 0 16 " os. TO COLUMN BELOW, REF. 52.1 FOR INFORMATION ONLY TOY 14' -0" 4" -18 GA. STUDS 016 " os. 7! v_ i® D -1 8" CMU WALL BELOW REF. 52.9 I _ =Ales �� 16" o.c. JOISTS� TO BEAM, REF. 53.1 OUTLINE OF METAL STUD FRAMING. REF. SECTION NOTES: GL BEAM, REF. 528 1. D -1 INDICATES SPAN DIRECTION OP I I2" APA RATED SHEATHING ~ w/ No. 8 SCREWS 0 6" os0E a PANEL EDGES AND No. 8 SCREWS 0 12" o.c. 0 INTERMEDIATE SUPPORTS. 2. REFER TO SHEET 03.1 FOR CANOPY SECTION INFORMATION. HORIZ. T5 60604 TYP. 0 -1 TS 4x4x1/4 BRACE, TYP. �HORIZ. 6x6x1/4, TYP. 6 " -18 GA. JOISTS 0 16" os. GL BEAM, REF 628 \r, D-1 P +� v -- 15' -0" 6" -18 GA. JOISTS I 016 " os. J TO 4x4x B •CE, TYP. 6 " -18 GA. JO 5T6 0 16" os. I- - - -I 1 - D I 1--7— 1 0 -I 6" -18 GA. JOISTS TS BEAM, REF. 53.1 016 " os. GA. JOISTS e 16" os. 6 " -18 GA. JOISTS 0 I6" os. HO 11 15 - xOx1O KEY PLAN BUILDING "2" 6" -18 GA. STUDS 0 16" os. TS 4x4x TtP. TS 6x6x1, TYP. " -16 GA. JOISTS 16" os. D -1 TS BEAM, REF. 53.1 OUTLINE OF METAL STUD FRAMING. REF. SECTION D -I CMII WALL BELOW, REF. 62.4 J ! J 4 " -18 GA. STUDS 0 16" os. (2) 4" -18 GA. STUDS 4 " -18 GA. STUDS 0 16" os. (2) 4" -16 GA. STUDS c OWES suet cc E" 1 W Z W U CC 2 Q 8.3 0_ PROJECT NO. 91352 - B2 DRAWN BY: CHECKED BY DATE: 9/2638 REVISION nj 3 -20 -98 P.C. REEF. ® BLDG. 2 REV. 5 -15 -98 PERMIT SET Consulting Engineers m 5w 5n Avenue save 2500 Po'Sena Oregon 67101 600- 227 -9251 BENNER STANCE ASSOCIATES ARCHITECTS, PC. 5000 flW. MEADOW13 SURE 43D LAKE M OR 97200 FAX (503) 670 -0235 BLDG' 1, 2, 3 PARTIAL ROOF PLANS BLDG. AREA `, '2'" JUN 2 21998 r ED NOT USED O NOT USED 1/16 " =1 -0" • Z U L -_ E Er ni 10 ,> TS- 12X123 TT 1 x /.4 TS 10x44 1/16" =1' - 0" 5 44x' 11 ■1 I8 5 BLDG. " 2 AND 3" PARTIAL ELEVATION 1" T5 I 4x nrY r= T9= 8sc8ic� - - ', OxO ® W 18X35 - - -- ■u„ TS 104 r71 TS I0x4 El El X14 12x14 xbxl�y_ TIMM W I -'T8-J0x 4 SIM. T5 54 6x' AU 16,61 - - -- W- 12x1'4- 4x TZF INN U■ Q Q W 18x35 •. . - .. UUII TS 10x4x x10xlS TS -bx6XV rl ,_ TS 10x4x"i w 16x26 TS -8 8 16 6 T• 1414x`. -- TS 4 WW 16x26 L41 f� 6o T.S 6x6 TSB 6x6 Ell 12x14 mm II 1 Ark 1, 1, 4 x 1 �4 , TS 8x6 4 4- SX4 2S I4 C3 TB 14 -- ID IS 5 3x4xV 5 I�. x T5 1044x Eh TZI ,20 v � BLDG. " 1 AND 2" 0 PARTIAL ELEVATION 1, /16" =1' -0" 1 T5 SxBxi 11J 8=35 !ql W 14x22 TS 10x ' 415 Dqe-00Z3 O NOT USED FOR INFORMATION ONLY 12 xbx�y TS IO 10 FOR INFORMATION ONLY amir NEE �� T5 TS 6x6xti W 12x14 T5- 8x84 10x4x"i T5 1044x T5 8x4 TS 10x T5 8x4 KEY PLAN NOTES: I. REFER TO 541EET 52.1 FOR TS COLUMN SIZE AND LOCATION. 2. Ix -ftR TO ARCH. DRAWINGS FOR DIMENSIONS NOT SHOWN. 3. REFER TO SHEET 562 AND 563- FOR TYP. STUD FRAMING DETAILS. 4. Ll INDICATES CONNECTION TYPE. REFER TO 51-I5ET S5.1 FORD CONNECTION AND FRAMING DETAILS. (- PROJECT NO 9'1552 - 52 DRAWN BY : CHECKED BY DATE 9/26/910 REVISION [11 3 -20 -98 P.C. RESP. ® BLDG. 2 REV. 5 -15 -98 PERMIT SET Consulting Engineers 10 S:1 w Avows Sulfs 2500 O Palm. M. 972. 503-227 -0231 BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 6W. ISEADORS BATE 430 LAKE 08. EQO, CR 97209 (603) 670-0234 FAX (503) 670-0235 EXTERIOR ELEVATIONS AG AftE -A 4.921; vim+I I JUN 2 2 1998 D9g 002 8" CMU WALL REF. PLAN 4 " -I8 GA. TRACK CONT. 4 " -I8 GA. TRACK w/ (2) 0.145" LOW VELOCITY FASTENERS o 16" O.C. T5 BEAM PIER CONC. PEDESTAL REF. 10/852, SIM. 0 NOT USED, 0 CANOPY SECTION 4 " -I8 GA. STUDS *16" o.c. SHEATHING FF E. 8" CMU WALL REF. PLAN S.o.G. REF. PLAN 0 0' -0" ZSMT BLDG. 2 4 " -I8 GA. TRACK 4 " -I8 GA. STUDS ®16 " 00. 4 " -18 GA. TRACK CONT. 4 " -18 GA. TRACK w (2) 0.145" 0 LOW VELOCITY FA ;TFNERS • 16" 00. CONT. GA. ENT B f2 w/ fr 18 LEGS CANOPY SECTION 1/2 =1 —o° (3) .10 SCREWS, TYP. SHEATHING, REF. ARCH. TS BEAM, REF. ELEVATION ,-CMU PIER BEYOND SIDEWALK BY OTHERS PROJECT NO. 97992 - 02 DRAWN BY CHECKED BY : DATE: 9/26/8 REVISION Q 3 -20 -98 P.C. REV'. LL BLDG. 2 REV. 5 -15 -55 PERMIT SET Consulting Eng/more MEW 64h Avenue Site 2600 ParWn4 C 67204 503- 227.2261 BENNER STANCE ASSOCIATES ARCHITECTS, P.C. 5000 SW. LEADOWB RD. MITE 430 LAKE OBINE00, OR 97M9 (503) 670-0234 FAX (603) 670-0235 7 ;11 CANOPY SECTIONS BLDG. AREA I I A AI JUN 22 (996 SIMPSON LB TOP FLANGE HANGER .SIMPSON L5TI49 'STRAP TIE a w/ 16 -10d NAILS INTO TJS AND (8) Na. 1, SCREIL'S 1NTO JOIST. 4,4 BLOCKING w/ 1601 e6" oc. INTO TOP fa PLYWOOD SHEATHING TJS, REF. PLAN FOR SIZE AND SPACING P.T. 4x8 TOP fa w/ mss" b x 12" a 32" o.c. CMU WALL REF. I/55.1 FOR UNDERSLAB REQUIREMENTS SLAB ON, GRADE SHEATHING REF. ARCH. UVW/ BEYOND 6 " -18 GA. JOISTS e 24" o.c. CMU PIER REF. PLAN O CANOPY SECTION 1 1/2=1'-O" J D SHEATHING REF. ARCH. TRACK BLOCKING L 4x4x18 GA. x 0-4" w/ (2) .145" P POWDER DRIVEN FASTENERS INTO TS 4 (2) No. 8 SELF DRILLING SCREWS INTO STUD 4 " -8 GA. STUDS e 15" o.c. TS BEAM L 4x3 (S.L.V.) I CONC. PEDESTAL REF. 10 /552 4" x IS GA. STUDS e 16 " o 6"x GA. JOIST e16 oz. T5 4x4x STRUT BEYOND, REF. 8/563 FOR CONN. DETAILS SIMPSON LB TOP FLANGE HANGER P.T. 4x8 TOP FE w/ 5 / 5" A x 12" A$.'s e 32" o.c. 5" -I8 GA. JOISTS e 16" o.c. LEDGER REF. 3/552 SIM. T5 4x4x - BEYOND TS 4x4x BRACE BEYOND, REF. 8/553 FOR CONN. DETAILS SIMPSON LSTI49 STRAP TIE a 4' -0" o w/ 15 -108 NAILS INTO TJS AND (8) "10 SCREWS INTO JOIST. 4x BLOCKING w/ 168 a 6" o.c. INTO TOP 15 FLYWOOD SHEATHING TJS, REF. PLAN FOR SIZE AND SPACING CMU LINTEL REF. 11/55.1 FOR DETAILS SLAB ON GRADE REF. I/55.1 FOR UNDERSLAB REQUIREMENTS GA. JOISTS • 24" o.c. CMU PIER �! REF. PLAN O CANOPY SECTION SHEATHING REF. ARCH. IM. L 4x4x18 GA. x 0' -4" w/ (2) .145" A POWDER DRIVEN FASTENERS INTO T5 BEAM 4 (2) No. 8 SELF DRILLING SCREWS INTO STUD 4" -18 GA. STUDS e 16" o.c. TRACK SLOGGING L 8x4x18 GAx0' -4" w/ (2) .145 "5 POWDER DRIVEN FASTENERS INTO WF BEAM AND (2) No. 8 5ELF DRILLING SCREWS INTO STUD. (2) No. 8 SELF DRILLING SCREWS, TYP. -I1.F BEAM TS COL. 2' -0" WIDE x Iiz" PLYWOOD CATWALK, TYP. BLOCKING, TYP. 3•14,7-2--12 / \TYP. -L 4x3 (SL.V) I2 -I2 < TYP. CONC. PEDESTAL REF. 10/552 TS 4x4x 40RZ. BRACE a 45' TO T5 BEAM TS BEAM SHEATHING REF. ARCH. 5" -15 GA. STUDS a 12" o.c. T5 4x4x BEYOND TS 4x4x STRUT BEYOND, REF. 8/553 FOR CONN. DETAILS 51M. SIMPSON LB TOP FLANGE HANGER TS BEAM 6" -18 GA. JOISTS e 24" o.c. 1� Ar T5 bxbxl/ d BEYOND r STUD STUD WALL BEYOND TS 4x4xIi4 BEYOND TS 4x4x BRACE BEYOND, REF. 5/563 FOR CONN. DETAILS SIMPSON LSTI49 STRAP TIE a 4' -0" o. w/ 15 -108 NAILS INTO T.J. AND (8) No. 10 SCREWS INTO JOIST. 4x BLOCKING w /15de " 0.c. INTO TOP B PLYWOOD SHEATHING TJS, REF. PLAN FOR SIZE 4 SPACING P.T. 4x8 TOP fE w /his "5x12 "A8.'s e 32" o.c. CMU WALL - SLAB ON GRADE REF. I/55.1 FOR UNDERSLAB REQUIREMENTS O CANOPY SECTION 3 1 /2-.1, -D° L 6x4x16 GA. x 0-4" w/ (2) .145" 4 POWDER DRIVEN FASTENERS INTO TS BEAM 4 (2) No. 8 SELF DRILLING SCREWS INTO STUD 4" -18 GA. STUD FRAMING a 12" o.c. 511'1. SHEATHING REF. ARCH. T5 COL. 4" -18 GA. STUDS e12 " oz. 6" -15 GA. STUDS e 12 " 0.c. EDGE SCREWS TRACK BLKLs. 2) No. 8 SELF DRILLING SCREWS, TYP., UN.O. L 6x4x16 GA. x0' -4" w/ (2) .145"4 POWDER DRIVEN FASTENERS INTO T5 BEAM AND (2) No. 8 SELF DRILLING SCREWS INTO STUD. 6IM. L 6x3 (S.L.V.) REF. 2/546 FOR WELDING REQUIREMENTS TO TS SEAM. 1 ;1 BIDDER DESIGN CANOPY BY OTHERS GMU PIER REF. PLAN CONC. PEDESTAL REF. 10/552 CONN NM PROJECT NO. 91552 - 82 0RA1939 BY: CHECKED BY: DATE: 5/26/95 REVISION : A 5 -20 -98 P C. RESP. I 01.05. 2 REV. 5 -15 -98 PERMIT SET Consulting Engineers 5th Ammo sirs 2500 Por0anq Crown 07204 50.7 -227 -0251 S S TTAA NGE ASSOCIATES ARCHITECTS, P.C. 5000 B.W. LEADOW9 A BD LAID" 0199E00, 03 97209 (6CG) 070-0294 FAX (503) $70-0235 CANOPY SECTIONS c AQ I JUN 2 21998 COLUMN BASE II? SCHEDULE COL. SIZE N(IN.) B(IN.) T(IN.) )((IN) ANCH. BOLTS (No) DIA. x L 0 TS 6x6 12 12 1 1 1 (4) 5 4 "0 x S s (5) • 6 EA. WAY E 0 G FOOTING SCHEDULE MARK SIZE ' " REINFORCING 0 © 6- 6 xb -6 (9) • 5 EA. WAY ® 1'- 6 "xl' -6" s (5) • 6 EA. WAY E 0 G 1" =1' -0" (2)•4- CONT. WALL FOOTING • 3 STIRRUPS e 16" oc. (ALT. POSITION OF STIRRUPS) O STEP 0" TO 4" / I ,- 6LAB THICKNESS STEP 4" TO I' -m" STEP i' -m" TO 4' -0" 15 TYP. STEP IN S.O.G. DETAILS SECTION AT DOOR OPENING NOT USED REF. /59.1 FOR UNDERSLAB REQUIREMENTS TYP. BARS TO MATCH SLAB REINF. TYP. CMU WALL BEYOND S.O.G. ° REF. 1 /55.1 FOR UNDERSLAB REQUIREMENTS LINTEL BEAM GROUTED SOLID TYP. VERT. REINF. BEND 90' AT END (2) • 5 TOP 4 BOT. EXTEND 2' -0" BEYOND FACE OF OPENING (BEND AS REQUIRED) 17 TYP LINTEL BEAM DETAIL " 12 CMU WALL SLAB ON GRADE Dq? 23 COMPACTED STRUCTURAL FILL UNDISTURBED SOIL CONDITION AT CONTINUOUS WALL FOOTING FINISH GRADE T STEEL COLUMN SLAB ON GRADE COMPACTED STRUCTURAL FILL UNDISTURBED SOIL CONDITION AT ISOLATED SPREAD FOOTING NOTE: REFERENCE SOILS REPORT BY GEO ENGINEERS DATED SEPTEMBER 23, 1991 FOR ADDITIONAL SITE PREPARATION REQUIREMENTS. TYP. STRUCTURAL FILL REQUIREMENTS AT BASE OF NEW FOOTINGS 1/2"=1'-o" (E) PRECAST CONC. WALL NEW SLAB ON GRADE TO (E) CONC. WALL CONN. 1 " =1• -0" • 4x2' -3" DOWELS 2' -0" oc. DRILL 4 EPDXY 3" INTO (E) CONC. WALL NEW S.O.G. REF. I/55.1 FOR UNDER SLAB REQUIREMENTS !:MU WALL AP co 2% l i r; e BACKER ROD CAULK JOINT w/ MIN. DEPTH OF 1 j0 OF JOINT WIDTH CMU WALL ip LAP I HORIZ. REINF. Ai I1 iN BOND BEAM (TYP) STACK CORNER REINF. OVER BOND BM. REINF. 5 CONT. SINGLE LAYER CMU WALL TYP. TYP. CMU WALL CORNER PLAN DETAILS SECTION A -A IG CONTROL JOINT VERTICAL WALL REINF. EACH SIDE OF JOINT ii iiiAS iti /,, ∎• i i /AS /I . .ri�r i ii J / �.iiiii is i . HORIZ. BOND BEAM REINF. STOP EACH SIDE OF JOINT. (STOP LADDER REINF. AT JOINT.) O TYP. CONTROL JOINT DETAIL 1 " =1 -0" SLAB ON GRADE •4 DOWELS x 40 "oc REF. 1 /S5.1 FOR UNDER SLAB REQUIREMENTS C 6" THICK PIT WALLS w/ • 4 e 16" o.c. VERT. 4 • 4 e 12" oc. HORIZ. AT CENTERLINE OF WALL EACH WAY "S.O.G REF. I/55.1 FOR UNDER SLAB REQ'D. • 4 DOWELS x11. 16" o.c. • • 4 e 12" oc. EACH WAY • 4 DOWELS x Y •16" NOTE: CONTRACTOR TO VERIFY EXACT PIT DIM. w/ DOCK LEVELER MANN. 3" CLR NOTES: I. CHORD REINF. MUST BE CONT. THRU JOINT. 2. LINTELS OR HEADERS OVER OPNGS. MUST HAVE CONT. REINF. 3. SPACE CONTROL JOINTS A MAX. OF 40' -0" o.c. SINGLE JOINT DOWEL TO MATCH BOND BEAM REINF. LAP 413 BAR DIAMETERS AT EA. SIDE MU WALL DOWELS TO MATCH WALL REINF. ALTERNATE DIR. OF HOOKS BOND BEAM FINISH GRADE 3) • 5 CONT. STAGGER SPLICES 6" S.0 G e P.T. w/ • 5 e 16" o.c. EA. WAY e W OF SLAB 4x4x GALV. w/ i4 "0x5" HEADED STUDS e 16" oc. (TYP. e PERIMETER 4 FRONT EDGE) ' CONC. WALL w/ • 4 e 16" oc. VERT. 4 • 4 a 12" oc. HORIZ. (- EXTERIOR SLAB - 3) • 4 CONT NOT USED TYP. DOCK CK LEVELER SECTION 14 3/4" =1• -o" 11 .E -1 2 O SLAB ON GRADE CONTROL JOINT TYP. FOOTING SCHEDULE ISOLATION JOINT AT COL. 1 " = 1 -0'• X" TYP. ® BASE 0 REF. SCHEDULE 1/55.1 FOR SIZE 4 ANCHOR BOLTS 10 TYP. CMU WALL FOUNDATION O BASE PLATE DETAIL 1 " =1 -0" 1 " =1• -0" THICKENED EDGE 1 ISOLATION JOINT w/ PREMOLDED JOINT FILLER TS COLUMN w/ WALL THICKNESS "t" Ii," NOMINAL NON- SHRINK GROUT COLUMN BASE PLATE SCHEDULE VAPOR BARRIER IV:3H m KEYED JOINT (e SLAB MID - DEPTH) PAINT w/ CURING COMPOUND AS BOND BREAK BEFORE ADJACENT SLAB 15 PLACED ti," saw cur CONSTRUCTION JOINT (SAW SAME �6 DAY AS POUR) F FILL w/ JOINT SEALER STRUCTURAL FILL NOTE: CONTROL JOINTS TO BE 20' -0" o.c. MAX. 6" CAPILLARY BREAK 04" MINUS MATERIAL) 12" COMPACTED STRUCTURAL FILL Vs" PREMOLDED STRIP FLUSH w/ SURFACE O TYP. SLAB 1 " =1' -0" ON GRADE SAW CUT JOINT REF. I/55.1 FOR UNDERSLAB REQUIREMENTS O THICKENED EDGE DETAIL REF. FOOTING SCHEDULE 4/55.1 2" SAND UNDISTURBED SOIL FORMED JOINT DETAILS BASE I£ REF. BASE FE SCHED. 1/S5.1 VAPOR BARRIER FOOTING DETAIL AT STEEL COL. 1 " =1' -o" PROJECT NO. .11552 - B2 DRAWN BY : CHECKED BY DATE: 9/26/IS REYLSION 3 -20 -5n P.C. REST.. L BLDG. 2 REV. 5 -15 -98 PERMIT SET Consulting Engineers 14 SW Sm Avenue BUMS 2500 ParVend Onwn 07204 503427-M1 z Q N E. 0 z 2 BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 B.W. MEADOWS BU7E 430 LAKE CBI OR ) Ma FAX (503) 870 -0235 REF. 12/551 FOR CONDITIONS UNDERBLDG,. A REA 'Z.'' NEW FOOTINGS I R4 JUN 221008 (E) WOOD COLUMN (E) CONC. TILT -UP WALL 1112" NON - SHRINK GROUT (E) CONC. FOOTING ROUGHEN CONC. CONTACT SURFACE MIN. '4" AMPLITUDE GRADE BEAM bqe NEW TS COL. TO TE L NEW TS COL. REF. PLAN FOR SIZE NEW CONC. SLAB ON GRADE ASE li? 11,1xl' -0" w /(2) 3 4 ". AB.'S DRILL AND EPDXY 6" INTO (E) CONC. FTG. NEW CONC. • 6 DOWELS 12" o.C. MAX. 4 4" FROM FOOTING EDGES. DRILL 4 EPDXY 6" INTO (E) CONC. FOOTING. 17 NOT USED 13 (E FOOTING DETAIL r TYP. GRADE BEAM AT FOOTING DETAIL 2 *6 �C2) • 5 DOWELS. WHERE GRADE BEAM FRAMES INTO AN (E) FOOTING, PROVIDE (2) 5.a DOWELS. DRILL AND EPDXY 6" INTO (E) FOOTING. O NOT USED O NOT USED 18 . NOT USED 14 TYP. GRADE BEAM DETAIL c) TYP. PIER FOOTING 1 " =1' -0" S.O.G. NOT USED 12 NOT USED REBAR DOWELS TO MATCH VERT. REINFORCEMENT r /�'CONC. SIDEWALK / BY OTHERS 5 ®12 " o.c. EACH WAY ALIGN OUTSIDE FACE OF CMU w/ PRECAST NEW 8" CMU O TYP. CMU TO PRECAST WALL O 11 NOT USED O NOT USED Sal E NOT USED r --(E) PRECAST WALL • 5 x BAR a 48" o.c. EPDXY INTO PRECAST PANEL w/ HILTI HIT G -100 NOT USED NOT USED NOT USED NOT USED W z W U " CC 2 n uJ W <>- F z o H PROJECT NO. 9/552 - 52 DRAWN BY: CHECKED BY: DATE: 9/26/99 REVISION : Lh 3 -20 -98 P.C. REEF'. ® BLDG. 2 REV. 5 -15 -98 PERMIT SET Consulting Engineers msw60Avenue aa.2soo P0.1/ • pg7 97234 b(X1•?17 -3 261 BENNER STANC ASSOCIATES ARCHITECTS, P,C. 6000 E.W. MEADOWS SLATE 430 LAKE 0 WE ), X700234 FAX (503) 670-0235 CONCRETE DETAILS BLDG, ARM .2 I JUN 2 "u I 15 2,4 BLOCKING TOENAIL TO LEDGER w /16d•4 "o.c. NOT USED NOT USED 1 TJS TO CMU WALL 1" =1' - 0" EDGE NAILING PLYWOOD SHEATHING TJS REF. PLAN FOR SIZE 4 SPACING PLYWOOD ROOF SWEATING TS COLUMN REF. PLAN FOR SIZE SIDE 12'S 4.x8x1' -6" (4) 3 4". A301 THRU BOLTS TS COLUMN REF. PLAN FOR SIZE 5 16 V i� 4q* - ooz3 SIDE 12'6 1 /4x8x1' -6" w/ (4) 3 4"4 , A301 THRIJ BOLTS BEARING I£ 1 "xBM. WIDTH ROOF SECTION 1" =1' -0" 0 ° 0 00 0 0 . 8 _ BEARING R? I "45M. WIDTH + 1 "x1' -6" 10 TYP. CANT. BEAM CONN. NOT USED 11 NOT USED O 12 TYP. GLULAM BEAM CONN. 1" =1' -0" END CONDITION REF. S /S6.I FOR LEDGER CONN. DETAILS GL BM REF. PLAN FOR SIZE SIMPSON 1-1C4C3TA 9 -9, H= 31 w/ (3) ROTATION BOLTS < (4) SLOTTED TENSION BOLTS • GL 8 GL BEAMS REF. PLAN FOR SIZE PARAPET 2x6 STUDS • IS" oc. I/2" CDX PLYUJOOD w/ Sd • 4" oc. • PANEL EDGES AND 12" oc. • INTERMEDIATE FRAMING. ALL PANEL EDGES SHALL BE BLOCKED. (E) ROOF FRAMING 2x6 SILL i2 w A$'S • 32" o.c. DRILL 4 EPDXY BOLTS 6" INTO EXISTING CONC. WALL PLYWOOD ROOF SHEATHING SIMPSON 1-1US46TF TYP. 2xBLOCKING SIMPSON LSTA 24 •4' -0" oc. STRAPS SHALL BE INSTALLED OVER BLOCKING AS SHOWN FOR A DISTANCE OF 20' -0" FROM THE FACE OF THE EXISTING CONC. TILT UP WALL. NOT USED NOT USED 'w 14 GA (50KSI) x5 "xCONT. STRAP w/ 10d NAILS • 6" o.c. ® STAGGERED. WHERE STRAP IS SPLICED, PROVIDE (160) 10d NAILS • 3" oc. STAGGERED EACH SIDE OF SPLICE. 2,0 BLOCKING PLYWOOD ROOF SHEATHING 2x6 STUDS • 16" oc. ROOF SECTION 1" =1 -0" 4x6 • 4' -0" o.c.r- L6x4x5/16 (LLV) CONT. FOR LENGTH OF w/ 34 4" 4 EXP. BOLTS LTT20B TESION ° 2' -0" oc. TIE (34" MIN. CONC. EMBED) REF. I/S63 FOR TYP. LEDGER SPLICE DETAIL. LEDGER DETAIL (E) CONC. WALL SIMPSON LTT20B TENSION TIE 4' -0" o.c. P.T. 4x4 CONT w/ b4,"4 COUNTER- SUNK BOLTS • 4' -0" oc., FULLY WELDED TO L6x ��( ) CONC. TILT ' UP WALL OPEN WEB JOIST CMU WALL 5/2 2x JOIST TO CMU WALL CONN. 7x4 BLOCKING ON EDGE Ill, V TJW/TJL REF. PLAN FOR SIZE GL BEAM REF. PLAN FOR SIZE TJS, REF. PLAN FOR SIZE TJW REF. PLAN FOR SIZE TYP. TJS TJL OR TJS /TJW TO GL BEAM 1 " =1 -0 DIAPHRAGM EDGE NAILING PLYWOOD ROOF 3 /4" 4 EXP. BOLT SHEATHING w/ 3 MIN. CONC. EMBED P.T 4x10 w/ 1b "o A$'S •16 " oc. TJL TYP. TJW /TJW TO GL BEAM SIMPSON LTTI9 • 4' -0" oc. 2x JOIST SIMPSON L528 HANGER -TJL REF. PLAN FOR SIZE AND SPACING SIMPSON L10 P.T. 4x10 w/ 1 13"4' A$.'S • 16" oc. - 2" NET PLATE PLYWOOD ROOF SHEATHING PLYWOOD ROOF SHEATHING / vir TJW REF. PLAN FOR SIZE GL BEAM REF. PLAN FOR SIZE 2x BLOCKING TOENAIL TO LEDGER w/ 164 •4 " oc. CMU WALL l 1 " =1' -0" TJL TO CMU CONN. Imo PROJECT NO. 94552 - B2 DRAWN BY: CHECKED BY: DATE: 9/26/+ REVISION : Q 3 -20 -98 P.C. RESP. ® BLDG. 2 REV. 5 -15 -98 PERMIT SET Consulting Engineers M SW 50Y avenue S. 2600 PAW ..CaI 97204 609 - 227.3231 BENNER STANCE ASSOCIATES ARCHITECTR, P.C. 5000 &W. MEADOWS 430 LAKE Cam, OR 07209 633 670-0234 SIMPSON FAX 500 670-0235 MPAI32 • 4' -0" oc. FRAMING DETAILS BLDG.. AREA' 4 96 1 I 1 JUN 2 2 1998 16 NOT USED 12 JOIST TO STUD CONN. 3"=1'-O" METAL STUD • I0 SCREWS SHEATHING a 6" o.c. METAL TRACK SHEATHING 1 TS KICKER NOT USED HORIZ. TS D0Q23 NOT USED 15 ANGLE PER 11/ S62 SHEATHING EDGE SCREILIS TRACK EILKG. STEEL JOIST BEVELED NAILER re FASTENED TO STEEL w/ 1 0 THREADED STUDS e 32" es. TS OR WF BEAM (METAL STUD WALL a SIM.) (4) • I0 SCREWS EA. STUD • 10 SCREWS e 6" o.c. SHEATHING REF. ARCH. METAL STUD JOIST ((E) 2x a SIM) TRACK BLKts. (NO BLKG. a SIM) STUD TO JOIST CONN. KICKER CONNECTION AT HORIZONTAL TS 14 NOT USED 1 Q 3"=1 O NOT USED O ROOF TO WALL STUD CONN. ® NOT USED NOT USED EDGE SCREW CONT. 18 GA. BENT fe w/ I /z" LEGS SHEATHING NOT USED NOT USED METAL STUD w/ (3) • 10 SCREWS TO EA. VERT. STUD METAL STUD CONN. 18 GA. TOP TRACK REF. 3/562 FOR CONN. SHEATHING (1) • 10 SCREW EACH STUD, TYP. METAL STUD METAL TRACK w/ (2) • 10 SCREWS £A. STUD, TYP. ROOF TO WALL STUD CONN. 3" =1' -0" B VI STUD LATERAL BRACING SCREW ATTACHMENT (3 /e" THRU 8" MEMBERS) STUD LATERAL BRACING UJELD 'ATTACHMENT (3N'e" OR SMALLER MEMBER: IN 16 GA. OR HEAVIER THICKNESS) STUD LATERAL BRACING WELD ATTACHMENT (3A%" THRU 8" MEMBERS) (1) •I0 SCREW EACH STUD • 10 SCREWS e6 "o.c. SHEATHING I /2" COLD - ROLLED CHANNEL -, BOTH SIDES 1 /2 "x2 "x16GA. CLIP ANGLE, 1 4" LESS THAN STUD WIDTH TYP. STUD LATERAL BRACING re /4x40 L 4x4x -4" 1 4" END E. TYP. WHEN HORIZ. TO WIDTH EXCEEDS TS COL. WIDTH 9.145" LOW VELOCITY FASTENERS e 24" exc. METAL STUD (0) CANOPY Tt r p METAL TRACK � w/ (2) • 10 SCREWS • EA. STUD, TYP. AND o c. INTO(E) • 10 SCREW , eb " CANOPY FRAMING 3 SIDES 4 \TYP. 346" CAP le 3 SIDES TYP. L 4x4x -4 ", TYP. (L 4x4xO¢x0' -6" e TS 8x8 POST) -TS BEAM TS COLUMN O TYP. TS BEAM /COLUMN CONN. 1" =1' -0" (E) MASONRY WALL CHECKED BY: I /2 "x2 "x16GA. CLIP ANGLE, 1 /4" LESS THAN STUD WIDTH, DATE: (4) 5 'e "0 5 -12 SCREWS REQUIRED 6 18GA. 5/26/95 TRACK 6" 18GA. JOISTS METAL DECK O CONN. TO (E) MASONRY L 404x W/ 9 /4 "0 BOLTS • 48" o.c EMBEDDED 6" INTO (0) MASONRY w/ EFPkYi'GUT pUG 5 "25:,3 H h W H Ix W ° z U • c^ V, 0 oz tr � a Q a" • g PROJECT NO. 9/552 -82 DRAWN BY: REVISION A, 3 -20 -98 P.C. RESP. I BLDG. 2 REV. 5 -15 -98 PERMIT SET Consulting Engineer° M SW 61A Avon°+ EARN 2500 Port. Oregon 97204 503- 227 -32n BENNER STANGE ASSOCIATES ARCHITECTS, P.0 5000 BW. MEADOWS 430 WALL SHEATHING LAKE OW EGO, ) is11 MOO 3 0.1450 LOW FAX ")670 0235 VELOCITY FASTENERS e 24" o.c. 10 SCREWS • 6" o.c. TS BEAM 0.1450 LOW VELOCITY FASTENERS e 24" o.c. FRAMING ' 4 1 TYP. DETAILS y4 4 IE /2x5xO' -9" w/ (2) ON fr2" NON - SHRINK BLDG. AREA GROUT. PROVIDE HOLE IN TS BM. CUT TO CLEAR BOLT HEADS BM. CUT TO CLEAR BOLT HEADS/WASHERS. CMU PIER I A 9 3" --r -0" N.T.S. 3" =1' -0" TS BEAM CONN. TO CMU PIER I e =MN JUN 2 219g8} 16. NOT USED 10 TS POST BASE AT CANOPY 1 1/2" =1' - O" NOT USED fE "x5x0' -10" w/ NOTE: . 4"4 , THREADED ROD SET 8" INTO CONC. w/ EPDXY GROUT. MAY BE USED AS AN ALTERNATE TO ANCHOR BOLTS. CONC. 10c1 NAILS a 21/2" o.c. OVER LENGTH OF 4x DRAG STRUT PLYWOOD SHEATHING 4x BLOCKING w/ SIMPSON HUS414TF EACH END HUS414TF 4x14x14' -0" DRAG STRUT Dge - O0Z3 NOT USED NOT USED TS POST fE 1 -0" e TS 6x6 (fE 1/2xSy2x 1' -2" a TS 8x8) (1E -4" e TS 10x10) (2).4" 4 ANCHOR BOLTS ON lye" NON - SHRINK GROUT (6) %"4:46" LAG BOLTS e ROF4x TS 3 4, V 3 3' 3" 3' 3" 41/2" O TS BRACE TO CMU WALL CONN. 8 1 1/2" =1-0" G TS BRACE 4x BLOCKING UNDER COL. 4x TOP fE 1 4 "fE U- SADDLE w/ (4).4". BLOTS TS BRACE 1/2" fE EA. SIDE y2 IE DAP TOP OF 4x BM. 4 4x BLKG. TS BRACE TO CMU WALL CONN. NOT USED NOT USED O y4✓ LEDGER SPLICE DETAIL NOT USED NOT USED a SPLICE AND ie",„,..... SYMMETRY L 6x4x LEDCsER f t -I" PROJECT NO 47532 - 132 DRAWN BY: CHECKED BY PERMIT SET 1i] PLYWOOD SHEATHING 4x DRAG STRUT 4x BLKG. UNDER COL. 4x TOP fE FRAMING "4" fE U- SADDLE _ �, DETAILS DATE 3/2bmb REVISION It 3 -20 -58 P.G. REV.. BLDG. 2 REV. 5 -15 -58 EMI Consu1ng Engineers m sw 61h Aron. 2Wro.00 Porttnc( Oregon 97204 609- 217 -9151 CMU WALL BENNER STANCE O NOT USED O NOT USED ASSOCIATES ARCHITECTS, P.C. 5000 &W. MEADOWS TS GCL. LAKE OBWEDD, OR 67204 FAX (503) 070-0236 w/ (4) 3 4 "4 BOLTS CMU WALL 1/2" B EA. SIDE (4) 3 4"0 THRU -BOLTS St DG AREA .2'. JUN 2 21990 1 CMU PIER CONN. TO TS COL. 1" =1' -0 TS COLUMN E 1 hx3x0' -'1" (fE V74x3x1' -0" a SIM.) w/ (I)'72"o ANCHOR BOLT, TWO SIDES OF TS COLUMN, TYP. CMU PIER -co 03 NOT USED uJ 0 NOT USED O STUD FRAMING CONNECTION O NOT USED CE 3 " -1' -0" I' , E 3 (N SHEATHING OT AT SIM.) i ETAL STUDS (E)2x- ..\, I/ STUDS �I SHEATHING, REF. (NOT AT ARCH. !/ Z `�_ .. _ ♦ (2) No. 10 SCREWS, ` 0 TYP. E. CONT. 18 GA. BENT fE w/ 7' LEGS. Z FASTEN TO EA. S STUD w/ (1) No. 10 SCREW CONT. 4" -18 GA. OE TRACK w/ (2) No. 10 SCREWS INTO EA. a (0) 2x STUD :1 (NOT AT SIM.) 0 TS STRUT CONN. STEEL SECTION NOT USED USED 1 16 NOT USED �� NOT USED METAL STUD FASTENERS a 24" CONT. TRACK w/ 1.I_ (2) 0.145" o LOW W VELOCITY O.C. REF. 8/662 z NOT USED METAL STUD SHEATHING. REF. ARCH. REF. 8/062 GL BEAM REF. 8/562 MIN. NOT USED O STUD CONN. AT CivIU PIER 3" =1' -0" 4" -18GA TRACK w/ 0.145" a LOW VELOCITY FASTENERS a 16" o.c. CMU PIER METAL STUD CONT. TRACK w/ (4) NO. 10 x 2" SHEATHING. WOOD SCREWS REF. ARCH. 4 WASHERS ADJACENT TO EA VERT. STUD «2) SCREWS EA SIDE OF STUD) STUD CONN. TO GL BEAM PROJECT NO. 9"!552 - 62 DRAWN BY: _._1 - _ CHECKED BY: DATE: 5/26/96 REVISION Lt. 5 -20 -S8 P.C. RESP. ® BLDG. 2 REV. 5 -15 -S8 PERMIT SET • Consulting Engineers 7n SW 5Ih Awn. ads 2930 Por9enr,{ Or.12. .7200 933-227-3297 BENNER STANGE ASSOCIATES ARCHITECTS, P.C. 5000 SW. MEADOWS SUITE .030 LAKE CSW(EGO, 6 8 FAX (503) 670 -0235 FRAMING DETAILS B LDG. AR,F F y w.4 0 z 2 JUN 221999 SINGLE ROW BOLTED BEAM CONN. SCHEDULE CONN. TYPE _ ♦ SC BBL PLATE LENGTH �� CAPACITY IPS �� COMMENTS 4 12" Si 2 STANDARD HOLE C. ONE SIDED CONN. AT SIM. TRIM 15 TYP. 6 46 6 46 V2" TO END OF IE +sm. 4" (4 ® SHORT SLOTTED HOLES) O CONNECTION SCHEDULE r _1,_o„ 5 COL. SLOT AS REQ'D. FOR 5? SLOT TO BE k6 WIDER THAN IE .6x Q w/ 5TD. OR 5HORTE SLOTTED HORIZ HOLES FOR 0 A325 SC BOLTS. REF. 2/56.1 F R NUMBER OF BOLTS. O TYP. GIRDER TO TS COL. CONN. rn W a F � W ° z U CC X W W 8 0 z z � a • g PROJECT NO. 47557 - 82 DRAWN BY; CHECKED BY: DATE: 5/36/95 REVISION : tIN 3 -20 -98 P.G. REST*. BLDG. 2 REV. 5/15/98 PERMIT SET Consulting Engineers mSwsu,Avenue Odle 2600 Portland Oregon 97204 SW- 227,4251 BENNER STANOE ASSOCIATES ARCHITECTE, P.C. 5000 S.W. IAEADOWS CUTE LAKE OSWEGO, OR 07200 (503) 670-0M4 FAX (503) 670-0236 1711114 FRAMING DETAILS E ARFe7 S6 JUN 2'2 1770 DRAWING INDEX S0.1 GENERAL STRUCTURAL NOTES AND DRAWING INDEX S2.1 BLDG.'S 1, 2, AND 3 PARTIAL FOUNDATION PLANS S2.2 NOT ISSUED S2.3 NOT ISSUED S2.4 BLDG. 2 FOUNDATION PLAN AND ROOF FRAMING PLANS S2.5 NOT ISSUED S2.6 BLDG.'S 1, 2, AND 3 PARTIAL ROOF PLANS S2.7 NOT ISSUED S2.8 NOT ISSUED S2.9 NOT ISSUED S2.10 NOT ISSUED S3.1 S3.2 S3.3 S4.3 S4.4 S4.5 S4.6 S4.7 S4.8 S4.9 54.10 S4.11 S4.12 54.13 54.14 54.15 S5.1 S5.2 S6.1 w" S6.2 S6.3 S6.4 S6.5 S6.6 EXTERIOR ELEVATIONS NOT ISSUED NOT ISSUED NOT ISSUED CANOPY SECTIONS NOT ISSUED NOT ISSUED NOT ISSUED CANOPY SECTIONS NOT NOT NOT NOT NOT NOT NOT ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED CONCRETE DETAILS CONCRETE DETAILS FRAMING DETAILS ; r 'FRfliMING DETAILS FRAMING DETAILS NOT ISSUED NOT ISSUED FRAMING DETAILS S6.7 FRAMING DETAILS GENERAL STRUCTURAL NOTES STRUCTURAL DRAWINGS ARE INTENDED TO BE USED WITH ARCHITECTURAL DRAWINGS. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING SUCH REQUIREMENTS INTO THEIR SHOP DRAWINGS AND WORK. THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. CODE REOUIREMEN TS: CONFORM TO THE UNIFORM BUILDING CODE, 1994 EDITION. TEMPORARY CONDITIONS: THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND /OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTORS CONSTRUCTION METHODS AND /OR SEQUENCES. CONTRACTOR'S CONSTRUCTION AND /OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD. RETAINING WALLS WHICH 11E TO UPPER SLABS SHALL NOT BE BACKFILLED UNTIL THE UPPER SLABS REACH FULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED AT THE TOP OF THE WALL. EXISTING CONDITIONS: ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY SIGNIFICANT DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS. DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE 1994 UNIFORM BUILDING CODE. IN ADDITION TO THE DEAD LOADS, THE FOLLOWING LOADS AND ALLOWABLES WERE USED FOR DESIGN, WITH LIVE LOADS REDUCED PER UBC: ROOF 25 PSF L.L. (SNOW DRIFT AS SHOWN ON PLANS) ALLOWABLE SOIL BEARING PRESSURE 2,500 PSF (PER SOILS REPORT BY GEO ENGINEERS, DATED FEBRUARY 23, 1998) RETAINING WALLS 35 PCF (EQUIVALENT FLUID PRESSURE) WIND 80 MPH - EXPOSURc B EARTHQUAKE DESIGN AND ANALYSIS WAS BASED UPON THE FOLLOWING: Z= 0.30, I= 1.0, C = 2.75, R W= 6 DESIGN AND DETAILING OF NEW ELEMENTS WAS BASED ON CRITERIA FOR SEISMIC ZONE 3. SUBMITTALS: SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION REGARDING ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING: CONCRETE MIX DESIGNS, CONCRETE AND MASONRY REINFORCEMENT, EMBEDDED STEEL ITEMS, STRUCTURAL STEEL, STEEL STUDS, GLUED - LAMINATED MEMBERS, PREMANUFACTURED WOOD JOISTS. IF THE SHOP DRAWINGS DIFFER FROM, OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. ANY CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND ARE SUBJECT TO REVIEW AND ACCEPTANCE OF THE ENGINEER. DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS, INCLUDING: PREFABRICATED WOOD JOISTS SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION. CALCULATIONS SHALL BE INCLUDED FOR ALL CONNECTIONS TO THE STRUCTURE, CONSIDERING LOCALIZED EFFECTS ON STRUCTURAL ELEMENTS INDUCED BY THE CONNECTION LOADS. DESIGN SHALL BE BASED ON THE REQUIREMENTS OF THE 1994 UBC WITH THE FOLLOWING: EARTHQUAKE ZONE 3 WIND ZONE 80 MPH, EXPOSURE 8 THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF MECHANICAL, PLUMBING, AND ELECTRICAL EQUIPMENT, MACHINERY, AND ASSOCIATED PIPING 641TH THE STRUCTURE. ANY CONNECTIONS TO STRUCTURE NOT CONFORMING TO SHEET METAL AND AIR CONDITIONING CONTRACTORS NATIONAL ASSOCIATION (SMACNA), OR SPECIFICALLY DETAILED ON THE MECHANICAL ENGINEER'S DRAWINGS, SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION. FIELD ENGINEERED DETAILS DEVELOPED BY THE CONTRACTOR THAT DIFFER FROM, OR ADD TO THE STRUCTURAL DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO CONSTRUCTION. SPECIAL INSPECTION PROGRAM "' ESTABLISHED PER 1994 UBC SECTION 106, 108 & CHAPTER 17 SOILS GRADING EXCAVATION &FILL FINAL FOUNDATION PREPARATION CONCRETE REINFORCING PLACEMENT REINFORCING WELDING REINFORCING COUPLING ANCHOR BOLTS & INSERTS PREPARATION OF TEST SPECIMENS CONCRETE PLACEMENT EPDXY ANCHOR PLACEMENT EXPANSION ANCHOR PLACEMENT STRUCTURAL STEEL HIGH STRENGTH BOLTING WELDING OF ANCHORS AND STUDS EMBEDDED PLATES SHOP WDDNG ui S INGLE PAS FILLET WELDS < 5/i F' FILLET WELDS > 5/16" PARTIAL /COMPLETE PENETRATION FIELD WELDING SINGLE PASS FILLET WELDS 5 5/16" FILLET WELDS > 5/16" PARPAL /COMPLETE PENETRATION LIGHT GAUGE METAL FRAMING WELDING STRUCTURAL MASONRY PRISM CONSTRUCTION REINFORCING PLACEMENT UNIT PLACEMENT GROUT SPACE GROUT PLACEMENT CONTINUOUS PERIODIC COMMENTS rn m BY GEOTECHNICAL ENGINEER BY GEOTECHNICAL ENGINEER REINFORCING & CONCRETE REF. NOTE 6 TURN -OF- THE -NUT METHOD REF. NOTE 4 REF. NOTE 4 REF. NOTE 5 REF. NOTE 4 REF. NOTE 4 REF. NOTE 5 L'm >1500 psi ITEM PROGRAM FOOTNOTES: 1. THE ITEMS CHECKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH UBC CHAPTER 17 BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS, REFER TO THE MATERIAL SAMPLING AND TESTING SECTION. THE PROJECT SPECIFICATIONS AND THE SPECIFIC GENERAL NOTES SECTIONS. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THE ARCHITECT, ENGINEER, CONTRACTOR AND BUILDING OFFICIAL ANY MATERIALS WHICH FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS. 2. SPECIAL INSPECTION IS NOT REQUIRED FOR WORK PERFORMED BY AN APPROVED FABRICATOR PER UBC SECTION 1701.7. 3. CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION (UBC 1701.6.1). PERIODIC SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT ALL WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE. 4. ALL WELDS SHALL BE VISUALLY INSPECTED. 5. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY OR BY USING ANOTHER APPROVED METHOD. PERIODIC SPECIAL INSPECTION IS ONLY REQUIRED FOR WELDING OF ASTM A 706 REINFORCING STEEL NOT GREATER THAN NO. 5 USED FOR EMBEDMENTS, 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 !S MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP WELDING. CONCRETE: CONCRETE WORK SHALL CONFORM TO CHAPTER 19 OF THE UNIFORM BUILDING CODE. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28 -DAY CYLINDER TESTS PER ASTM C39, AND SHALL BE AS FOLLOWS: f'C (PSI) 3,500 ABSOLUTE WATER- CEMENT RATIO BY WEIGHT NON AIR - ENTRAINED AIR- ENTRAINED .51 .41 USE ALL USES UNLESS OTHERWISE NOTED HIGHER WATER /CEMENT RATIOS THAN SHOWN ABOVE MAY BE USED IF SUBSTANTIATED IN ACCORDANCE WITH ACI 318 -89, CHAPTER 5. MINIMUM CEMENT CONTENT PER CUBIC YARD SHALL BE AS FOLLOWS: f'c (PSI) MINIMUM CEMENT PER CUBIC YARD 3,500 510 LBS. FLYASH CONFORMING TO ASTM C618 (INCLUDING TABLE 2A) TYPE F OR TYPE C, MAY BE USED TO REPLACE UP TO 20% OF THE CEMENT CONTENT, PROVIDED THAT THE MIX STRENGTH IS SUBSTANTIATED BY TEST DATA. THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS, ALONG WITH TEST DATA AS REQUIRED, A MINIMUM OF TWO WEEKS PRIOR TO PLACING CONCRETE. A WATER- REDUCING ADMIXTURE CONFORMING TO ASTM C494, USED IN STRICT ACCORDANCE WITH THE MANUFACTURERS' RECOMMENDATIONS, SHALL BE INCORPORATED IN CONCRETE DESIGN MIXES. A HIGH -RANGE WATER- REDUCING (HRWR) ADMIXTURE CONFORMING TO ASTM C494, TYPE F OR G, MAY BE USED IN CONCRETE MIXES, PROVIDING THAT THE SLUMP DOES NOT EXCEED 10'. AN AIR - ENTRAINING AGENT CONFORMING TO ASTM C260 SHALL BE USED IN CONCRETE MIXES FOR EXTERIOR HORIZONTAL SURFACES EXPOSED TO WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL BE 5% ± 1% BY VOLUME. SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER BEFORE POURING. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. PROVIDE 3/4" CHAMFERS ON ALL EXPOSED CONCRETE EDGES UNLESS NOTED OTHERWISE. REINFORCING STEEL: REINFORCING STEEL SHALL CONFORM TO ASTM A615, INCLUDING 51, GRADE 60, FOR DEFORMED BARS AND ASTM A185 FOR SMOOTH WELDED WIRE FABRIC (WWF), UNLESS OTHERWISE NOTED. REINFORCING STEEL TO BE WELDED SHALL CONFORM TO ASTM A706. STEEL SHALL BE SECURELY TIED IN PLACE WITH #16 ANNEALED IRON WIRE. BARS IN SLABS SHALL BE SUPPORTED ON WELL -CURED CONCRETE BLOCKS OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE, 859 -1. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES," ACI 315. SHOP DRAWINGS SHALL INCLUDE ELEVATIONS. LAP ALL REINFORCING BARS PER THE LAP SPLICE SCHEDULE ON DRAWING 50.1 WITH A MINIMUM LAP OF 18 ", EXCEPT AS NOTED. MECHANICAL SPLICES NOTED UN THE PLANS SHALL BE DAYTON BAR -GRIP SPLICES OR APPROVED WITH A CURRENT ICBO APPROVAL REPORT. REINFORCING STEEL SHALL HAVE PROTECTION AS FOLLOWS: USE COVER WALL BARS: INTERIOR FACES 3/4" EXPOSED TO EARTH OR WEATHER 1-1/2" ( #5 AND SMALLER) 2" ( #6 AND LARGER) FOOTING BARS CONCRETE WALL REINFORCING (UNLESS OTHERWISE NOTED): WALL THICKNESS HORIZONTAL BARS VERTICAL BARS LOCATION 6" #4 ® 16" O.C. #4 W 16" O.C. ® CL OF WALL 8" #4 ® 12" 0.C. #4 ® 16" O.C. ® CL OF WALL AT SLAB AND WALL OPENINGS PROVIDE A MINIMUM OF TWO #5 BARS OVER, UNDER AND AT THE SIDES, OF THE OPENINGS. EXTEND THESE BARS LAP DISTANCE OR A MINIMUM OF 24" PAST THE OPENING. PROVIDE ONE #5 FOR SINGLE -LAYER REINFORCING AND TWO #5 FOR DOUBLE -LAYER REINFORCING, 4' -0" LONG, DIAGONALLY AT EACH CORNER OF ALL OPENINGS. REFER TO TYPICAL DETAILS FOR DISPOSITION OF CORNER BARS AND BARS IN SMALL WALL SECTIONS. SLAB BARS SHALL BE HOOKED INTO WALLS, OR HOOKED DOWELS SHALL BE PROVIDED TO MATCH SLAB REINFORCING. PROVIDE TWO #4, 4' -0" LONG DIAGONALLY AT EACH RE- ENTRANT CORNER IN SLABS. PROVIDE HOOKED DOWELS FROM FOOTINGS TO MATCH VERTICAL WALL REINFORCING. CONCRETE ACCESSORIES: HEADED SHEAR STUDS SHALL BE NELSON HEADED ANCHORS WITH FLUXED ENDS OR APPROVED. DEFORMED BAR ANCHORS (DBA) SHALL BE NELSON, TYPE D2L, OR APPROVED. STUDS AND DBA SHALL BE AUTOMATICALLY END - WELDED WITH THE MANUFACTURER'S STANDARD EQUIPMENT IN ACCORDANCE WITH THEIR RECOMMENDATIONS. EXPANSION BOLTS SHALL BE HILTI KW1K BOLT -II OR APPROVED WITH EQUIVALENT ICBO ALLOWABLE TENSION AND SHEAR VALUES. PERMANENTLY EXPOSED EMBEDDED PLATES AND ANGLES SHALL BE HOT- DIPPED, GALVANIZED AFTER FABRICATION, UNLESS OTHERWISE NOTED. NO LOADS OR WELDS SHALL BE PLACED ON EMBEDDED PLATES OR ANGLES FOR A MINIMUM OF 7 DAYS AFTER CASTING. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHOULD BE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPUTUDE. EPDXY ADHESIV5L EPDXY ADHESIVE SHALL CONFORM TO ASTM C881 AND SHALL BE A TWO- COMPONENT, LIQUID EPDXY WITH NON -SAG CONSISTENCY AND A LONG POT LIFE, AND SHALL BE SUITABLE FOR USE ON DRY OR DAMP SURFACES. MINIMUM SLANT SHEAR STRENGTH SHALL BE 5,000 PSI, AND MINIMUM TENSILE STRENGTH SHALL BE 4,000 PSI. HOLE SIZES AND INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH THE APPROVED ICBO REQUIREMENTS. CONCRETE MASONRY: CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C90, TYPE I. ASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF f m = 1,500 PSI AS VERIFIED BY PRISM TESTS BEFORE AND DURING CONSTRUCTION. CONCRETE MASONRY WALLS SHALL BE REINFORCED, AS SHOWN ON THE PLANS AND DETAILS, AND IF NOT SHOWN, SHALL BE AS NOTED UNDER "MASONRY REINFORCING STEEL". MORTAR: MORTAR SHALL BBL TYPE S, WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 1,800 PSI, AND SHALL CONFORM TO UBC SECTION 2103. MASONRY GROUT: GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28 DAYS AND SHALL CONFORM TO UBC SECTION 2103. GROUT SHALL CONSIST OF A MIXTURE OF CEMENT'TIOUS MATERIALS AND AGGREGATE TO WHICH SUFFICIENT WATER HAS BEEN ADDED TO CAUSE THE MIXTURE TO FLOW WITHOUT SEGREGATION OF THE CONSTITUENTS. ALL CELLS CONTAINING VERTICAL BARS AND ALL BOND BEAMS SHALL BE FILLED WITH GROUT. MASONRY REINFORCING STEEL: REINFORCING SHALL CONFORM TO UBC SECTION 2102.2. DEFORMED BARS SHALL BE GRADE 60, AND SHALL BE SECURELY PLACED IN ACCORDANCE WITH UBC SECTION 2104.5. UNLESS OTHERWISE NOTED ON THE PLANS, THE MINIMUM WALL REINFORCEMENT SHALL BE AS FOLLOWS: WALL THICKNESS 8 BOND BEAMS WITH TWO #5 BARS HORIZONTALLY SHALL BE PROVIDED AT ALL FLOOR AND ROOF LINES AND AT THE TOP OF WALLS. PROVIDE A BOND BEAM WITH TWO #5 BARS HORIZONTALLY ABOVE AND BELOW ALL OPENINGS, AND EXTEND THESE BARS 2' -0" PAST THE OPENING AT EACH SIDE. PROVIDE ONE BAR, MATCHING VERTICAL BAR SIZE, FOR THE FULL HEIGHT OF THE WALL AT EACH SIDE OF OPENINGS, WALL ENDS, AND INTERSECTIONS. DOWELS TO MASONRY WALLS SHALL BE EMBEDDED A MINIMUM OF 1' -6" OR HOOKED INTO THE SUPPORTING STRUCTURE AND BE OF THE SAME SIZE AND SPACING AS WALL REINFORCING. PROVIDE CORNER BARS TO MATH THE HORIZONTAL WALL REINFORCING AT WALL INTERSECTIONS. LAP ALL BARS AT SPLICES 48 DIAMETERS, WITH A MINIMUM LAP OF 18', EXCEPT AS NOTED. 0. VERTICAL BARS #6 18 48" O.C. HORIZONTAL BARS (IN BOND BEAMS) RUNNING BOND (2) #4 ® 48" 0.C. STRUCTURAL STEEL: STRUCTURAL STEEL SHALL BE ASTM A36 GRADE 50, AS NOTED. TUBES SHALL BE ASTM A500, GRADE B (Fy = 46 KSI). PIPES SHALL BE ASTM A501 OR ASTM A53 GRADE B. DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE "A!SC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ". WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION. WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16" MINIMUM UNLESS OTHERWISE Cr NOTED. WELDING SHALL BE BY AWS CERTIFIED WELDERS. PREQUALIFIED WELDING PROCEDURES ARE TO BE USED, UNLESS AWS QUALIFICATION 15 SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION. STEEL STUDS: STEEL STUDS SHALL BE C -STUDS WITH A MINIMUM YIELD OF 33,000 PSI FOR 18 AND W 20 GAGE, AND 50,000 PSI FOR 14 AND 16 GAGE. STUDS SHALL BE OF THE SIZE, GAGE, AND SPACING SHOWN ON THE DRAWINGS. MINIMUM SECTION PROPERTIES SHALL BE AS FOLLOWS. PROVIDE BRIDGING IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS ADEQUATE FOR DEVELOPMENT OF THE FULL MOMENT CAPACITY OF THE STUDS. FOR LOAD- BEARING STUDS, TRACK SHALL BE OVERSIZE TO PROVIDE FULL STUD BEARING. SCREWS SHALL BE ELCO DRIL -FLEX, HILT] KWIK -FLEX, OR APPROVED. '(MIN) S(MIN) STUD SIZE IL' E 4" X 18 GAGE 0.85 0.42 4" X 20 GAGE 0.66 0.32 6" X 18 GAGE 2.22 0.74 6" X 20 GAGE 1.72 0.56 I(MIN) S(MIN) TRACK SIZE IN IN 4" X 18 GAGE 0.56 0.28 4" X 20 GAGE 0.43 0.22 6" X 18 GAGE 1.53 0.51 6" X 20 GAGE 1.20 0.40 SAWN LUMBER: SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD PRODUCTS ASSOCIATION GRADING RULES. LUMBER SHALL BE THE SPECIES. AND GRADE NOTED BELOW: Fb(PSI) USE GRADE (SINGLE USE) DIM NSIONAUMBER 2" TO 4" L THIC BEAMS /STRINGERS DOUGLAS FIR -LARCH N0. 2 875 DOUGLAS FIR -LARCH NO. 1 1300 ALL LUMBER IN CONTACT WITH CONCRETE OR CMU SHALL BE PRESSURE TREATED UNLESS AN APPROVED BARRIER IS PROVIDED. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY CIMPSON COMPANY (OR APPROVED EQUAL) AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS. HI.NGERS NOT SHOWN SHALL BE SIMPSON HU OF SIZE RECOMMENDED FOR MEMBER. ALL FRAMING NAILS SHALL BE COMMON NAILS AND SHALL BE OF THE SIZE AND NUMBER INDICATED ON THE DRAWINGS. NAILING NOT SHOWN SHALL BE AS INDICATED ON UBC TABLE 23 -I -Q. BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI /ASME STANDARD B18.2.1 -1981. ALL BOLTS AND LAG SCREWS SHALL BE INSTALLED WITH STANDARD CUT WASHERS. CUTTING AND NOTCHING OF JOISTS AND STUDS SHALL CONFORM TO UBC 2326.8 AND 2325.11.2, 9 AND 10. PLYWOOD: PLYWOOD PANELS SHALL CONFORM TO THE REQUIREMENTS OF "U.S. PRODUCT STANDARD PS 1 FOR CONSTRUCTION AND INDUSTRIAL PLYWOOD" OR APA PRP -108 PERFORMANCE STANDARDS. UNLESS NOTED, PANELS SHALL BE APA RATED SHEATHING, EXPOSURE 1, OF THE THICKNESS AND SPAN RATING SHOWN ON THE DRAWINGS. PLYWOOD INSTALLATION SHALL BE IN CONFORMANCE WITH APA RECOMMENDATIONS. ALLOW 1/8" SPACING AT PANEL ENDS AND EDGES, UNLESS OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER. ALL ROOF SHEATHING AND SUB - FLOORING SHALL BE INSTALLED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS, EXCEPT AS INDICATED ON THE DRAWINGS. ROOF SHEATHING SHALL EITHER BE BLOCKED, TONGUE- AND - GROOVE, OR HAVE EDGES SUPPORTED BY PLYCLIPS. SUB - FLOORING SHEATHING SHALL BE UNBLOCKED, EXCEPT AS INDICATED ON DRAWINGS. SHEAR WALL SHEATHING SHALL BE BLOCKED WITH 2X FRAMING AT ALL PANEL EDGES. NAILING NOT SHOWN SHALL BE AS INDICATED ON UBC TABLE 23 -I -Q. ALL NAILS SHALL BE COMMON NAILS; HOWEVER, USE RING SHANK FOR ROOF SHEATHING. GLUED LAMINATED MEMBERS: GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH U.S. PRODUCT STANDARD PS 56, "STRUCTURAL GLUED LAMINATED TIMBER" AND AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, AITC 117. EACH MEMBER SHALL BEAR AN AITC OR APA -EWS IDENTIFICATION MARK AND RE ACCOMPANIED BY A CERTIFICATE OF CONFORMANCE. ONE COAT OF END SEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. BEAMS SHALL BE VISUALLY GRADED WESTERN SPECIES INDUSTRIAL, ARCHITECTURAL, PREMIUM GA.,DE, AND OF THE STRENGTH INDICATED BELOW: COMBINATION SYMBOL 24F - V4 24F - V8 SPECIES DF /DF DF /DF GLULAM HANGERS NOT SHOWN SHALL BE SIMPSON EG. ADHESIVE SHALL BE WET -USE EXTERIOR WATERPROOF GLUE. SIMPLE SPAN) CONTINUOUS OR CANTILEVER) PREMANUFACTURED WOOD JOISTS: PREMANUFACTURED WOOD JOISTS SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS, MANUFACTURED BY THE TRUS -JOIST MACMILLAN, OR BE AN APPROVED EQUAL. PROVIDE BRIDGING IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. JOISTS AND BRIDGING SHALL BE CAPABLE OF RESI51I90 THE WIND UPLIFT NOTED ON THE DRAWINGS. THE JOIST MANUFACTURER SHALL VISIT JOB SITE AS REQUIRED AND VERIFY THE PROPER INSTALLATION OF JOISTS IN WRITING TO THE ARCHITECT. PREMANUFACTURED WOOD JOIST ALTERNATES WILL BE CONSIDERED, PROVIDED THE ALTERNATE IS COMPATIBLE WITH THE LOAD CAPACITY, DIMENSIONAL, AND FIRE RATING REQUIREMENTS OF THE PROJECT, IS ICBO APPROVE AND HAS LVL FLANGES. ENGINEERED COMPOSITE LUMBERS: ENGINEERED COMPOSITE WOOD PRODUCTS SUCH AS MICROLAM LVL, PARALLAM PSL, AND TIMBERSTRAND SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS, MANUFACTURED BY TRUS -JOIST MACMILLAN, OR AN APPROVED EQUAL. THE MANUFACTURER SHALL PROVIDE SHOP DRAWINGS SHOWING LAYOUT AND ANY DETAILING NECESSARY FOR DETERMINING FIT AND PLACEMENT IN THE STRUCTURE. THE SHOP DRAWINGS WILL ALSO INDICATE THE SIZE, SPACING, AND GRADE OF THE MEMBERS TO BE USED AND SHALL BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE STATE OF WASHINGTION. 4mEIGLIN IY p Irar37R�.ICi.1ri? 1TOE W,. = ,on ,WORMANCE WTNT ALL AN.Fi1d.E GROIr:kHC. ", ,.:F:_(:* TO REOUIREMENi3 AN, ATURWECaW.S Of THE AUTK .ir1. 00 . 1 71 . 5 _� , .9 'CODE i e Q 9 'R-- I Naves >uw Z W 0 Q PROJECT NO. 91552 - 82 DRAWN 13Y CHECKED BY : DATE: 9/26/98 REVISION : 3 -20 -98 P.C. RESP. ® BLDG. 2 REV. 5 -15 -98 PERMIT SET cam Consulting Engineers Ni 3W 51n Avenue Pule 2500 Portend, Oregon P7200 507- 227 -3251 BENNER STANGE ASSOCIATES ARCHITECTS P.C. 5000 B.W. II€A�� 4RD LAKE 0661E-00, OR 97209 (503) 670-0234 FAX (503) 670-0235 GENERAL STRUCTURAL NOTES A G D INDEX 4,f1 1