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HomeMy WebLinkAboutPermit D2000-191 - WORLD LIGHTING - WALLSWORLD LIGHTING 300 ANDOVER PK W D2000 -7 97 "City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Signature: DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGIN; EEF0RE APPEAL PERIOD EX='IPES, APRI_ICANi IS PROCEEDING AT THEIR OWN RISK. Parcel No: 26230 Permit No D2000 -191 Address: 300 ANDOVER P}< W IJn : 600 Status: ISSUED Suite No: Issued: 08/25 /2000 Location: Expires: 02/21 /2001 Category: ARET Type: DEVPERM Zoning: TUC Const Type: Occupancy: STORE Gas/Elec.: UBC: 1997 Unit_.: 001 Fire Protection: SPRINKLERED Setback:.: North: .0 South: .0 East: .0 West .0 Water: N/A Sewer: N/A Wetlands: Slope_: N Streams: Contractor License No : PENNOCC01303 OCCUPANT WORLD LIGHTING - Phone: 300ANDOVER PK W, TUKWILA, WA 98188 OWNER SEGALE M A INC PC BOX 813050, TUKWILA WA 98188 CONTACT JIM BRYAN Phone: 425- 455 - 3 919 124 AV NE, BELLEVUE WA 98005 CONTRACTOR. PENNON CONSTRUCTION CO INC 10522 LAKE CITY WAY NE C102, SEATTLE WA 98125 **** *** * *** *. * *** ******* ** *** k• k* ***** *•k * *•k•k*:k *** ** ** ** *** k******* **** k******* ***** A Permit Description: INTERIOR TENANT IMPROVEMENT INCLUDING DEMO WALLS, RELOCATING WALLS. •k *****k• lock *• ** 4e• k• k* k: kk• k k •k•.k•k *•k•k** *•kk•k•k-k•k * **k k•k:k•k*k:k*•k:J k• k**A•kkk *•k:kAk**•kk'Ak•kk * *k ***** Construct'ion.Valuation: $ 150,000.00 PUBLIC WORK'S 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 T irne: '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 *** ****• kk*****• k• k• k****** kk* *kk * * *•k **•k *kk•k**- •k** ****:l• *** k **k * **** * *•k****k*** **k** *:kk•k TOTAL DEVELOPMENT PERMIT FEES_: $ 2,106.19 k******' k: k' k• k' k**** k• k• k*- k• k•k•k•k********** **•k** * * ** *. ** *** • • kick *k* * **kkk*k*k ******* Permit Center Authorized Signature:_�,(� (206) 431 -3670 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 doe_ not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Date: Print N ame : _ - 00s�'. 4 / 74,7E- aNG'"../ This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the worl.. is suspended or abandoned for a period of 180 days from the last inspection. cc w U• 0 o! co 0 N w : w w0 u. z i— w o` 0 O co 0I- 111 s , • z ; 0 c)— z •• • • • • • • •• ... , CITY OF TUKWILA Address: 300 ANDOVER PK W Un: 600 Permit'No: D2000-191 Suite: Tenant: Status: ISSUED Type: DEVPERM Applied: 06/14/2000 Parcel It: 262304•9119 Issued: 08/25/2000 , 1,A**A******k***A*AM******Al*k*i****** Permit Conditions: 1. No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 2. When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to ' the first building inspection. Copies of all special inspection reports 'Shall be submitted to the Building ,Division in 'a, timely manner. Reports shall contain address ' 7 . project name, permit number and type of inspection being performed. 3. The special inspector shall !submit a final signed report' stating whether the work 'requiring special inspection was to the best of the ihspector's'knowledge, in conformance with,approved plans and specifications and the appl icable • workmanship provisions„ of the LIBC, . 4. Any' ceiling grid and light fixture installation is l i , .., '--,, required to meet lateral bracing for Seismic Zone 3. , , 5, Partltion,walls', to ceiling grid must be laterally • braced eight (8) feet in length. • , , ,4ni,e.exposed insul backing material shall have a Flame, ' Rating of 25 or less, and material shall bear identi- t\ion ,showing the fire performance rating thereof. 41i\cqnstruction to be done in conformance with approved Plan'and,requirements of the Uniform Building Code (1997 EditiOn) as amended. Uniform Mechanicai Code '(1997 Editior2)',' and Washington State Energy Code (1997 Edition). - 8,- Plumbinvpermits shall be obtained through . the Seat'tle-King County Department of Public Health. Plumbing will be ' inspected by,that including all gas piping (296-4722Y. 9 Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10. Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be con- strued to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 11. Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (248•6630). 12. All mechanical work shall be under separate permit issued by the City of Tukwila. 13. All permits, inspection records, and approved plans shall be '' !al 1614 _1 0 (0 0 w , 0 g ° I— III Z I— z 1-- 0. tu M o n 0 0 F— LU u i I LU rz• 0 z available at the ,struction. These ble until final 14. All structural we welders and speci 15. Al1 high-strength Sec. 306(a)6). 16. Bolts installed i MEW Sec. 1701.5. job site pri documents a inspection a lding shall al inspected bolting sha n concrete s 2). or to the start of any con- re to be maintained and avail- pproval is granted. be done by W.A.13.,0. .certified (UBC - Sec. 306(a)5). 11 be special inspected (11BC.- hall be special inspected Description of work to be done: 1 M ? L3 (0P- 1.]:, iv / 1 z Ic Existing use: 5 Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ® Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse El Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University in Other Will there be a change of use? ❑ yes ® no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? FI yes ❑ no Existing fire protection features: sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: 21-, 3 existing Area of Construction: (sq. ft.) 22 ?q 0 Will there be storage of flammable /combustible hazardous material in the building? ❑ yes ri no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets Project Name/Tenant: \V fr • V.Iue of Construction: ; (/ , 0 Site Address: t, n� i I 0 City State /Zip: 3(70 :.► • o14 K I(� , v t/,- , A-ii , ax Parcel Number 1,6 2, 70 —q' Pr. perty O ner: e, .4 ( • • it e1 eh Phone: 206 4✓ l 7S= 2' Stre Addres1 r r ; k / r TS City State /Zip: j/ 4 ,. . Fax #: 4'75= Z - Contractor: rR � Phone: Street Address: City State /Zip: Fax #: Architect. sG0 Ta- ON -4L-GS gO M f f PC H Cr - 5 Lo-c- � 3 Street Address ��C1 1ty State /Zip: °l(g- 12,k1 ,� - ✓L l #tor eI= LLBVvc, 0/4 Fax #• 1- ffc '413 / Engineer: Phone: Street Address: City State /Zip: Fax #: Contact Person: ScoT ADry -MS Phone: �ZS C� 320 Street Address: y ,w4 ote il State /Zip: Fax #: 1 Commercial / Multi- Family Tenant Improvement / Alteration Permit Application CITY OF TUKV:.A Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension ❑ Water Meter /Exempt #: Size(s): _ 0 Deduct ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: ❑ Miscellaneous CTPERMIT.DOC 1/29/97 APPLICANT REQUEST; FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OFTHEFOLLOWINg ". • (Additional reviews maybe determined,by the Public Works Department) ` ❑ Flood Control Zone Cl Hauling ❑ Landscape Irrigation O Private 0 Public O Private 0 Public 0 Water Only gal 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 r applica iofe DatrzlIcatnpiireb o App jJ tlpa by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDING OWNER OR AUTHORIZED AGENT: Signature: F — Date: , 6__q- . _ Q Print name: G v-f-f- Cit 1► A I m Phone: �,',�5_ 4, -� _3 Fax #:k11_4 �/ . / f 1e/j%- Address 7/q (L�- f- t1 �e t Cit /State /Zip 6 _ vi /t e ' vim ALL COMMERCIAUMULTI -WILY TENANT IMPROVEMENT/ ' ERATION PERMIT APPLICATIONS ST BE SUBMITTED WITH THE F. LOWING: t %AFL DRAWINGp..TO43E STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, fi ''' UC1U,I AL'E GI,IyEER 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 omplete Legal Description Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include : 1 ,' Site Plan (including existing fire hydrant location(s) i 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). loor plan: show location of tenant space with proposed use of each room labeled ❑ 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 z w 00 0 v (.0 i w J = F u) LL w verall building floor plan with adjacent tenant use; identify tenant space use and location of storage of -' u_ ny hazardous materials; dimensions of proposed tenant space. cn a icinity Map showing location of site 1_ _ z � zI- w w O O O — O I-- wW 1— --- U O Iii z O ~ Construction details ❑ ❑ 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 Geed sprinkler system design criteria as identified by the Fire Department. 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) opy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been seiected at time of application a copy cif 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 if 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 z gimp Ia. r Paviriei' t ,t *.4 b•A ** * �. ; 1�4 Dacc;p - �C�S l; Y •A ;4 ,F,���154kh *:4kh +.* CITY OF TaK- N WA R i intedr, 09/25/00 08:44 "fRtoWSt•1IT y444,o4*A *A7k *}k *l4 fit •3 *o.•k * *e4d******el*4 *.1 * *•* *i•s%s4:►As4* *•1•A�•F;4 *•*k•k :*k• -* *• TRANSMIT Number, 11,38 00363 117.51) 09/25/0 08:4:1 A;:tvmr..rit Method: CHECK Plc >tatiurt PENNON CONS 1R;UCT 1r) ft: [3LH Permit No: 0;2,000-1 99. Type: [)4:VAi::RPi DE:VEG.C►PMEN1 f'(::PPi17 Parcel W. 2G2304• -9119 Si to Address: 300 ANDOVER Pk W St: r•I: Ur): 6003 Totai F CPS U 2.223.69 11 foL•.41 ALL Pmts: 2,223. 6 q . [Ia1 arlr•ew .00 *4: 144•:4 * *h•k*kA t. *h*:1 *: 4* k* 4:*: kk•.'*: kk k: 4* kPA- 4 A k ;4k•.1A *:4* , * Account Code C)est.r i pt, i on Amount u 00O/345.820 PLAN CHECK NONR 117.50 3 3309 09/26 97i.0 TOTAL 117.50 .ntYfSj.}3`c e P.; `s 4ieif:rrh /1te4.�6u'' ,• ;!t W 9 0 ; = -W Z ° W W 0 N 0I Wa u- 0 iu 0 co! 0 ' z bit4kA***AA*.A*A**4.A*A*A , CITY OF TUKWILA. WA 1) 2J)6()— (91 TRANSMIT .1 1 f RANSMIT Ni.i.mbert R9E:00348 Amount: 1.2'33.25 OS/2:1/00 16:43 Payment Method: CHECK Notation: PENNON VAST In it: NER 4 ', Permit No: D2000-191 Type: DEVPERM DEVELOPMENT PERMIT Parcel No 262304.9119 Site Addoess: 300 ANDOVER P1 N St: Fl: lin: 600 Total Fees: 2„10.19 This Payment 1 Total ALL Pmts: 2,306.19 • Balance: .00 **A**4,AAAi ki Account Code Description 000/322.100 BUILDING - NRE 000/345.$30 PLAN CHECK - NONREG 000/386.904 STATE BUILDING SURCHARGE 7! 1 • P7, ; • • • 7439 04/08 1710 TOTAL 1233.25 Auloun 400.81 1327.94 . 4.50 TT, ar•"•..'^��r -V, r�rr .� i,�it'F i;� k Ak*yr:tWh••h*tAk•.t 4.tAJ t*•A•bkkA .. ,t fck * ***'.1 *A** :t *A*kk. 4*:k *Ak**A 1T�', OF i'.UKS 3I. t. SIFI f2epr iett :ed 06J1.4 /00 12:34 r f ?Flip! k*k1 *. k A A "..* A * * It * * A. A k•k *A *it kA*A* A A,*dt,lkA A••A*A *A**/r /*kAk k:'cxA 1RANSMl:r. Nuriber: t9800301 Amount: 872,94 '06/14/00 1?.w c3 Rviti n•t;'•Met: hod' `t.HFCIC potation: tSCUN2O'I1AI.LSTROMi Xnit: TLR P6rM i t; too: D2000-191 Type: DEVPERM DEVELOPMENT PERMIT Parcel.'i`lCi. 262304-9119 Site :.Addr.es : 300 ANDOVER PIS W 8t° Fl: Um 600 Total I_c' 2 A 106.13 .V Total ALL Prnts: 872 Balance: 1.233.25 **.**A* *A*'kA4* *4*_** * **** *, * *. * * * :AJka•• A* A **A4 *A ** * * * *A * \kkkt:•k*k•A;k* Aeca�An Der •i pt i nr► AmolIn". .000 322.;1'0(} BUILDING - NONRES 872.9.4 5154 06/15 9717 TOTAL 872.94 Pr j ct: P r /91 id I t kl-04, T pi of Ins don: Mkt ) A ess . 250 1/1 arA ID 1 1 Date calle --> /0/ Spe ial instructions: / IP 0 0 - - Date wanted-( : , f 1 /0 a.m. 1Q2 . 1 „,- i Requester Phone: INSPECTION NO. INSPECTION RECOR1Y Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431-3670 Approved per applicable codes. 0 Corrections required prior to approval. $47. REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blv• ., Suite 100. Call to schedule reinspection. COMMENTS: Inspector: Date: Receipt. No: Date: zeza AAA! ./.4.1,441.644:14vAdlaiiaiiidalAitaiiikain44:04 i■ gadgi.+4.;,4 Vo.li$V4A44“ - 4s4.611■444+ , ;4;4 1 Project: Type of Inspection: Address: 0 Pc{ tveY Pk W. ai Date le d: 1 0‘ Special instructions: • Date want : ` I�0 a.m. p.m. Requer: Phone: ? - a SS' ct)b J q T INSPECTION RECOItb '' ITZpoO -\c 4 I Retain a copy with permit INSPECTION NO. • PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per �nz :4 +L:. ��v .r. »ri.w:.itir.0 z x•'u a .«:n2:ea`:W+t;.m. applicable codes. Ana.id'X.u7 5"..4.mt i (206)431 -3670 Corrections required prior to approval. /qge , u-d/ Q 7 COMMENTS/ ) 5, , ei1/7 d P2.70 Zeii "ze e? t .4 .1, to /41 kr-leveN Inspector: Date: ri $47.00 REINSPECTION F.E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No: I Date: z tL UO' W Q N w W g aj co . CO tU HO z t- • 0 0 F- �w � IL w z' 0 z Project: , 1 , 0(al akY' 1 fi j� Type of Inspection: v /42c k Tcmp/Pirf Uc «pa•�r. y J Address: -3b (,� /7a"ti 'K /?k ti) Date calved: 001 01 Special instructions: s / 1 ,7 c 001) 6 Po5 S ih Date* nted: / / 0/ a.m. R qu ster. Phone: - Z55 -6453 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Te; Inspector, Date: l- /14'/ 0 $47.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 'vte�;: �: itfo�.bie3aitiati�'eabs'�S:i`,47 Suori�,� rs S�e r, Lrfi4i3' �IsiL��iy".' �. �+ Li l�r.?�?5i�"'„vb�...w -'i. Project: • . pe of Inspection: Address:, 3 t (OldC'L,: ✓ / cJ called: ' // /e / Special instructions: SLik 000 1�, �,�,� t� : `-;jla -tee c�-1 r if Date wanted: /1/0/,1 (a,m) p.m. Re94e tir` �f"'f Phone: Zo& - Z55 - &G , s INSPECTION' NO. E Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 South enter Blvd, #100, Tukwila, WA 9818 isvS%ELy`ne...�ii W nitg/N"X:,;' u -.;? i tt?,,40 ,*, PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: (0` T S*' I,, ✓1 s /" r /e.4.9 v /A /Gf /ZC h ae.,v 6 rie: /a 3 .�, L i -- .�I K,/ 3 ?3 C _ 7z--, AA .ate • P�7t / J. I', //4i ,d6 4?Y7. AtV <A / fr ' c /.._3 leir-3. .L, e 1 �r,6iQ�f �-y'•L H1:4" tGjfl Inspector: Date: i...74,0/ 4 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: k2 "�6v 5w. r,t".ie:,:��i::� ° �a4rsc�bw:: , :• 14% ■44 tk NYo-k§:oWS 'fel 'ki'ti R YttE : ' Rtu k iL ?�iF Alri z w V 0 ID' w D 2 g Q i I a w . � ',. O : uj w N 0 1-' pj ui z ' 0 WNW 1i Project: �1%rfi>r� Type of Inspection: 1�a+'11 T.m f� . Occ vpa ny - fOk 0 1 too Address: 3R) ( (Ivor l?X- W S *wX Date called: iIs)by _ --_ Special instructions: 5Vt,b. U Date wanted: SILTD a.m. / p.m. , Req n \-____ -/- Phone: E Approved per applicable codes. INSPECTION RECD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 COMMENTS: 4tAll �1:: Corrections required prior to approval. $47 0 i EINSPEC II ' N F EQUIRb. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., uite 100. Call to schedule reinspection. Receipt No: Date: i tSa'",iii"30..a '.:.1:=42Zri3ia.7AL4 .(;tz=6iv k` t�xv�s, ,r ? $4�.Y:3: : 6:;?:'r^ *,�. ,c8t k,'N ' , . uY' ritTlfa4S ;;, :` #LL3 t.ej;i4iL t!1+.ika{1 k-42'..4.1"fol 41 - .rd�a� iYi : <.nrLN,r:4• 's;5. t..�w,s.: A$ "u:.,r ,.+ t; 5fs l 0O% co 0 '; I S N W ul O g u. Q. O Z 0 I- , U0 0 N ' 0 I— W W ': V ; • Z 0 N. 0 Z i INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. Project: W Id LIklinC Address: 3a) Aliderex 1��- G Special instructions; 4 1000 Type of Inspection: Da UCcc.p Cj ate led: — D to wanted: J 2 - -20 -00 P.m. Requester: • Pho e: ,?200255- X653 0 Approved per applicable codes. (206)431 -3670 orrections required prior to approval. COMMENTS: &A-7 &( /'( A aiv . /. /I g 4 $ $47.00 REINSPECTIO E REQU RED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No: Date: 441+ 72. tq1 3t::u..w1;::�2ikcadkLas,.La' n Ara «?�71i�'.�'fid�::i4f�1 t.}�:ri. ,7Y. phi', iti'tiitnGi;tsiPfi'x"v'r5'�.; <r .72.'tM�?uktiE'�'r Project: / Type pe Address: ( 4 i Ad L Date called: Specia instructions: Date wanted 2%---/ .., Requester: Phone: INSPECTION RECD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ta�:tik` oi14,V'rM. iJZ.., PERMIT NO. (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: I Date j V fl $47.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. I Receipt No: Date: 6�,r:�.�+'..�^:�:ak. r �iS. a�. �iA.. �e.:«. x�.. �s.r<. .:.:.::.u..tz::s~'Sr.L..�. s,:�x«�:t.�uk R�+�tt:�:.y::s.a:�.�'sc.�� r .. e�f 6•.u, ;,I , ,v4,;i 1 ; L Id f Irt CYrr itrl � 1rlr( f Address: 3DD Ptr lov1C PI Date c Ile d• 2- Special instructions: Date w ted: Re ter. [/ i I INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Worrections required prior to approval. COMMENTS: 7 .0e-de,/ $47.00 REINSPECT! FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: �r. �S[ru ji4,41- +tw r _ a„ksas Ade `Ni41G1,24∎6; 4; 'rAr Vi;40 :kd.4Ari:+tret:V3: '`d , :nail.•1'.4,41Aori!. , 4m; ,13 44,4 z to 1 00 N O . cow u. W 0 ` g Q N d Hal z 2 D U 0 N ' 01— w Lu F- u_ ~O' .z 0 z Projects . } W 0\ 1 '1 ` � . Type f, Inspection: 1 ` leyp4uvr� �lJan`I�yav A Ad ess: �` a 1 Date cal left. 1 1 ;)--t)-- �,1 Special instructions: . Date wanted: I � _��` !'/ a.m. IN Requester: ` p s f Phone: • INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 11200o 19 PERMIT NO. (206)431 -3670 El Approved per applicable codes. El Corrections required prior to approval. COMMENTS: I ntOfl G LL bfirivd- cam Inspecto i c "3 I Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Date: Receipt No: kairfe4tnv14 . '. YZ -Atig rsv;3:.!t«a./l.dT.rt'i� %r �mc4asi.n"is� ' a4. �w 1. tari .d�4cet�.:v.:':tic+r,tt;io'i1Jlr Project: ; t O(1 Lte k -hnc T e of Inspection:, ��(� L 'Frig rr tq /TM 1, U' Address: c o A ou e-{" ` w / Y V D t called 1 0 0 � Special instructions: Date wanted: a. "' a 0 _ no Recluestrr Phone: OO ." 2-55-(C1955 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 6 443 7 Ji e 7 ? -'- A CZ..LAS ,r 7' art PERMIT NO. Approved per applicable codes. COMMENTS: r' � , i'z%f/Yt� 1d (206)431 - 3670 Corrections required prior to approval. i Or fa L 4 A ° WA..1.. .4 di II ... 0 $47.00 ' EINSPECTION FE T Q UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No: Date: f G� ielta�.esea rtiaairx.st.da3►.ysata: gsr:agi:sma:u:.. S 4 LISHX +r1.'i..F t fiawi:9C:A�lYL ,t�.' �Rtit4ti.F - "!. ',Yr'�tew'�1�iieA�n1�thLAfti:S` . PType V■M`P 1( L1 la +1 Yl of,Inspection: 00.01i . Address: 311D PtY1( iPle. Irk Date called: 1 \` C I — 'Y Special instructions: Date wanted: ,' \ OL a.m P.m. Reg uesKii: Phone: " L. 17 4; 1 o 1 053 i INSPECT' . N NO. CITY OF TUKWILA BUILDING DIVISION INSPECTION RECORD Retain a copy with permit Dz • G 1 PERMIT NO. 6300 Southcenter Blvd, #100, Tukwila, WA 98188 \ (206)431 - 3670 Approved per applicable codes. E Corrections required prior to approval. COMMENTS: A h Ste ���/ , 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: �ilcam!`�i#a : N. Y.';". ts•( �c" i.*` l- t�.' v"° s` � .�'..�.'.i`cC,trz4'ut'kz��5e�3�A �tr*�.t � � AS' t��•' �r' �: �;e`r�.:�'�.'f�+'�''�- •'�i..� e','..LSiWda't�s»k�O -�t9 did.!m'r 5s.. u' tumt+t itu)`. sc. ^.w++Yu'vr,�lw.vtS6�eT;tili tsi;:rY " �'wa metA • \al e of Inspection: r Phil' ar , 1 i . Ac NCAW__, _94,--,„6 I--- ii yl c/O Gei/JA D ar 7 I I ed i".'(f 6.1.,114 i 51 Special instructions: i 0,4; 6 Date wanted: ' I k' —1— a.m. (----- Requttes ,,, 1 0 V / 60/44-1%.-1 1.-'147 11:1hone: et,. p- 2$ ' Pfr g til -- 1_140 T COMMENTS: a iii3 _„ , -7-;-,-, •..., 2.4,9,„- _94,--,„6 I--- ii yl c/O Gei/JA e',--? 5 i d 1 i".'(f 6.1.,114 i 51 i frrOM -16 t i t/a/A, --v0V4i -)-71 2 ..... ) - ./4--x , 4 A I/ L.1, ' - - • .12e?6id-C) - . / 4 P a el , " ( -IL -i 1 0 V / 60/44-1%.-1 1.-'147 . . Pfr g til f edi ereZ 441_ 2 Y> Inspector: Jil a _ 44./i0h I Date: i / ....... 7 .... 6D r- INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 $47. INSPECTIO E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No: Date: Approved per applicable codes. Corrections required prior to approval. tk ikeil zaka a, , ,t vAzaa t,- 2,11iikitivaky.A S 4VritY44 Projpct e 1 , (A/0 I I, f')At Type of In /f-7-14 . /: Address: Date called: Special instructions: - .. .. ......-- . Date warytO: // — ... . a.m. Requester: Phone: I INSPECTION RECOR Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 PERMIT NO. (206)431-3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: (24 fl.5.2 ee/7/1"Ata WIet t iL , /11,411 j4 6A...4, 4 a, a dd.. 2 GY31 /,4001-2-2 • • •••• 5 , 4 Date: 0 $47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: " 46.4` ikkr,tifikr «tAt444.'as.044-0'' w 00 .0 (ow WI iu 0 g :3 u. < — 0 1 44 I-0 ZI- W W 2 D D C.) 0 D- 2 w - 0 0 Project: 4.,613/( L.. y� Type of Inspection: ace//3 Add s: o , 4,) I Date called: Special instructions: Date wanted: /mss. / /''2i CZ P.m. Requester: Phone: { INSPECTION REC 4 "/ INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Retain a copy with permit 2 1 PERMIT NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: F ? N (.4 r J L $ /cit• ed-/ei //S / /ei ,,_ Jo Re° oe/ "'✓zj S z3 -7 Zr. Gam/ // Inspector: Date: 4/ E $47.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: �:. u�D.$,:- . Yw :1_�i`�•c,.'.`..��:N�..�`:.,.. iii, �; i�. n .' a; s: 3La.�'re:Y"��rc� 8�4` �aat�5r�� '!'��:•�ti�M"+:C�,'�iat`v"LiL1t« 'Y�w� r �d�.� ,riZ,:W �'aoA:r.�.:+a„uY ;.ln: +c on'ls�45:.+3.1+ +;a;$:w16ro 11:•te3+w+h�i8iYt: COMMENTS: ` t lob floc r∎Cct a p� r()JOtt lie vlr'rA t ln� 2 . 1 ryrQv; aa,,, P c L4 1 ! s { qif tr' �?r‘ Act h �� r���trtor (AA s 1 I Date called: 3 Special instructions: , Project: '' .1l t W0r' C �- ' t ln� Type of In ct� , h'► I { Ad e I Date called: 3 Special instructions: , Date wanted:t L ll� G a.m. Requester: Phone: INSPECTION REC Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431 -3670 Approved per applicable codes. corrections required prior to approval. Inspector: Date: \ 00 E] $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: _iliy ki:.:.. h ' =a;' xi VA:iAz r3 a44s ]rt• 4 rah & s +ve"'oz,c4x t40,4 r ;: tree, +t zd4.4,7 t °.:4n�nf yr�i":..;s- . 1ur`fiky+ ‘14 4{4i.i.,:4'. F1;dn slt4U: W.'Y+A S'SiIi.S �•kysir„cic.,.w tH; yi.�.r ..wr.;d'.e vr... t+. �s1: 0 Q:: w w W w O; Cl) Cy I I- - W ! Z 0: O N 0 H W = Vs Oi tiJ Z UN Protect: ,, o12ira CI ah i T of Insp ctio i�.�ia.��t. +c9J A dress: r v� IL W Cit7,ll : _DO (J Special instructions: Da an d: C a m &Jes I 6Ct 0755- 0 .�V INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3 T Approved per applicable codes. f Corrections required prior to approval. COMMENTS: ) L) OnSu \a:1•10vk 0I')W► pIr� Inspector ' 3 4"r Date: 10— o I $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. I Receipt No: Date: ti�SwstiX , Swwh�: R1. tS{ ��5W ,.+.d:fn4e;u0�d:$ie�tiu�+tie.�us `le:'}I SIIM..b t rieVhLs:; N' b{ iL` a: skzf t9. x9 ltA;ie/�br�. +`�+�+`�At`A'i,P�Y VS�} .w'�'1�dtGde, 1. �'J,4`li.�F�4Y 4E Project: . \i'IO(I ( LlG .1;(15-- 4 Type of Inspection: LL. I i nsolcc 1 Y\ Address: 3On ' \ lr 1 ve rz . V• Date called: IT) - -C.7 Special instructions: 0 \ ,1' �� Date Wanted: c " "v 11-2 -6 - CCM p.m. Re uester: --lei- ( Phone: 2Gb- 2_S & 65 3 COMMENTS: .1;(15-- 4 V ■ 1, \JO \ r \ OW ,S't ■ f K- iI h t‘. L f ' - .f r l d to °‘c()."-. ki ft* r f ■ V V c1 Via\ k1. ()IL 4-0 c o .)-ev- \c)wev "urrf ( 0 \ ,1' y ` - 10 o - 0 L1 C'o vPr revrir *- LIA 4W Yr V\CA∎14 C)V\ o r Wit \1 0\gr roow, - ti) appfhvecii fokp rt©vvt +1 0 Oki 0prd►7eo1 a ISO Inspector `,0 -v.. Dater 0 ,4,1 (_ 00 INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 -2 coo - I PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. J $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No: Date: ' k1dU'�L 4 e46:11.44447 diNPAAA 3;r Pro ect: ofLD Lit IG, Type of Inspection: 7rr8relo& WAL E&A►KD F#57 ddress: 300 AtAboVE . PK w D ate a11�0 -,DO Special instructions: Date wanted: 16 °2.3 -n0 6P.) p.m. Requester: Phone: 2(D -. 2-55 . " t./1053 INSPECTION NO. pproved per applicable codes. Inspector^ INSPECTION RECO Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 Ux000 - 191 PERMIT NO. (206)431 -36 COMMENTS: ( - L Avec N_ Pr for r.t e mod Corrections required prior to approval. Date: - - 00 ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: r'4ts.stkaarour tA.Aatidov°S�.� Alifki t r ..`.'a Val4 ' iitiwk.dse to %eiu gty COMMENTS: Type of Inspection: & A L) 4 t ('J ct t `I (I t1 C O1P1C1 Lt v. Q 1 Special instructions: ++ '- Y r \ ._■ r -e R `ques rr et ' .:. -N Vir Qt1'CIr;(ti �vi � the e is 1 , 0)t/r.1 }1-- � St AR P \ -t ivNc(n1 lfJvv� a 11 C) IL- - -1-0 - Va f e c WI v c Project: 1 �ti >()r 1 ( � 1--t(\/\-1(\ L Type of Inspection: & A L) 4 t ('J ct t `I (I t1 Address: � Date ( � called:. J V -1 - Special instructions: Date wanted: a.m. Ic — VI '0T..) et-T) R `ques rr et -. 2-(& — ass--otos3 4 I roved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Inspect r. JIMA c)) A\c Datg: V 1 q (y) El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: iii �n .,. 1r1` ^+fCali.`Orr`9r:�r'�r,t'"'.:'1' alit' Gfi�s: r` dc�# �= dSFrturY�u. r 'z�.�:':�aciwY.iv�':,9 +'t�iz'•� Project: I - Lk,..)C)y- 1 t L‘rj In --4-■ 1.-, (:, . „ Type of Inspection: r 0 1,-,c,■( (., i•t_... Address: J Date called: Special instructions: , t Te'C'h (\:3 . 1 Or\ 5 i k. Datewanted: t tj --- \ 1 C.)' P.m. Requester: 3i? Phone: 20c.0 - (0 (05z, INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. :,*ittelni:tifT1t1916141# I D 2 C t,C, - I "RI PERMIT NO. (206)431-3670 0 Corrections required prior to approval. COMMENTS: .4v je,l‘ 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspe tion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No: Date: • 4 ,1PS'414 4 , 4 41...ri• i 6.10.41.44.141 " 44'44 '4 4 1 146 A.Fah St■AW "se:h'IL • :+,0?-,C■ra..5:4N4Vs1 Project: d1\ \ ` t Y Type of Ins . \ ClwtIIoI 1 i\'‘th Address: ZOO J C)Uv - e?VIA) ?� Date called: (x-13 - lU a Special instructions: Date wanted: -- 13 a.m. Requester. c Phone: 7 INSPECTION RECD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431 -3670 proved per applicable codes. fl Corrections required prior to approval. COMMENTS: vo �ek r � ur �✓rP YOtn� r or '�1 rre Qicf ` ■,n WGrelnovy - re- & jQ(p cxpyn.�eel ()L. Oa IN 1'\S'c \p,.;\ e \c t k c Inspector 1 13 .,Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: t�w3' �a4 :�J�A+`�'�aY'�.sw�m+➢ir�.i�r�F� ism.. o�u;:. Wr..., r�&« a? a�. w, a::; J !iy.:.r.,,�.�.�:.xj��c�:�c.;f�r ixhtU,td. a `its Na ia3S,v.�ti "rsa �:+:t%dS Project: L.A. r \C Li r h Type of Inspection: - one re ie- Address: �� j '?;c,. / CI L ` U C . t ' • P. 1J D ate K cal I d• ' L ' )0 Special instructions: C /0" �vl - t r1 1 C. r^i S l Date wanted: ' (a :m, I f, - 13 .tDL p.m. Re u s er. -- . Phone: ao(a - 25S -(PL INSPECTION NO. Appr per applicable codes. 1 . INSPECTION RECO Retain a copy wi h t permit O CITY OF TUKWILA BUILDING DIVISI ±,,► v 6300 Southcenter Blvd, #100, Tukwila, WA ) 48'188, I. } (�20 \ 3.1/ 6 ' Corrections required prior to approval. { COMMENTS: A \j ,� \ Inspecto Date: 10 1 00 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ��o�e�a... �Cw1aiC�r. �A.. c, �i: �'. kssisil[ i►: e��:'):' �f«'.' l., a�t±�'.,: �1:: a�eG` s�ri4�tx` iiiuc,.. ztiid�ivNr�:s3r,£:�7t�:4�t�iSu! ,a.,.....,...in ia:.nukxk,i. b� .,i�.%�9Mai«rlsnt�ti,..;� .k%�3y`:tlfnkS x.Wt' ��. e1. cu: �+ a' r.! uRssil3iA4rt+ r:�tCb*.t W O' w 0 W W W W; w 0 g ( A d ' I w 0 ` z � w D i 0 N , 0 I- 111 W Z — O Z . lii O z Projeyt: ` ` ` t•(.Or I�Ir.� '�'t hG Type of Inspec to : I a.r5vfcl l t !,1 Date called: d 10 u I ce A dd i 300 ress: Av\ 0,0( vv. 0 Special instructions: Date wanted: {{ a.m. U) �) - QV p.m Requester: ` �.(' Phone: INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter. Blvd, #100, Tukwila, WA 9818 �t— PERMIT NO. (206)431713670 X Approved per applicable codes. n Corrections required prior to approval. COMMENTS: or LC/a A pPro' »dt Date: 10_ 10 1 .....0 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: it :■4aiad,>i rw4cr" iei&4,:+F. i4e iv LU V 0 V) 0 !. J co LL W 0 } g J to 3 d ' z 1.- de U 0 - 0i- W ' lil Z ' H 0 F " . Z PProject: L• C. C 1 C. ( L.- 1(, Ki n r. Ty a of Inspection: r°'ct rn ‘ c ci Address: -,' J C:'I Er CI oL e. r'' P K 13 Date called: (0 I CC, Special instructions: Date wanted: + C -1 1---L c .m:� p.m. Requester: Ph ^ INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Ist Approved per applicable codes: D Corrections required prior to approval. COMMENTS: Carr V rowi v1/) e .� C o w\ e \-Q4 e. Ok o i \solo 2, -e.s4 -Pvsiar 410 l,e)ct1 O k C\ �� b0 y . lot - ) -C V\ c rcatPv. rOOM e\-er\ sc \ f Inspecto�'� d � ( yJ(.ii 'fin Date: 1 _ 0 0 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ia.7 �"?.,:{ Y`- � k"by. ♦s. ` i�.' K .� �r.. h .0 k uti �•,-.t At : tti;tr iSNii I u u dt rK a ' 8u iusv .i4i 3 1 INSPECTION REC f �J 1 Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Project: Id Li` 4 Address: r j q 4-r1 s c• tom,, /�Kw Special instructions: 'hype of Inspection: r 'J C t E' -f'I£( I F r - o I p IV?C Date calle (�c7 Date wanted: a.m. Requester: Je P one: G'� ~ 2S S- 69(c s- Approved per applicable codes. Inspector: I Receipt No: COMMENTS: 1) L-SG / s a'' q T A ,( 75;11 77-m . `tom "l G, en I � .. /J) fl' c1, 3 , }2 9 ' /4" ate: PERMIT NO. (206)431 -3670 Corrections required prior to approval. ,/ D $47.00 REINSPECTION FIE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: r CO w O g CO I... W Z ' 1` 0 uj O N 0 I— W Wf ZS U. ii z I_ ` 0 I— z Project: ki\Dur IC L_,(t h `4 nci Type of Inspection: i r- ',iC:A r t Aloe l (: —AK ( Address: \ (:C ,Aryl c>je-V dg.., 1/3 Date called: ( — 2 -- C - ` L�C1 Special instructions: P.A..r"' C.:. co'3oAM SOe ci t . 1 — Nye- (HUY Cri S_•1 AA-12- TE>s-hh- . Date wanted: . CI' - Z(a - nL- -, p.m. Rcquester C Pon - ZS - 88 INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ''�t"%'y't''''�"'�'. lu ="7c �'?i�5►sv 1i1�.�'� F ? .�t�? f �1�:+�i " {' �? - ,�6fv i� irz. wie+iiira PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ! j - 1�- ���Cr�G► //..&fll c7 €.. M45e p,e 'r ,26 J 'cT o/r4 7 , _f r/.xt Dater $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: to ;tncvk :: k?r; A�+.R. v1sri :slki�k.d+ia�4�,GGrir w:?dk'• �' �. * `+:5' sfa 4.0t. Jt 46x./a4. 4.4.4 tvaCwi4u'..a�.iia�`wiU6�uv'« Project: li ,K4 1 ( Type of Inspection: — C Or\ Address!' W 5+e (c)bC Dae called: ' 1 ILA — O - Special instructions: • Date wanted: p.m. Reguesteri Phone: 2,01p — 2- — Re a•E? El Approved per applicable codes. INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 COMMENTS: S-G c&I;) coo i rOtJS Covti 7 4 -124A (T Int-Pgge,AL, Date 9/i1V/9() In 6&40.;40;1444Tigaiiit4.0.444siirSiW - . 4'3 PERMIT NO. (206)431-3670 c orrections required prior to approval. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 4 ce44 illeda.4torloPXY.A z re 2 ILI fl C.) (.3 0 (0 0 U) CO u_ w 0 g 3 < a. — z I- 0 z UJ ui 0 u) • 0 0 I— w u j Z P. I . 0 1— COMMENTS: Type of Inspection: s `io t \ 0 0 i4 'r - Prnk" A A'R "1 s i-`,. vv, seor -PO1,$,„,v,t, . . i 1 Special instructions: svec%tc.\ — One itto e_ a.m. P.m. S 1 r‘ cOne T QAt C.er s A , - A' N \ " Ii: \ t el I v, ( 4 - 1 - r-etnc l -VL 1 Projpcti oorAck , k I- i: % cl\A % Type of Inspection: s `io t Address: 1 306 kOwp v- W t Date called: 1 Special instructions: Date wanted: a.m. P.m. Requester: ---\... t no ‘ Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Inspector. - INSPECTION RECORD Retain a copy with permit lq PERMIT NO. (206)431-3670 Approved per applicable codes. Corrections required prior to approval. Date: J2_ 1 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 2 u. •t■ D 1- E 1- 0 z ui 2 D c.) 0 — o w u j I 0 L I 0 w 0 I— ;t ` J.d : a.. P 0111, + x+ ""747' ` G,.L. i, e^ '- y%1.+- ix'6.h.�f��JwiG/;;: , e.c.s c.,:1•. i Y^134•744.1,.5.it•F,.A,ii4fire7- Project Name Jo'' I G1 L, c., O Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: c Pre- Fire: Permits: Authorized Signature FINALAPP.FRM City of Tukwila Fire Department Address 03 Pk k..) Retain current inspection schedule Needs shift inspection Approved without correction notice _ Approved with correction notice issued r 41 / ' TUKWILA FIRE. DEPARTMENT FINAL APPROVAL FORM John W. Rants, Mayor Thomas P. Keefe, Fire Chief Permit No. rD �. 000 Date T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575-4439 re 2 O ' N D W W : u. w O u_Q Nd w z1 o z �- 11J uj m o 0 O— o I- U. O w z U = ` 01- � _lin SHUTLER CONSULTING Mr N ENGINEERS Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 1425)450 -4075 FAX: (425)450 -4078 Jos WORLD LIGHTING Tukwila, lashington SHEET No COVER 1 OF CALCULATED BY BT DATE 6 -13 -00 SCALE Job No. 00 -47 STRUCTURAL CALCULATIONS FOR: WORLD LIGHTING CAD STRANDER RETAIL STRANDER BLVD & ANDOVER PARK EAST Tukwila, Washington ARCHITECT: SCONZO HALLSTROM ARCHITECTS, Inc. 919 — 124th Avenue N.E., Suite 101 Bellevue, Washington 98005 (425)455 -3203 FAX: (425)455 -9351 DESIGN CRITERIA: CODE ROOF LIVE LOAD _ _ WIND LOAD _____ SEISMIC ZONE _ _ _ _ MEZZANINE LIVE LOAD 125 PSF C r Pzow-iq i _ 25 PSF SNOW LOAD _ 80 MPH ZONE, EXPOSURE _III UNIFORM BUILDING CODE, 1997 ed. „B„ RECEIVED CITY OF TUKWILA quo 3 0 2000 PERMIT CENTER ASSUMED ALLOWABLE SOIL BEARING IS 2000 PSF PER THIS REPORT. GEOTECHNICAL ENGINEER TO VE N FIELD. MApUt bmp • Tano3\0-1S-111S\6t4p0\0\00\ :>I 000 Op :g2 :0; 001/E1/90 �� 1UTLER _ _ CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425).450.4075 FAX (425) 450 -4076 JOB SHEET NO � OF C CALCULATED BY G , iN _ DATE SCALE • tY uJ 2 00 0 0 wW WO J ( mo I— O Z 11.1 uj U O co 0 WW Z V. O . 111 Z H = 0 ~' l__ 1 rZZ41�_LS fi- D l- .U_Ar> _34_____c _ _ vo/____p_wix..___7._ 'S INw. s . . ._ 36. 5. ft- t 2.S r ;' { ,5 FY- y .n y M 13 v.. Z 6 .,5 , .,o 7 % Ks c 1 zP. ; - L l �rr��r ; z 12 I I ~ , : Lim, ;- -- ____? r , -- i I _j - -. -_. _ -__._- — - .. . — I �� 1UTLER _ _ CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425).450.4075 FAX (425) 450 -4076 JOB SHEET NO � OF C CALCULATED BY G , iN _ DATE SCALE • tY uJ 2 00 0 0 wW WO J ( mo I— O Z 11.1 uj U O co 0 WW Z V. O . 111 Z H = 0 ~' • Rt / NORMAL WEIGHT CONCRETE (145 pcf) TOTAL _ L° . • • ° • sue •• • GALVANIZED OR PHOSPHATIZED /PAINTED D€PTHI T v7 nfe` ° �, ° ALLOWABLE SUPERIMPOSED LOADS (Lbs. /Sq. Ft.), DIAPHRAGM SHEAR VALUES (q) (Lbs. /L.F.) AND FLEXIBILITY FACTORS (F) 6 TOTAL SLAB DEPTH DECK GAGE & CONCRETE WT. psi & WT. psf q4 3 30.5 4" 36.6 41/2" 42.7 1 i 232 1 199 1 173 ' 151 I 132 117 104 92 22 3 261 228 202 ! 151 I 132 117 I 104 04 92 44 1825 1785 1755 1725 1700 1680 1660 . 1640 1 9 F4 .45 .46 .47 .48 .48 .49 .50 .50 q7 2035 1980 1935 1895 1855 1825 1800 1775 F7 .40 .42 .43 .44 .44 .45 .46 .46 1 275 240 183 160 141 124 110 98 2 275 240 212 189 170 ! 124 110 98 20 3 275 240 212 189 170 I 124 1 110 98 qi 1890 1845 1805 1775 1745 • 1715 1695 I 1670 2.3 F4 .40 .41 .42 .42 .43 .44 44 A. q7 2145 2080 2020 1975 1930 1895 1860 ! 1830 F7 35 .36 37 18 39 4n 4n 41 1 298 261 230 205 184 1 137 1 122 108 97 2 298 261 230 205 184 167 152 108 97 18 3 298 261 230 205 184 167 152 138 127 41 2045 1985 1930 1885 1845 1810 1780 1 1750 1725 2 9 84 .32 .33 .34 .35 .35 .36 .37 .37 .38 q7 2380 2295 2220 2155 2095 2050 2005 1965 1930 F7 .77 78 79 10 31 32 13 21 34 1 298 260 230 205 184 166 151 2 298 260 230 205 184 166 151 16 3 298 260 230 205 184 166 151 q4 2215 2140 2070 2015 1965 1920 1880 3.5 F4 .26 .27 .28 .29 .30 .30 31 1 1 269 1 231 I 200 1 175 153 135 2 300 266 200 i 175 153 135 3 300 266 i 200 175 153 135 04 2065 2025 1995 1965 1940 1915 1.9 F F4 .40 .41 .41 .42 .42 .43 q7 : 2275 2220 2170 2130 2095 2065 7 .36 .37 38 19 29 4n 1 300 I 244 212 ; 185 163 144 2 300 279 247 220 163 144 3 300 279 247 220 163 144 q4 : 2130 I 2085 2045 2010 1980 1955 2 3 84 .35 .36 .37 .37 .38 .38 Q 7 ; 2385 ' 2315 1 2260 , 2215 2170 2135 F7 .32 .32 .33 .34 .35 ..35 1 . 300 3 j 266 237 178 157 2 ; 300 300 266 237 213 193 3 300 300 266 237 213 193 q4 2285 2225 I 2170 . 2125 2085 2050 2 9 84 .29 .29 .30 .31 .31 .32 q7 2620 2530 2460 2395 2335 2285 87 .25 .26 .77 .27 28 .28 1 300 300 265 236 212 192 2 300 300 265 236 212 192 3 300 300 265 236 212 192 q4 : 2455 1 2375 2310 2255 2205 2160 3.5 F4 .24 .25 .25 .26 .26 .27 q7 1 2870 ! 2765 2670 2590 2520 2455 87 .20 .21 .22 .22 .23 .24 22 20 18 16 NUMBER OF SPANS Q7 6,•0" F ' 1 1 300 22 2 300 3 300 F 4 4 23 36 1.9 q7 2510 F7 .33 1 300 20 2 300 3 300 q4 2370 F4 .32 2.3 q7 ! 2620 F7 79 1 3 2 300 18 3 300 q4 1 2525 F4 .26 2.9 1 q7 2860 F7 .23 1 300 2 300 16 3 300 q4 . 2695 3.5 F4 .22 q7 1 3110 F7 .19 Snoring required in shaded areas. SPAN 6'•6" � 7' -0" 7' 6' 8' 0' 8' -6 F 9' 0' q7 2635 2525 2430 2350 1 2280 2215 2160 7 .22 .23 .24 .25 .26 .26 .27 265 300 300 2265 .36 2460 .34 279 300 300 2325 .32 2555 79 300 300 300 2460 .26 2770 .24 229 200 229 200 229 1 200 2230 2205 .37 .37 2410 2370 .34 .35 242 ( 211 282 I 211 282 252 2285 2250 .33 .33 2500 2450 10 300 300 300 2410 .27 2695 ,24 31 1 231 272 2365 .28 2630 300 300 I 270 300 300 I 270 300 300 : 270 2615 2550 1 2495 .22 23 23 3000 2910 1 2830 .19 .20 .21 VERCO 175 175 175 2180 .38 2335 .35 186 186 186 2220 .34 2410 .203 244 244 2325 .28 2575 242 242 242 2445 .24 2760 .21 155 155 155 2155 .38 2305 .36 164 164 164 2195 .34 2370 31 37 180. 220 220 2290 .28 2525 177 219 219 2400 .24 2695 .22 120 107 120 107 120 107 1900 1880 .43 .44 2035 2015 40 41 127 113 127 113 127 113 1930 1910 .39 .39 2100 2070 .36 36 140 125 140 125 175 160 2020 1990 .32 .33 2240 2205 .79 30 1 138 1 123 174 159 174 159 2120 2085 .27 .28 2400 2350 .24 .25 137 137 137 2135 .39 2275 .36 146 '146 146 2170 .35 2340 17 159 159 --M 200 2260 .29 2480 � I 10'•0" ! 10'•6" 11 -0" 129 129 129 2150 .35 2310 82 82 82 1625 .51 1750 47 88 88 88 1655 .45 1805 47 108 1 96 138 127 138 127 1845 1815 .32 .32 2110 i 2065 .28 .28 95 .95 95 1865 .44 1990 41 101 101 101 1890 .40 2045 37 112 112 112 1965 .33 2165 .30 110 110 146 2055 .28 2305 .25 122 109 122 109 122 109 2120 2105 39 39 2250 2230 37 37 116 116 116 2130 2280 74 74 6 6 74 1610 I 160 51 52 1730 1715 46 46 79 79 79 1635 .46 1780 42 '87 87 87 1705 .38 1895 34 86 78 86 78 117 108 1785 1760 .33 .33 2025 1990 .29 .29 85 76 85 76 85 76 1850 1835 .45 .45 1970 1950 40 47 91 91 91 1875 .40 2020 37 100 100 100 1945 .34 2135 .31 99 99 135 2025 .29 2265 .26 97 97 97 2090 .39 2210 37 103 103 103 2115 .36 2260 33 31 11 142 127 114 142• 127, 114 _142 127 114 2230 2205 2180 .29 .30 .30 2440 2405 2375 .76 .77 .77 27 • 4 or • 7 WELDS 71 71 71 1620 i .46 1760 43 78 78 78 1685 .39 1865 34 81 81 81 1860 .40 1995 3R 90 90 •90 1925 .34 2105 31 89 89 • .89 2000 .29 2 .26 87 87 87 2075 .40 2190 36 93 93 93 2100 .36 2235 14 103 103 103 2160 .30 2345 .25 .25 .26 158 199 199 2360 .25 2640 .22 140 126 .140 _ 126 182 167 2325 2295 .25 .25 2590 2545 .22 i .23 112 112 112_. 2265 .26 2505 .23 7R 101 101 X01._ 2240 .26 2470 .24 • !„, 0O ' 00 W � LL' W O. Q LL ?, 9.. a I-- W Z Z0 uj Q ' O N 0 II- W H r- ra W Z F- = O F- Z e W1601 wtr _W]2x16 W 12x14 W17x14 W12x14 W12x14 0 _10L12c14 ❑ I ' W 12x14 W12x14 wt2n4 D W12d4 m W12x14 W17x19 W 16x76 W 12x19 W 14x72 W t4xn Wt6x35 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT_ H td W b O F' - rt 3 O N At II amp F'- pt rt • ED (D `C LQ (D (D SD • ( 0 rn • N •• F N N ¢, N F- W K] 0 (Q I-I M 0" O rto )3 ro 11k 17k 4 W14x77 11k 5k W12x1. 5k 5k W12x1. 5k f .. - f W113x31 14k 0 5kW12X1' 6k 0 19k W17x19 15k El 21k Sk W17x1 Itk 4k W17x14 4k 3k W12x1. 3k W22d9____Th Sk W17x14 7k W16x26 10k _10k W14x72 10k W1407 101L W111x35 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTI IT IS DUE TO THE QUALITY OF THE DOCUMENT. CE _ _ _ �.. _ �. ✓ .0 ; �` . .� ... fir' r - .�i....u?- , ?: +_ , '�` +_.. _.. 19 ❑ 16 53 51 Zn 54 _52_ 55 ❑ 52 54 53 as 0 w 15 49 50 4 O 57 12 0 14 47 45 5 N Y a 11 N 0 10 NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. CI E "xi N � 93 O P- r r o 1-' W ►i R• Di CD N a rr H m (D "C (Q (D (D m ( 1-1 -) •• o c 51 a O (D ►i - (D •• _J N N (2. N (� F' 'z] n In 1-' N O rt0 r+.. 93 RAM Steel V6.2 Gravit;Beam Design Summary R. LaNier DataBase: worldlighting Building Code: UBC2 Floor Type: mezz Beam # Length +M -M Seff Fy ft kip -ft kip -ft in3 ksi 25 23.70 16.8 0.0 14.9 50.0 26 11.00 3.6 0.0 14.9 50.0 27 13.50 5.5 0.0 14.9 50.0 28 22.60 15.3 0.0 14.9 50.0 19 23.70 44.8 0.0 29.0 50.0 24 2.00 0.0 -5.8 11.51 37.2 -5.8 17.1 50.0 16 11.00 9.6 0.0 14.9 50.0 46 2.00 0.0 -8.9 15.26 88.0 -8.9 38.4 50.0 15 13.50 14.5 0.0 14.9 50.0 45 2.00 0.0 -5.9 15.26 56.4 -5.9 29.0 50.0 14 22.60 40.7 0.0 21.3 50.0 44 2.00 0.0 -8.7 15.26 83.2 -8.7 38.4 50.0 43 2.00 0.0 -5.5 15.26 53.6 -5.5 29.0 50.0 53 23.70 64.2 0.0 29.0 50.0 51 11.00 13.8 0.0 14.9 50.0 49 13.50 20.9 0.0 14.9 50.0 47 22.60 58.5 0.0 29.0 50.0 54 23.70 64.2 0.0 29.0 50.0 52 11.00 13.8 0.0 14.9 50.0 50 13.50 20.9 0.0 14.9 50.0 48 22.60 58.5 0.0 29.0 50.0 2 7.22 19.2 0.0 14.9 50.0 55 27.19 92.4 0.0 47.2 50.0 3 11.00 15.3 0.0 14.9 50.0 56 18.41 122.2 0.0 57.6 50.0 4 13.50 50.1 0.0 21.3 50.0 13 18.41 60.2 0.0 29.0 50.0 70 18.41 45.8 0.0 21.3 50.0 71 18.41 45.8 0.0 21.3 50.0 5 22.60 137.6 0.0 57.6 50.0 72 18.41 45.8 0.0 21.3 50.0 73 18.41 45.8 0.0 21.3 50.0 74 18.41 45.8 0.0 21.3 50.0 75 18.41 45.8 0.0 21.3 50.0 6 21.89 105.9 0.0 47.2 50.0 76 18.41 45.8 0.0 21.3 50.0 08/24/00 16:09:46 Steel Code: ASD 9th Ed. Beam Size W12X14 W12X14 W12X14 W12X14 W14X22 W12X16 W12X14 u W16X26 W12X14 u W14X22 W12X19 W16X26 W14X22 W14X22 W12X14 W12X14 W14X22 W14X22 W12X14 W12X14 W14X22 W12X14 W16X31 W12X14 W18X35 W12X19 W14X22 W12X19 W12X19 W18X35 W12X19 W12X19 W12X19 W12X19 W16X31 W12X19 Studs u u u u � 2 ' U Q Un W W O gEi W 0 a ~ W ; Off: W 11J U 0 i O � Ju W' u_ H - O U . z : . O Z RAM Steel V6.2 Gravity Beam Design Summary Page 2 R. LaNier DataBase: worldlighting 08/24/00 16:09:46 Building Code: UBC2 Steel Code: ASD 9th Ed. 77 18.41 45.8 0.0 21.3 50.0 W12X19 78 18.41 45.8 0.0 21.3 50.0 W12X19 7 13.64 37.5 0.0 38.4 50.0 W16X26 u 79 18.41 45.7 0.0 21.3 50.0 W12X19 80 16.44 34.1 0.0 14.9 50.0 W12X14 8 7.64 2.7 0.0 14.9 50.0 W12X14 u 81 10.80 11.1 0.0 14.9 50.0 W12X14 u 1 23.82 92.8 0.0 38.4 50.0 W16X26 66 4.44 1.0 0.0 14.9 50.0 W12X14 u 9 18.52 36.8 0.0 14.9 50.0 W12X14 82 24.04 78.1 0.0 38.4 50.0 W16X26 84 11.00 16.7 0.0 14.9 50.0 W12X14 u 83 17.93 42.7 0.0 17.1 50.0 W12X16 85 11.00 16.7 0.0 14.9 50.0 W12X14 u 57 11.82 10.7 0.0 14.9 50.0 W12X14 u 67 11.00 9.3 0.0 14..9 50.0 W12X14 u 12 13.50 41.1 0.0 38.4 50.0 W16X26 u 11 30.65 206.7 0.0 98.3 50.0 W18X55 u 10 19.88 91.2 0.0 38.4 50.0 W16X26 * after Size denotes beam failed stress /capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Ce to W 0 ' CO W I- 0 Z iW W ` , W Z ' U tn` 0- Z RAM Steel V6.2 Gravity Beam Design R. LaNier DataBase: worldlighting Building Code: UBC2 Floor Type: mezz SPAN INFORMATION (ft): I -End (224.62,104.28), J -End (224.62,126.88) Beam Size (Optimum) = W18X35 Fy = 50.0 ksi Total Beam Length (ft) = 22.60 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 4.50 3.04 0.00 0.0 0.00 6.90 0.0 10.50 3.04 0.00 0.0 0.00 6.90 0.0 16.50 3.04 0.00 0.0 0.00 6.90 0.0 22.50 3.04 0.00 0.0 0.00 6.90 0.0 LINE LOADS: (k /ft) Load Dist 1 0.00 22.60 DL 0.140 0.140 SHEAR: Max V (DL +LL) = 28.92 kips MOMENTS: Span Cond Moment kip -ft ft Center Max + 137.6 10.5 Controlling 137.6 10.5 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) at 11.30 ft = Live load (in) at 11.30 ft = Net Total load (in) at 11.30 ft = 08/24/00 16:09:46 Steel Code: ASD 9th Ed. Beam Number = 5 LL Red% Type 0.318 - -- Stor 0.318 fv = 5.72 ksi Fv = 19.13 ksi Lb Cb Tension Flange ft fb Fb 0.0 1.00 28.67 33.00 0.0 1.00 28.67 33.00 Left 6.47 14.71 21.19 -0.252 -0.573 -0.826 Right 8.84 20.08 28.92 0.00 Snow 0.00 Snow 0.00 Snow 0.00 Snow L/D = L/D = L/D = 1075 473 329 Compr Flange fb Fb 28.67 33.00 mhs tN4 4id140.4, iAL RAM Steel V6.2 Gravity, Design R. LaNier DataBase: worldlighting Building Code: UBC2 Floor Type: mezz SPAN INFORMATION (ft): I -End (243.03,134.93), J -End (243.03,154.81) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 19.88 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.85 3.04 0.00 0.0 9.85 3.04 0.00 0.0 15.85 2.99 0.00 0.0 LINE LOADS: (k /ft) Load Dist 1 0.00 19.88 SHEAR: Max V (DL +LL) = 15.61 kips MOMENTS: Span Cond Moment kip -ft Center Max + 91.2 91.2 Controlling REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at DL 0.018 0.018 08/24/00 16:09:46 Steel Code: ASD 9th Ed. Beam Number = 10 0.00 6.90 0.0 0.00 Snow 0.00 6.90 0.0 0.00 Snow 0.00 6.79 0.0 0.00 Snow LL Red% Type 0.042 - -- Stor 0.042 @ Lb Cb Tension Flange ft ft fb Fb 9.8 0.0 1.00 28.50 33.00 9.8 0.0 1.00 28.50 33.00 9.94 ft = 9.94 ft = 9.94 ft = Left 4.77 10.84 15.61 = 4.16 ksi Fv = 17.90 ksi - 0.216 - 0.490 -0.706 Right 4.66 10.58 15.24 L/D = L/D = L/D = 1106 487 338 Compr Flange fb Fb 28.50 33.00 i 1 RAM Steel V6.2 Gravity Beam Design R. LaNier DataBase: worldlighting Building Code: UBC2 Floor Type: mezz SPAN INFORMATION (ft): I -End (243.03,104.28), J -End (243.03,134.93) Beam Size (User Selected) = W18X55 Fy = 50.0 ksi Total Beam Length (ft) = 30.65 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 4.50 3.04 0.00 0.0 0.00 6.90 0.0 0.00 Snow 10.50 3.04 0.00 0.0 0.00 6.90 0.0 0.00 Snow 16.50 3.04 0.00 0.0 0.00 6.90 0.0 0.00 Snow 22.50 3.04 0.00 0.0 0.00 6.90 0.0 0.00 Snow 28.50 3.04 0.00 0.0 0.00 6.90 0.0 0.00 Snow LINE LOADS: (k /ft) Load Dist 1 0.00 30.65 MOMENTS: Span Cond DL 0.018 0.018 SHEAR: Max V (DL +LL) = 27.68 kips Moment kip -ft ft Center Max + 206.7 16.5 Controlling 206.7 16.5 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) at 15.33 ft = Live load (in) at 15.33 ft = Net Total load (in) at 15.33 ft = 08/24/00 16:09:46 Steel Code: ASD 9th Ed. Beam Number = 11 LL Red% Type 0.042 - -- Stor 0.042 fv = 3.92 ksi Fv = 20.00 ksi Lb Cb Tension Flange ft fb Fb 0.0 1.00 25.23 33.00 0.0 1.00 25.23 33.00 Left 7.29 16.57 23.87 -0.407 -0.924 -1.331 Right 8.46 19.22 27.68 L/D = L/D = L/D = Compr Flange fb Fb 25.23 33.00 905 398 276 .+aT7.Sk�Mro RAM Steel V6.2 Gravity Beam Design R. LaNier DataBase: worldlighting Building Code: UBC2 Floor Type: mezz 08/24/00 16:09:46 Steel Code: ASD 9th Ed. Beam Number = 44 SPAN INFORMATION (ft): I -End (207.36,104.28), J -End (224.62,104.28) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 17.26 Cantilever on left (ft) = 2.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 0.00 1.32 0.00 0.0 0.00 3.01 0.0 0.00 Snow 7.09 5.05 0.00 0.0 0.00 11.48 0.0 0.00 Snow 12.17 5.05 0.00 0.0 0.00 11.48 0.0 0.00 Snow SHEAR: Max V (DL +LL) = 17.09 kips MOMENTS: Span Cond Moment kip -ft ft Left Max - -8.7 2.0 Center Max + 83.2 12.2 Max - -8.7 2.0 Controlling 83.2 12.2 :REACTIONS (kips) : DL reaction Max + LL reaction Max - LL reaction Max + total reaction DEFLECTIONS: Left cantilever: Dead load (in) Pos Live load (in) Neg Live load (in) Neg Total load (in) Center span: Dead load (in) at Live load (in) at Net Total load (in) at 9.63 ft = 9.63 ft = 9.63 ft = fv = 4.56 ksi Fv = 17.90 ksi Lb Cb Tension Flange ft fb Fb 2.0 1.00 2.71. 33.00 5.1 1.75 25.98 30.00 5.1 2.26 2.71 30.00 5.1 1.75 25.99 30.00 Left 6.55 14.88 0.00 21.42 0.046 -0.014 = 0.118 0.163 -0.118 -0.286 -0.405 Right 4.88 11.48 -0.39 16.35 L/D = 1051 L/D = 3503 L/D = 408 L/D = 294 L/D = 1547 L/D = 639 L/D = 452 Compr Flange fb Fb 2.71 33.00 25.98 30.00 2.71 30.00 re 2 �i v O! co a N a U. 1 W g .J Z �! H0 Z H; U 0 ` CO, ?O = W ` w Z O ~ Z RAM Steel V6.2 Gravity Beam Design R. LaNier DataBase: worldlighting Building Code: UBC2 Floor Type: mezz SPAN INFORMATION (ft): I -End (214.45,104.28), Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 22.60 LINE LOADS: (k /ft) Load Dist 1 0.00 22.60 DL 0.280 0.280 SHEAR: Max V (DL +LL) = 10.35 kips MOMENTS: Span Cond Moment kip -ft ft Center Max + 58.5 11.3 Controlling 58.5 11.3 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at 08/24/00 16:09 :46 Steel Code: ASD 9th Ed. Beam Number = 47 LL Red% Type 0.636 - -- Stor 0.636 11.30 ft = 11.30 ft = 11.30 ft = J -End (214.45,126.88) Fy = 50.0 ksi fv = 3.44 ksi Fv = 18.90 ksi Lb Cb Tension Flange ft fb Fb 0.0 1.00 24.19 33.00 0.0 1.00 24.19 33.00 Left 3.16 7.18 10.35 - 0.285 -0.647 - 0.932 Right 3.16 7.18 10.35 L/D = L/D = L/D = Compr Flange fb Fb 24.19 33.00 953 419 291 U) 11J w • O; 2 g Q • D W Z E ILI • !3p { O N SOH; W; p Z �i.i c.) 16Z.. . co • RAM Steel V6.2 Gravity Beam Design R. LaNier DataBase: worldlighting Building Code: UBC2 Floor Type: mezz 08/24/00 16:09:46 Steel Code: ASD 9th Ed. Beam Number = 51 SPAN INFORMATION (ft): I -End (214.45,79.78), J -End (214.45,90.78) Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 11.00 LINE LOADS: (k /ft) Load Dist DL 1 0.00 0.280 11.00 0.280 SHEAR: Max V (DL +LL) = 5.03 kips MOMENTS: Span Cond Moment kip -ft Center Max + 13.8 Controlling 13.8 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at LL Red% Type 0.636 - -- Stor 0.636 @ Lb Cb Tension Flange ft ft fb Fb 5.5 0.0 1.00 11.15 33.00 5.5 0.0 1.00 11.15 33.00 5.50 ft = 5.50 ft = 5.50 ft = fv = 2.20 ksi Fv = 18.75 ksi Left 1.54 3.50 5.03 - 0.036 - 0.082 -0.117 Right 1.54 3.50 5.03 L/D = L/D = L/D = 3680 1619 1124 Compr Flange fb Fb 11.15 33.00 V0, 0 0 0 uJ 0 IL w g u. a N om' _ o I - w Z �! O ? ul 0, N 0 I-i w W ii z p RAM Steel V6.2 Gravity Beam Design R. LaNier �. DataBase: worldlighting Building Code: UBC2 Floor Type: mezz SPAN INFORMATION (ft): I -End (214.45,56.08), Beam Size (Optimum) = W14X22 Total Beam Length (ft) = 23.70 LINE LOADS: (k /ft) Load Dist 1 0.00 23.69 DL 0.280 0.280 SHEAR: Max V (DL +LL) = 10.85 kips MOMENTS: Span Cond Moment kip -ft ft Center Max + 64.2 11.8 Controlling 64.2 11.8 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at 08/24/00 16:09:46 Steel Code: ASD 9th Ed. Beam Number = 53 LL Red% Type 0.636 - -- Stor 0.636 11.85 ft = 11.85 ft = 11.85 ft = fv = 3.61 ksi Fv = 18.90 ksi Lb Cb ft 0.0 1.00 0.0 1.00 Left 3.31 7.53 10.85 - 0.344 -0.781 - 1.125 J -End (214.45,79.78) Fy = 50.0 ksi Tension Flange fb Fb 26.58 33.00 26.58 33.00 Right 3.31 7.53 10.85 L/D = L/D = L/D = Compr Flange fb Fb 26.58 33.00 827 364 253 RAM Steel V6.2 Gravity Beam Design R. LaNier DataBase: worldlighting Building Code: UBC2 Floor Type: mezz SPAN INFORMATION (ft): I -End (224.62,52.58), Beam Size (Optimum) = W16X31 Total Beam Length (ft) = 27.19 LINE LOADS: (k /ft) Load Dist 1 0.00 3.50 2 3.50 27.19 3 0.00 3 .16 4 3.16 27.19 DL LL 0.000 0.000 0.103 0.234 0.140 0.318 0.140 0.318 0.082 0.185 0.169 0.384 0.169 0.384 0.169 0.384 SHEAR: Max V (DL +LL) = 13.66 kips MOMENTS: Span Cond Moment Center Max + Controlling kip -ft ft 92.4 13.7 92.4 13.7 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at 08/24/00 16:09:46 Steel Code: ASD 9th Ed. Beam Number = 55 13.60 ft = 13.60 ft = 13.60 ft = Redo Type - -- Stor -- Stor -- Stor -- Stor J -End (224.62,79.78) Fy = 50.0 ksi fv = 3.31 ksi Fv = 19.69 ksi Lb ft 0.0 0.0 Left 3.77 8.57 12.34 Cb Tension Flange fb Fb 1.00 23.49 33.00 1.00 23.49 33.00 -0.345 -0.784 -1.129 Right 4.17 9.49 13.66 L/D = L/D = L/D = Compr Flange fb Fb 23.49 33.00 946 416 289 CD IL, • 0 A ti < S a F=--. w i z F 0 N i 0 H' w ( p v u. F - r O iii Z O ~ RAM Steel V6.2 Gravity Beam Design R. LaNier .A16 61 3t3 e9:..w'�:i;SiJ DataBase: worldlighting Building Code: UBC2 Floor Type: mezz SPAN INFORMATION (ft): I -End (224.62,96.78), J -End Beam Size (Optimum) = W12X19 Fy = Total Beam Length (ft) = 18.41 LINE LOADS: (k /ft) Load Dist 1 0.00 18.41 DL 0.330 0.330 SHEAR: Max V (DL +LL) = 9.94 kips MOMENTS: Span Cond Moment kip -ft Center Max + 45.8 Controlling 45.8 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at ft 9.2 9.2 08/24/00 16:09:46 Steel Code: ASD 9th Ed. Beam Number = 70 LL Red% Type 0.750 - -- Stor 0.750 9.20 ft = 9.20 ft = 9.20 ft = fv = 3.48 ksi Fv = 20.00 ksi Lb Cb ft 0.0 1.00 0.0 1.00 Left 3.04 6.90 9.94 -0.226 -0.514 -0.740 Tension Flange fb Fb 25.78 33.00 25.78 33.00 Right 3.04 6.90 9.94 (243.03,96.78) 50.0 ksi L/D = L/D = L/D = Compr Flange fb Fb 25.78 33.00 976 430 298 Wt S` co w N LL W0 g J; CO o O D CI p' O co o ww H z OA , z RAM Steel V6.2 Gravity Beam Design R. LaNier DataBase: worldlighting Building Code: UBC2 Floor Type: mezz 08/24/00 16:09:46 Steel Code: ASD 9th Ed. Beam Number = 82 SPAN INFORMATION (ft): I -End (230.76,55.74), J -End (230.76,79.78) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 24.04 LINE LOADS: (k /ft) Load Dist 1 0.00 24.04 2 0.00 6.11 3 6.11 24.04 MOMENTS: Span Cond Moment kip -ft ft Center Max + 78.1 12.2 Controlling 78.1 12.2 REACTIONS (kips) : DL reaction Max + LL reaction Max + total reaction DL LL Red% Type 0.169 0.384 - -- Stor 0.169 0.384 0.000 0.000 - -- Stor 0.169 0.384 0.169 0.384 -- Stor 0.169 0.384 SHEAR: Max V (DL +LL) = 13.13 kips DEFLECTIONS: Dead load (in) at 12.02 ft = Live load (in) at 12.02 ft = Net Total load (in) at 12.02 ft = fv = 3.50 ksi Fv = 17.90 ksi Lb Cb Tension Flange ft fb Fb 0.0 1.00 24.40 33.00 0.0 1.00 24.40 33.00 Left 3.58 8.15 11.73 -0.283 -0.643 -0.927 Right 4.01 9.12 13.13 L/D = L/D = L/D = 1019 448 311 Compr Flange fb Fb 24.40 33.00 MIAMI _• SNUTLER C 4SULTING ENGINEERS, INC 12503 Bei -Red Rd., Suite 100 Bellevue, WA 98005 (425) x150.4075 FAX (425)4504076 JOB I\t ws.+m rR .�r•wnn�� rxrowN x.4':�T,wnrsrn..o:r.u. u.w� a..• R.nn..»nG';ar�b.. N7 a. 1r2iN ^^?" .'S- :$2..471!,.,- SHEET NO. '' ww \\ OF CALCULATED BY T - _L I DATE SCALE M Za i-.4:44 f'Ke tkalKha• z Z . rc w .J U 0 co w N W I • L wO - , I- al Z 1- 1- : w w U� 0 H W ~ - W 0 z ' s 1 $r I , ; I , ; I i I s I I S. 1.f"\ i 1 I i t ; ,5I I ; 1 I I 1 i I i ; 1\ ; X . 1 ! I I w'f do I I j I , I • I I I � j I ; � I aP I i I i ' I 1 I 1 j I I I ( ! 1 1� 1.- ( I L I i I �� I 1 �� I I I I I 1• \ l %. ` 1 i I �1 I j i 1 I 1 1 Ag 1 MiiiMIRMINTEINIMIIII i _.,,. _II..,_ 1 71 •�I I I_ ±�'_I Mgr" I i �' ! Vii , I -- I I I .IIdl' lit I O .� t '41 i 1 IE Iilt1: i I 1�` t , T iiii A� .._..� r -� �■S` 1 ` I I MIAMI _• SNUTLER C 4SULTING ENGINEERS, INC 12503 Bei -Red Rd., Suite 100 Bellevue, WA 98005 (425) x150.4075 FAX (425)4504076 JOB I\t ws.+m rR .�r•wnn�� rxrowN x.4':�T,wnrsrn..o:r.u. u.w� a..• R.nn..»nG';ar�b.. N7 a. 1r2iN ^^?" .'S- :$2..471!,.,- SHEET NO. '' ww \\ OF CALCULATED BY T - _L I DATE SCALE M Za i-.4:44 f'Ke tkalKha• z Z . rc w .J U 0 co w N W I • L wO - , I- al Z 1- 1- : w w U� 0 H W ~ - W 0 z RAM Steel V6.2 - Column Load Summary R. LaNier DataBase: worldlighting 08/24/00 17:00:27 Building Code: UBC2 Steel Code: ASD 9th Ed. 12 12.00 16.3 0.2 33.0 -0.3 16.2 49.6 Column Line 4 - F Level Column Line 4 - D Level Column Line 4 - B Level Column Line 5 - M Level Column Line 6 - A Level Column Line 7 - K Level Column Line 7 - J Level Column Line 7 - H Level Column Line 7 - G Level Page 2 Col# Height Dead Self +Live -Live MinTot MaxTot 15 12.00 16.4 0.2 33.0 -0.2 16.4 49.6 Col# Height Dead Self +Live -Live MinTot MaxTot 17 12.00 8.9 0.1 20.1 0.0 9.1 29.2 Col# Height Dead Self +Live -Live MinTot MaxTot 19 12.00 3.5 0.1 8.0 0.0 3.6 11.7 Col# Height Dead Self +Live -Live MinTot MaxTot 1 12.00 7.3 0.1 16.5 0.0 7.4 24.0 Col# Height Dead Self +Live -Live MinTot MaxTot 20 12.00 2.1 0.1 4.9 0.0 2.2 7.1 Col# Height Dead Self +Live -Live MinTot MaxTot 4 12.00 4.7 0.1 10.8 0.0 4.8 15.6 Col# Height Dead Self +Live -Live MinTot MaxTot 7 12.00 10.1 0.1 16.6 0.0 10.2 26.8 Col# Height Dead Self +Live -Live MinTot MaxTot 10 12.00 6.6 0.1 14.9 0.0 6.7 21.6 Col# Height Dead Self +Live -Live MinTot - -MaxTot 13 12.00 11.5 0.1 24.8 0.0 11.6' 7 AP0 • fi;, , U; WW CO W' W o g _ � H o tu 2 j! V 0 , ; N; 0 H W s ft U ' 11 0 111 U _� O z. RAM Steel V6.2 - Column Load Summary R. LaNier DataBase: worldlighting 08/24/00 17:00:27 Building Code: UBC2 Steel Code: ASD 9th Ed. Column Line 7 - E Level Column Line 7 - C Level Page 3 Col# Height Dead Self +Live -Live MinTot MaxTot 16 12.00 13.2 0.2 27.9 0.0 13.4 41.3 Col# Height Dead Self +Live -Live MinTot MaxTot 18 12.00 7.8 0.1 17.7 0.0 7.9 25.7 0 0Q 3_ to up tA'u W 0 w W `, Z ?E' Z F- 11J ui: V (n O - i: O W W 2 0� RAM Steel V6.2 - Column Load Summary R. LaNier DataBase: worldlighting 08/24/00 17:00:27 Building Code: UBC2 Steel Code: ASD 9th Ed. Units: kips Column Line 2 - L Level Column Line 2 - J Level Column Line 2 - H Level Column Line 2 - G Level Column Line 2 - F Level Column Line 3 - L Level Column Line 4 - J Level Column Line 4 - H Level Column Line 4 - G Col# Height Dead Self +Live -Live MinTot MaxTot 2 12.00 5.7 0.1 13.0 0.0 5.8 18.8 Col# Height Dead Self +Live -Live MinTot MaxTot 5 12.00 12.6 0.1 21.6 0.0 12.7 34.3 Col# Height Dead Self +Live -Live MinTot MaxTot 8 12.00 6.8 0.1 15.5 0..0 6.9 22.5 Col# Height Dead Self +Live -Live MinTot MaxTot 11 12.00 10.1 0.1 22.3 0.0 10.2 32.5 Col# Height Dead Self +Live -Live MinTot MaxTot 14 12.00 6.5 0.1 14.7 0.0 6.6 21.3 Col# Height Dead Self +Live -Live MinTot MaxTot 3 12.00 5.7 0.1 13.2 -0.4 5.4 19.0 Col# Height Dead Self +Live -Live MinTot MaxTot 6 12.00 21.1 0.2 32.6 -0.3 20.9 53.9 Col# Height Dead Self +Live -Live MinTot MaxTot 9 12.00 11.4 0.1 24.8 -0.3 11.2 36.3 Level Col# Height Dead Self +Live -Live MinTot MaxTot , w.an..'..Ltirf • ax'i::t:3v�. - " , aNk:.N 'i i •;x • N w :.. co IL: w 0 J u. w Z �{ 0 2 i W U co 0- i H` = Vt u. 0 • Z w D. ' o z RAM Steel V6.2 - Gravity Column Design Summary Shutler Consulting Eng. %-"eers DataBase: worldlighting 08/24/00 17:45:57 Building Code: UBC2 Steel Code: ASD 9th Ed. Units: kips, ft Column Line 2 - L r Z' Level P Mx My LC Interaction Eq. Angle Fy Size d �'r 18.8 0.0 0.0 1 0.43 Eq H1 -1 90.0 46 TS4X4X.1875 UU VO No Column Line 2 - J CO wi 9 cow' Level P Mx My LC Interaction Eq. Angle Fy Size w Oi 34.3 0.0 0.0 1 0.79 Eq H1 -1 90.0 46 TS4X4X.1875 2q =i u_< Column Line 2 - H c CJ, W Level P Mx My LC Interaction Eq. Angle Fy Size z F 22.5 0.0 0.0 1 0.52 Eq H1 -1 90.0 46 TS4X4X.1875 1- z F-; Column Line 2 - G 3 0 U o My LC Interaction Eq. Angle Fy Size 1 _ Level P Mx 0 32.5 0.0 0.0 1 0.75 Eq H1 -1 90.0 46 TS4X4X.1875 i.... O .z ' 0E2, Level P Mx My LC Interaction Eq. Angle Fy Size p , 21.3 0.0 0.0 1 0.49 Eq H1 -1 90.0 46 TS4X4X.1875 Z Column Line 2 - F Column Line 3 - L Level Column Line 4 - J Level Column Line 4 - H Level Column Line 4 - G Level P Mx My LC Interaction Eq. Angle Fy Size 17.4 0.9 5.8 10 0.67 Eq H1 -2 90.0 46 TS5X5X.1875 P Mx My LC Interaction Eq. Angle Fy Size 40.7 5.0 5.7 15 0.93 Eq H1 -2 90.0 46 TS6X6X.1875 P Mx My LC Interaction Eq. Angle Fy Size 25.3 3.2 3.1 17 0.75 Eq H1 -1 90.0 46 TS5X5X.1875 P Mx My LC Interaction Eq. Angle Fy Size RAM Steel V6.2 - Gravity Column Design Summary Page 2 Shutler Consulting Engi- neers DataBase: worldlighting 08/24/00 17:45:57 Building Code: UBC2 Steel Code: ASD 9th Ed. 39.6 6.6 6.9 8 0.78 Eq 111-2 90.0 46 TS6X6X.2500 Column Line 4 - F Level P Mx My LC Interaction Eq. Angle Fy Size 40.9 10.2 4.5 12 0.84 Eq H1 -2 90.0 46 TS6X6X.2500 i.- Column Line 4 - D a m$ Level P Mx My LC Interaction Eq. Angle Fy Size CO _ 20.7 5.4 0.0 12 0.61 Eq H1 -1 90.0 46 TS5X5X.1875 ; IL WO Column Line 4 - B 2 u . Level P Mx My LC Interaction Eq. Angle Fy Size m q 9 Y � 11.4 2.5 1.6 12 0.65 Eq H1 -1 90.0 46 TS4X4X.1875 W, Column Line 5 - M ? F0 - O. z F- ± W W Level P Mx My LC Interaction Eq. Angle Fy Size ;D p 20.6 4.9 2.4 6 0.75 Eq H1 -2 90.0 46 TS5X5X.1875 p N +' 0 H i iiiiu ri Level P Mx My LC Interaction Eq. Angle Fy Size . .. : z 6.7 1.3 1.0 6 0.37 Eq H1 -2 90.0 46 TS4X4X.1875 v N i O z Column Line 6 - A Column Line 7 - K Level Column Line 7 - J Level Column Line 7 - H Level Column Line 7 - G Level P Mx My LC Interaction Eq. Angle Fy Size 13.1 1.8 2.2 12 0.70 Eq H1 -1 90.0 46 TS4X4X.1875 P Mx My LC Interaction Eq. Angle Fy Size 24.5 1.1 8.2 12 0.94 Eq H1 -2 90.0 46 TS5X5X.1875 P Mx My LC Interaction Eq. Angle Fy Size 19.3 2.5 4.6 8 0.72 Eq H1 -2 90.0 46 TS5X5X.1875 P Mx My LC Interaction Eq. Angle Fy Size 27.4 7.9 0.0 8 0.89 Eq H1 -1 90.0 46 TS5X5X.1875 (I E i J j RAM Steel V6.2 - Gravity Column Design Summary Page 3 Shutler Consulting Eng•r DataBase: worldlighting 08/24/00 17:45:57 Building Code: UBC2 Steel Code: ASD 9th Ed. Column Line 7 - E Level Column Line 7 - C Level P Mx My LC Interaction Eq. Angle Fy Size 31.2 9.9 0.0 12 0.81 Eq H1 -2 90.0 46 TS6X6X.1875 P Mx My LC Interaction Eq. Angle Fy Size 22.1 5.7 2.1 12 0.81 Eq H1 -2 90.0 46 TS5X5X.1875 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Enc DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 2 - L Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 12.00 12.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 5.82 12.97 0.00 Moments Top Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 6.78 Fa (ksi) = 15.67 fbx (ksi) = 0.00 Fbx (ksi) = 30.36 fby (ksi) = 0.00 Fby (ksi) = 30.36 KL /Rx = 93.36 KL /Ry = 93.36 F'ex = 17.13 F'ey = 17.13 Cmx = 0.00 Cmy = 0.00 INTERACTION EQUATION: fa /Fa = 0.43 Eq H1 -1: 0.433 + 0.000 + 0.000 = 0.433 Eq H1 -2: 0.246 + 0.000 + 0.000 = 0.246 U ; U o N 0 N N u. W O :3 ( 3, r Z �i W W' : DO O N, 0 H WW • V O ' ui z . RAM Steel V6.2 - Gravity Column Design Shutter Consulting Enc DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 2 - J Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 12.00 12.00 rw AU K 1 1 Braced Against Joint Translation Yes Yes v Column Eccentricity (in) Top 0.00 0.00 O g ta Bottom 0.00 0.00 CO w l CONTROLLING COLUMN LOADS - Load Case 1: W O Dead Live Roof! Axial (kips) 12.71 21.58 0.00 m n' Moments Top Mx (kip -ft) 0.00 0.00 0.00 co D My (kip -ft) 0.00 0.00 0.00 FW ` Bot Mx (kip -ft) 0.00 0.00 0.00 z' My (kip -ft) 0.00 0.00 0.00 H O z i- ILI CU Single curvature about X -Axis D o Single curvature about Y -Axis V N` CALCULATED PARAMETERS: (DL + LL + RF) Ili Vi fa (ksi) = 12.38 Fa (ksi) = 15.67 IL r-' fbx (ksi) = 0.00 Fbx (ksi) = 30.36 z w fby (ksi) = 0.00 Fby (ksi) = 30.36 v N O KL /Rx = 93.36 KL /Ry = 93.36 ?:_:._.` F'ex = 17.13 F'ey = 17.13 Cmx = 0.00 Cmy = 0.00 INTERACTION EQUATION: fa /Fa = 0.79 Eq H1 -1: 0.790 + 0.000 + 0.000 = 0.790 Eq H1 -2: 0.449 + 0.000 + 0.000 = 0.449 RAM Steel V6.2 - Gravity Column Shutler Consulting Enc-' - neers DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 2 - H Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 1: Axial (kips) Moments Top Mx (kip -ft) My (kip -ft) Bot Mx (kip -ft) My (kip -ft) Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) = 8.11 fbx (ksi) = 0.00 fby (ksi) = 0.00 KL /Rx = F'ex = Cmx = 93.36 17.13 0.00 (DL + LL + RF) Fa (ksi) _ Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = Design 93.36 17.13 0.00 INTERACTION EQUATION: fa /Fa = 0.52 Eq H1 -1: 0.518 + 0.000 + 0.000 = 0.518 Eq H1 -2: 0.294 + 0.000 + 0.000 = 0.294 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 0.00 0.00 0.00 0.00 Dead 6.94 0.00 0.00 0.00 0.00 15.67 30.36 30.36 Live 15.52 0.00 0.00 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Encheers DataBase: worldlighting Building Code: UBC2 Story level mezzanine, Column Line 2 - G Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial (kips) 10.18 22.33 Moments Top Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Bot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) = 11.73 fbx (ksi) = 0.00 fby (ksi) = 0.00 KL /Rx = F'ex = Cmx = 93.36 17.13 0.00 08/24/00 18:03:37 Steel Code: ASD 9th Ed. (DL + LL + RF) Fa (ksi) _ Fbx (ksi) _ Fby (ksi) = KL /Ry = F'ey = Cmy = 93.36 17.13 0.00 INTERACTION EQUATION: fa /Fa = 0.75 Eq H1 -1: 0.749 + 0.000 + 0.000 = 0.749 Eq H1 -2: 0.425 + 0.000 + 0.000 = 0.425 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 0.00 0.00 0.00 0.00 15.67 30.36 30.36 Roof 0.00 0.00 0.00 0.00 0.00 UJ rt cou w W J Lu 0 u. < z � _ ON cy ICI H, W uJ , 0 w z U U) 0 z RAM Steel V6.2 - Gravity Column Design Shutler Consulting Enc eers DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 2 - F Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation .. Column Eccentricity (in) Top ... Bottom .. CONTROLLING COLUMN LOADS - Load Case 1: Axial (kips) Moments Top Mx (kip -ft) My (kip-ft) Bot Mx (kip -ft) My (kip-ft) Single Single curvature about X -Axis curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) = 7.70 fbx (ksi) = 0.00 fby (ksi) = 0.00 KL /Rx = F'ex = Cmx = 93.36 17.13 0.00 KL /Ry = F'ey = Cmy = (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = 93.36 17.13 0.00 INTERACTION EQUATION: fa /Fa = 0.49 Eq H1 -1: 0.491 + 0.000 + 0.000 = 0.491 Eq H1 -2: 0.279 + 0.000 + 0.000 = 0.279 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 0.00 0.00 0.00 0.00 Dead 6.59 0.00 0.00 0.00 0.00 15.67 30.36 30.36 Live 14.73 0.00 0.00 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 4 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Eng ers DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 3 - L Fy (ksi) = 46.00 Column Size = TS5X5X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 12.00 12.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 10: Dead Live Roof Axial (kips) 5.80 11.65 0.00 Moments Top Mx (kip -ft) -0.26 -0.59 0.00 My (kip -ft) -1.53 -4.26 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 4.96 Fa (ksi) = 19.12 fbx (ksi) = 1.91 Fbx (ksi) = 30.36 fby (ksi) = 12.95 Fby (ksi) = 30.36 KL /Rx = 73.80 KL /Ry = 73.80 F'ex = 27.42 F'ey = 27.42 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa /Fa = 0.26 Eq H1 -1: 0.259 + 0.046 + 0.312 = 0.618 Eq H1 -2: 0.180 + 0.063 + 0.427 = 0.669 N W w g =1 < r u2 a ? H O w ; V 0 O 0 H w W` Vi - co 0 ~; RAM Steel V6.2 - Gravity Column Design Shutler Consulting En �'ieers DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 4 - J Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 15: Dead Live Axial (kips) 21.26 19.47 Moments Top Mx (kip -ft) -1.14 -3.84 My (kip -ft) 0.62 5.08 Bot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) = 9.54 fbx (ksi) = 7.53 fby (ksi) = 8.62 KL /Rx = F'ex = Cmx = 60.99 40.14 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL/Ry = F'ey = Cmy = 60.99 40.14 0.60 INTERACTION EQUATION: fa /Fa = 0.45 Eq H1 -1: 0.451 + 0.215 + 0.246 = 0.912 Eq H1 -2: 0.346 + 0.273 + 0.312 = 0.931 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 5.50 5.50 0.00 0.00 21.13 27.60 27.60 Roof 0.00 0.00 0.00 0.00 0.00 RAM Steel V6.2 - Gravity Column Design Shutler Consulting En, leers DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 4 Fy (ksi) = 46.00 Column Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 12.00 12.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 5.00 5.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 17: Dead Live Axial (kips) 11.49 13.85 Moments Top Mx (kip -ft) 0.53 2.68 My (kip -ft) 0.03 -3.09 Bot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) = 7.20 fbx (ksi) = 7.19 fby (ksi) = 6.86 KL /Rx = F'ex = Cmx = 73.80 27.42 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = INTERACTION EQUATION: fa /Fa = 0.38 Eq H1 -1: 0.377 + 0.193 + 0.184 = 0.753 Eq H1 -2: 0.261 + 0.237 + 0.226 = 0.724 73.80 27.42 0.60 - H Size = TS5X5X.1875 19.12 30.36 30.36 Roof 0.00 0.00 0.00 0.00 0.00 ce t i s Z 0 ui O- 0 H w w LL B.' ! ti •Z 0 RAM Steel V6.2 - Gravity Column Design Shutter Consulting Enc DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 4 - G Fy (ksi) = 46.00 Column Size = TS6X6X.2500 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 8: Dead Live Axial (kips) 16.57 23.04 Moments Top Mx (kip -ft) 0.68 5.93 My (kip-ft) -2.23 -4.63 Bot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) = 7.09 fbx (ksi) = 7.86 fby (ksi) = 8.15 KL /Rx = F'ex = Cmx = 61.85 39.04 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = 61.85 39.04 0.60 INTERACTION EQUATION: fa /Fa = 0.34 Eq H1 -1: 0.337 + 0.190 + 0.197 = 0.724 Eq H1 -2: 0.257 + 0.259 + 0.269 = 0.784 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 5.50 5.50 0.00 0.00 21.00 30.36 30.36 Roof 0.00 0.00 0.00 0.00 0.00 6 � J to Wi 9 w w g 3 ': o OF W y r L I 0 z 0 Z RAM Steel V6.2 - Gravity Column Design Shutler Consulting En DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 4 - F Fy (ksi) = 46.00 Column Size = TS6X6X.2500 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 12: Axial (kips) Moments Top Mx (kip -ft) My (kip -ft) Bot Mx (kip -ft) My (kip -ft) Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) = 7.32 fbx (ksi) = 12.06 fby (ksi) = 5.33 KL /Rx F'ex Cmx 61.85 39.04 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = 61.85 39.04 0.60 INTERACTION EQUATION: fa /Fa = 0.35 Eq H1 -1: 0.348 + 0.293 + 0.130 = 0.771 Eq H1 -2: 0.265 + 0.397 + 0.176 = 0.838 X -Axis 12.00 1 Yes 5.50 0.00 Dead 16.62 -2.05 -1.46 0.00 0.00 21.00 30.36 30.36 Y -Axis 12.00 1 Yes 5.50 0.00 Live 24.28 -8.10 -3.03 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 0 CO IJ CO Ill 9 co w 2 u '1 Y..) a W : 0 Z W W p : 0 O N 0 I- W O Z O ! RAM Steel V6.2 - Gravity Column Design Shutler Consulting Enc eers DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 4 - D Fy (ksi) = 46.00 Column Size = TS5X5X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 12: Axial (kips) Moments Top Mx (kip -ft) My (kip -ft) Bot Mx (kip -ft) My (kip -ft) Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) = 5.87 fbx (ksi) = 12.09 fby (ksi) = 0.00 KL /Rx = F'ex = Cmx = 73.80 27.42 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = 73.80 27.42 0.00 INTERACTION EQUATION: fa /Fa = 0.31 Eq H1 -1: 0.307 + 0.304 + 0.000 = 0.611 Eq H1 -2: 0.213 + 0.398 + 0.000 = 0.611 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 5.00 5.00 0.00 0.00 Dead 9.08 -0.57 0.00 0.00 0.00 19.12 30.36 30.36 Live 11.59 -4.83 0.00 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 0 0 o N d cn iu • u. w 2 g 1 Li. < ;; I 0 1- W .': Z 0 ! , W L u 0 • F` W W ui C.) - O Z RAM Steel V6.2 - Gravity Column Design Shutter Consulting Eng DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 4 - B Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 12.00 12.00 K 1 1 2 ' , Braced Against Joint Translation Yes Yes v Column Eccentricity (in) Top 4.50 4.50 0 o' 10 Bottom 0.00 0.00 in w} nF F'ex = 17.13 F'ey = 17.13 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa /Fa = 0.26 Eq H1 -1: 0.262 + 0.237 + 0.152 = 0.651 Eq H1 -2: 0.149 + 0.300 + 0.193 = 0.641 CONTROLLING COLUMN LOADS - Load Case 12: w O Dead Live Roof Axial (kips) 3.65 7.72 0.00 q a� .! Moments Top Mx (kip -ft) -0.73 -1.78 0.00 co n` M (kip -ft) 0.49 1.12 0.00 zw Bot Mx (kip -ft) 0.00 0.00 0.00 z My (kip -ft) 0.00 0.00 0.00 0 zF- tutu' , Single curvature about X -Axis D a Single curvature about Y -Axis ; urn: o I - CALCULATED PARAMETERS: (DL + LL + RF) = V ` fa (ksi) = 4.10 Fa (ksi) = 15.67 1H-!: fbx (ksi) = 9.11 Fbx (ksi) = 30.36 z fby (ksi) = 5.85 Fby (ksi) = 30.36 v 0 KL /Rx = 93.36 KL /Ry = 93.36 Z ;4. RAM Steel V6.2 - Gravity Column Design Shutler Consulting Eng:' DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 5 - M Fy (ksi) = 46.00 Column Size = TS5X5X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 6: Dead Live Axial (kips) 7.42 13.18 Moments Top Mx (kip-ft) 1.49 3.38 My (kip-ft) 0.31 2.11 Bot Mx (kip-ft) 0.00 0.00 My (kip-ft) 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: fa (ksi) = 5.85 fbx (ksi) = 10.90 fby (ksi) = 5.43 KL/Rx = F'ex = Cmx 73.80 27.42 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL/Ry = F'ey = Cmy 73.80 27.42 0.60 INTERACTION EQUATION: fa/Fa = 0.31 Eq H1-1: 0.306 + 0.274 + 0.136 = 0.716 Eq H1-2: 0.212 + 0.359 + 0.179 = 0.750 X-Axis Y-Axis 12.00 12.00 1 1 Yes Yes 5.00 5.00 0.00 0.00 19.12 30.36 30.36 Roof 0.00 0.00 0.00 0.00 0.00 - RAM Steel V6.2 - Gravity Column Design Shutler Consulting Ens DataBase: worldlighting Building Code: UBC2 Story level mezzanine, Column Line 6 - A Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 6: Axial (kips) Moments Top Mx (kip-ft) My (kip-ft) Bot Mx (kip-ft) My (kip-ft) Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: fa (ksi) = 2.43 fbx (ksi) = 4.78 fby (ksi) = 3.78 KL/Rx = F'ex = Cmx 93.36 17.13 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL/Ry = F'ey = Cmy 08/24/00 18:03:37 Steel Code: ASD 9th Ed. 93.36 17.13 0.60 INTERACTION EQUATION: fa/Fa = 0.15 Eq H1-1: 0.155 + 0.110 + 0.087 = 0.352 Eq H1-2: 0.088 + 0.157 + 0.124 = 0.370 X-Axis Y-Axis 12.00 12.00 1 1 Yes Yes 4.50 4.50 O .00 0.00 Dead 2.25 -0.40 O .27 0.00 O .00 15.67 30.36 30.36 Live 4.47 -0.91 0.77 0.00 • 0.00 Roof 0.00 0.00 0.00 0.00 0.00 Y,{ RAM Steel V6.2 - Gravity Column Design Shutler Consulting Enc' ^ 'leers DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 7 - K Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation ( degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 12.00 12.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 4.50 4.50 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 12: Dead Live Roof Axial (kips) 4.85 8.24 0.00 Moments Top Mx (kip -ft) -0.26 -1.54 0.00 My (kip -ft) -0.68 -1.55 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 4.73 Fa (ksi) = 15.67 fbx (ksi) = 6.56 Fbx (ksi) = 30.36 fby (ksi) = 8.12 Fby (ksi) = 30.36 KL /Rx = 93.36 KL /Ry = 93.36 F'ex = 17.13 F'ey = 17.13 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa /Fa = 0.30 Eq H1 -1: 0.302 + 0.179 + 0.222 = 0.702 Eq H1 -2: 0.171 + 0.216 + 0.267 = 0.655 RAM Steel V6.2 - Gravity Column Design Shutter Consulting Eng"'ers DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 7 - J Fy (ksi) = 46.00 Column Size = TS5X5X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 12.00 12.00 uu K 1 1 - a Braced Against Joint Translation Yes Yes v Column Eccentricity (in) Top 5.00 5.00 00 Bottom 0.00 0.00 CO w 9 CONTROLLING COLUMN LOADS - Load Case 12: N LL '. Lij c) Dead Live Roof n: Axial (kips) 10.21 14.27 0.00 g .:1; Moments Top Mx (kip -ft) -0.03 -1.05 0.00 y di My (kip -ft) -3.31 -4.90 0.00 w Bot Mx (kip -ft) 0.00 0.00 0.00 z k My (kip -ft) 0.00 0.00 0.00 p F - will Single curvature about X -Axis m, Single curvature about Y -Axis V O N I CALCULATED PARAMETERS: (DL + LL + RF) ! w ` fa (ksi) = 6.95 Fa (ksi) = 19.12 w �t fbx (ksi) = 2.41 Fbx (ksi) = 30.36 z fby (ksi) = 18.36 Fby (ksi) = 30.36 v N O KL /Rx = 73.80 KL /Ry = 73.80 ?.: F'ex = 27.42 F'ey = 27.42 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa /Fa = 0.36 Eq H1 -1: 0.364 + 0.064 + 0.486 = 0.914 Eq H1 -2: 0.252 + 0.080 + 0.605 = 0.936 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Eno" eers DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 7 - H Fy (ksi) = 46.00 Column Size = TS5X5X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 8: Dead Live Axial (kips) 6.70 12.55 Moments Top Mx (kip -ft) 0.47 2.03 My (kip -ft) -1.41 -3.20 Bot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) = 5.47 fbx (ksi) = 5.60 fby (ksi) = 10.30 KL /Rx = F'ex = Cmx = 73.80 27.42 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = 73.80 27.42 0.60 INTERACTION EQUATION: fa /Fa = 0.29 Eq H1 -1: 0.286 + 0.138 + 0.254 = 0.679 Eq H1 -2: 0.198 + 0.184 + 0.339 = 0.722 X -Axis 12.00 1 Yes 5.00 0.00 19.12 30.36 30.36 Y -Axis 12.00 1 Yes 5.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 tiJ U Q CO w w N LL w g u.Q Co 3 1 - w:. O N= o i- w■ O z RAM Steel V6.2 - Gravity Column Design Shutter Consulting Eng; DataBase: worldlighting Building Code: UBC2 Story level mezzanine, Column Line 7 - G Fy (ksi) = 46.00 Column Size = TS5X5X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 8: Dead Live Axial (kips) 11.61 15.80 Moments Top Mx (kip -ft) 1.30 6.58 My (kip -ft) 0.00 0.00 Bot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) = 7.79 fbx (ksi) = 17.65 fby (ksi) = 0.00 KL /Rx = F'ex = Cmx = 73.80 27.42 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = 08/24/00 18:03:37 Steel Code: ASD 9th Ed. 73.80 27.42 0.00 INTERACTION EQUATION: fa /Fa = 0.41 Eq H1 -1: 0.407 + 0.487 + 0.000 = 0.894 Eq H1 -2: 0.282 + 0.581 + 0.000 = 0.863 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 5.00 5.00 0.00 0.00 19.12 30.36 30.36 Roof 0.00 0.00 0.00 0.00 0.00 • Ul CO IL w O N 3 til z �. z 0' ui 2 U �. co G h- ' wuj - O, • z ' H O RAM Steel V6.2 - Gravity Column Design Shutler Consulting Eng DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 7 - E Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 12: Dead Live Axial (kips) 13.40 17.83 Moments Top Mx (kip-ft) -1.69 -8.17 My (kip-ft) 0.00 0.00 Bot Mx (kip-ft) 0.00 0.00 My (kip-ft) 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: fa (ksi) = 7.31 fbx (ksi) = 14.92 thy (ksi) = 0.00 KL/Rx = F'ex = Cmx 60.99 40.14 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL/Ry = F'ey = Cmy INTERACTION EQUATION: fa/Fa = 0.35 Eq H1-1: 0.346 + 0.397 + 0.000 = 0.743 Eq H1-2: 0.265 + 0.541 + 0.000 = 0.806 60.99 40.14 0.00 X-Axis 12.00 1 Yes 5.50 0.00 21.13 27.60 27.60 Y-Axis 12.00 1 Yes 5.50 0.00 Roof 0.00 0.00 0.00 0.00 0.00 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Eng DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 7 - C Fy (ksi) = 46.00 Column Size = TS5X5X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 12: Dead Live Axial (kips) 7.95 14.16 Moments Top Mx (kip -ft) -1.28 -4.41 My (kip -ft) -0.66 -1.49 Bot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) = 6.28 fbx (ksi) = 12.75 fby (ksi) = 4.81 KL /Rx = F'ex = Cmx = 73.80 27.42 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = 73.80 F'ey = 27.42 Cmy = 0.60 INTERACTION EQUATION: fa /Fa = 0.33 Eq H1 -1: 0.328 + 0.327 + 0.123 = 0.778 Eq H1 -2: 0.228 + 0.420 + 0.158 = 0.806 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 5.00 5.00 0.00 0.00 19.12 30.36 30.36 Roof 0.00 0.00 0.00 0.00 0.00 W V W ' 111 0 .' N 3 :. Z ` 0 UJ 2 3 0 o w ■o i W W. .... Vi 0, . Z O • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICEITIS DUE TO THE QUALITY OF THE DOCUMENT. wu7101Wi!e rorden•TaPrwoM+mnTxw .SHUTLER _�� ,NSULTING ■__ ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425)450.4075 FAX (425) 450.4076 i9 JOB_ [�I�r i Ii AZZ SHEET NO. wIV —0 ^^ \\ OF CALCULATED BY T...1.441 1E4 DATE A� SCALE ( z W 6 C U O co 0 W w ` N LL W O . 2 g Q 92 a Z z � W O D : U 0, 0 II W W I V . u. w z U =. O z I l ! 1 l I 1'; god o'N' 36 .04 I 1 I i I I I • ��::,• i i �r�f "Y • lit k 11111111111h6:,. 1 1 1 1 I C G i► i i , � � I I � 1 I I � i �• J I _ I1 i i �o 0 140` t' 1 1 ► f 1 I1 R ( I ® I _ 1 -� � i 1 ; . S I I I 0 r�- O j I f ! J iZ ? ' Z I .7. 1 _ .4, if, 1 Ilfl I lls wu7101Wi!e rorden•TaPrwoM+mnTxw .SHUTLER _�� ,NSULTING ■__ ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425)450.4075 FAX (425) 450.4076 i9 JOB_ [�I�r i Ii AZZ SHEET NO. wIV —0 ^^ \\ OF CALCULATED BY T...1.441 1E4 DATE A� SCALE ( z W 6 C U O co 0 W w ` N LL W O . 2 g Q 92 a Z z � W O D : U 0, 0 II W W I V . u. w z U =. O z SHUILER CONSULTING ENGINEERS Structural Engineers 14450 N.E, 29th Place, Suite 116 Bellevus, Washington 98007 (206) 885 -4473 SQUARE SPREAD FOOTING DESIGN Allowable soil bearing = 200C.00 osf Yield stress of reinforcing steel - 60.02 ks; Comeressive stress of concrete = 2,50 ksi Combined ultimate factor (0.L. 1 L.L.! = 1.62 Cover to bottom of bottom bar = 3.00 in x *a Allowable load is allowable applied load. s :x (Allow. Load = Ftg area * allow, soil bearing - ftg weight.) Footing Thick - Size ness I' I 3.00 10.00 ' 3.50 ; 10.00 4 .00 ; 12.00 ;' - 4.50 12.00 - 5.00 ; 14.00 ' F- 5.50 14.00 F- 6.00 16.00 ' F- 6.50 16.00 F- 7.00 18.00 ' F- 7.50 18.00 F- 8.00 20.00 F- 8.50 ; 20,00 F- 9.00 22.00 F- 9.50 ; 22.00 F -10.00 ; 24.00 FOOTING SCHEDULE Required Bar size option; Allow. Area of steel No. ; Size ; No. ' Size Load 0.65 in "2 0.76 in "2 1.04 in "2 1.17 in "2 1.51 in "2 1.66 in "2 2.07 in "2 2.25 in "2 2.72 i r 2 L 2.92 in "2 3.46 i r. "2 3.67 in "2 4.28 i n "2 4,51 in "2 5.18 in "2 3 0 3 k 4 k 4 h 5 0 6 k 5 0 6 6 k 6 7 k 6 7 k 6 8 6 9 k 6 10 k 6 6 0 7 9 0 7 Job WORLD_ LIGHTING Sheet Calculated by Checked by Date 08 /08 /100 5 I 5 5 5 5 I 5 2 0 6 16.86 k 2 t 6 22.97 k 3 0 6 29.60 k 3 t 6 37 :4t k 4 k 6 45,63 k 4 t 6 55.21 l: 4 k 7 ; 64.80 k 4 7 I 76.05 k 7 86.97 k 5 k 7 99.84 k 6 k 7 112.00 k 7 € 7 ; 126.44 k 8 0 7 139.73 k 6 4 8 155.68 k 7 fi 8 170.00 k SHUTLER CONSULTING ENGINEERS Structural Engineers 14450 N.E. 29th Place. Suite 116 Bellevue, Washington 98007 (206) 885 -4473 Footinc ; Thick d Bean Shear Size ; ness ; (in.) ; Vu ' Phi Vc - 3.00 10.00 ' 5.50 F- 3.50 10.00 5.50 F 4.00 ; 12.00 F- 4.50 ; 12.00 F- 5.00 ' 14.00 F- 5.50 14.00 F- 6.00 16.00 F- 6.50 16.00 7.50 7.50 9.50 9.50 11.50 11.50 F- 7.00 18.00 ; 13.50 F- 7.50 18.00 ; 13.50 F- 6.00 20.00 15.50 F- 8.50 20.00 F- 9.00 ; 22.00 F- 9.50 22.00 .-10.00 ; 24.00 15.50 17.50 17.50 19.50 Footing ; Thick-; d Size ness ; (in.) F- 3.00 ; 10.00 5.50 F- 3.50 ; 10.00 5.50 F - 4.00 ' 12.00 7,50 F- 4.50 12.00 7.50 F- 5.00 14.00 9.50 F- 5.50 14.00 9.50 F- 6.00 16.00 ' 11.50 F- 6.50 ; 16.00 11.50 7.00 ' 16.00 ' 13.50 F- 7.50 18.00 13.50 F- 8.00 ; 20.00 15.50 F- 8.50 ; 20.00 ; 15.50 F- 9.00 ; 22.00 ; 17.50 F- 9.50 22.00 ; 17.50 F -10.00 ; 24.00 ; 19.50 22.67 29.33 33.60 41.60 FOOTING SHEAR 7.20 16.8: 11.20 19.64 13.87 30.60 19.20 34.43 48.45 53.30 70.36 76.25 46.67 ; 96.39 56.00 103.28 61.87 72.5 J 79.20 91.20 98.67 126.48 134.39 160.65 169.58 198,90 FOOTING STEEL Design Steel Mu As 2.34 0.29 3.40 0.50 4.67 0.57 6.14 0.84 7.80 ; 0.93 9.67 1.28 11.74 1.39 14.00 ; 1.81 16.47 ; 1.94 19.14 2.43 22.00 2.59 25.07 3.14 28.34 3.32 31.80 3.95 35.47 4.15 Job WORLD LIGHTING ' Sheet Calculated by Checked bv Date 08/08/100 Punching Shear 8o Vu Phi Vc (in: 25.?' 46.75 56..00 35.73 ; 46.75 50.00 46.53 ; 73.95 58.00 60.13 ; 73.95 ; 58.00 73.95 106.59 66.00 90.75 106.59 66.00 107.59 144.67 ; 74.00 127.59 144.67 74.00 147.46 188.19 82.00 170.66 188.19 ; 82.00 193.55 237.15 90.00 219.95 237.15 90.00 245.86 291.55 ; 98.00 275.46 291.55 98.00 304.39 351.39 106.00 Minimum Steel As (Temp steel) ;Provided 0.65 in. "2 ; 0.65 0.76 in. "2 0.76 1.04 in. "2 1.04 1.17 in. "2 1.17 1.51 in. "2 1.51 1.66 in. "2 1.66 2.07 in. "2 2.07 2.25 irk. "2 2.25 2.72 in. "2 2. 2.92 in. "2 2.92 3.46 in. "2 3.46 3.67 in. "2 3.67 4.28 in. "2 4.28 4.51 in. "2 4.51 5.18 in. "2 5.18 __1111P" IHUTLER CONSULTING ___ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 JOB 11C,k7INei 1 SHEET NO f ' ` OF CALCULATED BY R•L�t�J tE DATE i SCALE %- ' i b ; ! t$' 14 " Sb■..� ' Ro =w —!S I ■ 1 r.! I ! I ! t I t 1 i 1 I N ! L ep , ,) ! I i i (f 0. t6 - A Smty ' I I . z. I I (1 ! j0> i f) _ 215�� .� . .�' i !. ! I pp R t ' !D.itl +� ! I ( w^ i i i , i i+ ! i ( �_ Cl ,, .- N lieql IS •gp Mt.. i '-" t, • • i � �; 11 � �, ! I I I ! ! j ST4: ! j s 11i f' - ! 1 I_ , '714+5 R $ -' - •% G�toQ -h ' � j r �p � i I � i — � I ,, ,/ .. fi b `•, i • I ! '' l ,/ i , i ! I Y' I j ! ■'' ,. r � 4 �. 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INC. 12503 Bel-Red Road, Suite 100 Bellevue, WA 98005 (425) 450-4075 • FAX (425) 450 -4076 ** Distance from left edge of wall !!! Total Weight Times 0.85 Mr (Left) Times 0.85 Mr (Right) Times 0.85 X- Bar (Left) X- Bar (Right) Soil Bearing: Left Right Left Right (@ 0.85 Values) 2.63 Feet 6.22 Feet 1.91 0.00 0.00 0.81 30.18 Kips 277.78 Kip -feet 386.07 Kip -feet K.S.F. K.S.F. K.S.F. K.S.F. (@ Full Values) 3.62 Feet 7.20 Feet 1.64 0.00 0.00 0.82 JOB VAO - r' i -StlTW SHEET No. ^) �d/C.., \ �q� OF CALCULATED BY T. F .... DATE SCALE SHEAR WALL FOOTING DESIGN FOR OVERTURNING MOMENTS A 7e\, ( s I-4-Z> Overtuming Moment 198.43 Kip -feet Slab Dead Dead Load 0.00 Kips Footing Dimensions Wall Dimensions Width 4.00 Feet Height 12.00 Feet Depth 24.00 Inches Length 14.00 Feet Footing Extension -- Left 4.00 Feet Thickness 0:00 Inches Footing Extension -- Right 4.00 Feet Concrete (Y /N) Y Overall Footing Length 22.00 Feet Masonry (Wt.) 55.00 PSF Footing Weight 26.40 Kips Wall Weight 0.00 Kips Applied Loads: Distance ** Mr (Left) Mr (Right) Wall Weight 0.00 Kips 7.00 Feet 0.00 0.00 Kip -feet Load 1 9.10 Kips 0.00 Feet 36.40 163.80 Kip -feet Load 2 0.00 Kips 0.00 Feet 0.00 0.00 Kip -feet Load 3 0:00 Kips 0.00 Feet 0.00 0.00 Kip -feet Load 4 0.00 Kips 0.00 Feet 0.00 0.00 Kip -feet Load 5 0.00 Kips 0.00 Feet 0.00 0.00 Kip -feet Load 6 0.00 Kips 0.00 Feet 0.00 0.00 Kip -feet Slab Dead Load 0.00 Kips 7.00 Feet 0.00 0.00 Kip -feet Footing Dead Load 26.40 Kips 7.00 Feet 290.40 290.40 Kip -feet Totals 35.50 Kips 326.80 454.20 Kip -feet K.S.F. K.S.F. K.S.F. K.S.F. Moments sumed about left side of footing Moments sumed about right side of footing Page 1 cc a U � . w' w 0 d : LU z�. 1 O Z �! 0 0 � : W m 18 u. ii z co z SHUTLER CONSULT ..3 ENGINEERS. INC. 12503 Bel-Red Road, Suite 100 Bellevue, WA 98005 (425) 450-4075 - FAX 450-4076 JOB _.'? SHEET No. �p OF CALCULATED BY 2 . i�'T�I DATE CHECKED BY DATE SCALE Concret Strength (fc) Steel Strength (Fy) Cover to bottom steel Cover to top steel Bar Size • • SHEAR WALL FOOTING DESN FOR OVERTURNING MOMENTS +"4 9("6, . (3EA s (-4- z ) As (in. ^2) 0.196 0.307 0.442 3,000 psi 60,000 psi 3.00 inches 2.00 inches (@ 0.85 Values) (@ Full Values) Vu Left 5.09 Kips 4.48 Kips Right 2.00 Kips 2.06 Kips Phi * Vc = .85 *2* SQR (fc) *b *d = 22.91 Kips Mu Left 17.20 Kip -feet 15.30 Kip -feet Right 6.88 Kip -feet 7.12 Kip -feet As Left 0.188 In ^2 /ft. 0.167 inA2/ft. Right 0.075 inA2 /ft. 0.077 inA2/ft. As Left 0.753 inA2 0.669 inA2 Right 0.299 inA2 0.310 inA2 Top Steel Earth over footing 1 Feet Wu (top) 0.588 Kips /Foot Mu (top) - Left 4.70 Kip -feet As 0.049 inA2/ft. 0.195 inA2 Mu (top) -- Right 4.70 Kip -feet As 0.049 inA2/ft. 0.195 inA2 Check Minimum & Maximum Area of steel .75 Rho balanced = 0.0160 As (max) Bottom = 15.78 in. ^2 As (max) Top = 16.55 in. ^2 Rho (min) = 200 /Fy = 0.00333 As (min) Bottom = 3.28 in. ^2 or 1/3 more than required by design. As (min) Top = 3.44 in.A2 or 1/3 more than required by design. DESIGN SUMMARY Vu < Phi Vc O.K. Bottom steel required = 1.004 inA2 Area of bottom Steel is between Rho (min) & Rho (max) or 1/3 more than design is provided. O.K. Top steel required = 0.260 in ^2 Area of top steel is between Rho (min) & Rho (max) or 1/3 more than design is provided. O.K. No. Required (Bottom) 6 4 3 As (Provided) 1.18 1.23 1.33 No. Required (Top) 2 1 1 d (bottom) d (top) As (Provided) 0.39 0.31 0.44 20.50 inches 21.50 inches Page 2 Transverse Steel Based on .0018 Ag As (Req'd) 0.52 in. ^2 /ft. 9.1 "o.c. Top & Bottom 14.2 "o.c. Top & Bottom 20.5 "o.c. Top & Bottom 1- 00 tn W = J N LL, uJ O -j F_ w` z 1` z 0 D O �. w w V u_ �. w 0 114 z 12503 Bel-Red Road, Suite 100 Bellevue, WA 98005 (425) 450-4075 • FAX (425) 450-4076 Overturning Moment Slab Dead Dead Load Footing Dimensions Width Depth Footing Extension -- Left Footing Extension -- Right Overall Footing Length Footing Weight Applied Loads: Distance ** Wall Weight 0.00 Kips 4.00 Feet Load 1 9.10 Kips 0.00 Feet Load 2 0.00 Kips 0.00 Feet Load 3 0.00 Kips 0.00 Feet Load 4 0.00 Kips 0.00 Feet Load 5 0.00 Kips 0.00 Feet Load 6 0:00 Kips 0.00 Feet Slab Dead Load 0.00 Kips 4.00 Feet Footing Dead Load 54.00 -- Kips 4.00 Feet Totals 63.10 Kips ** Distance from left edge of wall !!! Total Weight Times 0.85 53.64 Kips Mr (Left) Times 0.85 505.41 Kip -feet Mr (Right) Times 0.85 567.29 Kip -feet X- Bar (Left) X- Bar (Right) Soil Bearing: Left Right Left Right SHUTLER --^, JOB 0+1J -:p I {( 141 t/lc CONSUL1 . .3 SHEET No. OF ENGINEERS. INC. �- CALCULATED BY SHEAR WALL FOOTING DESIGN FOR OVERTURNING MOM NTS f7 C1 4- 4 372.60 Kip -feet 0.00 Kips (@ 0.85 Values) 2.48 Feet 3.63 Feet 2.41 0.00 0.00 1.64 K.S.F. K.S.F. K.S.F. K.S.F. SCALE Wall Dimensions 6.00 Feet Height 12.00 Feet 36.00 Inches Length 8.00 Feet 6.00 Feet Thickness :0.00, Inches 6.00 Feet Concrete (YIN) 20.00 Feet Masonry (Wt.) 55.00 PSF 54.00 Kips Wall Weight 0.00 Kips (@ Full Values) 3.52 Feet 4.67 Feet 1.99 0.00 0.00 1.50 DATE K.S.F. K.S.F. K.S.F. K.S.F. Page 1 Mr (Left) Mr (Right) 0.00 0.00 Kip -feet 54.60 127.40 Kip -feet 0.00 0.00 Kip -feet 0.00 0.00 Kip -feet 0.00 0.00 Kip -feet 0.00 0.00 Kip -feet 0.00 0.00 Kip -feet 0.00 0.00 Kip -feet 540.00 540.00 Kip -feet 594.60 667.40 Kip -feet Moments sumed about left side of footing Moments sumed about right side of footing SHUTLER._.. CONSUL'. 3 ENGINEERS. INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450 -4075 - FAX 450-4076 � 1 JOB l�lvrL? -7� .SIC, h 1 J SHEET No. CALCULATED BY '2 • 1,40 CHECKED BY SCALE OF DATE DATE Concret Strength (fc) Steel Strength (Fy) Cover to bottom steel Cover to top steel SHEAR WALL FOOTING DESIGN FOR O RTURNING MOMENTS 3,000 psi t ks 34 Vu Left 8.03 Kips Right 5.60 Kips Phi * Vc = .85 *2* SQR (fc) *b *d = Mu Left Right As Left Right As Left Right Top Steel Earth over footing Wu (top) Mu (top) - Left Mu (top) -- Right 60,000 psi 3.00 inches 2.00 inches (@ 0.85 Values) 40.73 29.13 0.281 0.200 1.685 1.202 DESIGN SUMMARY Kip -feet Kip -feet inA2 /ft. inA2/ft. inA2 inA2 1 Feet 0.798 Kips /Foot 14.36 Kip -feet 14.36 Kip -feet Check Minimum & Maximum Area of steel .75 Rho balanced = As (max) Bottom = As (max) Top = Rho (min) = 200 /Fy = As (min) Bottom = As (min) Top = Vu < Phi Vc Bottom steel required = 2.247 inA2 0.0160 37.52 in.A2 38.68 in.A2 0.00333 7.80 in.A2 or 1/3 more than required by design. 8.04 in.A2 or 1/3 more than required by design. Area of bottom Steel is between Rho (min) & Rho (max) or 1/3 more than design is provided. Top steel required = 0.764 inA2 Area of top steel is between Rho (min) & Rho (max) or 1/3 more than design is provided. Bar Size As (in.A2) 0.196 0.307 0.442 No. Required (Bottom) 12 8 5 As (Provided) 2.36 2.45 2.21 (@ Full Values) 7.06 Kips 5.25 Kips 36.31 Kips 36.75 Kip -feet 27.64 Kip -feet 0.253 inA2 /ft. 0.190 inA2 /ft. 1.519 inA2 1.141 inA2 No. Required (Top) 4 3 2 d (bottom) d (top) As 0.096 inA2/ft. As 0.096 inA2 /ft. As (Provided) 0.79 0.92 0.88 32.50 inches 33.50 inches O.K. 0.573 inA2 0.573 inA2 O.K. O.K. Page 2 Transverse Steel Based on .0018 Ag As (Req'd) 0.78 in.A2 /ft. 6.1 "o.c. Top & Bottom 9.5 "o.c. Top & Bottom 13.6 "o.c. Top & Bottom _ ._...:....:.,.. I I — J T ... EAd re- 9)4M1 sil y — A_/'1!-Nlai ' APL m.pz nl►N . .- , vh s 11 1 tip! 75, .. ._ n. 10 D,. I 2i1p __A im . Oil . ; ip - ' , ______. __Ig9i5A_____L0f-____7405S — i 4a 7 Cri_t_4_ 1 1 11 -- 1Kg X r It- , c___ : ___,M: 456e 24 IS ,17 29,S 451 A nic a2 4 J,64, . .0e7_____11. , i X11 i 2 .I K S ii I A's 5 Z -- i91. - 2 , , t 1 - - V - - -T t- li, 5_,1_Fr r _!'� -S fIUTLER _•1111 ONSULTING ___ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB __. — L• 1 " • MfiZZ SHEET NO OF CALCULATED BY c. E (�— DATE SCALE 4 4111111/IIM JNSULTING 11.1.1111. ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450.4076 JOB l' rizz SHEET NO OF CALCULATED BY LP131A . DATE SCALE x4L. ;11Zek— 51515 61 ttti-tt. t 1 t t t t ! t tt i t l I z w uI c.) o o co 0 co w • u_ uj 0 59. 1 I— 0 Z ILI ui 2 3 D Q 0 V- 111 I uj C.) 1— U. P — 0 • Z CU D. F, 21 _i al, L____. 1 . .1 2 , , / COL 1 : ' ' k k . .5 1 11 / 4 4111111/IIM JNSULTING 11.1.1111. ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450.4076 JOB l' rizz SHEET NO OF CALCULATED BY LP131A . DATE SCALE x4L. ;11Zek— 51515 61 ttti-tt. t 1 t t t t ! t tt i t l I z w uI c.) o o co 0 co w • u_ uj 0 59. 1 I— 0 Z ILI ui 2 3 D Q 0 V- 111 I uj C.) 1— U. P — 0 • Z CU D. F, _-- "UTLER JOB kLr, — o-fi imc (lIz-L _l_ ..JNSULTING r ___ ENGINEERS, INC SHEET NO OF CALCULATED BY 2 Lki re DATE SCALE 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 _k_.- - Y gpnvrif) 6.____et GoierNS _ /5 = 12,( 71e r!b ___1 __ _ P _ ______- —d . jy X) / Z _) . 0 - . o D ( ---7 r — g -- D 0 o — TS • 1 Z°I . 0 0 0 c)..,___ cD o _' c k y h X dr I ‘ -I‘-r/ 2 61:5 S ` if=ot'' .) ,—.6117 A• 1 ,P — _ .fl' —I,167 — 141C1 ' T,, .53:3 4 g X . leCrt .Mt7 15.c OA' L"M• 5Cq i '_ 5 . 0- • I . - _-- "UTLER JOB kLr, — o-fi imc (lIz-L _l_ ..JNSULTING r ___ ENGINEERS, INC SHEET NO OF CALCULATED BY 2 Lki re DATE SCALE 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 __ S HUTLER _•=11L ..`ONSULTING ___ ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450.4076 JOB SHEET NO. kL OF CALCULATED BY 2 � re DATE SCALE z � 9 Q N Ca N W t— W g � _ W = Z ° '. 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Lu° < 2. a w z 1-0 z 1— 11J ui 2 D D 0 u) 0 u i LL. - z 0 I— ALLOIMBLE SUPERIMPOSED LOADS (Lbs. /Sq. Ft.), DIAPHRAGM SHEAR VALUES (q) (Lbs. /L.F.) AND FLEXIBILITY FACTORS (F) B FOR v1LOK NORMAL WEIGHT CONCRETE (145 pcf) GALVANIZED OR PHOSPHATIZED/PAINTEL 6 ` NUMBER OF SPANS TOTAL SLAB DEPTH DECK GAGE & CONCRETE WT. psi & WT. psi I F4 117 4" 36.6 4 42.7 1.9 1 2 3 1/2 i 2 3 F4 F7 1 298 2 298 30.5 18 i 34 2045 2.9 F7 ft ' 2380 27 16 3.5 22 1.9 18 2.9 16 3.5 .22 1.9 20 2.3 18 .2.9 16 3.5 Snoring required in shaded areas. 1 2 3 F 4 F 1 2 3 ; F7 1 2 3 F 4 q 4 F7 1 2 3 Fi F7 1 2 3 44 F7 1 2 3 F4 F7 1 300 2 300 3 300 F 4 2305 4 .36 F 7 2510 7 .33 1 300 2 1 300 3 300 44 4 832 47 2620 1 2 F 4 4 07 F7 1 2 3 FI F7 6'-D • 16' -6 232. 261 1825 .45 2035 .40 275 275 275 1890 .40 2145 -35 298 260 298 260 298 260 2215 2140 .26 .27 2635 2525 .22 .23 269 300 300 2065 5 2275 36 300 300 300 2130 .35 2385 .32 300 300 300 2285 .29 2620 .25 300 300 2 300 .24 2870 .20 199 173 228 202 228 202 1785 1755 .46 .47 1980 1935 .42 .43 240 183 160 I 141 240 212 189 170 240 212 189 170 1845 1805 1775 i 1745 .41 .42 .42 .43 2080 2020 ' 1915 i 1930 36 37 . 1R 3Q 261 230 261 230 261 230 1985 1930 .33 .34 2295 2220 98 98 231 266 266 2025 .41 2220 .37 -244 279 279 2085 .36 23 32 300 300 300 2225 .29 2530 .26 300 300 300 2375 .25 2765 .21 285 300 300 2265 .36 2460 34 279 300 300 2325 2555 7 :200 200 200 1995 .41 2170 .35 212 247 247 2045 .37 2260 265 265 265 2310 .25 2670 .22 229 229 229 2 .37 2410 34 242 282 282 2285 .33 2500 230 205 230 205 230 205 2070 • 2015 .28 .29 2430 I . 2350 .24 .25 7 ' -6' 8'•0' 151 I 132 151 132 1725 1700 .48 .48 1895 1855 .44 .44 . 205 , 184 137 .122 205 184 167 152 ' 205 184 167 152 1885 1 1845 1810 1780 .35 .35 .36 .37 2155 2095 2050 2005 18 31 39 33 175 175 175 1965 .42 2130 1Q 185 220 220 2010 .37 2215 .34 266 237 266 1 237 266 237 2170 2125 .30 .31 2460 2395 77 .27 236 212 236 212 236 212 2255 2205 2590 2520 .22 .23 '200 175 200 175 200 175 2205 2180 .37 .38 2370 2335 35 - - - - 75 . 129 ••• 116 103 :13 ' 129 116 103 - "93 _ 129. . 116.. . 103.__ ,.• 693:.. 2150 2130 2115 2100 .35 .35 .36 .36 2410 2370 2310 2280 2260 2235 An 11 11 19 19 11 11 11 '44 211 211 252 2250 2450 F7 9Q 9Q .23 .2 .24 .25 .25 .26 ,26 .27 .97 97 119 300 300 300 270 242 177.-. . -158 t. -740 300 300 300 270 242 219 199 •40. 4: 300 300 300 270 242 219 199 182 2695 2815 2550 2495 2445 2400 2360 2325 .22 .22 23 23 .24 .24 .25 .25 3110 3000 2910 2830 2760 2695 2640 _2590 .19 .19 .20 .21 .21 .22 .22 .22 VERCO TOTAL sue I - • • -� DEPTH 1 �/: 184 184 184 1965 .30 2280 .26 153 153 153 1940 .42 2095 38 163 163 163 _ 1980 .38 2170 .35 178 - 213 213 2085 .31 2335 28 186 16 2220 .34 SPAN 8'•6' 117 117 117 1680 .49 1825 .45 124 124 124 1715 .44 1895 40 166 166 166 1920 2215 .26 135 135 135 1915 .43 2065 40 144 144 . 1955 .38 2135 ..35 157 - 193 193 2050 .32 2285 28 192 192 2160 .27 2455 .24 155 155 155 2155 2305 36 164 164 164 2195 .34 M -2 104 104 1660 .50 1800 .46 110 110 110 1695 .44 1860 48 151 151 151 1880 21 120 120 120 1900 .43 2035 40 127 127 127 1930 .39 2100 .36 140 140 "' 175 2020 .32 2240 99 h38 174 174 2120 2400 .24 137 137 137 2135 .39 2275 .36 146 146 146 2170 2340 9' - 6 M 12 i92. •92 1640 .50 1775 .46 98 98 98 1670 .45 1830 41 108 138 1750 .37 1965 33 108 138 138 1845 .32 2110 .28 107 107 107 1880 .44 2015 41 '113 113 113 1910 .39 2070 .36 125. 125.1:. 160 1990 .33 .2205 10 159 159 2085 2350 .25 122 122 122 2120 2250 10' - 0' 10' - 6' .82 1625 .51 1750 47 88 88 88 1655 .45 1805 42 97 127 1725 .38 1930 34 .96 127 127 1815 20 .28 .95 .95 1865 .44 1990 41 101 101 101- 1890 .40 2045 37 112 . -112" 1.12 :•• 1965 .33 2165 30 ••• 126:'. " 167 2295 .25 2545 .23 4.4 or* 7 WELDS 74 74 74 1610 .51 1730 48 79 79 79 1635 .46 1780 49 ;87 1705 .38 1895 34 185 85 '85 1850 .45 1970 4n 111 :91 ,. 11 • 1875 .40 2020 17 100 '100 100 1945 .34 2135 31 -110 .19 .. -.710 . ......' 99 146 135 2055 2025 .28 .29 2305 .2265 .25 .26 109 397 109 17 109 - 97 2105 2090 .39 .39 2230 2210 37 37 11' -0" 66 =66 •66 1600 .52 1715 48 71 71 71 1620 .46 1760 43 78 78 1685 .39 1865 15 !86 78 -86 -.78 117 108 1785 1760 2025 1990 .29 .29 76 76 -76 1835 .45 1950 49 '81 :81 • x,g1 1860 .40 1995 . g0 1925 .34 2105 31 �4k!LS789:r.: 2000 .29 2230 .26 •87 . 87 787 2075 .40 2190 3R . xi.103' .. • 2160 .30 2345 98 - •.112.'.: .7";'101 - 101: 2265 2240 2505 2470 .23 .24 C W14a2 0 W12(14 0 Wil W1204 Wt2x14 WIN14 WI1I4 0 W1h14 0 WINO WJd WIN14 W 1 8N3 WI )172 W12113 W1204 • , • 41 • WI OM W111301 wtex3t WIdle NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. W tl Pi o P- rt 1- o HP FS CD I - 1 - Pi rt qo W (D m m •• (D •• 0 < ao 5 m 1-1 • ID 0* 1- IQ N N cE- tzi n to 0* 0 c10 11 W141d2 11k 9t W121. !k do W12114 dt 13k � f f itk 4 W1211. 3k R W1h11 dt ' 13k 13k 4J W12.14 4k 0 4 W12x1• 4k f e 1r W1Ed6 13c C .1 4 W/A 4 y 1k Wkse 1k _lk W4 I4 1y N YW/-If{ 4k WI4 !k a 4k W1h1 4 O 1� W1att4 4i4 O 0 W11kdf! - a: Eli W11k21 1* W1e2fl1 10 ❑ 4 W1Z<t. 4 10k W1h14 tat 21111 W1M50 ?g NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT_IS DUE TO THE QUALITY OF THE DOCUMENT. ' In na o N- rr o i N -a ct wmm m Pa 0 ON m •• N N N A• N b I PI 1 tv 1- 1 1 119 113 ,e 1e 49 Bo 14 49 NOTICE IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE_IT IS DUE TO THE QUALITY OF THE DOCUMENT. N0P O F-- rt M p.WW F-- N rr (D n m •• F✓ N N pa N c. F-+ n w 0 rt O F 0 0 w N 0 0 F 0 •• RAM Steel V6.2 Gravity Beam Design Summary R. LaNier DataBase: worldlighting Building Code: UBC2 08/31/00 11:04:56 Steel Code: ASD 9th Ed. M -� 4- Floor Type: mezz :Beam # Length +M -M Seff Fy Beam Size Studs ft kip -ft kip -ft in3 ksi 122 23.70 18.9 0.0 14.9 50.0 W12X14 119 11.00 4.1 0.0 7.8 50.0 W8X10 27 14.00 6.6 0.0 14.9 50.0 W12X14 u 28 28.00 26.5 0.0 17.1 50.0 W12X16 113 23.70 44.8 0.0 29.0 50.0 W14X22 16 11.00 9.6 0.0 14.9 50.0 W12X14 u 114 2.00 0.0 -10.0 15.26 87.8 -10.0 38.4 50.0 W16X26 15 14.00 15.6 0.0 14.9 50.0 W12X14 u 45 2.00 0.0 -6.7 15.26 57.5 -6.7 29.0 50.0 W14X22 14 28.00 62.5', 0.0 38.4 50.0 W16X26 4 2.00 0.0 -11.3 15.26 96.6 -11.3 47.2 50.0 W16X31 43 2.00 0.0 -7.7 ^- 15.26 66.7 -7.7 38.4 50.0 W16X26 2 5.00 0.0 -39.8 8.51 14.3 -39.8 21.3 50.0 W12X19 .23 64.2 0.0 29.0 50.0 W14X22 11.00 13.8 0.0 .14.9 50.0 W12X14 u 49 14.00 22.4 0.0 14.9 50.0 W12X14 u +f". 28.00 89.7 0.0 47.2 50.0 W16X31 116 23.70 64.2 0.0 29.0 50.0 W14X22 52 11.00 13.8 0.0 14.9 50.0 W12X14 u 50 14.00 22.4 0.0 14.9 50.0 W12X14 u 48 28.00 89.7 0.0 47.2 50.0 W16X31 2 7.22 19.3 0.0 14.9 50.0 W12X14 u ilibre 27.19 92.4 0.0 47.2 50.0 W16X31 3 11.00 15.3 0.0 14.9 50.0 W12X14 u 56 18.41 122.2 0.0 57.6 50.0 W18X35 4 14.00 53.6 0.0 21.3 50.0 W12X19 13 18.41 60.2 0.0 29.0 50.0 W14X22 9: 18.41 45.8 0.0 21.3 50.0 W12X19 100 18.41 45.8 0_0 21.3 50.0 W12X19 iti 28.00 205.8 0.0 88.9 50.0 W18X50 u 101 18.41 45.8 0..0 21.3 50.0 W12X19 102 18.41 45.8 0.0 21.3 50.0 W12X19 103 18.41 45.8 0.0 21.3 50.0 W12X19 ' 18.41 45.8 0.0 21.3 50.0 W12X19 6 17.00 59.1 0.0 29.0 50.0 W14X22 105 18.41 45.8 0.0 21.3 50.0 W12X19 z as w � cn w CO w wO ga ' w< F2 d z 1- 0 Z1- 2� H ! ui ii i z O. z 107 208 209 110 8 1 111 9 DataBase: worldlighting 08/31/00 11:04:56 : Building Code: UBC2 Steel Code: ASD 9th Ed. 36 18.41 45.8 0.0 21.3 50.0 W12X19 18.41 45.8 0.0 21.3 50.0 W12X19 7 17.00 58.9 0.0 38.4 50.0 W16X26 u 18.41 45.8 0.0 21.3 50.0 W12X19 17.64 41.0 0.0 17.1 50.0 W12X16 13.02 22.0 0.0 10.9 50.0 W10X12 8.02 6.1 0.0 14.9 50.0 W12X14 u 23.82 94.9 0.0 38.4 50.0 W16X26 6.43 4.0 0.0 7.8 50.0 W8X10 21.46 56.0 0.0 29.0 50.0 W14X22 24.04 78.1 0.0 38.4 50.0 W16X26 8 11.00 16.7 0.0 14.9 50.0 W12X14 u 17.93 42.7 0.0 17.1 50.0 W12X16 11.00 16.7 0.0 14.9 50.0 W12X14 u 11.82 11.2 0.0 14.9 50.0 W12X14 u 11.00 9.7 0.0 14.9 50.0 W12X14 u 14.00 44.8 0.0 38.4 50.0 W16X26 u 31.00 216.7 0.0 98.3 50.0 W18X55 u 92.4 0.0 38.4 50.0 W16X26 RAM Steel V6.2 Gravity Beam Design Summary R. LaNier 83 85 57 :1 67 12 1Nk . 4411 20..00 * after Size denotes beam failed stress/capacity criteria. 1 after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Page 2 M RAM Steel V6.2 Gravity Beam Reaction Summary R. LaNier DataBase: worldlighting 09/12/00 10:32:27 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor Type: mezz (Beams) Beam# Beam Supports (ft) + Reactions (kips) + Z Size X Y DL +LL -LL +TOTAL -TOTAL 1 ' ; 122 W12X14 207.36 56.08 1.0 2.2 0.0 3.2 0.0 v 207.36 79.78 1.0 2.2 0.0 3.2 0.0 'mg cnw 119 W8X10 207.36 79.78 0.5 1.0 0.0 1.5 0.0 N `, 207.36 90.78 0.5 1.0 0.0 1.5 0.0 w0 2 27 W12X14 207.36 90.78 0.6 1.3 0.0 1.9 0.0 g 207.36 104.78 0.6 1.3 0.0 1.9 0.0 N : Da Ili 28 W12X16 207.36 104.78 1.2 2.6 0.0 3.8 0.0 z E ` 207.36 132.78 1.2 2.6 0.0 3.8 0.0 Z 0 2 D 113 W14X22 209.36 56.08 2.3 5.2 0.0 7.6 0.0 Do 209.36 79.78 2.3 5.2 0.0 7.6 0.0 0 N : OF 1 6 W12X14 209.36 79.78 1.1 2.4 0.0 3.5 0.0 = 0 209.36 90.78 1.1 2.4 0.0 3.5 0.0 'LP - 0 u . z 114 W16X26 .209.36 79.78 9.4 14.7 0.0 24.1 0.0 c.i m 224.62 7 6. 11.0 -0.4 17.9 0.0 p z 15 W12X14 209.36 90.78 209.36 104.78 45 W14X22 209.36 90.78 4.7 10.6 0.0 15.3 0.0 224 90.78 3.4 7.9 -0.3 11.3 0.0 14 W16X26 44 W16X31 123 WG■ 121 W14X22 r 209.36 104.78 224.62 104.78 115 W14X22 214.45 56.08 :.6a.:7.1t.41,114fi4 1.4 3.1 0.0 4.5 0.0 1.4 3.1 0.0 4.5 0.0 209.36 104.78 2.7 6.2 0.0 8.9 0.0 209.36 132.78 2.7 6.2 0.0 8.9 0.0 7.8 17.8 0.0 25.6 0.0 5.6 13.3 -0.5 19.0 0.0 209.36 132.78 6.2 14.1 0.0 20.3 0.0 225.62 132.78 11.0 25.4 -0.3 36..5 0.0 212.36 56.08 8.0 18.2 0.0 26.2 0.0 220.87 56.08 2.3 8.5 -3.2 10.8 -1.0 3.3 7.5 0.0 10.8 0.0 t. RAM Steel V6.2 Gravity Beam Reaction Summary R. LaNier DataBase: worldlighting 09/12/00 10:32:27 Building Code: UBC2 Steel Code: ASD 9th Ed. 51 W12X14 49 W12X14 47 W16X31 116 W14X22 52 W12X14 50 W12X14 48 W16X31 2 W12X14 551416X31 3 W12X14 56 W18X35 4 W12X19 13 W14X22 128 W12X19 :c= r ^ 129 W12X19 hu -9 Page 2 214.45 79.78 3.3 7.5 0.0 10.8 0.0 214.45 79.78 1.5 3.5 0.0 5.0 0.0 214.45 90.78 1.5 3.5 0.0 5.0 0.0 214.45 90.78 2.0 4.4 0.0 6.4 0.0 214.45 104.78 2.0 4.4 0.0 6.4 0.0 Q 214.45 104.78 3.9 8.9 0.0 12.8 0.0 010 coo, 214.45 132.78 3.9 8.9 0.0 12.8 0.0 W w 219.53 56.08 3.3 7.5 0.0 10.8 0.0 co u ' W 0 : 219.53 79.78 3.3 7.5 0.0 10.8 0.0 2 gJ ' 219.53 79.78 1.5 3.5 0.0 5.0 0.0 11.4( ` 219.53 90.78 1.5 3.5 0.0 5.0 0.0 H w Z 219.53 90.78 2.0 4.4 0.0 6.4 0.0 t- 0 219.53 104.78 2.0 4.4 0.0 6.4 0.0 W Dp 219.53 104.78 3.9 8.9 0.0 12.8 0.0 o u 219.53 132.78 3.9 8.9 0.0 12.8 0.0 01_ _ V 220.87 56.08 1.3 3.1 0.0 4.4 0.0 u. 226.15 51.16 2.9 6.5 0.0 9.4 0.0 Z U N 224.62 52.58 3.8 8.6 0.0 12.3 0.0 ~ H 224.62 79.78 4.2 9.5 0.0 13.7 0.0 z .. . 224.62 79.78 1.7 3.9 0.0 5.6 0.0 224.62 90.78 1.7 3.9 0.0 5.6 0.0 224.62 79.78 8.3 12.5 0.0 20.8 0.0 243.03 79.78 7.9 11.8 0.0 19.7 0.0 224.62 90.78 3.1 7.2 0.0 10.3 0.0 224.62 104.78 4.9 11.1 0.0 16.0 0.0 224.62 90.78 3.4 7.7 0.0 11.0 0.0 243.03 90.78 3.4 7.7 0.0 11.0 0.0 224.62 96.78 3.0 6.9 0.0 9.9 0.0 243.03 96.78 3.0 6.9 0.0 9.9 0.0 224.62 102.78 3.0 6.9 0.0 9.9 0.0 243.03 102.78 3.0 6.9 0.0 9.9 0.0 RAM Steel V6.2 Gravity Beam Reaction Summary .--. Page 3 R. LaNier Ntdo DataBase: worldlighting 09/12/00 10:32:27 Building Code: UBC2 Steel Code: ASD 9th Ed. 5 W18X50 224.62 104.78 8.5 19.2 0.0 27.7 0.0 224.62 132.78 7.6 17.3 0.0 24.9 0.0 130 W12X19 224.62 108.78 3.0 6.9 0.0 9.9 0.0 243.03 108.78 3.0 6.9 0.0 9.9 0.0 131 W12X19 224.62 114.78 3.0 6.9 0.0 9.9 0.0 243.03 114.78 3.0 6.9 0.0 9.9 0.0 132 W12X19 224.62 120.78 3.0 6.9 0.0 9.9 0.0 243.03 120.78 3.0 6.9 0.0 9.9 0.0 133 W12X19 224.62 126.78 3.0 6.9 0.0 9.9 0.0 243.03 126.78 3.0 6.9 0.0 9.9 0.0 125 W12X19 225.62 132.78 2.9 6.7 0.0 9.6 0.0 225.62 149.78 3.3 7.4 0.0 10.7 0.0 124 W12X16 .225.62 132.78 2.9 6.5 0.0 9.4 0.0 243.03 132.78 2.9 6.5 0.0 9.4 0.0 134 W12X16 225.62 138.78 2.9 6.5 0.0 9.4 0.0 243.03 138.78 2.9 6.5 0.0 9.4 0.0 235 W12X16 225.62 144.78 2.9 6.5 0.0 9.4 0.0 243.03 .144.78 2.9 6.5 0.0 9.4 0.0 126 W12X19 225.62 149.78 5.0 11.3 0.0 16.3 0.0 225.62 166.78 3.0 6.7 0.0 9.7 0.0 136 W12X16 225.62 150.78 2.9 6.5 0.0 9.4 0.0 243.03 150.78 2.9 6.5 0.0 9.4 0.0 137 W12X14 225.62 156.78 2.7 6.2 0.0 8.9 0.0 242.26 156.78 2.4 5.5 0.0 7.9 0.0 138 W8X10 225.62 162.78 1.9 4.3 0.0 6.2 0.0 237.64 162.78 1.6 3.7 0.0 5.4 0.0 127 W8X10 225.62 166.78 0.7 1.7 0.0 2.4 0.0 229.94 172.78 0.5 1.1 0.0 1.6 0.0 1 W16X26 226.15 51.16 4.6 10.4 0.0 14.9 0.0 243.03 67.96 3.7 8 0.0 12.2 0.0 139 W8X10 227.06 168.78 0.7 1.5 0.0 2.2 0.0 233.02 168.78 0.7 1.5 0.0 2.1 0.0 re 2 v�. 0 N � Cn w Li. w 0 c_ O ; w: Z � Hs 2 • � tft 0 F, w w u. 0! i ii Z : H � O Z RAM Steel V6.2 Gravity Beam Reaction Summary R. LaNier T DataBase: worldlighting 09/12/00 10:32:27 Building Code: UBC2 Steel Code: ASD 9th Ed. .9 W14X22 82 W16X26 84 W12X14 83 W12X16 85 W12X14 57 W12X14 67 W12X14 12 W16X26 11 W18X55 10 W16X26 M Page 4 229.94 172.78 2.1 4.8 0.0 7.0 0.0 243.03 155.78 4.2 9.6 0.0 13.8 0.0 230.76 55.74 3.6 8.1 0.0 .11.7 0.0 230.76 79.78 4.0 9.1 0.0 13.1 0.0 230.76 79.78 1.9 4.2 0.0 6.1 0.0 230.76 90.78 1.9 4.2 0.0 6.1 0.0 236.89 61.85 2.6 5.8 0.0 8.4 0.0 236.89 79.78 3.0 6.7 0.0 9.7 0.0 236.89 79.78 1.9 4.2 0.0 6.1 0.0 236.89 90.78 1.9 4.2 0.0 6.1 0.0 243.03 67.96 1.2 2.6 0.0 3.8 0.0 243.03 79.78 1.2 2.6 0.0 3.8 0.0 243.03 79.78 1.1 2.5 0.0 3.5 0.0 243.03 90.78 1.1 2.5 0.0 3.5 0.0 243.03 90.78 2.4 5.4 0.0 7.7 0.0 243.03 104.78 4.1 9.3 0.0 13.4 0.0 243.03 104.78 7.8 17.6 0.0 25.4 0.0 243.03 135.78 8.1 18.4 0.0 26.6 0.0 243.03 135.78 5.0 11.4 0.0 16.4 0.0 243.03 155.78 4.1 9.4 0.0 13.6 0.0 r6 00 N 0, W ws J co U. w a g3 w w 1 2 D oa ;O N �O. w U. - O - 0 DataBase: worldlighting Building Code: UBC2 , ;Floor Type: mezz RAM Steel V6.2 Gravity Beam Design R. LaNier SPAN INFORMATION (ft): I -End (224.62,104.78), J -End (224.62,132.78) Beam Size (User Selected) = W18X50 Fy = 50.0 ksi Total .Beam Length (ft) = 28.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 4.00 3.04 0.00 0.0 0.00 6.90 0.0 0.00 Snow 10.00 3.04 0.00 0.0 0.00 6.90 0.0 16.00 3.04 0.00 0.0 0.00 6.90 0.0 22.00 3.04 0.00 0.0 0.00 6.90 0.0 LINE LOADS: (k /ft) Load Dist 1 0.00 28.00 DL 0.140 0.140 SHEAR: Max V (DL +LL) = 27.71 kips MOMENTS: Span Cond Moment kip -ft ft Center Max + 205.8 16.0 - Controlling 205.8 16.0 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) at 14.00 ft = Live load (in) at 14.00 ft = Net Total load (in) at 14.00 ft = 08/31/00 11:04 :56 Steel Code: ASD 9th Ed. Beam Number = 5 LL Red% Type 0.318 - -- Stor 0.318 fv = 4.34 ksi Fv = 20.00 ksi Lb Cb Tension Flange ft fb Fb 0.0 1.00 27.78 33.00 0.0 1.00 27.78 33.00 'Left 8.47 19.24 27.71 -0.381 -0.867 -1.248 Right 7.60 17.27 24.87 0.00 Snow 0.00 Snow 0.00 Snow L /D = L/D = L/D = Compr Flange fb Fb 27.78 33.00 881 388 269 r 6 U Q ° rn W ` N LL 0 W a W ` Z iE F- ui O co 0 H` W W' Z ', U 0 ; DataBase: worldlighting 08/31/00 11:04:56 Building Code: UBC2 Steel Code: ASD 9th Ed. \Floor Type: mezz Beam Number = 10 SPAN INFORMATION (ft): I -End (243.03,135.78), J -End (243.03,155.78) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 20.00 RAM Steel V6.2 Gravity Beam Design R. LaNier POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 3.00 3.04 0.00 0.0 0.00 6.90 0.0 0.00 Snow 9.00 3.04 0.00 0.0 0.00 6.90 0.0 0.00 Snow 15.00 3.03 0.00 0.0 0.00 6.88 0.0 0.00 Snow LINE LOADS: (k /ft) Load Dist 1 0.00 20.00 DL 0.027 0.027 SHEAR: Max V (DL +LL) = 17.29 kips MOMENTS: Span Cond Moment kip -ft 92.4 92.4 Center Max + ^ontrolling REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at LL Red% Type 0.063 - -- Stor 0.063 Lb Cb Tension Flange ft ft fb Fb 9.0 0.0 1.00 28.86 33.00 9.0 0.0 1.00 28.86 33.00 9.90 ft = 9.90 ft = 9.90 ft = fv = 4.61 ksi Fv = 17.90 ksi Left 5.28 12.01 17.29 - 0.223 - 0.506 - 0.728 Right 4.37 9.93 14.29 L/D = L/D = L/D = 1079 475 330 Compr Flange fb Fb 28.86 33.00 , 2 111 3 U Q' CO WW -J N LL W o; U. < = d 1.W z�. F- O Z W w' O m 0 1 '.W W = 0 w O H; Z RAM Steel V6.2 Gravity Beam Design R. LaNier DataBase: worldlighting Building Code: UBC2 Floor Type: mezz LINE LOADS: (k /ft) Load Dist 1 0.00 31.00 MOMENTS: S pan Cond ti 'Center Max + Controlling DL 0.027 0.027 SHEAR: Max V (DL +LL) = 27.05 kips Moment kip -ft ft 216.7 16.0 216 16.0 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) at 15.50 ft = Live load (in) at 15.50 ft = Net Total load (in) at 15.50 ft = 08/31/00 11:04:56 Steel Code: ASD 9th Ed. Beam Number = 11 SPAN INFORMATION (ft): I -End (243.03,104.78), J -End (243.03,135.78) Beam .Size (User Selected) = W18X55 Fy = 50.0 ksi Total Beam Length (ft) = 31.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 4.00 3.04 0.00 0.0 0.00 6.90 0.0 0.00 Snow 10.00 3.04 0.00 0.0 0.00 6.90 0.0 0.00 Snow 16.00 3.04 0.00 0.0 0.00 6.90 0.0 0.00 Snow 22.00 3.04 0.00 0.0 0.00 6.90 0.0 0.00 Snow 28.00 3.04 0.00 0.0 0.00 6.90 0.0 0.00 Snow LL Red% Type 0.063 - -- Stor 0.063 3.83 ksi Fv = 20.00 ksi Lb Cb Tension Flange ft fb Fb 0.0 1.00 26.45 33.00 0.0 1.00 26.45 33.00 Left 7.78 17.67 25.45 -0.435 - 0.988 -1.423 Right 8.26 18.78 27.05 L/ = L/D = L/D = Compr Flange fb Fb 26.45 33.00 855 376 261 ti C.) 0. CO w W IL w� g Q! P W W: .0 Nk 0 1-; w Z : ■ O ` z DataBase: worldlighting Building Code: UBC2 Floor Type: mezz rCTIONS (kips) : .DL reaction Max -+ .LL reaction- _ Max - LL reaction Max + total reaction RAM Steel V6.2 Gravity Beam Design R. LaNier SPAN INFORMATION (ft): I -End (207.36,104.78), J -End (224.62,104.78) Beam Size (Optimum) = W16X31 Fy = 50.0 ksi Total Beam Length (ft) = 17.26 Cantilever on left (ft) = 2.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 0.00 1.73 0.00 0.0 0.00 3.94 0.0 0.00 Snow 7.09 5.87 0.00 0.0 0.00 13.35 0.0 0.00 Snow 12.17 5.87 0.00 0.0 0.00 13.35 0.0 0.00 Snow SHEAR: Max V (DL +LL) = 19.97 kips MOMENTS: Span Cond Moment kip -ft ft Left Max - -11.3 2.0 Center Max + 96.6 12.2 Max - -11.3 2.0 Controlling 96.6 12.2 DEFLECTIONS: left cantilever: Dead load (in) :Poe Live load (in) Neg 'Live load (in) Neg Total load (in) Center span: Dead load (in) at Live load (in) at Net Total load (in) at 08/31/00 11:04 :56 Steel Code: ASD 9th Ed. Beam Number = 44 fv = 4.84 ksi Fv = 19.69 ksi Lb ft 2.0 1.00 5.1 1.75 5.1 2.30 5.1 1.75 Left 7.83 17.80 0.00 25.64 0.042 -0.014 0.110 0.152 9.63 ft = -0.110 9.63 ft = -0.267 9.63 ft = -0.377 n-� Cb Tension Flange fb Fb 2.88 33.00 24.56 30.00 2.88 30.00 24.56 30.00 Right 5.65 13.35 -0.52 19.00 L/D = 1144 L/D = 3334 L/D = 437 L/D = 316 L/D = 1670 L/D = 685 L/D = 486 Compr Flange fb Fb 2.88 33.00 24.56 30.00 2.88 30.00 W , 0 w . J m W O' ° I- Ili z! I- 0, z F-; U a : o F- U LL p Cu . O I- z RAM Steel V6.2 Gravity Beam Design R. LaNier DataBase: worldlighting Building Code: UBC2 "Floor Type: mezz SPAN INFORMATION (ft): I-End (214.45,104.78), J-End (214.45,132.78) Beam Size (Optimum) = W16X31 Fy = 50.0 ksi Total Beam Length (ft) = 28.00 LINE LOADS: (k/ft) Load Dist DL 1 0.00 0.280 28.00 0.280 SHEAR: Max V (DL+LL) = 12.82 kips MOMENTS: Span Cond Moment kip-ft ft Center Max + 89.7 14.0 Controlling 89.7 14.0 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction .0EFLECTIONS: Dead load (in) at 14.00 ft = Live load (in) at 14.00 ft = Net Total load (in) at 14.00 ft = 08/31/00 11:04:56 Steel Code: ASD 9th Ed. Beam Number = 47 LL Red% Type 0.636 Stor 0.636 Lb Cb Tension Flange ft fb Fb 0.0 1.00 22.81 33.00 0.0 1.00 22.81 33.00 Left 3.92 8.90 12.82 - 0.356 -0.808 - 1.164 , Right 3.92 8.90 12.82 L/D = L/D = L/D = fv = 3.11 ksi Fv = 19.69 ksi Compr Flange fb Fb 22.81 33.00 945 416 289 DataBase: worldlighting Building Code: UBC2 ;rlFloor Type: mezz 'DEFLECTIONS: Dead load (in) at Live load (in) at Net Total load (in) at RAM Steel V6.2 Gravity Beam Design R. LaNier '1 SPAN INFORMATION (ft): LINE LOADS: (k /ft) Load Dist DL 1 0.00 0.280 11.00 0.280 SHEAR: Max V (DL +LL) = 5.03 kips MOMENTS: Span Cond Moment kip -ft Center Max + 13.8 Controlling 13.8 REACTIONS (kips): DL .reaction Max + LL reaction Max + total reaction 08/31/00 11:04:56 Steel Code: ASD 9th Ed. Beam Number = 51 S -End (214.45,79.78), Beam Size (User Selected) = W12X14 Total Beam Length (ft) = 11.00 LL Red% Type 0.636 - -- Stor 0.636 J -End (214.45,90.78) Fy = 50.0 ksi fv = 2.20 ksi Fv = 18.75 ksi Q Lb Cb Tension Flange ft ft fb Fb 5.5 0.0 1.00 11.15 33.00 5.5 0.0 1.00 11.15 33.00 5.50 ft = 5.50 ft = 5.50 ft = Left 1.54 3.50 5.03 -0.036 - 0.082 - 0.117 Right 1.54 3.50 5.03 L/ = L/ = L/ = 3680 1619 1124 Compr Flange fb Fb 11.15 33.00 �.. ......_ ...... arrw... i.l A+.1 , W ; 0 0 ta w w 0 ! . D C3 H Z IS 1.1J Lii .O , :0 H la uf U. 0 ...:Z U W O Z. DataBase: worldlighting 08/31/00 11:04:56 Building Code: UBC2 Steel Code: ASD 9th Ed. )Floor Type: mezz Beam Number = 55 SPAN INFORMATION (ft): I -End (224.62,52.58), J -End (224.62,79.78) Beam Size (Optimum) = W16X31 Fy = 50.0 ksi Total Beam Length (ft) = 27.19 RAM Steel V6.2 Gravity Beam Design R. LaNier LINE LOADS: (k /ft) Load Dist 1 0.00 3.50 2 3.50 27.19 3 0.00 3.16 4 3.16 27.19 DL 0.000 0.103 0.140 0.140 0.082 0.169 0.169 0.169 SHEAR: Max V (DL +LL) = 13.66 kips MOMENTS: Span Cond Moment kip -ft ft Center Max + 92.4 13.7 ` Controlling 92.4 13.7 'REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) at 13.60 ft = Live load (in) at 13.60 ft = Net Total load (in) at 13.60 ft = LL Red% Type 0.000 - -- Stor 0.234 0.318 - Stor 0.318 0.185 -- Stor 0.384 0.384 - -- Stor 0.384 Left 3.77 8.57 12.34 fv = 3.31 ksi Fv = 19.69 ksi Lb Cb Tension Flange ft fb Fb 0.0 1.00 23.49 33.00 0.0 1.00 23.49 33.00 -0.345 - 0.784 -1.129 Right 4.17 9.49 13.66 L/D = Z/D = = Compr Flange fb Fb 23.49 33.00 946 416 289 • .!t RAM Steel V6.2 Gravity Beam Design R. LaNier DataBase: worldlighting Building Code: UBC2 ; :::1Floor Type: mezz SPAN INFORMATION (ft): I -End (230.76,55.74), Beam Size (Optimum) = W16X26 Total Beam Length (ft) = 24.04 LINE LOADS: (k /ft) Load Dist DL LL 1 0.00 0.169 0.384 24.04 0.169 0.384 2 0.00 0.000 0.000 6.11 0.169 0.384 3 6.11 0.169 0.384 24.04 0.169 0.384 SHEAR: Max V (DL +LL) = 13.13 kips MOMENTS: Span ,, Cond Moment kip -ft Center Max + 78.1 ,.! Controlling 78.1 ' dZEACTIONS (kips): DL reaction Max + LL reaction Max + *total reaction DEFLECTIONS: Dead load (in) at 12.02 ft = Live load (in) at 12.02 ft = Net Total load (in) at 12.02 ft = 08/31/00 11:04:56 Steel Code: ASD 9th Ed. Beam Number = 82 Red% Type - -- Stor Left 3.58 8.15 11.73 - Stor - Stor -0.283 -0.643 -0.927 J -End (230.76,79.78) Fy = 50.0 ksi fv = 3.50 ksi Fv = 17.90 ksi Lb Cb Tension Flange ft ft fb Fb 12.2 0.0 1.00 24.40 33.00 12.2 0.0 1.00 24.40 33.00 Right 4.01 9.12 13 .13 L/D = L/D = L/D = Compr Flange fb .Fb 24.40 33.00 1019 448 311 U N u;' U) w o, u. Q co 3 1- _ ;. Z ; 0 t U� iO N u. o I- WW Z , U ∎ ; O z - • RAM Steel V6.2 Gravity Beam Design R. LaNier DEFLECTIONS Dead load Live load Net Total (in) (in) load DataBase: worldlighting Building Code: UBC2 Floor Type: mezz SPAN INFORMATION (ft): I-End (224.62,96.78), Beam Size (Optimum) = W12X19 Total Beam Length (ft) = 18.41 LINE LOADS: (k/ft) Load Dist DL 1 0.00 0.330 18.41 0.330 SHEAR: Max V (DL+LL) = 9.94 kips MOMENTS: Span Cond Moment kip-ft Center Max + 45.8 Controlling 45.8 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction at at (in) at ft 9.2 9.2 08/31/00 11:04:56 Steel Code: ASD 9th Ed. Beam Number = 99 LL Red% Type 0.750 Stor 0.750 9.20 ft = 9.20 ft = 9.20 ft = Lb Cb ft 0.0 1.00 0.0 1.00 Left 3.04 6.90 9.94 -0.226 -0.514 -0.740 M-zp J-End (243.03,96.78) Fy = 50.0 ksi fv = 3.48 ksi Fv = 20.00 ksi Tension Flange fb Fb 25.78 33.00 25.78 33.00 Right 3.04 6.90 9.94 I/D = L/D = L/D = Compr Flange fb Fb 25.78 33.00 976 430 298 a DataBase: worldlighting 08/31/00 11:04:56 Building Code: UBC2 Steel Code: ASD 9th Ed. Floor .Type: mezz Beam Number = 115 SPAN INFORMATION (ft): I -End (214.45,56.08), J -End (214.45,79.78) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total :Beam Length (ft) = 23.70 RAM Steel V6.2 Gravity Beam Design R. LaNier LINE LOADS: (k /f t ) Load Dist . DL 1 0.00 0.280 23.69 0.280 SHEAR: Max V (DL +LL) = 10.85 kips MOMENTS: Span Cond Moment Q kip -ft ft Center Max + 64.2 11.8 Controlling 64.2 11.8 REACTIONS (kips) DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) at 11.85 ft = Live .load (in) at 11.85 ft = Net Total load (in) at 11.85 ft = LL Red% Type 0.636 - -- Stor 0.636 Lb ft 0.0 1.00 0.0 1.00 Left 3.31 7.53 10.85 -0.344 - 0.781 - 1.125 Cb Tension Flange fb Fb 26.58 33.00 26.58 33.00 Right 3.31 7.53 10.85 L/D = L/D = L/D = fv = 3.61 ksi Fv = 18.90 ksi Compr Flange fb Fb 26.58 33.00 827 364 253 p 4 U 0' U) uJ � LL Ili 0 LL a: ° I- w X Z F-. 1- ZF w w 2 v � 'O N� 0 1-f w w` V U. - O. w Z U �s O Z rs MIAMI ..9:1UTLER 1111h111.111M 3NSULTING 1.11,1111 ENGINEERS, INC 12503 Bel•Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 SHEET NO 1•At e Z7Z- CALCULATED BY OF r- e • I P4 Se. • DATE SCALE p ilMR2E2 , -ISMMIMEnowz , Zrizmovttovoowoolwowmtwvowx 4 w 4 ** ,,, ..rtfltmv,..... , -----. z z Iu ce 0 0 u) 0 • uj W I w 0 2 g co ▪ a 1- ILI F_ F 0 z 1- 11, Lu D LIJLU — 1 0 0 El Ci I 0 z 0 1- z iP.?fflillli. r __ r .. .--- ., (... . l,4ll it tillimi I .11111i , , ; 1 1 ; • A I Pik 7 1 I mml ' I 1 1 i I , 140g11 1 r• , 1 • I , 4 ----c 0- ar, a - 1 , ,,.. t....) [ '2 — 35H 1 - t` i-- c::, a- • NMI 1 1 1 • ,, , , 0 A - T . I ' ■ ' 1 ( ' ' , ■ St. . M 1 Ell • , , 111111.RWER1111 l'-- IIIIIII sgill MIS= • , , i,,‘ _5_L )(-- •. ... (7....) 1111.11 76+ .6 +"1 1 • M11111111111111111 W UNE I I 4 ' , 1 1 I 11 1 t-11 S _sfl 2- 19 -13r, 1 limmaiii Ma / 2. rs MIAMI ..9:1UTLER 1111h111.111M 3NSULTING 1.11,1111 ENGINEERS, INC 12503 Bel•Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 SHEET NO 1•At e Z7Z- CALCULATED BY OF r- e • I P4 Se. • DATE SCALE p ilMR2E2 , -ISMMIMEnowz , Zrizmovttovoowoolwowmtwvowx 4 w 4 ** ,,, ..rtfltmv,..... , -----. z z Iu ce 0 0 u) 0 • uj W I w 0 2 g co ▪ a 1- ILI F_ F 0 z 1- 11, Lu D LIJLU — 1 0 0 El Ci I 0 z 0 1- z __ ____ TLER JOB N �_1.4� �•— I�f _N� ..ONSULTING A� MEP MI ENGINEERS, INC SHEET NO 1�1 -�- z3 - of CALCULATED BY � .�I� 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 ovoA SCALE DATE l , I.. 11 l t 1 L;ildW of-1 4 c,it,A- . Th 1 1 KA ! i 3 2-2. ; 6 142-1 —. __ z I ► :► 2 1 192 14 ' I 1 I I 1 11 2 UINIIIIIIIIkllIllifdll lis r REM 111111111131111111 . 1111 .... . Iv t � • —11- :4-1M-Sill‘i ..A 1 . " nit i -■ • Org e SI ill L - dl .6 it r __ ____ TLER JOB N �_1.4� �•— I�f _N� ..ONSULTING A� MEP MI ENGINEERS, INC SHEET NO 1�1 -�- z3 - of CALCULATED BY � .�I� 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 ovoA SCALE DATE 14? C. - (Z14 41 I S r ®111r _111111111116 CONSULTING =W__ ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450.4076 - Is v_. .5 k . •S XD) - !v G �l��l iN 3 M -�,� 1 2'. Z4 _.75_L�!� t (6C, I.LsV,,,} jrv, J (1/1. y7 T .L«, , 4 JOB ��.. SHEET NO - Z '� OF CALCULATED BY DATE SCALE • Zc..) ; ,G AKsl oK, ce Ng ; � w 0 v ; F W z o o o N' o � uJtu O� Am dour- "-IUTLER ■•■ CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 CAYATZCOON5 t/ I lam G - 1!:01-1 C.Dt,1 6 X'L -- 2.S CO.04A-to) JOB )J ; 17 ' SHEET NO, 1' - 2 J CALCULATED BY 7 . DATE SCALE bf7 l9SS_J—� OF D 0..04:21:1117 _ - 0.56 o) (4- 772 . co W uw 2 u. N CJ; Z 0 11J uj 0 0 ' 0 H to W I.- — u_ t ii c U D. 0 . Z -__■ SHUTLER INI■11 I NSULTING 1.10 ENGINEERS, INC 12503 3;e$ -Red Md.,' Suite 100 :ielievue,+WA18005 (425)450.4075 :FAX. 425 .450.4076 JOB .._. SHEET NO. c ' b OF CALCULATED BY LM l . DATE y r w yM laJ {-'r. JJ,m ..nr `.,. "Y• .,S . R"r.r'w"'1nn w..'rYi+'rrlrrt'1^.!^'»a�_:�!f•V Mt .i,14b 117.. !�S'Cr�Nt'±'tit4� ��uv�:,?.r. x: J.t t �+sa4T:':A .�.... ... f. .. ".It>1e�1.. L`i... a •iy + ^ww..,.;,.. ..u.r r,m . .. - 77^ Irri _ 111414111111 ■ ■ ■ ■■■■ Ell= ■■■ida ■! 1■u seer ■ ■■ � ■■■■■ . ■ its �cc� ■, n■i ■■ �■nr. ■i�■i c ■� ■■tea Ma INI : SE=_..__ 11 Imam ■ 1 . �. ■■i ■■■■■■■■■■ :. I .1 i ■■ II :7 %O-_V a * 11111111E 1111 MUM 11111/117411M1111111M111 IMIII 1±1R�K:111711■ ■ ■■ i ■!1■ I�•■i Mw ■■ ■■■ , ./......di 1 /A i iir 2 !•_ 1wRiar en won .�• . - ■■ •aa•� -1, 1 ■ ■ 1 .ja ■■ ■in - im ingimmerianna • 1 1 i -1 _ .• • ma W _ _ L . ,. r -__■ SHUTLER INI■11 I NSULTING 1.10 ENGINEERS, INC 12503 3;e$ -Red Md.,' Suite 100 :ielievue,+WA18005 (425)450.4075 :FAX. 425 .450.4076 JOB .._. SHEET NO. c ' b OF CALCULATED BY LM l . DATE y r w yM laJ {-'r. JJ,m ..nr `.,. "Y• .,S . R"r.r'w"'1nn w..'rYi+'rrlrrt'1^.!^'»a�_:�!f•V Mt .i,14b 117.. !�S'Cr�Nt'±'tit4� ��uv�:,?.r. x: J.t t �+sa4T:':A .�.... ... f. .. ".It>1e�1.. L`i... a •iy + ^ww..,.;,.. ..u.r r,m . .. - 77^ RAM Steel V6.2 - Column Load Summary R. LaNier DataBase: worldlighting 08/31/00 14:11:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Units: kips Column Line .2 - J ibyc Level Col# Height Dead Self +Live -Live MinTot MaxTot re 5 12.00 12.8 0.1 21.9 0.0 12.9 34.8 � 8 wo Column Line 2 - H 4X4 co w Level Col# Height Dead Self +Live -Live MinTot MaxTot w O 8 12.00 7.1 0.1 16.1 0.0 7.2 23.3 n.. LL Q Column Line 2 - G 4x i zd W Level Col# Height Dead Self +Live -Live MinTot MaxTot z P 11 12.00 11.9 0.1 25.7 0.0 12.0 37.8. 1-C) w Column Line 2 - F 4)q. R 0 ' � O ' /119 Level Col# Height Dead Self +Live -Live MinTot MaxTot o l w ld 14 12.00 8.2 0.1 18.7 0.0 8.3 27.0 '0 /ny� v LL F Column Line 2.5 - L �%/� Z U y , x;. 1- i_ Level Col# Height Dead Self +Live -Live MinTot MaxTot 0 21 12.00 8.0 0.1 18.2 0.0 8.1 26.3 Z Column Line 3 - L 4* Level Col# Height Dead Self +Live -Live MinTot .MaxTot 3 12.00 3.6 0.1 11.5 -3.2 0.5 15.3 Column Line 4 - J to Level Column Line 4 - H G Col# Height Dead Self +Live -Live MinTot MaxTot, 6 12.00 21.1 0.2 32.6 -0.4 20.9 53.9 Level Col #.Height Dead Self +Live -Live .MinTot :MaxTot 9 12.00 11.6 0.1 25.3 -0.3 11.4 37.0 - \Column Line 4 - G VkL Level Col# Height Dead Self +Live -Live MinTot MaxTot RAM Steel V6.2 - Column Load Summary R. LaNier DataBase: worldlighting Building Code: 12 12.00 19.0 0.2 36.7 -0.4 18.8 55.9 Column Line 4 - F bXb Level Level Level .Level Level Level Level (.Level UBC2 Col# Height 15 12.00 Column Line 4 - D 5 )S Col# Height 17 12.00 Column Line 4 - B AC Col# Height 19 12.00 Column Line 5 - M Xf, Level Col# Height 1 12.00 Column Line 6 - A i ya Col #:Height 20 12.. 00 Column Line 7 - K 4 k /A Col# Height 4 12.00 Column .Line '7 - J $Xb Col# Height 7 12.00 Column Line 7 - H X7 Col# Height 10 12 00 Column Line 7 - G c)( Col# Height 13 12.00 08/31/00 14:11:37 Steel Code: ASD 9th Ed. Page 2 Dead Self +Live -Live MinTot MaxTot 17.7 0.2 34.9 -0.3 17.6 52.8 Dead Self +Live -Live MinTot MaxTot 8.7 0.1 19.7 0.0 8.9 28.6 Dead 4.0 Self +Live -Live MinTot MaxTot 0.1 9.1 0.0 4.1 13.2, Dead Self +Live -Live MinTot MaxTot 7.4 0.1 16.9 0.0 7.6 24.4 Dead 2.8 Self +Live -Live MinTot MaxTot 0.1 6.4 0.0 2.9 .9.3 Dead Self +Live -Live MinTot MaxTot 4.9 0.1 11.1 0.0 5.0 16.1 Dead 10.2 Dead Self +Live -Live MinTot MaxTot 6.8 0,1 15.5 0.0 7.0 22.5 Dead Self +Live -Live MinTot MaxTot 11.9 0.1 25.6 0.0 12.0 37.6 Self +Live -Live MinTot MaxTot 0.1 16.8 0.0 10.3 27.2 RAM Steel V6.2 - Column Load Summary Page 3 G R. LaNier " DataBase: worldlighting 08/31/00 14:11:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Column Line 7 - E G yC Level Col# Height Dead Self +Live -Live MinTot MaxTot 16 12.00 13.5 0.2 28.4 0.0 13 .7 42 Column Line 7 - C S X S Level Col# Height Dead Self +Live -Live MinTot MaxTot 18 12.00 8.8 0.1 19.9 0.0 9.0 28.9 RAM Steel V6.2 - Gravity Column Design Summary ,.., Shutler Consulting Enr'leers DataBase: worldlighting Building Code: UBC2 Units: kips, ft Column Line 2 - L Z Level P Mx My LC Interaction Eq. Angle Fy Size 18.8 0.0 0.0 1 0.43 Eq H1 -1 90.0 46 TS4X4X.1875 Li C.) Q Column Line 2 - J N w Level P Mx My LC Interaction Eq. Angle Fy Size N 0 O 34.3 0.0 0.0 1 0.79 Eq H1 -1 90.0 46 TS4X4X.1875 2 u.Q Column Line 2 - H N d; I W Level P Mx My LC Interaction Eq. Angle Fy Size Z H 2 0.0 0.0 1 0.52 Eq H1 -1 90.0 46 TS4X4X.1875 O '. H : Column Line 2 - G o ', O N Level P Mx My LC Interaction Eq. Angle Fy Size H ' 32.5 0.0 0.0 1 0.75 Eq H1 -1 90.0 46 TS4X4X.1875 t L Column Line 2 - F Z V Level P Mx My LC Interaction Eq. Angle Fy Size E' N O 21.3 0.0 0.0 1 0.49 Eq H1 -1 90.0 46 TS4X4X.1875 Z Column Line 3 - L Level Column Line 4 - J Level Column Line 4 - H .Level Column Line 4 - G Level 08/24/00 17:45:57 Steel Code: ASD 9th Ed. c -4 Mx My LC Interaction Eq. Angle Fy Size 17.4 0.9 5.8 10 0.67 Eq H1 -2 90.0 46 TS5X5X.1875t P Mx My LC Interaction Eq. Angle Fy Size 40.7 5.0 5.7 15 0.93 Eq H1 -2 90.0 46 TS6X6X.1875 P Mx My LC Interaction Eq. Angle Fy Size 25.3 3.2 3.1 17 0.75 Eq H1 -1 90.0 46 TS5X5X.1875 P Mx My LC Interaction Eq. Angle Fy Size RAM Steel V6.2 - Gravity Column Design Summary .... Page 2 Shutter Consulting Enr °r" DataBase: worldlighting 08/24/00 17:45:57 _Building Code: UBC2 Steel Code: ASD 9th Ed. Column Line 4 - F Level P Mx My LC Interaction Eq. Angle Fy Size 40.9 10.2 4.5 12 0.84 Eq H1 -2 90.0 46 TS6X6X.2500 Column Line 4 - D v 00' coCI Level P Mx My LC Interaction Eq. Angle Fy Size CAW 20.7 5.4 0.0 12 0.61 Eq H1 -1 90.0 46 TS5X5X.1875 Column Line 4 - B iii O? Level P Mx My LC Interaction Eq. Angle Fy Size o n 11.4 2.5 1.6 12 0.65 Eq H1 -1 90.0 46 TS4X4X.1875 d pal Column Line 5 - M O 2 D Level P Mx My LC Interaction Eq. Angle Fy Size n o 20.6 4.9 2.4 6 0.75 Eq H1 -2 90.0 46 TS5X5X.1875 ° N 01- =W ▪ U LL r- level P Mx My LC Interaction Eq. Angle Fy Size z .L 6.7 1.3 1.0 6 0.37 Eq H1 -2 90.0 46 TS4X4X.1875 v , ( Pgt Column Line 7 - K z '`,Column Line 6 - A .yam' Level Column Line 7 - J Level Column Line 7 - H Level Column Line 7 - G c -S 39.6 6.6 6.9 8 0.78 Eq H1 -2 90.0 46 TS6X6X.2500 P Mx My LC Interaction Eq. Angle Fy Size 13.1 1.8 2.2 12 0.70 Eq H1 -1 90.0 46 TS4X4X.1875 P Mx My LC Interaction Eq. Angle Fy Size 24.5 1.1 8.2 12 0.94 Eq H1 -2 90.0 46 TS5X5X.1875 P Mx My LC Interaction Eq. Angle Fy Size 19.3 2.5 4.6 8 0.72 Eq H1 -2 90.0 46 TS5X5X.1875 Level P Mx My LC Interaction Eq. Angle Fy Size 27.4 7.9 0.0 8 0.89 Eq H1 -1 90.0 46 TS5X5X.1875 RAM Steel V6.2 - Gravity Column Design Summary Page 3 Shutler Consulting Enr DataBase: worldlighting 08/24/00 17:45:57 Building Code: UBC2 Steel Code: ASD 9th Ed. ) Column Line 7 - E Level Column Line 7 - C Level P Mx My LC Interaction Eq. Angle Fy Size 31.2 9.9 0.0 12 0.81 Eq H1-2 90.0 46 TS6X6X.1875 P Mx My LC Interaction Eq. Angle Fy Size 22.1 5.7 2.1 12 0.81 Eq H1 -2 90.0 46 TS5X5X.1875 e -6 RAM Steel V6.2 - Gravity Column Design Shutler Consulting EnsaAleers DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. 'Story level mezzanine, Column Line 2 - L ‘ ; Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation (degrees) = 90.0 - ; INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) 12.00 12.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 5.82 12.97 0.00 Moments Top Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis ( PARAMETERS: (DL + LL + RF) fa (ksi) = 6.78 Fa (ksi) = 15.67 fbx (ksi) = 0.00 Fbx (ksi) = 30.36 fby (ksi) = 0.00 Fby (ksi) = 30.36 KL/Rx = 93.36 KL/Ry = 93.36 F'ex = 17.13 F'ey = 17.13 Cmx = 0.00 Cmy 0.00 INTERACTION EQUATION: fa/Fa = 0.43 Eq H1-1: 0.433 + 0.000 + 0.000 = 0.433 Eq H1-2: 0.246 + 0.000 + 0.000 = 0.246 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Eng,=- -deers DataBase: worldlighting Building Code: UBC2 Story level mezzanine, Column Line 2 - J Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial (kips) 12.71 21.58 Moments Top Mx (kip -ft) 0.00 0.00 My (kip-ft) 0.00 0.00 Bot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Single Single curvature about X -Axis curvature about Y -Axis rzo- ^_ALCULATED PARAMETERS: fa (ksi) = 12.38 fbx (ksi) = 0 fby (ksi) = 0.00 KL /Rx = F'ex = Cmx = 93.36 17.13 0.00 (DL + LL + RF) Fa (ksi) = Fbx (ksi) _ Fby (ksi) _ KL /Ry = F'ey = Cmy = 08/24/00 18:03:37 Steel Code: ASD 9th Ed. 93.36 17.13 0.00 INTERACTION EQUATION: fa /Fa = 0.79 Eq H1 -1: 0.790 + 0.000 + 0.000 = 0.790 Eq H1 -2: 0.449 + 0.000 + 0.000 = 0.449 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 0.00 0.00 0.00 0.00 15.67 30.36 30.36 Roof 0.00 0.00 0.00 0.00 0.00 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Englrfeers DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 2 - H Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation ... Column Eccentricity (in) Top .... Bottom ... CONTROLLING COLUMN LOADS Load Case Axial (kips) Moments Top Mx My Bot Mx My Single curvature Single curvature KL /Rx 93.36 F'ex = 17.13 Cmx = 0.00 (kip -ft) (kip -ft) (kip -ft) (kip -ft) about X -Axis about Y -Axis '•CALCULATED PARAMETERS (DL + LL + RF) fa (ksi) = 8.11 Fa (ksi) = fbx (ksi) = 0..00 Fbx (ksi) = fby ( = 0.00 Fby (ksi) = KL /Ry = F'ey = Cmy = 1 93.36 17.13 0.00 INTERACTION EQUATION: fa /Fa = 0.52 Eq H1-1: 0.518 + 0.000 + 0.000 = 0.518 Eq H1 -2: 0.294 + 0.000 + 0.000 = 0.294 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 0.00 0.00 0.00 0.00 Dead 6.94 0.00 0.00 0.00 0.00 15.67 30.36 30.36 Live 15.52 0.00 0.00 0.00 0.00 C - � Roof 0.00 0.00 0.00 0.00 0.00 1 Nu. w 0 ' ga = Cy H :z : O . Z H; Ill at o co: w w v w Z ' O z Story level mezzanine, Column Line 2 - G Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation (degrees) = 90.0 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Eng:eers DataBase: worldlighting Building Code: UBC2 INPUT' DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Axial (kips) 10.18 22.33 Moments Top Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Bot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) = 11.73 fbx (ksi) = 0.00 fby (ksi) 0 KL /Rx = F'ex = Cmx = 93.36 17.13 0.00 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = 08/24/00 18:03:37 Steel Code: ASD 9th Ed. 93.36 17.13 0.00 INTERACTION EQUATION: fa /Fa = 0.75 Eq H1 -1: 0.749 + 0.000 + 0.000 = 0.749 Eq H1 -2: 0.425 + 0.000 + 0.000 = 0.425 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 0.00 0.00 0.00 0.00 15.67 30.36 30.36 Roof 0.00 0.00 0.00 0.00 0.00 DataBase: worldlighting Building Code: UBC2 Story RAM Steel V6.2 - Gravity Column Shutler Consulting Ens- level mezzanine, Column Line 2 - F Fy (ksi) = 46.00 Column Size Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top .... Bottom ... CONTROLLING COLUMN LOADS - Load Case 1: Axial (kips) Moments Top Mx My Bot Mx My Single curvature Single curvature CALCULATED PARAMETERS fa (ksi) = 7 fbx (ksi) = 0 fby (ksi) = 0 KL/Rx 7' ex Cmx 93.36 17.13 0..00 about X-Axis about Y-Axis Design 08/24/00 18:03:37 Steel Code: ASD 9th Ed. • • • (kip-ft) (kip-ft) (kip-ft) (kip-ft) : (DL + LL + RF) .70 Fa (ksi) = .00 Fbx (ksi) = .00 Fby (ksi) = KL/Ry = 93.36 F'ey = 17.13 Cmy = 0.00 INTERACTION EQUATION: fa/Fa = 0.49 Eq H1-1 0.491 + 0.000 + 0.000 = 0.491 Eq H1-2: 0.279 + 0.000 + 0.000 = 0.279 e ' n .a.:1*.4114414.44.1.' • TS4X4X.1875 X-Axis 12.00 1 Yes 0.00 0.00 Dead 6.59 0.00 0.00 0.00 0.00 15.67 30.36 30.36 Y-Axis 12.00 1 Yes 0.00 0.00 Live 14.73 0.00 0.00 0.00 0.00 C- ( Roof 0.00 0.00 0.00 0.00 0.00 RAM Steel V6.2 - Gravity Column Design Shutter Consulting Enoiieers ^� DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code:.ASD 9th Ed. ?Story level mezzanine, Column Line 4 - J Fy (ksi) = 46 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT. DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 12.00 12.00 K 1 1 Braced Against Joint Translation ▪ Yes Yes Column Eccentricity . (in) Top • 5.50 5.50 Bottom • 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 15: Axial (kips) Moments Top Mx (kip -ft) My (kip -ft) Bot Mx (kip -ft) My (kip -ft) Single curvature Single curvature p.ALCULATED PARAMETERS: fa (ksi) = 9.54 fbx (ksi) = 7.. fby (ksi) = 8.•62 XL /Rx = F'ex = Cmx = 60 40.14 0.60 about X -Axis about Y -Axis (DL + LL + RF) Fa (ksi) Fbx (ksi) Fby (ksi) .KL /Ry F'ey = Cmy = 60.99 40.14 0.60 INTERACTION EQUATION: fa /Fa = 0.45 Eq H1 -1: 0.451 + 0.215 + 0.246 = 0.912 Eq H1 -2: 0.346 + 0.273 + 0.312 = 0.931 Dead 21.26 -1.14 0.62 0.00 0.00 21.13 = 27.60 = 27.60 Live 19.47 -3.84 5.08 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Enc eers DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 4 - H Fy (ksi) = 46.00 Column Size = TS5X5X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 17: Dead Live Axial (kips) 11.49 13.85 Moments Top Mx (kip -ft) 0.53 2.68 My (kip -ft) 0.03 -3.09 Bot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis ''CALCULATED PARAMETERS: fa (ksi) = 7.20 fbx (ksi) = 7.19 fby (ksi) = 6.86 KL /Rx = 73.80 F'ex = 27.42 Cmx = 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = 73.80 27.42 0.60 INTERACTION EQUATION: fa /Fa = 0.38 Eq H1 -1: 0.377 + 0.193 + 0.184 = 0.753 Eq H1 -2: 0.261 + 0.237 + 0.226 = 0.724 X -Axis 12.00 1 Yes 5.00 0.00 19.12 30.36 30.36 Y -Axis 12.00 1 Yes 5.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Enr DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. 'Story level mezzanine, Column Line 4 - G Fy (ksi) = 46.00 Column Size = TS6X6X.2500 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 8: Single curvature about X -Axis Single curvature about Y -Axis `,CALCULATED PARAMETERS: fa (ksi) = 7.09 fbx (ksi) = 7.86 fby (ksi) = 8.15 .KL /Rx F'ex = Cmx = 61.85 39.04 0 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = 61.85 39.04 0.60 INTERACTION EQUATION: fa /Fa = 0.34 Eq H1 -1: 0.337 + 0.190 + 0.197 = 0.724 Eq H1 -2: 0.257 + 0.259 + 0.269 = 0.784 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 5.50 5.50 0.00 0.00 Dead Live Axial (kips) 16.57 23.04 Moments Top Mx (kip -ft) 0.68 5.93 My (kip -ft) -2.23 -4.63 Bot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 21.00 30.36 30.36 C-(5 Roof 0.00 0.00 0.00 0.00 0.00 re 2 0 IQ ug 9 w 0 ;. J i d i ? � H O Z 2 j 0 ` O N o f W z U N; 0 z DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 4 - F Fy (ksi) = 46.00 Column Size = TS6X6X.2500 Orientation (degrees) = 90.0 • RAM Steel V6.2 - Gravity Column Design Shutler Consulting Eng deers INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 12.00 12.00 K 1 1 Braced Against Joint Translation • Yes Yes Column Eccentricity (in) Top ▪ ▪ 5.50 5.50 Bottom • • 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 12: Axial (kips) Moments Top Mx (kip -ft) My (kip -ft) Bot Mx (kip -ft) My (kip -ft) Single curvature about X -Axis Single curvature about Y -Axis 'CALCULATED PARAMETERS: fa (ksi) = 7.32 fbx (ksi) = 12 fby (ksi) = 5.33 KL /Rx = F'ex = Cmx = 61.85 39.04 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = 61.85 39.04 0.60 INTERACTION EQUATION: fa /Fa = 0.35 Eq H1 -1: 0.348 + 0.293 + 0.130 = 0.771 Eq H1 -2: 0.265 + 0.397 + 0.176 = 0.838 Dead 16.62 - 2.05 - 1.46 0.00 0.00 21.00 30.36 30.36 Live 24.28 -8.10 -3.03 0.00 0. C-16 Roof 0.00 0.00 0.00 0.00 0.00 DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. 3tory level mezzanine, Column Line 4 - D Fy (ksi) = 46.00 Column Size = TS5X5X.1875 Orientation (degrees) = 90.0 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Eng --tiers INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 12: Dead Live Axial (kips) 9.08 11.59 Moments Top Mx (kip -ft) -0.57 -4.83 My (kip -ft) 0.00 0.00 Bot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis "'.ALCULATED PARAMETERS: fa (ksi) = 5.87 fbx (ksi) = 12.09 fby (ksi) = 0.00 KL /Rx = F'ex = Cmx = 73.80 27.42 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = 73.80 27.42 0.00 INTERACTION EQUATION: fa / = 0.31 Eq H1 -1 0.307 + 0.304 + 0.000 = 0.611 Eq H1 -2: 0.213 + 0.398 + 0.000 = 0.611 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 5.00 5.00 0.00 0.00 19.12 30.36 30.36 Roof 0.00 0.00 0.00 0.00 0.00 5 UJ 0 8, cn ur , 9 w 0 2 = d; I- w ? uj W ~. 2 U 0 CD 0 H w UJ z : U N O z DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 4 - B Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation (degrees) = 90.0 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Eng veers INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 12: Axial (kips) Moments Top Mx My Bot Mx My Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) 4.10 fbx (ksi) 9.11 fby (ksi) 5.85 KL /Rx = F'ex = Cmx = 93.36 17.13 0.60 (kip -ft) (kip -ft) (kip -ft) (kip -ft) (DL + LL + RF ) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy 93.36 17.13 0.60 INTERACTION EQUATION: fa /Fa = 0.26 Eq H1 -1: 0.262 + 0.237 + 0.152 = 0.651 Eq H1 -2: 0.149 + 0.300 + 0.193 = 0.641 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 4.50 4.50 0.00 0.00 Dead 3.65 -0.73 0.49 0.00 0.00 15.67 30.36 30.36 Live 7.72 -1.78 1.12 0.00 0.00 Roof 0.00 0.00 0.00 0.00 0.00 r Z : Wi D U, c) co N W co IL% w o; W'. Z 2 DEZ = V' LL .7 • al co v Z . O F" ; Z DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 5 - M Fy (ksi) = 46 Column Size = TS5X5X.1875 Orientation (degrees) = 90.0 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Enr- INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 12.00 12.00 K 1 1 Braced Against Joint Translation .. Yes Yes Column Eccentricity (in) Top ▪ 5.00 5.00 Bottom • 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 6: Axial (kips) Moments Top Mx (kip -ft) My (kip -ft) Bot Mx (kip -ft) My (kip -ft) Single curvature about X -Axis Single curvature about Y -Axis `CALCULATED PARAMETERS: fa (ksi) = 5.85 fbx (ksi) = 10.90 fby (ksi) = 5.43 KL /Rx = 73.80 F'ex = 27.42 Cmx = 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) _ Fby (ksi) _ KL /Ry = F'ey = Cmy = 73.80 27.42 0.60 INTERACTION EQUATION: fa /Fa = 0 Eq H1 -1: 0.306 + 0.274 + 0.136 = 0.716 Eq H1 -2: 0.212 + 0.359 + 0.179 = 0.750 Dead 7.42 1.49 0.31 0.00 0.00 19.12 30.36 30.36 Live 13.18 3.38 2.11 0.00 0.00 c, -19 Roof 0.00 0.00 0.00 0.00 0.00 DataBase worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 6 - A Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation (degrees) = 90.0 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Eng eers INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 12.00 12.00 11 K 1 1 Braced Against Joint Translation .. Yes Yes D '. Column Eccentricity (in) Top ▪ • 4.50 4.50 v Bottom • • 0.00 0.00 co mW CONTROLLING COLUMN LOADS - Load Case 6: N LL Dead Live Roof W O' Axial (kips) 2.25 4.47 0.00 2?: Moments Top Mx (kip -ft) -0.40 -0.91 0.00 U. � My (kip -ft) 0.27 0.77 0.00 = co CJ Bot Mx (kip -ft) 0.00 0.00 0.00 z w My (kip -ft) 0.00 0.00 0.00 K 0 Single curvature about X -Axis W W D . Single curvature about Y -Axis M o 0 u) O `CALCULATED PARAMETERS: (DL + LL + RF) .. W fa (ksi) = 2.43 Fa (ksi) = 15.67 I V fbx (ksi) = 4.78 Fbx (ksi) = 30.36 I H 0 fby (ksi) = 3.78 Fby (ksi) = 30.36 Z .ii F- _ 0 z KL /Rx = 93.36 KL /Ry = 93.36 F'ex = 17.13 F'ey = 17.13 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION: fa /Fa = 0.15 Eq H1 -1: 0.155 + 0.110 + 0.087 = 0.352 Eq H1 -2: 0.088 + 0.157 + 0.124 = 0.370 C ' Za RAM Steel V6.2 - Gravity Column Design Shutter Consulting Eng'~ - • , sers DataBase: worldlighting Building Code: UBC2 Story level mezzanine, Column Line 7 - K Fy (ksi) = 46.00 Column Size = TS4X4X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 12: Dead Live Axial (kips) 4.85 8.24 Moments Top Mx (kip -ft) -0.26 -1.54 My (kip -ft) -0.68 -1.55 Bot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis . "'CALCULATED PARAMETERS: fa (ksi) = 4.73 fbx (ksi) = 6.56 fby (ksi) = 8.12 KL /Rx = F'ex = Cmx = 93.36 17.13 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = 08/24/00 18:03:37 Steel Code: ASD 9th Ed. 93.36 17.13 0.60 INTERACTION EQUATION: fa /Fa = 0.30 Eq H1 -1: 0.302 + 0.179 + 0.222 = 0.702 Eq H1 -2: 0.171 + 0.216 + 0.267 = 0.655 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 4.50 4.50 0.00 0.00 15.67 30.36 30.36 Roof 0.00 0.00 0.00 0.00 0.00 z cc 2 in UO ; co 0 co LL uow' o 2 gQ Na ; h - Z LU Lu � o O N 0 H' wim C.) U0 ui 0 /- Z DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 7 - J Fy (ksi) = 46.00 Column Size = TS5X5X.1875 Orientation (degrees) = 90.0 RAM Steel V6.2 - Gravity Column Design Shutter Consulting Engeers INPUT 'DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 12: Dead Live Axial (kips) 10.21 14.27 Moments Top Mx (kip -ft) -0.03 -1.05 My (kip -ft) -3.31 -4.90 Bot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) = 6.95 fbx (ksi) = 2.41 fby '(ksi) = 18.36 KL /Rx = F'ex = Cmx = 73.80 27.42 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = 73.80 27.42 0.60 INTERACTION EQUATION: fa /Fa = 0.36 Eq H1 -1 0.364 + 0.064 + 0.486 = 0.914 Eq H1 -2: 0.252 + 0.080 + 0.605 = 0.936 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 5.00 5.00 0.00 0.00 19.12 30.36 30.36 J.. u.4LA.fYd [e:iPas'i2dGLLr ��315:A ASw C' ZZ Roof 0.00 0.00 0.00 0.00 0.00 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Eng• DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 7 - H Fy (ksi) = 46.00 Column Size = TS5X5X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 8: Axial (kips) Moments Top Mx (kip -ft) My (kip -ft) Bot Mx (kip -ft) My (kip -ft) Single curvature about X -Axis Single curvature about Y -Axis `CALCULATED .PARAMETERS: fa (ksi) = 5.47 fbx (ksi) = 5.60 fby (ksi) = 10.30 KL /Rx = F'ex = Cmx = 73.80 27.42 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = 73.80 27.42 0.60 INTERACTION EQUATION: fa /Fa = 0.29 Eq H1 -1: 0.286 + 0.138 + 0.254 = 0.679 Eq H1 -2: 0.198 + 0.184 + 0.339 = 0.722 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 5.00 5.00 0.00 0.00 Dead 6.70 0.47 -1.41 0.00 0.00 19.12 30.36 30.36 Live 12.55 2.03 -3.20 0.00 0.00 Gr 23 Roof 0.00 0.00 0.00 0.00 0.00 • RAM Steel V6.2 - Gravity Column Design Shutler Consulting Eng- eers DataBase: worldlighting Building Code: UBC2 Story level mezzanine, Column Line 7 Fy (ksi) = 46.00 Column Orientation (degrees) = 90.0 INPUT' DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 8: Dead Live Axial (kips) 11.61 15.80 Moments Top Mx (kip -ft) 1.30 6.58 My (kip -ft) 0.00 0.00 Hot Mx (kip -ft) 0.00 0.00 My (kip -ft) 0.00 0.00 Single Single curvature about X -Axis curvature about Y -Axis CALCULATED PARAMETERS: fa (ksi) = 7.79 fbx (ksi) = 17.65 fby (ksi) = 0.00 KL /Rx F'ex Cmx 73.80 = 27.42 0.60 INTERACTION EQUATION: fa /Fa = 0.41 Eq H1 -1: 0.407 + Eq H1 -2: 0.282 + KL /Ry F'ey Cmy 08/24/00 18:03:37 Steel Code: ASD 9th Ed. (DL + LL + RF) Fa (ksi) = Fbx (ksi) _ Fby (ksi) _ 73.80 27.42 0.00 0.487 + 0.000 = 0.894 0.581 + 0.000 = 0.863 - G Size = TS5X5X.1875 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 5.00 5.00 0.00 0.00 19.12 30.36 30.36 Roof 0.00 0.00 0.00 0.00 0.00 RAM Steel V6.2 - Gravity Column Design Shutler Consulting Ens- leers DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. Story level mezzanine, Column Line 7 - E Fy (ksi) = 46.00 Column Size = TS6X6X.1875 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 12: Axial (kips) Moments Top Mx (kip -ft) My (kip -ft) Bot Mx (kip -ft) My (kip-ft) Single curvature about X -Axis Single curvature about Y -Axis ,CALCULATED PARAMETERS: } fa •(ksi) = 7.31 fbx (ksi) = 14.92 fby (ksi) = 0.00 KL /Rx = 60.99 F'ex = 40.14 Cmx = 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) = Fby (ksi) = KL /Ry = F'ey = Cmy = 60.99 40.14 0.00 INTERACTION EQUATION: fa / = 0.35 Eq H1 -1: 0.346 + 0.397 + 0.000 = 0.743 Eq H1 -2: 0.265 + 0.541 + 0.000 = 0.806 Dead 13.40 -1.69 0.00 0.00 0.00 21.13 27.60 27.60 X -Axis Y -Axis 12.00 12.00 1 1 Yes Yes 5.50 5.50 0.00 0.00 Live 17.83 -8.17 0.00 0.00 0.00 6-ZS Roof 0.00 0.00 0.00 0.00 0.00 t Story level mezzanine, Column Line 7 - C Fy (ksi) = 46.00 Column Size = TS5X5X.1875 Orientation (degrees) = 90.0 RAM Steel V6.2 - Gravity Column Design Shutter Consulting Enr- -veers DataBase: worldlighting 08/24/00 18:03:37 Building Code: UBC2 Steel Code: ASD 9th Ed. INPUT' DESIGN PARAMETERS: Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 12: Axial (kips) Moments Top Mx (kip -ft) My (kip -ft) Bot Mx (kip -ft) My (kip -ft) Single curvature about X -Axis Single curvature about Y -Axis 0 4 \ CALCULATED fa (ksi) = 6.28 fbx (ksi) = 12.7 fby (ksi) = 4.81 KL /.Rx = F'ex = Cmx = 73.80 27.42 0.60 (DL + LL + RF) Fa (ksi) = Fbx (ksi) Fby (ksi) = KL /Ry = F'ey = Cmy = 73.80 27.42 0.60 INTERACTION EQUATION: fa /Fa = 0.33 Eq H1 -1: 0.328 + 0.327 + 0.123 = 0.778 Eq H1 -2: 0.228 + 0.420 + 0.158 = 0.806 X -Axis 12.00 1 • Yes 5.00 0.00 Dead 7.95 -1.28 -0.66 0.00 0.00 19.12 30.36 30.36 Y -Axis 12.00 1 Yes 5.00 0.00 Live 14.16 - 4.41 - 1.49 0.00 0.00 C -2( Roof 0.00 0.00 0.00 0.00 0.00 re w J U, 00 0 mw W 0 2 g J' lL HW Ki I-0 W ~' 2 O = w W !. u i Z ' { 0 z MUTLER _U MIK ONSULTING ___ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450 .4076 Ltd,\ATINtr, JOB SHEET NO CALCULATED BY DATE SCALE OF I l Il 1 I 1 wonky.' 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(C1196349 QtlCA&C Steel Column Page '1 Description Column at Grid E supporting W14X22 cantilever [General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirement [Loads 1 Axial Load... Dead Load Live Load Short Term Load Applied Moments 1 X-X Axis Moment At TOP Between Ends At BOTTOM Summary 1 XX Axis : Fa calc'd per 1.5 -1, K < Cc YY Axis : Fa calc'd per 1.5 -1, K < Cc [Stresses Steel Section Column Height 14.370 ft End Fixity Pin -Pin Live & Short Term Loads Combined Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] Po : xx Actual Fb:yy : Allow [F3.1] Po : yy Actual F'ex : DL +LL F'ey : DL +LL F'ex : DL +LL +ST F'ey : DL +LL +ST Max X -X Axis Deflection ;.dmz1NVE:,'14x,.. f SY.r�:dwl4JSi.> TSSX4X114 8.00 k 18.20 k 4.00 24,180 psi 12,801 psi 24;180 psi 12,801 psi -0.468 in at Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Dead 12.75 ksi 1.74 ksi 30.36 ksi 6.52 ksi 30.36 ksi 0.00 ksi Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments _LL_ 9.10 46.00 ksi 1.000 29,000.00 ksi 14.370 ft 14.370 ft Section : TS6X4X114, Height = 14.37ft, Axial Loads: DL = 8.00, LL = 18.20, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 14.37ft, Y -Y = 14.37ft Combined Stress Ratios Dead Live AISC Formula H1 -1 0.6613 AISC Formula H1 2 0.6319 AISC Formula H1 - 3 0.3513 Live DL + LL DL + Short 12.75 ksi 12.75 ksi 12.75 ksi 3.97 ksi 5.71 ksi 5.71 ksi 30.36 ksi 14.82 ksi 30.36 ksi 0.00 ksi DL + LL 0.9996 0.9097 Cm:x DL +LL 0.60 Cm:y DL4LL 0.60 Cm:x DL +LL +ST 0.60 Cm:y DL +LL +ST 0.60 8.335 ft Max Y -Y Axis Deflection ST - k -ft k -ft k -ft X -X Sidesway : Y -Y Sidesway : Kxx Kyy 30.36 ksi 21.34 ksi 30.36 ksi 0.00 ksi in in DL + ST + (LL if Chosen) 0.9996 0.9097 Cb:x DL +LL Cb:y "DL +LL Cb:x DL +LL+ST Cb:y .DL +LL+ST 0.000 in at Column Design OK Height 0.000 ft 30.36 ksi 21.34 ksi 30.36 ksi Restrained Restrained 1.000 1.000 0.00 ksi 1 [Analysis Values 1 1.75 1.75 1.75 1.75 0.000 ft "tmorisc ' `let ' l ."70.- .-,4rx,.,.R. z c w Q � 6 D oO CO O W = . ' CO u_ al O g =I u- < N w z � Ill La 0 I- I LI t1 .z 0 z .. 1 1 �1 11 %It (14•k 1 ' i 1 1 I 4 1l , , 1 ! 1 : eso,4 ��,, 1 0 zoo) . I a! 1 1 .1 ;;.. 11;‘ 1 ! 1 � ii.Mi 11-. 1 I I I 4 , d 1� r EJ ! i a ' lfS D I `1 I • 1 11. 1 • i 1 1 s 1 JR ri Fil pi , "•---- 11 .5 1 l il 1 i V III MI ANN 1 1 1• ; I..B_ �iliiiMa ih 1 � iJ r / , 1 .HUTLER -•.1.11t ONSULTING '__'ENGINEERS, INC 12503 Bel-Red •Rd., Suite 100 Bellevue, •WA 98005 (425) 450.4075 FAX (425)450.4076 r a 27, M s Mrt vf!�,S�rai'le1 R `!..M t tngetr Hvo.."t . 7: - JOB g L i. SHEET NO 1 NU �D , \\ CALCULATED BY (7.. LA let OF . DATE z rt ~ w V co o W w 0 g a. N D. d z � 1- 0 z z f— W U� 8 t w uj 1- - CU U= co O I- z SHUTLER CONSULTING ENGINEERS Job WORLD LIGHTING Structural Engineers Sheet no. 14450 N.E. 29th Place, Suite 116 Calculated by Bellevue, Washington 98007 Checked by (206) 885-4473 Date 08/08/100 Allowable soil bearing - 2000.00 psf Yield stress of reinforcing steel - 60.00 ksi Compressive stress of concrete - 2.50 ksi Combined ultimate factor (D.L. + L.L.) = 1.60 Cover to bottom of bottom bar = 3.00 in * ** Allowable load is allowable applied load.::* (Allow. Load = Ftg area * allow. soil bearing - ftg weight.) Footing Thick - Size .ness F- 3.00 10.00 F- 3.50 ; 10.00 F- 4.00 ; 12.00 - 4.50 12.00 5.00 14.00 F- 5.50 14.00 F- 6.00 16.00 F- 6.50 16.00 F- 7.00 18.00 F- 7.50 18.00 F- 8.00 20.00 F- 8.50 20.00 F- 9.00 22.00 F- 9.50 22.00 F-10.00 24.00 SQUARE SPREAD FOOTING DESIGN FOOTING SCHEDULE Required Area of steel 0.65 in "2 0.76 in "2 1.04 in "2 1.17 in "2 1.51 in "2 1.66 in "2 2.07 in "2 2.25 in "2 2.72 in "2 2.92 in "2 3.46 in "2 3.67 in "2 4.28 in "2 4.51 in "2 5.18 in "2 Bar size options Allow. No. ; Size ; ; No. ; Size Load 3# 5 2# 6 16.88 k 3# 5 2# 6 22.97 k 4# 5 3# 6 29.60 k 4# 5 3# 6 37:46 k 5 1 5 4# 6 45.63 k 6# 5 4# 6 55.21 k 5# 6 4# 7 64.80 k 6# 6 4# 7 76.05 k 7 # 6 5•# 7 86.97 k 7# 6 5# 7 99.84 k 8# 6 6# 7 112.00 k 9# 6 7# 7 126.44 k 10 # 6 8 # 7 139.73 k 8# 7 6# 8 155.68 k 9# 7 7 # 8 170.00 k SHUTLER CONSULTING ENGINEERS Structural Engineers 14450 N.E. 29th Place, Suite 116 Bellevue, Washington 98007 (206) 885 -4473 Footing Size F- 3.00 F- 3.50 F- 4.00 F- 4.50 F- 5.00 F- 5.50 F- 6.00 F- 6.50 F- 7.00 F- 7.50 F- 8.00 F- 8.50 F- 9.00 F- 9.50 F -10.00 Footing ; Thick -: d Size ness (in.) F- 3.00 F- 3.50 F- 4.00 F- 4.50 F- 5.00 F- 5.50 F- 6.00 F- 6.50 F- 7.00 F- 7.50 F- 8.00 F- 8.50 F- 9.00 F- 9.50 F -10.00 Thick- ness 10.00 10.00 12.00 12.00 14.00 14.00 16.00 16.00 18.00 18.00 20.00 20.00 22.00 22.00 24.00 10.00 10.00 12.00 12.00 14.00 14.00 16.00 16.00 18.00 18.00 20.00 20.00 22.00 22.00 24.00 d (in.) 5.50 5.50 7.50 7.50 9.50 9.50 11.50 11.50 13.50 13.50 15.50 15.50 17.50 17.50 19.50 5.50 5.50 7.50 7.50 9.50 9.50 11.50 11.50 13.50 13.50 15.50 15.50 17.50 17.50 19.50 7.20 11.20 13.87 19.20 22.67 29.33 33.60 41.60 46.67 56.00 61.87 72.53 79.20 91.20 98.67 2.34 3.40 4.67 6.14 7.80 9.67 11.74 14.00 16.47 19.14 22.00 25.07 28.34 31.80 35.47 FOOTING SHEAR 8e a Shear Vu Phi Vc 16.83 19.64 30.60 34.43 48.45 53.30 70.38 76.25 96.39 103.28 126.48 134.39 160.65 169.58 198.90 FOOTING STEEL Design Steel Mu As -^� Job WORLD LIGHTING Sheet no. :PALL Calculated by Checked by Date 08/08/100 0.29 0.50 0.57 0.84 0.93 1.28 1.39 1.81 1.94 2.43 2.59 3.14 3.32 3.95 4.15 Punching Shear Vu Phi Vc 25.33 46.75 35,73 46.75 46.53 ; 73.95 60.13 ; 73.95 73.95 106.59 90.75 106.59 107.59 144.67 127.59 144.67 147.46 188.19 170.66 188.19 193.55 237.15 219.95 237.15 245.86 291.55 275.46 291.55 304.39 351.39 Minimum Steel ; As (Timp steel) ;Provided 0.65 0.76 1.04 1.17 1.51 1.66 2.07 2.25 2.72 2,92 3.46 3.67 4.28 4.51 5.18 in. "2 in. "2 in. "2 in. "2 in. "2 in. "2 in. "2 in. "2 in. "2 in. "2 in. "2 in. "2 in. "2 in. "2 in. "2 Bo (in.) 50.00 50.00 58.00 58.00 66.00 66.00 74.00 74.00 82.00 82.00 90.00 90.00 98.00 98.00 106.00 0.65 0.76 1.04 1.17 1.51 1.66 2.07 2.25 2.72 2.92 3.46 3.67 4.28 4.51 5.18 it Q re 2 00: fn p' c w W O; u_ Q N w 2 D p F-, W W ' H O . W Z, U N, 0 , _ai SHUTLER JOB ' Liajor'itn4, lAr-eZZ- 11111111111=1111 JNSULTING SHEET NO. CALCULATED BY r jj 1.1 lee-- . ___ENGINEERS, INC 12503 :Bel-Red •Rd., :Suite 100 Bellevae, (425)450.4075 FAX (425)450-4076 s OF DATE Ce w 0 `21 W � LL w o 2 F2 d 1- w '. W� 2 U 0 I- ww U. O • N ' 0 z 1 1 1 1 1 k 'IS 1�' 1 14 c6) ' Li'. - S 1 1 1 1 ii,. ,.. _ A • . , son id, i �L are, Noel 1 al 1 As a i h I 1 i . I I' - I "atio 41,. - . ,� I ! i ' I ! �. 1� 1 1 1 1 1 1 t?o 1_1._ � Nd 1 1 _ . I i N ' . I f 1 I z.- I { 19 _ - z 1 t , I. , 1 1 1 4.1. , -rt i i -- - I - II! I . T I ^ - �. - ---- ... r, t. , • f it'' , ..., , • ,• m-i so - - z ,r- .. 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A4'..'Y.;.'w'M'mrL.F':c0.'"0 i ......�r.x..wrn t,rthxetim ter JO v twou 1 SHEET NO CALCULATED BY DATE N / SCALE OF r=r __ SHUTLER 11•111111 MIL JNSULTING MI/ MI ENGINEERS, INC 12503 Bel•Red Rd., Suite 100 Bellevue, WA 98005 (425)-450.4075 FAX (425) 450.4076 JOB L 1 (7404 t SHEET NO ' ,1 �Q OF CALCULATED BY •V,"`�I Y� DATE "s Zo SCALE z . w QQ 00 W o W J fp U. W 0 ' IL d � W . F O W � W U �{ O - ' � UJ = U H 111 z co 0 z car ,:�- i ,em.i Aut • NM aim Wawa 4 0 1 f t 4 -4I is tic. I tei., NM l / A-Ena : r i i - �. A -. Al �/,a� , •■ MIK T mmilk...._ IIIMIMIll' 1111M111110111.111111111110111 . IR .1. IIMI ��4I m. MA ■ II II ■ .■P. ■ / 11 EMI s hip 1 � — �� ■�� n - b . 1 11, raarg a I ear u ii aeei . i� .. uu� ,� __ SHUTLER 11•111111 MIL JNSULTING MI/ MI ENGINEERS, INC 12503 Bel•Red Rd., Suite 100 Bellevue, WA 98005 (425)-450.4075 FAX (425) 450.4076 JOB L 1 (7404 t SHEET NO ' ,1 �Q OF CALCULATED BY •V,"`�I Y� DATE "s Zo SCALE z . w QQ 00 W o W J fp U. W 0 ' IL d � W . F O W � W U �{ O - ' � UJ = U H 111 z co 0 z MEM —ct-IUTLER JOB • ONSULTING SHEET NO. 5a OF CALCULATED BY r. g-• IAA . DATE SCALE Ir.r* 0 I ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 9-Irtr. Ire 6coetTE otvipe_ b44.417 stiget_ -Og e.450> ' ;t' t'2,1tiolittlagetaitioi ' +115:erti4A•.:914ittAir, MIAMI -r-9UTLER 11111011 MOM JNSULTING 1.11 ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425)450-4076 JOB ' LEA WrIAVL a72.13A1 SHEET NO OF CALCULATED BY DATE — 2 6 D. 0 co 0 • w la 0 g D. a I- al I- 0 W n 2 5 c.) o — 1. Lil u_ 5 . Z 0 t 1 il 5 , . _AIL tr 11/ I ' 1 , i I I / ^-c- iW ---4 1 . Wiprt .e .1 (CM , 1 0.3t25,! , 2.. i r Act L ., ( 12- /...____ 7 L° c- /oC F f---44:i-- • Alsic,51 r ag • .. A r 6 /CS 7i‘ -f$6 . LSC a , , P1,11.0._L-- .___ MIAMI -r-9UTLER 11111011 MOM JNSULTING 1.11 ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425)450-4076 JOB ' LEA WrIAVL a72.13A1 SHEET NO OF CALCULATED BY DATE — 2 6 D. 0 co 0 • w la 0 g D. a I- al I- 0 W n 2 5 c.) o — 1. Lil u_ 5 . Z 0 f; __■ ^- '1UTLER _ III MIER JNSULTING __■ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB SHEET NO CALCULATED BY DATE SCALE • AsVZZdl - Ib OF TI A LM. t 05'k 0 �M I I 1t J Z oz. � I I 1 L _ Z, �Z1 1 I I I 1 I I I ' i I ( 4 . e ( _ 6� � --IG i - ° ‘ IA 1-'31 -? ..r . . 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ITE /4W • 0 I Ic 1 1 � � i■' M M I II ■ $ i! . .03k: $ i WI ( d ' ':. 1 1 4 41111....,_________TIONEENSIMIZEIMINIMA miamommumm ■■■■■■ ■ ■■ Il11i■/:■ ■ ■ m MilliilligirMIMINIIIIII■ ■ mini M v ■ ■■ M ME - - - - 1111 Alin M a a 4 4 i i • • A kaillikillidMIE 1 12111116110.7 MI ■■■■■ ■ ; - ■ ■ ■■■ ■r ; - , , ■ •"'1UTLER _■ _JNSULTING __■ ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 JOB ! � �• ! V v'il SHEET NO. L- (a ^l OF CALCULATED BY L ttl v I� DATE SCALE _ • U0 U) W = co u_ w J _ Z ILI O -' W UJ 0 . z I— __■ "IUTLER _ ■11111M JNSULTING __■ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425)450.4076 JOB � ? 1\\ k,'11�J c 1 SHEET NO �_ (0 47 OF CALCULATED BY � - LM1l I L'!!L DATE SCALE A tt4! {7eR!.+ SbYIA?9'.t!Xkz;tl IVIImayrn Oifoft.., torn vnTrr= _Mr..x,rcnrnts^s:t471,0t F!y OMMO ° ?kY MI 1 I , 1111 b . ; (o5 1 {, -Ma I I E 4, � �. ■I�11 �' 3 a argo_ + , /Iii!■ icApre C L Ind (4, 1 I v - ir A. [ IMESs14) $,,:M 1 ■■■■■ ■ ■■■ �' ' I l - o : 1 ` MEI 1110111111111111110111111111191 MN Dr yi All nail ifiliMiTz.1 ErAltli 11 111111111111111111 f 16 WEI= 70 v M � M 1 l Illas k 121FEDIs +231-1- I 4 li II J • ,a.1s� .-- 6 , iiii II II ■ £ i molar i t igelli� i es. ■Nien Ns le■1 S' 1 40211 211 1■ Pail WAN __■ "IUTLER _ ■11111M JNSULTING __■ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425)450.4076 JOB � ? 1\\ k,'11�J c 1 SHEET NO �_ (0 47 OF CALCULATED BY � - LM1l I L'!!L DATE SCALE A tt4! {7eR!.+ SbYIA?9'.t!Xkz;tl IVIImayrn Oifoft.., torn vnTrr= _Mr..x,rcnrnts^s:t471,0t F!y OMMO ° ?kY i AM MI Ina III MP WM 12503 Bel -Red Road, Suke 100 Bellevue, WA 98005 (425) 450-4076 • FAX (425) 4504078 SHEAR WALL FOOTING DESIGN FOR OlTRTURNING MOMENTS Overturning Moment Slab Dead Dead Load Footing Dimensions Width Depth Footing Extension - Left Footing Extension - Right Overall Footing Length Footing Weight Applied Loads: Wall Weight Load 1 Load 2 Load 3 Load 4 Load 5 Load 6 Slab Dead Load Footing Dead Load SHUTLER CONSUL1 3 ENGINEERS. INC. 0.00 Kips Kips Kips Kips Kips Kips Kips 0.00 Kips 26.40 Kips Totals 35.50 Kips ** Distance from left edge of wall 1!! eAyv Feet iOD' fr ' : Inches 4 Feet X. . P'"` y Feet 22.00 Feet 26.40 Kips Total Weight Times 0.85 30.18 Kips Mr (Left) Times 0.85 .277.78 Kip -feet Mr (Right) Times 0.85 386.07 Kip -feet X- Bar (Left) X- Bar (Right) Soil Bearing: Left Right Left Right (© 0.85 Values) 2.63 Feet 6.22 Feet 1.91 0.00 0.00 0.81 K.S.F. K.S.F. K.S.F. K.S.F. A Kip -feet Kips (@ Full Values) 3.62 Feet 7.20 Feet JOB k0-14,- " SHEET No, V ' t OF CALCULATED BY ' �A�w • DATE SCALE Wall Dimensions Height Length Thickness Concrete (Y /N) Masonry (Wt.) Wall Weight 0.00 Distance** Mr (Left) Mr (Right) 7.00 Feet 0.00 0.00 Kip -feet it WO Feet 36.40 163.80 Kip -feet > ,0 ,c r,-,. ' Feet 0.00 0.00 Kip -feet k sp., k "� Feet 0.00 0.00 Kip -feet src co'«` a _c ;.` Feet 0.00 0.00 Kip -feet a- � '� > Feet 0.00 0.00 Kip -feet r... t o , 10 Feet 0.00 0.00 Kip -feet 7.00 Feet 0.00 0.00 Kip -feet 7.00 Feet 290.40 290.40 Kip -feet 326.80 454.20 Kip -feet 1.64 K.S.F. Moments sumed 0.00 K.S.F. about left side of footing 0.00 K.S.F. Moments sumed 0.82 K.S.F. about right side of footing Feet Feet Inches PSF Kips Page 1 z re w U0 . o . w w ` w 0 LL = d ' W 1' Z �. z 0 I- 0 0 I- w w = U I- z ii i U =: O F- z : 011 MIN SHUTLER CONSULT, _ ENGINEERS. INC. 12503 BM -Red Road, Sulte 100 Bellevue, WA 98005 (425) 450.4075 - FAX 450-4076 Joe d'n. L raK7tiG, Htrzz... SHEET No. -' 1 OF CALCULATED BY ■ I 49y DATE CHECKED BY DATE SCALE Concret Strength (Pc) Steel Strength (Fy) Cover to bottom steel Cover to top steel Top Steel Earth over footing Wu (top) Mu (top) - Left Mu (top)- Right Bar Size As (in.A2) 0.196 0.307 0.442 'SHEAR WALL FOOTING DES) N FOR OVERTURNING MOMENTS Page 2 (@ 0.85 Values) (@ Full Values) Vu Left 5.09 Kips 4.48 Kips Right 2.00 Kips 2.06 Kips Phi * Vc = .85'2* SQR (Pc) *b *d = 22.91 Kips Mu Left 17.20 Kip -feet 15.30 Kip -feet Right 6.88 Kip -feet 7.12 Kip -feet As Left 0.188 in"2/ft. 0.167 inA2/ft. Right 0.075 inA2/ft. 0.077 inA2/ft. As .Left 0.753 inA2 0.669 inA2 Right 0.299 inA2 0.310 inA2 _= x.47.71 Check'Minimum &'Maximum Area of steel . .75Rho balanced = 0.0160 As (max) Bottom = 15.78 in.A2 As (max) Top = '16.55 in.A2 Rho (min) = 200 /Fy = 0.00333 As (min) Bottom = 3.28 in.A2 or 1/3 more than required by design. As (min) Top = 3.44 in.A2 or 1/3 more than required by design. "**DESIGN SUMMARY "*'***`*" Vu < Phi Vc O.K. Bottom steel required = 1.004 inA2 Area of bottom Steel is between Rho (min) & Rho (max) or 1/3 more than design is provided. O.K. ' Top steel required = 0.260 inA2 Area of top steel is between Rho (min) & Rho (max) or 1/3 more than design is provided. O.K. No. Required (Bottom) 6 4 3 psi psi inches inches Feet 0.588 Kips /Foot 4.70 Kip -feet As 0.049 inA2/ft. 0.195 inA2 4.70 Kip -feet As 0.049 inA2/ft. 0:195 inA2 As (Provided) 1.18 1.23 1.33 No. Required (Top) 2 1 1 d (bottom) d (top) As (Provided) 0.39 0.31 0.44 20.50 inches 21.50 inches Transverse Steel Based on .0018 Ag As (Req'd) 0.52 in.A2/ft. 9.1 "o.c. Top & Bottom 14.2 "o.c. Top & Bottom 20.5 "o.c. Top & Bottom w 0 0 co 0 cn w � _ rn ~ . u. W O g J : u. co d � 0 . z � uj 2 O N ' 0 I- 111 w Z f- - : U. -0 w z . H 1 '. z M All MP IN 12503 Bel -Red Road, Suhe 100 Bellevue, WA 98005 (425)450-4075 • FAX (425) 4504078 Overturning Moment Slab Dead Dead Load Footing Dimensions Width Depth Footing Extension -- Left Footing Extension Right Overall Footing Length Footing Weight Applied Loads: Wall Weight Load 1 Load 2 Load .3 Load 4 Load 5 Load 6 Slab Dead Load Footing Dead Load SHEAR WALL FOOTING DESIGN FOR OVERTURNING MO M, NTS Total Weight Times 0.85 Mr (Left) Times 0.85 Mr (Right) Times 0.85 X- Bar (Left) X- Bar (Right) Soil Bearing: Left Right Left Right SHUTLER CONSUL, ENGINEERS. INC. 0.00 Kips ) Kips `Kips Kips Kips Kips Kips Kips 54.00 Kips 0.00 - Totals 63.10 Kips '* Distance from left edge of wall 1!! (@ 0.85 Values) 2.48 Feet 3.63 Feet 2.41 0.00 0.00 1.64 Wall Dimensions Feet Height' Feet ti f ,_ 4' Inches Length M : • o " Feet ,;, )b Li Feet Thickness el 6.:.+ Inches , D, „,,,? Feet Concrete (Y /N) K ` ?, 20.00 Feet Masonry (Wt.) y, E- , o., , PSF 54.00 Kips Wall Weight 0.00 Kips 53.64 Kips 505.41 Kip -feet 567.29 Kip -feet K.S.F. K.S.F. K.S.F. K.S.F. ----(eq414/6 14-4 JOB--.2t2 - ) ( L141 i•17 //J - SHEET No. r A ` I > OF CALCULATED BY - I F_ DATE SCALE Page 1 Distance" Mr (Left) Mr (Right) 4.00 Feet 0.00 0.00 Kip -feet EA. da' : Feet 54.60 127.40 Kip -feet 2 Feet 0.00 0.00 Kip-feet ■ Feet 0.00 0.00 Kip -feet Feet 0.00 0.00 Kip -feet Feet 0.00 0.00 Kip -feet .....v.. Feet 0.00 0.00 Kip -feet 4.00 Feet 0.00 0.00 Kip -feet 4.00 Feet 540.00 540.00 Kip -feet (@ Full Values) 3.52 Feet 4.67 Feet 1.99 0.00 0.00 1.50 K.S.F. K.S.F. K.S.F. K.S.F. 594.60 667.40 Kip -feet Moments sumed about left side of footing Moments sumed about right side of footing z 00 No. w w J N LL: w g - u- Q � w z =. w � U� off w w' r O ' ' U N F - f = O z SHUTLER Milk 'II CONSULT' _ _ i_ ENGINEERS. INC. 12503 Bel -Red Rood, Sub 100 Bellevue, WA 98005 (425) 450.4075 - FAX 4504079 JOB �L��t -?? .L.4, M'n�►4 SHEET No. r. - /4 OF CALCULATED BY • 4.0 ((era. DATE CHECKED BY SCALE DATE SHEAR FOOTING DESIGN FOR OVJRTURNING MOMENTS f6 Steel Strength (Fy) i;z. psi Cover to bottom steel Cover to top steel ' • c ca., ' inches Vu Left 8.03 Kips Right 5.60 Kips Phi * Vc = .85 *2* SQR (fc) *b *d = Mu Left Right As Left Right As .Left Right Top Steel Earth over footing Wu (top) Mu (top) -- Left Mu (top)- Right As (in. "2) 0.196 0.307 0.442 (@ 0.85 Values) 40.73 29.13 0.281 0.200 1.685 1.202 • Check'Minimum & Maximum Area of steel .75 Rho balanced = 0.0160 As (max) Bottom = 37.52 in.A2 As (max) Top = 38.68 in.A2 Rho (min) = 200 /Fy = As (min) Bottom = As (min) Top = '*********** DESIGN SUMMARY ************* ***** Vu < Phi Vc O.K. Bottom steel required = 2.247 inA2 Area of bottom Steel is between Rho (min) & Rho (max) or 1/3 more than design is provided. O.K. ' Top steel required = 0.764 in "2 Area of top steel is between Rho (min) & Rho (max) or 1/3 more than design is provided. O.K. No. Required (Bottom) 12 8 5 Kip -feet Kip -feet in "2/ft. inA2/ft. inA2 inA2 Feet 0.798 Kips /Foot 14.36 Kip -feet 14.36 Kip -feet 0.00333 7.80 in.A2 or 1/3 more than required by design. 8.04 in. "2 or 1/3 more than required by design. As (Provided) 2.36 2.45 2.21 (@ Full Values) 7.06 Kips 5.25 Kips 36.31 Kips 36.75 Kip -feet 27.64 Kip -feet 0.253 inA2/ft. 0.190 inA2/ft. 1.519 inA2 1.141 inA2 No. Required (Top) 4 3 2 d (bottom) d (top) As 0.096 inA2/ft. As 0.096 in A2/ft. As (Provided) 0.79 0.92 0.88 32.50 inches 33.50 inches 0.573 inA2 0.573 inA2 Page 2 Transverse Steel Based on .0018 Ag As (Req'd) 0.78 in.A2/ft. 6.1 "o.c. Top & Bottom 9.5 "o.c. Top & Bottom 13.6 "o.c. Top & Bottom z 1 W o 0 0 coo w w' co u- w0 g :3 LL Q. co d z � I- 0� z ,- w w U 0 - o r` w w F H ' ui z . O' z __� "WUTLER ..ONSULTING _•_ ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425)450 -4076 ?Yfi `a'!Syv„''�Ataltuyn monadrater, P1MKt1! ITOMV Z nun: JOB SHEET NO L I S OF CALCULATED BY '` LE �2- DATE SCALE wItz a9T4rvv∎•I' W- ritTAYE !r..pY,2a ;tga^.fi!:mr,,,„„„i i 1. c U- 01.04 II M /1 Al N --- lb ILchw Sal .4ti, L I i VW M z ,d►N l'IM rti/ IllUALIECIE, 11 =IAN � - i1' : I,?' - ', I�iiui� �: pommel all T girg U , razonstrA isippli IIIIMIN rs I ■ 111121 OW r'� .1±: s. a Kit_ r I lJe nhc �l~ v • l � 6 /fC I 1 A� 7•5 1 45 1 Zo Asp 64 V.. 14 (L - 11.2. H `1Ir ?__ ._. q1" z I K m-- -A 1 , 4 ll'ANC . -z- 1 ' 52- - r- It ,12_,,.,r ,-- 4 7 __� "WUTLER ..ONSULTING _•_ ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425)450 -4076 ?Yfi `a'!Syv„''�Ataltuyn monadrater, P1MKt1! ITOMV Z nun: JOB SHEET NO L I S OF CALCULATED BY '` LE �2- DATE SCALE wItz a9T4rvv∎•I' W- ritTAYE !r..pY,2a ;tga^.fi!:mr,,,„„„i (425) •450.4075 FAX (425) 450.4076 SCALE I Or \ L i ( • I 1 1 Y x _ K)clke 2 Wr 1 Mr 1 1 �� ! 7 c . 7,c, r 9 4 Z 1 1 n . Z� i ii 2 / :p..i 1 1 1 it Z J 35 5 4,1 11 gi I� 11 l / I 1 Fx 1 I . I -- Ju l ' - cis, — cir I 12 9 +)C -Sc Xil G .o 2 , 4 — 1 .3.' r - ., iivini y r ,urns j __� tHUTLER JNSULTING ___ ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 JOB SHEET NO CALCULATED BY 7 • Lic6r DATE OF tu W I . J (0 U. W 0 : 2 u— D. = Z° ` tit ui, U 0 1-- W W '. F U O w Z b _ O ~ z ' I I M I I I I i I V 'K • _--- -- 1, fr ' 1.62.____Ac., • 4.g_L ' 1 \ AV z Z°I D. ' 0 I j 6 I; I I I I .. I ■ f i i Z� � , U 0 , o a 1 t UT c j i ) IIIIII 1 ; 1 —Id -: l 2et,5 • S',.'5 ` � +ot 4ist[ 1 r 1; l CI i I 1 j I 1 I I j i I I I 1 I I ( ( 0 , v I I I i 1 I , � ; X111111 II I I i 1 ___ SEIUTLER ■11 NSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425)450.4075 FAX (425) 450.4076 JOB, ' ( 611 . 41 1 L �7 14_ L- SHEETNO OF CALCULATED BY 2_ Lk f re DATE 00 co 0 J N LL W � J LL j` = W Z I-° D° o - 0 WW 1- .. z . 0 z t. ., Al-IUTLER 11111111 JNSULTING =WWI ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450.4076 JOB --(41 A lt ? c?k _ SHEET NO CALCULATED BY -1,five DATE OF C4 1 1 fl 00 (0 0 (0w w ul 0 g 7-1 u.. < co 3 Z I— 0 UJ Z 1— 0- . 1- w x 1- - I- L I . z o 77.;(/ W WO ' ' r rairrialLIMILTMIIMI ! 2 2J17ie V N N �� MENEM 1 v l lir/Akin/ 1 KIIIIM1110 , , P PAM A All v _ il' i iffil K 0 6 6 4 4 4 4 r 0 t t, ' 4 44C- * *) 4 4409C 1 • • • • . . 3 3 • • 4 41' - - • •ie... PIX 2 2 : y V V :"1 1 1 -2 i - - 4r 7 7401 j j 0 5 5 • • . 0 s . M MIN . - 1 - i nf 1 1J I MIN 1 711111 .- lit i6 I Is.c q q 1 1 3 0 0 1 1,) I . 11111111MM= IIIIIIL (3 I H. 1 174, aerrdougrm. �� Mr I III Ihi 0 0 i i k kV zt O OLO-fr 4 4UIU 1 111 M 1 1 1I1 MITI - -: e en; • • Bil l lc 1 r NI I Ili I IlIl 11llUllll1l %rill , f4 , Al-IUTLER 11111111 JNSULTING =WWI ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450.4076 JOB --(41 A lt ? c?k _ SHEET NO CALCULATED BY -1,five DATE OF C4 1 1 fl 00 (0 0 (0w w ul 0 g 7-1 u.. < co 3 Z I— 0 UJ Z 1— 0- . 1- w x 1- - I- L I . z o __ Min suite 100 Be IN= Bellevue, Washington 98005 Scope : (425)450-4075 ` Fax (425) 450-4076 RI 01 % 6101 1. 1 t ICW4:100111111. MLR 0.1.7, f:JW•!!!. twat (e) 194049 UltICALC Steel Column Page 1 II Description General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section Column Height 14.250 ft End Fixity Pin -Pin Live & Short Term Loads Combined Axial Load... Dead Load Live Load Short Term Load X -X Axis Moments At TOP Between Ends At BOTTOM Y Y Axis Moments At TOP Between Ends At BOTTOM Summary 1 Fb:xx : Allow [F3.11 fb : xx Actual Fb:yy : Allow [F3.11 fb : yy Actual F'ex : DL +LL Fey : DL +LL F'ex : DL +LL+ST Fey : DL +LL +ST Max X - Axis Deflection SHUTLJ4 CONSULTING ENGINEER Title : 12503 . -Red Road Dsgnr: Description : Lateral column connecting high and low mezzanine TS8X8X1 /4 34.30 k k k XX Axis : Fa calc'd per 1.5 -1, K•L/r < Cc YY Axis : Fa calc'd per 1.5 -1, Mir < Cc 'Stresses Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Allowable & Actual Stresses Dead Fa : Allowable 23.61 ksi fa : Actual 4.52 ksi 81,074 psi 81,074 psi 137,826 psi 137,826 psi -0.284 in at 27.60 ksi 0.00 ksi 27.60 ksi 0.00 ksi 46.00 ksi 1.700 29,000.00 ksi 11.250 ft 11.250 ft _Loads Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments _Applied Moments Section :TS8X8X1 /4, Height = 14.25ft, Axial Loads: DL = 34.30, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 11.25ft, Y -Y = 11.25ft Combined Stress Ratios Dead Live AISC Formula H1 -1 0.1914 AISC Formula H1 - 2 0.1637 AISC Formula H1 - 3 �.L k -ft 34.02 k -ft k -ft k -ft 38.81 k -ft k -ft DL+ LL 0.1914 0.1637 Live DL + LL 0.00 ksi 23.61 ksi 0.00 ksi 4.52 ksi 0.00 ksi 27.60 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi _Analysis Values Cm:x DL +LL 0.60 Cm:y DL +LL 0.60 Cm:x DL +LL +ST 1.00 Cm:y DL +LL +ST 1.00 7.695 ft Max Y -Y Axis Deflection X -X Sidesway : Y -Y Sidesway : Kxx Kyy 27.60 ksi 0.00 ksi Date: 6:08PM, 30 AUG 00 DL+ ST+ (LL if Chosenl Cb:x DL +LL Cb:y DL +LL Cb:x DL +LL +ST Cb:y DL +LL +ST -0,324 in at in in 0.8930 Job # Height 11.250 ft Height 11.250 ft Column Design OK DL+ Short 40.14 ksi 4.52 ksi 46.92 ksi 17.11 ksi 46.92 ksi 19.51 ksi Restrained Restrained 1.000 1.000 1.75 1.75 1.00 1.00 7.695 ft IUTLER 11111111111 MINI CONSULTING 1.11PMEI ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 (- JOB I.C.., .1 . k r , -TiN er, / SHEET NO L— -2z7 OF CALCULATED BY ra . !A)! a • DATE SCALE ' —,4,44.0.UsIdi.kul'AA;41141;,4%. AIM MEI Ilia MI REV: 510501 USER: 10W4160546, VEX 5.1.5, EE•UN•1999. VANS! (C) 1965 ENERCALc Steel Column Page 1 1 Description _ General Information Calculations are designed to AISC 9th Edition ASO and 1997 UBC Requirements Steel Section Column Height 14.250 ft End Fixity Pin -Pin Live & Short Terri Loads Combined Loads 1 Applied Moments Axial Load... Dead Load Live Load Short Term Load X -X Axis Moments At TOP Between Ends At BOTTOM Y -Y Axis Moments At TOP Between Ends At BOTTOM Summary AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : AIIow [F3.1) fb : xx Actual Fb:yy : AIIow [F3.1] fb : yy Actual ftwornarorp F'ex : DL +LL F'ey : DL +LL F'ex : DL +LL +ST F'ey : DL +LL +ST Max X -X Axis Deflection SHUTL :CONSULTING ENGINEER 12503 Bel -Red Road Suite 100 Bellevue, Washington 98005 (425) 450-4075 • Fax (425) 450.4076 lateral column at stair conneting high and low mezzanine TS8X8X114 34.30 k k k 81,074 psi 81,074 psi 137,826 psi 137,826 psi -0.284 in at Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Section : TS8X8X1 /4, Height = 14.25ft, Axial Loads: DL = 34.30, LL = Unbraced Lengths: X -X = 11.25ft, Y -Y = 11.25ft Combined Stress Ratios Dead Live 0.1914 0.1637 XX Axis : Fa calc'd per 1.5 -1, K *L /r < Cc YY Axis : Fa calc'd per 1.5 -1, K *L /r < Cc Stresses Dead Live _.DL + LL_ 23.61 ksi 0.00 ksi 23.61 ksi 4.52 ksi 0.00 ksi 4.52 ksi 27.60 ksi 0.00 ksi 27.60 ksi 0.00 ksi 0.00 ksi 0.00 ksl 27.60 ksi 0.00 ksi Title : Dsgnr: (C 14Jrer, Description : Scope : 46.00 ksi 1.700 29,000.00 ksi 11.250 ft 11.250 ft Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments C 0.00, ST = 0.00k, 0.00 ksi 0.00 ksi DL +LL 0.1914 0.1637 Cm:x DL +LL 0.60 Cm:y DL +LL 0.60 Cm:x DL +LL +ST 1.00 Cm:y DL +LL +ST 1.00 7.695 ft Max Y -Y Axis Deflection X -X Sidesway : Y -Y Sidesway : Kxx Kyy �.L k -ft 34.02 k -ft k -ft k -ft 64.68 k -ft k -ft 27.60 ksi 0.00 ksi Job # Date: 11:55AM, 13 SEP 00 in in DL + ST + (LL if Chosen 0.9820 Cb:x DL +LL Cb:y DL+LL Cb :x DL +LL +ST Cb:y DL +LL +ST - 0.336In at DL + Short 40.14 ksi 4.52 ksl Restrained Restrained 1.000 1.000 Height 11.250 ft Height 9.250 ft Column Design OK Ecc. = 0.000in 46.92 ksi 17.11 ksi 46.92 ksi 26.73 ksi Analysis Values 1.75 1.75 1.00 1.00 6.555 ft V0 CO 0' CO J W • 0 g No m H 0 Z 1 - r 0 N 0 I- W W lL 0 tiJ Z U O REV: 310701 USER: KW-0803116, VER 3.1.7, !!JUN•1999. WU.3! (CI 1911319 ERERCALC Steel Column Page 1 !General Information _ .. Mr MN Description Steel Section lateral column at stair connecting low beam to low mezzanine. TS6X6X1 /4 Column Height 12.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined Axial Load... Dead Load Live Load Short Term Load X -X Axis Moments At TOP Between Ends At BOTTOM Summary 5.00 k k k Section : TS6X6X1 /4, Height = 12.00ft, Axial Loads: DL = Unbraced Lengths: X -X = 10.00ft, Y -Y = 10.00ft Combined Stress Ratios Dead AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0398 XX Axis : Fa calc'd per 1.5 - 1, K *Ur < Cc YY Axis : Fa caic'd per 1.5 - 1, K *L /r < Cc [Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual F'ex : DL +LL F'ey : DL+LL F'ex : DL +LL +ST F'ey : DL +LL +ST Max X -X Axis Deflection SHUT CONSULTING ENGINEER Title : L ZZ 12503 Bel -Red Road Dsgnr: , LA.3 (Ff L Suite 100 Description : Bellevue, Washington 98005 (425) 450-4075 " Fax (425) 450-4076 56,211 psi 56,211 psi 95,558 psi 95,558 psi -0.516 in at Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Scope: Job # Date: 1:23PM, 13 SEP 00 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 46.00 ksi 1.700 29,000.00 ksi 10.000 ft 10.000 ft !Loads Applied Moments 30.36 ksl 0.00 ksi Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments _LL_ 5.00, LL = 30.36 ksi 0.00 ksi 0.00 ksi 0.00 ksi k -ft 38.80 k -ft k -ft 0.00, ST = 0.00k, Live DL + LL Dead Live DL + LL 22.48 ksl 0.00 ksi 22.48 ksi 0.89 ksi 0.00 ksi 0.89 ksi 0.00 ksi 0.00 ksi 0.0398 Cm:x DL +LL 0.60 Cm:y DL +LL 0.60 Cm:x DL +LL +ST 1.00 Cm:y DL +LL +ST 0.60 6.240 ft Max Y -Y Axis Deflection X -X Sidesway : Y -Y Sidesway : Kxx Kyy Column Design OK Ecc. = 0.0001n 30.36 ksi 0.00 ksi 30.36 ksi 0.00 ksi in in DL + ST + (LL if Chosen 0.6903 Cb:x DL +LL Cb:y DL +LL Cb:x DL +LL +ST Cb:y DL +LL +ST 0.000 in at Height 9.000 ft DL + Short 38.22 ksi 0.89 ksi 51.61 ksi 34.42 ksi 51.61 ksi 0.00 ksi Restrained Restrained 1.000 [Analysis Values 1.75 1.75 1.00 1.75 0.000 ft 1.000 n>u nr rm«nss ■1111 - __ SHUTLER CONSULTINt. ENGINEERS Inc. '118503 Bel —Red :Road, Suite 100 ' Bellevue, Washington 98005 .25)450 -4075 FAX: 425)450 -4078 jou WORD.LIGHTING Tukw,.., Washington SHEET NO COVER 1 OF CA.cutato et BT am 6 -13 -00 SCALE job No, 00 -47 STRUCTURAL CALCULATIONS FOR: WORLD LIGHTING CAD STRANDER RETAIL STRANDER BLVD & ANDOVER PARK EAST Tukwila, Washington ARCHITECT: SCONZO HALLSTROM ARCHITECTS, Inc. 919 — 124th Avenue N.E., Suite 101 Bellevue, Washington 98005 (425)455 -3203 FAX: (425)455 -9351 DESIGN CRITERIA: CODE ROOF .LIVE LOAD WIND LOAD _____ SEISMIC ZONE _ _ _ _ MEZZANINE LIVE LOAD___ CORRECTION UNIFORM BUILDING CODE, 1997 ed. _25 PSF SNOW LOAD _80 MPH ZONE, EXPOSURE "B ". 125 PSF ASSUMED ALLOWABLE SOIL BEARING IS 2000 PSF PER THIS REPORT. GEOTECHNICAL ENGINEER TO VERIFY IN FIELD. " 'in y 021) — 1 6 1 1 RECEIVED CITY OF TUKWILA 1 SV .. 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CALCULATED BY DATE OF SCALE z tom; gg� Uo coo cow N LL; LL co 2 Z : I o n o o co 0 O F- W O • Z ' al co , O H z • a __.11111 SHUTLER _ME CONSULTING __111.1111 ENGINEERS, INC 12503 Bel Red Rd., Suite 100 Bellevue, WA 98005 (425)450-407S FAX (425) 450.4076 • SHEET NO, iC/J# ,? OF CALCULATED BY � / DATE 6//4vc/ SCALE. z z o: � 9 0 U O N 0 w W'' W O u_< cod � W z � lij mo o .. o 92 0 1 - ; W W 1- U. r ` WZ U co Z�� II '! i� �il iil1 II III! lip i illl II • i i 1 i ' I I ! i ... i i ll l I ! I I f i! I I , ! 1 I� I ! !' I i ; I 1 ; ' 1 ! I I I ! . ! 'r/ ► - .?? ; ! 1 i 11 1 i i I! ! ± , I l �.- � 1 1 ,�o" I I l i i 4! I I 4 ' I I I I i I l iys ' i ) I ' - i ► ! ! i I' y i ! I rte' / ! ' S 1 , i I i I 1 ! ! ' _ _ 1 4i7..51' , z( � 1 I I 1 1 1 i 1► tea, I i r I i 1i 1 1 1 Iii l I 1 � , -T . .. . 5 UM' ;�I 1 i • ' I i - I 1 , I ! I I ; I I 1 • a __.11111 SHUTLER _ME CONSULTING __111.1111 ENGINEERS, INC 12503 Bel Red Rd., Suite 100 Bellevue, WA 98005 (425)450-407S FAX (425) 450.4076 • SHEET NO, iC/J# ,? OF CALCULATED BY � / DATE 6//4vc/ SCALE. z z o: � 9 0 U O N 0 w W'' W O u_< cod � W z � lij mo o .. o 92 0 1 - ; W W 1- U. r ` WZ U co Z�� i SHUTLER CONSULTING ENGINEERS Structural Engineers 1300-114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450 -4075 Job world lighting -00 -47 Sheet no. / S01-1 Calculated by Checked by Date 06/13/100 tttt BEAM I.D. : : : :> bm -1 us Western Wood Lumber Used us Dimensions: ,Beam span = 14.50 feet (Simple span) Uniform loads: w(DL) : 0.360 KLF w(LL) = 1.000 KLF Reactions: Left support 2.61 Kips (D.L.) Right support 2.61 Kips (D.L.) 7.25 Kips (L.L.) 7.25 Kips (L.L.) 9.86 Kips (T.L.) 9.86 Kips (T.L.) Moment: Maximum positive moment = 35.74 ft -k at x = 7.25 ft m u tutususuutss u t u uttttu u ttuutut * 3.125 x 22.50 GLB Camber : 0.10 in. t ut st tuu (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress 1 fv = 155.9 psi Fv = 165.0 x 1.00 = 165.0 psi 94.5 t tfb = 1626.7 psi Fb = 2400.0 x 1.00 x (0.989 ( 1.024) : 2373.2 psi 68.5 x lections, Total Load = 0.25 in. :> L/687 Live Load = 0.19 in. =) 1/934 braced Compression face length : 1.33 feet Total board ft. = 145 u tu * 5.125 x 15.00 GLB Camber = 0.21 in. * uuuttttttu (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress 1 fv : 159.2 psi Fv : 165.0 x 1.00 = 165.0 psi 96.5 t +fb : 2231.7 psi Fb = 2400.0 x 1.00 x (0.998 ( 1.015) = 2394.2 psi 93.2 t Deflections, Total Load = 0.52 in. =) L/334 Live Load = 0.38 in. :> L/454 Unbraced Compression face length : 1.33 feet Total board ft. = 145 CC CO o: w J w 0 g � J u- ? ; - W Z � W uj U ( N � _ W'. V u. ui z P. SHUTLER CONSULTING ENGINEERS Structural Engineers 1300 -114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450 -4075 Job world lighting -00 -47 Sheet no. S� Calculated by Checked by Date 06/13/100 s : :: BEAM I.D. ____) bm -2 = :s Western Wood Lumber Used ::s Dimensions: Beam span = 12.50 feet (Simple span) Uniform loads: w(DL) = 0.360 KLF Reactions: Left support 2.25 Kips (D.L.) 6.25 Kips (L.L.) 8.50 Kips (T.L.) Moment: Maximum positive moment = 26.56 ft -k at x = 6.25 ft w(LL) = 1.000 KLF Right support 2.25 Kips (D.L.) 6.25 Kips (L.L.) 8.50 Kips (T.L.) susssussssss :: :ssss muss:sss : :: :::::stns * 3.125 x 19.50 GLB . Camber = 0.09 in. t s: nustmtmunssssns ::: :s :sss :nns (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress t fv = 154.8 psi Fv = 165.0 x 1.00 = 165.0 psi 93.8 % +fb = 1609.5 psi Fb = 2400.0 x 1.00 x (0.991 ( 1.054) = 2377.3 psi 67.7 % Deflections, Total Load = 0.21 in. _) L/698 Live Load = 0.16 in. _) L/949 raced Compression face length = 1.33 feet Total board ft. = 108 summstnsumussuss : * 5.125 x 13.50 GLB Camber = 0.16 in.' * ss :s:sss:sss :*ssss:: ::s:: :: ::sss ::sss: (Fb adjusted for D.O.I. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress % fv = 151.1 psi Fv = 165.0 x 1.00 = 165.0 psi 91.6 t +fb = 2047.6 psi Fb = 2400.0 x 1.00 x (0.998 ( 1.041) = 2394.8 psi 85.5 % Deflections, Total load = 0.39 in. _) L/380 Live Load = 0.29 in. _) L/516 Unbraced Compression face length = 1.33 feet Total board ft. = 113 SHUTLER CONSULTING ENGINEERS Structural Engineers 1300 -114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450-4075 :sss BEAM I.D. : - - :) ba -3 Dimensions: Beam span = 11.00 feet (Simple span) Uniform loads: w(DL) : 0.360 KLF Reactions: Left support Job world lighting -00 -47 Sheet no. ■Cse Calculated by Checked by Date 06/13/100 sss Western Wood Lumber Used us w(LL) : 1.000 KLF 1.98 Kips (D.L.) Right support 1.98 Kips (D.L.) 5.50 Kips (L.L.) 5.50 Kips (L.L.) 7.48 Kips (T.L.) 7.48 Kips (T.L.) Moment: Maximum positive moment : 20.57 ft -k at x : 5.50 ft sussssssssssss: ::ss mosssss :susstm suss * 3.125 x 16.50 GLB • Camber : 0.08 in. * sus: sssssssussssss sssussssssssssssssssssssss:s (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress % fv = 163.2 psi Fv : 165.0 x 1.00 = 165.0 psi 98.9 t +fb : 1740.8 psi Fb = 2400.0 x 1.00 x (0.992 ( 1.086) : 2381.3 psi 73.1 t neflections, Total Load = 0.21 in. :) L/620 Live Load : 0.16 in. :) L/844 raced Compression face length : 1.33 feet Total board ft. = 81 sssssmusssssus sssssssssssssssssssssssssssssss * 5.125 x 12.00 GLB Camber = 0.13 in.' * ussssssssssss umnssusssssussssssussssss:s (Fb adjusted for D.O.I. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress % fv : psi Fv = 165.0 x 1.00 = 165.0 psi 90.5 t +fb : 2006.8 psi Fb = 2400.0 x 1.00 x (0.998 ( 1.067) = 2395.4 psi 83.8 t Deflections, Total Load = 0.34 in. :) L/391 Live Load : 0.25 in. :) L/532 Unbraced Compression face length = 1.33 feet Total board ft. : 88 SHUTLER CONSULTING ENGINEERS Structural Engineers 1300-114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450-4075 ssss BEAM I.D. __ -_> bm -4 Dimensions: Beam span = 10.00 feet (Simple span) Job world lighting -00 -47 Sheet no. /CL.C- efl Calculated by Checked by Date 06/13/100 * ** Western Wood Lumber Used u2 Uniform loads: w(DL) = 0.360 KLF Reactions: Left support 1.80 Kips (D.L.) Right support 5.00 Kips (L.L.) 6.80 Kips (T.L.) Moment: Maximum positive moment = 17.00 ft-k at x = 5.00 ft w(LL) = 1.000 KLF :: m ssss: sss: ss 2s22ssss22ssssss2ssssssss #s22s2 * 3.125 x 15.00 6LB Camber = 0.08 in. * u ssss: sss:::m* **2sssss :s :sss22ssss22ss222s222 MU ssss sss22is 22ssssss22tsss2s22ss2tss22222 #2 2 5.125 x 10.50 6LB Camber = 0.14 in. * s ssss ss2s2sS S2222s222s22ss2s2s22s22222ss #22:2::2 1.80 Kips (D.L.) 5.00 Kips (L.L.) 6.80 Kips (T.L.) (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress % fv = 163.2 psi Fv = 165.0 x 1.00 = 165.0 psi 98.9 % +fb = 1740.8 psi Fb = 2400.0 x 1.00 x (0.993 ( 1.107) = 2383.2 psi 73.0 t reflections, Total Load = 0.19 in. _) L/620 Live Load = 0.14 in. _) L/844 o raced. Compression face length = 1.33 feet Total board ft. = 67 (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress t fv = 156.4 psi Fv = 165.0 x 1.00 = 165.0 psi 94.8 t +fb = 2166.3 psi Fb = 2400.0 x 1.00 x (0.998 ( 1.091) = 2396.0 psi 90.4 % Deflections, Total Load = 0.34 in. _> L/349 Live Load = 0.25 in. _) L/475 Unbraced Compression face length = 1.33 feet Total board ft. = 70 o0 w • w 0 u. Z�! I- O z � III ill U D. O N ; i I- ; w' u. w z U y 0 z SHUTLER CONSULTING ENGINEERS Structural Engineers 1300-114th Ave S.E., Suite 250 Bellevue, Washington 98004 (206) 450-4075 **** BEAM I.D. ____) bm-5 sss Western Wood Lumber Used sss Dimensions: Beam span = 16.00 feet (Simple span) Uniform loads: w(DL) = 0.240 KLF Reactions: Left support 1.92 Kips (D.L.) 0.66 Kips (L.L.) 2.58 Kips (T.L.) Right support 1.92 Kips (D.L.) 0.66 Kips (L.L.) 2.58 Kips (T.L.) Moment: Maximum positive moment = 10.34 ft -k at x = 8.00 ft Job world lighting -00 -47 Sheet no. Calculated by Checked by Date 06/13/100 w(LL) = 0.083 KLF unssssssssssssss sssssssssssssssssssssssssssssss * 3.125 x 12.00 GLB Camber = 0.66 in. * s sssssssusssssssssssssssssssssss unusssssssss .(Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress t fv = 90.4 psi Fv = 165.0 x 1.00 = 165.0 psi 54.8 % tfb : 1653.8 psi Fb = 2400.0 x 1.00 x (1.000 ( 1.080) = 2400.0 psi 68.9 % Deflections, Total Load = 0.59 in. _) L/327 Live Load = 0.15 in. _) L /1271 braced Compression face length = 0.00 feet Total board ft. : 85 � s sssssssssssssssssssssssssssssss tun u ssssssss * 5.125 x 10.50 GLB Camber = 0.60 in: * ussussssssussss sssssssssssssssssssssssssssssss (Fb adjusted for D.O.L. and volumn factor or unbraced compression length.) Max. stress Allowable stress Stress t fv = 64.1 psi Fv = 165.0 x 1.00 = 165.0 psi 38.9 % sfb = 1317.1 psi Fb = 2400.0 x 1.00 x (1.000 ( 1.041) = 2400.0 psi 54.9 % Deflections, Total Load = 0.54 in. _) L/359 Live Load = 0.14 in. _) L/1396 Unbraced Compression face length = 0.00 feet Total board ft. = 112 SHUTLER _N CONSULTING __ ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB f,/7 SHEET SHEET NO rEe - CALCULATED — I BY DATE 4 //�r/G0 SCALE OF T _ , _ . hnrrt... _ r Aa +rry�wrro- cx�'raarrmm:,..'Er71Y i•��^`tryr+rasamlurrn+gp�p' nifiu,m ' m1!Rm 1 1 i i! 1 l- 1 i I Wig= < i 0 L 1/.14 j /�,� 1 I i I r a ��� I I I I .! I I � "< _ 22 i -5 ' IL: j, . ! i I i I I 1 I 1 I ! I I I I � i ! I 1 , ' I � � � � I 1 i I M 0.74. ; ( ■ 1 i . i 1 1 4 445 ''-'. .' 1 )k1;43 1 1 I 1 1 I � ' - G -!/5"1 /4/ 1 , , , �`w i; I , 1 i i i i! ter. I �2" -=-r G�, � I ; I I mo; ; ' 1 1 1 1 1 1 ! i 1 _ -�-- _"� � I I 1 i y ) / � ii.,. / . �' 1 /'. re f ,ire, I 1 1 , ;A. /eA �/ - - 3 //11�� 01,, ' fi ;7.4? )4t.I ; ? )../e 761 1 1 1 . I 1 Ili; 1 � I ! I ( 1 1 i ! :' i i � , i I I I 1 1 i i i i l I 1 1 i I i 1 I I f! t 1 II I I fl! SHUTLER _N CONSULTING __ ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB f,/7 SHEET SHEET NO rEe - CALCULATED — I BY DATE 4 //�r/G0 SCALE OF T _ , _ . hnrrt... _ r Aa +rry�wrro- cx�'raarrmm:,..'Er71Y i•��^`tryr+rasamlurrn+gp�p' nifiu,m ' m1!Rm r' I I 1 1 w i i I , i { i I i i i I I i i I J I l j j 1 1 ( I I . ! 7Jr / 8A - -- / ; I , :5 6 (9 i ; I ! � j I , I i j :ifs ,, , fG 33 3 I , _4, ! g if ! t i 1 i E i 1 1 t i i 1 ��i�� 1 1 i I i ' � I ' I 1 1 1 i 1 1 1 i i 1 i • I I I I Rs- ) P-14) , 4:d ,3 1 , I 4 1 ,L =, 3.31 1 I 1 . I I i • ` j I i I i 1 1 1 i I I i I I , 1 i L l I i I I � i I 1 t Y I i i 1 i I 1 • ' I I i 1 t I i i 1 I I I j►11 , jj 1'i 1 j1 __lir _• - CONSULTING ___ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (42S) 450.4076 JOB . - 4 SHEET NO Arde - 9 CALCULATED BY.4% DATE OF SCALE __11. SHUTLER _M MIK A CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (42S) 450.4076 A; JOB SHEET NO,/ CALCULATED BY. DATE SCALE OF y .ASVMSIMMEIS"a"4"q""*""*"*""'""''''''" kR...n..w�..r wc.....w,m, new. wee +e �. nralsrkt- W�«uww»_ i z re W 0 co 0 N W' J l- W O, J LL ? CO _ z �. I— O Z LU 0 I— w W l!. t— — O ILI 0 N ` " z I I 1 I 1 Ie 1j r 4 1 1 "1 7' t#r� 1 i 1 1 1 i 1 ( 1 1 . 1 I • / xL 1 i 1 i 1 I i 1 1 M 1 •;/22 / � 1 3/Z 11 h= a ,-/ 1111 ;1 I I i l 1 1 1 i , I1 __11. SHUTLER _M MIK A CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (42S) 450.4076 A; JOB SHEET NO,/ CALCULATED BY. DATE SCALE OF y .ASVMSIMMEIS"a"4"q""*""*"*""'""''''''" kR...n..w�..r wc.....w,m, new. wee +e �. nralsrkt- W�«uww»_ i z re W 0 co 0 N W' J l- W O, J LL ? CO _ z �. I— O Z LU 0 I— w W l!. t— — O ILI 0 N ` " z ;! �i1I►(I I � j ;I1! ! j i I j 1 1 I I r ! - - - 1 (l' = /// I 1 1 ! 1 I I ! I 1 f I i 1 I ! I 1 I I I i ! !1! I i 4 1 i � ! I ! I � j 1 ! I __j Z ! . ! /4 j. ‘3 IC ■• Afg . I I I 1 T I I � i i I I I I I ! I 1 i I I I I I � I I i 1 I I I I i I I I - i Ii I 1 ! I . i I , __ SHUTLER _1111011. CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 JOB �`" 7 7 SHEET NO. '- I CALCULATED BY, DATE SCALE OF U O' co 0 W 2 g co W ` I- 0 Z 11J al V 0— o I- i w O Z . U z_. '11!111 ! {!{ !i �! 1 I I I! • IA' ' %z I i I 1 i! I I i 1. !I j1 1 111i 11 1 1 ! It '/$v c I diver oF- - Ly<_"/5" .-7 40'1)=4 03'4 . i i i ,..."-, 2 , ! I I I 1 J i i I I I I i I � I I � � I I 1 I i I I , wu �/f �' /r.e..e -s/ . 4- 1 i - I 1 i ' i i I i i I / x- iff e/ 1 4 i4,i_e_4 1 i I i I i 1 if_._ xs___/ , , L_ . ci _Jew.= _4_4 . , , , ; ; ' 1 ______ I /4-, 1 , ' , , i I I I j f ± I ! I { ! !I I►i + { i I 1 { • i 1 I I i I 1 1 i i 1 i 1 i 1 I i i ' 1 , 1 1 1 I ! J i I i ' C Ij I 1 I I 1 i I • SHUTLER _MINILAI CONSULTING ___ ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB 7— 97 SHEET NO " OF CALCULATED BY DATE SCALE fot nt . 'a!QUti wn: aa dtlirgAtiitFritA 111.10111W" SHUTLER 1.1111.Millnd CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (42S) 450-4076 JOB A tlettepa=a*tamarommwty122tttnh , 90*^PP.i.WOMPIRIAtMONMO SHEET NO " CALCULATED BY_SS"" DATE SCALE OF 111 0 0 U) 0 u) tu 0 - 0 1— Lai Z 1— 0 Z F— LU ul M u_s 11 .Z 1 — I= I 0 I— 11 I I I I 1 I , I 1 1 1 , I , I : 1 • . • . . . , ..;•• ...... . . . . i • 1 1 1 ' 1 , — _ ! I , . I , i I . • 1 • I , I At , 1 .• , I I I I I , . . . . , . . 1 I • . . ;. . . , • - -I I ; ,. ; 1 I . . . ' a li. 1 ; ... .... . I • • • . i . . . :• , . , . ; , . . . . . .. . . . . . , . . . . . . . . , . . . • , , . • ; . . . , . . . 111.10111W" SHUTLER 1.1111.Millnd CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (42S) 450-4076 JOB A tlettepa=a*tamarommwty122tttnh , 90*^PP.i.WOMPIRIAtMONMO SHEET NO " CALCULATED BY_SS"" DATE SCALE OF 111 0 0 U) 0 u) tu 0 - 0 1— Lai Z 1— 0 Z F— LU ul M u_s 11 .Z 1 — I= I 0 I— SUTLER CONSULTING ENGINEERS Job WORLD LIGHTING Structural Engineers Sheet no. AWV-..1 14450 N.E. 29th Place, Suite 116 Calculated by Bellevue, Washington 98007 Checked by (206) 885-4473 Date 08/08/100 Footing Thick - Size ness F- 3.00 10.00 F- 3.50 10.00 F- 4.00 12.00 l[r. 4.50 12.00 5.00 14.00 F- 5.50 14.00 F- 6.00 16.00 F- 6.50 16.00 F- 7.00 18.00 F- 7.50 18.00 F- 8.00 20.00 F- 8.50 20.00 F- 9.00 22.00 F- 9.50 22.00 F -10.00 24.00 SQUARE SPREAD FOOTING DESIGN Allowable soil bearing = 2000.00 psf Yield stress of reinforcing steel - 60.00 ksi Compressive stress of concrete - 2.50 ksi Combined ultimate factor (D.L. + L.L.) = 1.60 Cover to bottom of bottom bar = 3.00 in *** Allowable load is allowable applied load. *t* (Allow. Load = Ftg area * allow. soil bearing - ftg weight.) FOOTING SCHEDULE Required Area of steel 0.65 in "2 0.76 in "2 1.04 in "2 1.17 in "2 1.51 in "2 1.66 in "2 2.07 in "2 2.25 in "2 2.72 in "2 2.92 in "2 3.46 in "2 3.67 in "2 4.28 in "2 4.51 in "2 5.18 in "2 Bar size options Allow. No. ; Size ; ; No. 1 Size Load 3 1 5;; 2 1 6 16.88 k 3 t 5;; 2 1 6 22.97 k 4 $ 5 3 4 6 29.60 k 4 t 5 3 1 6 37.46 k 5* 5 4 1 6 45.63 k 6$ 5 4 6 55.21 k 5* 6 4 4 7 64.80 k 6 1 6 4 0 7 76.05 k 7$ 6 5# 7 86.97 k 7 1i 6 5 4 7 99.84 k 8$ 6 6 4 7 112.00 k 9 1 6 7$ 7 126.44 k 10 $ 6 8 0 7 139.73 k 8 1 7 6* 8 155.68 k 9 1 7 7 0 8 170.00 k >..- ..,.::.uY::!ww:.�.: , �,, . .a::ID ?. - J�•:i �i : ��ihLwtiiu ....i,GL'�is,,,:re,.� � ... ,. SHUTLER CONSULTING ENGINEERS Structural Engineers 14450 N.E. 29th Place, Suite 116 Bellevue, Washington 98007 (206) 885-4473 Footing Thick- d Size ness (in.) F- 3.00 10.00 5.50 F- 3.50 10.00 5.50 F- 4.00 12.00 7.50 F- 4.50 12.00 7.50 F- 5.00 14.00 9.50 F- 5.50 14.00 9,50 F- 6.00 16.00 11.50 F- 6.50 16.00 11.50 F- 7.00 18.00 13.50 F- 7.50 18.00 13.50 F- 8.00 20.00 15.50 F- 8.50 20.00 15.50 F- 9.00 22.00 17.50 F- 9.50 22.00 17.50 F -10.00 24.00 19.50 Footing ; Thick- d Size ness (in.) F- 3.00 10.00 5.50 F- 3.50 10.00 5.50 F- 4.00 12.00 7.50 F- 4.50 12.00 7.50 F- 5.00 14.00 9.50 F- 5.50 14.00 9.50 F- 6.00 16.00 11.50 F- 6.50 16.00 11.50 F- 7.00 18.00 13.50 F- 7.50 18.00 13.50 F- 8.00 20.00 15.50 F- 8.50 20.00 15.50 F- 9.00 22.00 17.50 F- 9.50 22.00 17.50 F -10.00 24.00 19.50 7.20 11.20 13.87 19.20 22.67 29.33 33.60 41.60 46.67 56.00 61.87 72.53 79.20 91.20 98.67 2.34 3.40 4.67 6.14 7.80 9.67 11.74 14.00 16.47 19.14 22.00 25.07 28.34 31.80 35.47 FOOTING SHEAR Beam Shear Vu Phi Vc 16.83 19.64. 30.60 34.43 48.45 53.30 70.38 76.25 96.39 103.28 126.48 134.39 160.65 169.58 198.90 FOOTING STEEL Design Steel Mu As 0.29 0.50 0.57 0.84 0.93 1.28 1.39 1.81 1.94 2.43 2.59 3.14 3.32 3.95 4.15 Job WORLD LIGHTING Sheet no. e!RAIK Calculated by Checked by Date 08/08/100 Punching Shear Vu Phi Vc 25.33 46.75 35.73 46.75 46.53 ; 73.95 60.13 ; 73.95 73.95 106.59 90.75 106,59 107.59 144.67 127.59 144.67 147.46 188.19 170.66 188.19 193.55 237.15 219.95 237.15 245.86 291.55 275.46 291.55 304.39 ; 351.39 Minimum Steel (Temp steel) 0.65 in. "2 0.76 in. "2 1.04 in. "2 1.17 in. "2 1.51 in. "2 1.66 in. "2 2.07 in. "2 2.25 in. "2 2.72 in. "2 2.92 in. "2 3.46 in. "2 3.67 in. "2 4.28 in. "2 4.51 in. "2 5.18 in. "2 Bo (in.) 50.00 50.00 58.00 58.00 66.00 66.00 74.00 74.00 82.00 82.00 90.00 90.00 98.00 98.00 106.00 As ;Provided 0.65 0.76 1.04 1.17 1.51 1.66 2.07 2.25 2.72 2.92 3.46 3.67 4.28 4.51 5.18 OC t o co ur IL ul u. Q u) uJ� O W. 0 1- = W ' u. _ z . U-- 0 z. __11r _1111•M.... CONSULTING ___ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB 77 SHEET NO. �d CALCULATED BY� OF DATE SCALE • i L yr . �srwt0 ' 7 , , 1 0a O r i I I I i iES mr, , Ask 10 _-:, it. I I i 1 , , , , Vxcc I j � I, :�3; i e--, /mod ..:,0•," 1 i � I, I i , , . _______. 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' ' 1 I 1 i � i i 1 I 1 I � I � ! i i I I i 1 I ' , 1 1 11 1 1 1 1 1 I I'! 1 __- SHUTLER ..`ONSULTING ___ ENGINEERS, INC 12503 Bel•Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 srrN . ..JJi i'iiwu6sNrcwShcl. Y�FiL' :A4'? el praUYfll ,i \fi✓ dJ+ut;SL9:a "ic w44 , 'aiir:: m JOB SHEET NO, 9 CALCULATED BY OF DATE SCALE 111•SHUTLER MIN MI= :ONSULTING __11.111 ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB CO 97 SHEET NO. CALCULATED BY SCALE OF DATE H I 1 I ' I I ; I I i i � i ' I � ! i ! I I I i ; I I I I i I I i 7y w__:: 9,9� i 9 /6 ' �! , I' e i 1 I i j i I ;Iii i I ! i ' r6 i 1 X21 i ! . , y , 1 G= I I 1 1 I i i I , I I � i I ! { I ; � i I { i I t I ' l I i , -y.i, j-r_AtIA.rYlt , iK -4 / - .* , Cs 4 .i stizi, V) , , 1 1,ef evs I l i i I i i j ! i l 1 i i I/' �/� ' mil= / c ae- 1 �6 ; • � I "—_,H0 I -�-- -� GA � L ; j , h F 1 I • i { i i )1 1 )7/ ::::/i//e I , fil_), 7(44( .-=.-! i I ! 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I l 1 j 1 1 I j i _ _ i i , ; I J i 1 i 1 I I I I , 1 j I 1 i i I I 1 1 1►�1 �Ii ;1 11 i11 I I 1 , ( 1 1 1 I f l i p 1 1 i l i i ► � i I i I 11, ___ SHUTLER .:ONSULTING ___ ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450.4076 JOB SHEET NO, L 4;4, OF CALCULATED BY DATE SCALE ( s 1 0 __� $HUTLER _1111 ZONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425)•450.4076 JOB 0; 7� SHEET NO - -7 OF CALCULATED BY DATE SCALE re 2 w, U O (Do' ww IL w 0 g Q r Ili w O- 0 w w '; H U : • O I mo . = I • i f � l ! i.=.---• I ! I � � I - 1 .1 0 - O`10 Ic / f I -�� 7 I� 1 �� ' i 1 ''l %1vr /,) 5 iec 7 ' /acre i y r' 3.2 • .4.o��t. -._� ,Uj ea ' • ��'i'_ /f?Ylye , ; // ,' ......1., --' 1 Sj I I � /A) -/ e /rL Go�tc`.c' I I i 1 I i I/.ve 8 r�� k.7,0 ' d/e.cho1 s •// "� % . (/ ,L ! i i I i i I i t i I i 1 1 I ! i i i 1 i 1 1 1 ! 1 I 1 1 , r - 1 i jl 1 I 1 1 i ! 1 1 1 ! ( s 1 0 __� $HUTLER _1111 ZONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425)•450.4076 JOB 0; 7� SHEET NO - -7 OF CALCULATED BY DATE SCALE re 2 w, U O (Do' ww IL w 0 g Q r Ili w O- 0 w w '; H U : • O Space Heat Type Q Electric resistance @ All other (see over for denndlons) Glazing Area Calculation Nom: Below grade walla may be Included In the Grow Exterior Wall Area it they are Maoists(' to the level required for opaque walls. Total Glazing Area Electronic version: these values are automatically taken from ENV•UA -1. (rough opening) Gross Exterior (vartical 8 overhd) divided by Well Ares times 100 equals % Glazing 998.6 - 9280.0 X 100 = 10.8% Concrete/Masonry Option Q YOB Check here If using thin option and If project meets all requirements for the Concrete/Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying ® � monthly below. — Envelope Requirements (enter values as applicable) Fully hated /cooled space _ Minimum Insulation R•vahues Roofs Over Attic 30.0 AN Other Roofs 21.0 Opaque Walls 11.0 Below Grade Walls Applicant Phone: 10.0 Floors Over Unconditioned Space 19.0 Slabs- on•Grade 10.0 Rodent Floor@ 10.0 Maximum U- /actors Opaque Doors 0.600 Vertical Glazing 0.900 Overhead Gluing 1. 4 50 Maximum SHGC (or SC) Vertical/Overhead Glazing I 1.000 Project Info reject Address w Ltdhtine Date 0/15/00 Tukwila, tM For Building Department Use Applicant Name: Applicant Address: Applicant Phone: FROM : Puget Engineering Envelope Summary Climate Zone 1 ENV -SUM 1 W7 weeNnefon slam NeereaxaenWi Er ley Code Compliance Forms 'Project Description ❑ New Building ❑ Addition SemMated space' Minimum Insulation R•velues R oofs Over Seml- Heated Speoes• in /a _ J 'Refer to Section 1310 for quallnoetions and requirements RECVED Notes: CITY OF TUKWILA CORRE TION LT R# AUG -15 -2000 14:28 PERMIT CENTFr PHONE NO. : 360 598 2872 1 360 598 2872 ❑ Alteration Aug. 15 2000 01:54PM P02 Change of Use Compliance Option I Prescriptive 0 Component Performance (Gee Decision Flowchart (over) for qualifications) ❑ ENVSTD 0 Systems Analysis opaque Concrete:Masonry Wall Requirements Insulation on Interior - maximum U -facbr Is 0.19 Insulation on exterior or Integral - maximum U -factor le 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC t 9.0 Btu/ft =oF below (other walls must meet Opaque Wall requirements). Use descriptions end values from Table 20,5b in the Code. Wall Description (Including insulation R -value & position) U- factor FILE COPY I understand that the Plan Check <- epro,f. l are Arrnrr, •. ., r. firm Edition. June 1090 95% P.02 tom. ^'L.`E.^":.t �2' Hi: f: t��7ri+«•.. �'•;:: 2�•.,.- r,,.��.....�.�ui�.vsvusr.}axsr cats.::.".'. q., nrrw..: nr- r.+ Marcsr^ ha.., swv:: vN. a!, rT! .�e'R. "�*:TWIT!(y9!?�P7!!si!tAR 14*M,t+•,.� , Z re 6 0 co O to —J CO 0 W ga _ ° F W Z ' z � H W ~ W 0 N ' 0 I- W W ', F=- 0 LLf' _ Z ', l l 0 F- Z Space Heat Type • Electric Resistance r AO Other Date 06 -09 -2000 Glazing Area Calculation 1 otai (ilazrng Area (rough opening) (vertical & overhd) divided by Wall Area times 100 equals % Glazing 790 . 9,710 X 100 = 8.1% Concrete Masonry Option 919 - 124th Ave NE Suite 101 meets all requirements for the Concrete/Masonry Option. See requirements for each qualifying assembly in the table below. • Check here if using this option an if project Decision Flowchart for qualifications. Enter Project Info Project Address: 300 Andover Park W. Suite`00 Date 06 -09 -2000 Tukwilla, WA Applicant Name: Scott Adams Applicant Address: 919 - 124th Ave NE Suite 101 Applicant Phone: 425 455 - 3203 • Envelope Summ. Climate Z. ENV -SUM Project Description ❑ New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option ❑ Prescriptive ® Component Performance (See Decision Flowchart for qualifications) ❑ ENVSTD ❑ Systems Analysis Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic All Other Roofs Opaque Walls Below Grade Walls Floors Over Unconditioned Space Slabs -On -Grade Radiant Floors Opaque Doors Vertical Glazing Overhead Glazing Vertical /Overhead Glazing Maximum U- factors Maximum SHGC (or SC) Semi- heated space* Minimum Insulation R- values Roofs Over Semi - Heated Spaces* Notes: Opaque Concrete /Masonry Wall Requirements Insulation on interior - maximum U- factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete /Masonry Option, list walls with HC >= 9.0 Btu /ft-F below (other wall must meet Opaque Wall requirements). Use descriptions and values from Table 20 -5b in the code Wall Description (Including insulation R - value & position) 6 in Concrete 14.4 U- factor 0.12 I understand that the Plan Check `subie t to err approval? a MY��.IA.^YY.4y Concrete /Masonry Option* Wall Heat Capacity (HC) Assembly Description Assy. Tag HC** Area (sf) RC x Area 6 in Concrete 14.4 blazing 70 tiectnc Hemet. Other Heating 0 -20% 1.00 1.00 >20 -30% not allowed 0.65 >30 -40% not allowed 0.45 (see Table 13 -1 for Conc/Masonry values) 14.4 8,767 126,245 Totals 790 790 Overhead Glazing List components by assembly ID & page # Vertical Glazing List components by assembly ID & page # Proposed SHGC SHGC* Area (A) = SHGC x A Target SHGC SHGC* Area (A) = SHGC x A 790 1.00 790 790 blazing 70 tiectnc Hemet. Other Heating 0 -20% 1.00 1.00 >20 -30% not allowed 0.65 >30 -40% not allowed 0.45 (see Table 13 -1 for Conc/Masonry values) Totals 790 Totals Totals 790 790 Overhead Glazing List components by assembly ID & page # Proposed SHGC SHGC* Area (A) = SHGC x A Target SHGC SHGC* Area (A) = SHGC x A 1.00 (;lazing 70 tiectnc Resist. Other Heating 0 -20% 1.00 1.00 >20 -30% not allowed 0.65 >30 -40% not allowed 0.45 (see Table 13 -1 for Conc/Masonry values) Totals Totals Envelope SHGC • culations Climate Z. e 1 ENV -SHGC Envelope ummary back limate Zone 1 ENV- UM 1994 Washington State Nonresidential Energy code Compliance Forms Totals 8,767 Area weighted HC: divide total of (HC x area) by Total A J !"uC57.' .VAV_"'M2LIa«i.'.YAWl BRZISEt��^ "" �^+'r+'• +�- + +`�'!""MM'^�+urrtrt• xecnxarr 126,245 April, 1994 it the area weighted heat capacity (HC) of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. **For framed walls, assume HC =1.0 unless calculations are provided; for all other walls, use Section 2009 1 4.1111 �il1+'.zYG Project Address , Date 06 -09 -2000 Space Heat 'Type Resistance Other For Building Department Use 0 Electric ►:I All Glazing Area 8.1 % Concrete /Masonry Option • Yes ►�� No Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back (over). If Concrete /Masonry Option is used, Target U- factors, SHGC and Glazing % will be different than shown below. Refer to Table 13 -2 for correct values. Building Component Plan ID/ Proposed UA Target UA List components by assembly ID & page # Location U- factor x Area = UA U- factor x Area = UA "Double glass, 1/4 in. air space, c0.84 0.790 790 624 0.900 790 711 Glazing % Electric Resist. Other Heating 0 -15% 0.40 0.90 • >15 % -20% 0.40 0.75 >20 % -30% not allowed 0.60 >30 %-40% not allowed 0.50 (see Table 13 -1 for Conc/Masonry values) 1.450 Glazing % Electric Resist. Other Heating 0 -15% 0.80 1.45 J - CZ >15 % -20% 0.80 1.40 >20 % -30% not allowed 1.30 >30 %-40% not allowed 1.25 (see Table 13 -1 for Conc/Masonry values) NREC Insulated Metal Door Default 0.6 0.600 153 92 0.600 153 92 CO: Electric Resist. Other Heating 0.60 0.60 R 3 0.036 1 Is Electric Resist. Other Heating S 0.031 0.036 R R21 Rigid on Roof Deck (Table 20-7,1994 WSEC) 0.045 0.045 22,340 1,005 0.050 22,340 1,117 1 I Electric Resist. Other Heating 0.034 0.050 6 in. Concrete Poured or Precast R 10.5 Int. Wood Funing 0.12 0.120 8,767 1,052 0.140 8,767 1,227 Electric Resist. Other Heating Ordinary 0.062 0.14 Metal stud 0.11 0.14 W Concrete (interior) 0.19 0.19 Concrete (other) 0.25 0.25 0.140 Electric Resist. Other Heating u 0.062 0.14 0.11 0.14 0.056 Electric Resist. Other Heating Cu) AWO 0.029 0.056 O' R'QOW NJQm.Oz "User Defined Slab 0.500 22,340 11,170 0.540 22,340 12,064 Electric Resist. Other Heating F= 0.54 F= 0.54 (see Table 13 -1 for radiant floor values 54,390 13,943 54,390 15,211 Envelope UA Cal ations Climate Z. e 1 ENV -UA • ce U Q'. y o cn w j CO O J u-' co Z p Z o D ON =V u O V N E- ' O z 1. Project Name 2. Project Address 3. City/Town 4. Building Area Square Feet 4. Name 7. Telephone 5. Company 8. Date 06 -09 -2000 6. Signature SUM Project Attached Forms and Worksheets Check boxes to indicate the attached forms and worksheets Applicant Other Documents Enter all supporting calculations, test reports and catalog cuts. Chapter Systems No. of Pages Type I.D. Description Building Envelope Form 3a Prescriptive Path 3b Component Performance Path Worksheet 3a Wall U- values 3b Roof U- values 3c Floor U- values 3d Average Thermal Values Form 4a Systems Attached. 0 ❑ Worksheet 4a Unitary Air Conditioner -Air Cooled ❑ 4b Unitary Air Conditioner -Water Cooled ❑ 4c Unitary Heat Pump -Air Cooled ❑ 4d Unitary Heat Pump -Water Cooled ❑ 4e Unitary AC & Heat Pump - Evaporatively Cooled ❑ 4f Packaged Terminal AC -Air Cooled ❑ 4g Packaged Terminal Heat Pump -Air Cooled ❑ 4h Water Chilling Packages -Water & Air Cooled ❑ 4i Boilers- Gas -Fired and Oil -Fired ❑ 4j Furnaces & Unit Heaters - Gas -Fired and Oil -Fired ❑ Artificial Light Form 5a Interior Lighting 5b Lighting Schedule 5c Interior Lighting Power 5d Exterior Lighting Worksheet 5a Interior Control Credits Description of Document .a., ..,we.:. - - 1. Above -Grade Walls -Code Maximum Uo from Table 3g. Enter here and in cell 3(c) and 4(c) .90 2. Roof /Ceiling -Code Maximum Uo from Table 3g. Enter here and in cell 5(c) .036 (a) Building Component (b) Area or Length (c) Code Max. U or F (d) Actual U or F .79 7Z8 (e) Target UA (b) x (c) - 711. (f) Actual UA (b) x (d) 624.1 3. Windows and Glazed Doors 790 8920 .90 .90 4. Above -Grade Opaque Walls & Doors 1,319:2 1,143:8 5. Roofs and Skylights 22340 .036 .045 1,117. 1,005.3 6. Floors over Unheated Spaces (a) Building Component .056 18. Windows and Glazed Doors 790 . 7. Unheated Slab on Grade Floor 22340 .54 .5 12,063.6 11,170. 8. Heated Slab on Grade Floor . 21. Enter Y if the Actual OTTV (line 20) is less than required OTTV (line 14). Otherwise, redesign Yes 9. Target and Actual UA. Total columns (e) and (f) 15,210.8 13,943.2 10. Enter Y if the Actual UA of cell 9(0 is less than Target UA of cell 9(e). Otherwise redesign Yes 11. Summer Design Temperature from Table 3g, F 12. AT. Subtract 75 F from line 11. Enter here and in cell 15(d) -75 13. Solar Factor from Table 3g. Enter here and in cell 18(d) 14. Above -Grade Walls -Code Maximum OTTV from Table 3g 1.00 (a) Building Component (b) Area (sf) (c) Actual U -Value (d) (e) AT TDeq (f) (b) x (c) x [(d) or (e)] 15. Windows and Glazed Doors 790 .79 -75 44 (d) Solar Factor - 46,807.5 50,329. (f) (b) x (c) x (d 16. Above -Grade Opaque Walls & Doors 8920 .128 (c) Actual SC -Value 17. Total column (b) 9710 _ (a) Building Component (b) Area (sf) 18. Windows and Glazed Doors 790 0 19. Grand Total. Add cells 15(f), 16(f) and 18(i) 20. Actual OTTV. Divide line 19 by cell 17(b) . 21. Enter Y if the Actual OTTV (line 20) is less than required OTTV (line 14). Otherwise, redesign Yes dPONENT PEKFORMANCE PATH Heated Building a Enter the average U- values from Worksheet 3d into cells 3(d), 4(d) and 5(d). b For a slab with the min. insulation level (Table 3g), enter 0.58 into cell 7(d). Otherwise, enter 1.34. `Fora heated slab with the min. insulation level, enter 0.90 into cell 8(d). Otherwise, enter 2.73. Cooled Building d Enter the average U -value of the windows, walls, and doors from Worksheet 3d. e Enter the average TDEQ from Worksheet 3d. t Enter the average SC -value of the windows from Worksheet 3d. Envelope Enter the reference to plans and specifications that shows compliance with the requirements. 22. The perimeter insulation for the slab -on -grade floor shall extend downward from the top of the slab for a minimum distance of 24 inches. See Section 5303(d). 23. Below -grade walls shall be insulated with a minimum of R -5 insulation extending the full height of the wall to the top of the lowest floor or 10 feet below grade, whichever is less. 24. Manufactured doors and windows are certified according to ASTM 283 for 0.37 cfm per foot of window sash crack and 11 cfm per foot of door crack. 25. On the warm side (winter) of the insulation for the walls, roof and floor, install a vapor barrier with a perm rating of one or less. See Section 5303(f). teN499S§I rr+nr+r m Building Geometry — - Component — -Area Takeoffs— a) Manual C Automated Climate Zone tC Zone 1 C Zone 2 -Wall Construction — a Metal Studs /Gilts C Wood Framing C Masonry -Int. Ins f Masonry -Ext. Ins. Attic Roof Skylight Other Roof Window Door Wall B.G. Wall Floor t~ Slab fa; Z Glass - Heating Fuel 0 Electric ai Other Proposed Building Area 0 22340 790 153 8767 22340 U/F .045 .79 .6 .12 .5 - Overall Proposed UA p SHGC Heat Capacity = SC or Heat Capacity 1 1 1 1 1 14.4 1 13,943.21 01 14.41 - Target Building rte. Art.- U/F 0 22340 790 153 8767 22340 Overall Target UA t SHGC .036 1.45 .05 .90 .60 .14 .14 .056 .54 1 521 0.8 1.00 Building Complies! UCT - 09 -2000 15 :56 FROM SCONZO / HALLSTROM 42.02 ec.ALE: 1 I/4" • I'-O° Zo2000 iq INSIDE PACE OP EXTERIOR WALL PER PLANS 346" X 16 GA. METAL STUD !RACKETS AT 5' OZ.-ATTACH TO WALL. WITH 1" CONC. SWOP PINS PEEP LEG TOP TRACK, SIZE TO MATCH STUDS .9 8u.f° PENDEP ACOUSTICAL TILE CEILING Is GA METAL STUD BRACKETS AT s' O.C.- ATTACH TO WALL WITH 1" CONC. SHOP PINS PAINTED (TYP) *(j" GYP BOARD ON MT'L STUpe PER BTRUCT, ('r r'p) R 13 THERMAL BATT INSULATION !BASE PER SCIHEDULE (TYP) TO 206575271) HAI:VJ.i RECEIVED CITY OF TUKWILA OCT 1 1 2000 PERMIT CENTER BURRING AT EXTERIOR WALL 20'd 1d.LOl 'xdw CI3O7�19 �l d31N3O lMWH3d 0001 1 1 130 V1IM)Inl AO A110 03A1303d (dui) l3NNV'H NI VC711G1 'b'v 91 � bl -ooh _ .,z/1 1 °3lb'O5 SNOI1d0 NlC:1lbS C737dc1G Sfr0 1 „0-10I ?J 'L D3 NI Gil�l9 O SmOAJ On- :1HV13H .10 -,0I 01 ain :VNIMOTIOd 3H1 01 N11.4Z1OdNOO 91 1b'm TIV .W ci3 GI VNIVCI SCONZO / HALLSTR 919 124TH AVE. NE BELLEVUE, WA 98005 TRANSMITTAL WE TRANSMIT X Attached ❑ Under Separate Cover WA ❑ Picked Up at S/H Office Courier O UPS / Fed Ex Service ❑ US Mail ❑ Fax # No. of Pages THE FOLLOWING O Correspondence ❑ DCVR /RFI ❑ Construction Documents O Directive / Instructions X ---,,Revisions to Plans / Specs O Payment Certificate / C.O. TRANSMISSION STATUS ❑ For Your Information "Z As Requested ❑ For Review and Comment 3 1( For Approval F CITY PE ARCHITECTS TEL: (425) 455 -3203 FAX: (425) 455 9351 ECEIVED OF TUKWILA DATE PROJECT PMIT CENTER TO BY CC I I" 1 00 • PROJECT # �l�l W I LA C► of "tu tLA ATTEN • gE4'■.l p` G—+ COPIES DESCRIPTION 2 A 2.03 2EV. 6.: (n912 60 2 7 !IPFFIf f4/ - E 4sED P --m -r 11. 2 00 o - 1 91 REMARIO j2 Loc-A . Ic. L o w 2 L , 5t1.-0 w. L.I m . D / 3 -}-o Q S / 3 (A PPP --ox.. SoFFI f DMA /L C s/w . Jirrr t92YA Z S Ys 32o 3 �I 1-1 A G. 2VA o wI z 0 0 y 0; co W N LL W o LL Q: D. a I X. o z t- LU U 0 0 N 0 1- LU = 0 6 0 iii z O ~ z SCONZO 11 1 L L.A. 4111.1.S1110M ARCHITECTS, P.S.C. 919 124TH AVE NE BELLEVUE. WA 98005 TEL: 425.455.3203 FAX: 425.455.9351 www.sconzohollstrom.com JOB NO: 2000045 DRAWN: SEA CHECKED: DATE: 11-10-00 KA "4 WORLD LIGHTING TUKWILA, WA ST IHN G HALLSTROM TE OF WASHINGTON RECEIVED CITY OF TUKWILA NOV 13 2000 PERMIT CENTER REViSION 110. 5 42.02 REGISTERED AICHiTECT SOP SCALE: 1" = 1I-0" BOTTOM OF ROOF FRAMING 11/2"Xl1/2" X 18 GA X 3" CLIP ANGLE IN TRACK e 24" O.G. ATTACH UJITH (2) "10 THRU TRACK 3 1/2" MTL STUDS 24" O.C. 31/2" CEILING JST. • = 0 FINISH MATERIAL F'ER SCIAD'L (TYP) 4/ 14 4 (2) *10 SCREWS 6 24" O.C. (TYP) DEEP LEG TRACK 5/8" TYPE "X" GWB (TYP) PROVIDE 31/2" X 20 GA BRIDGING 6 2 4 " O.C. ATTACH WITH (2) *10 SCREWS BOTTOM TRACK OMER BERvICE COLN D2DCG- (el ) ER re 2 0 0 w 0 9 w w 0 2 g w w b 0 uJ uj n a o 0 1- • tu LL , — 0 uJ . z' re 0 1- z SCONZO / HALLSTR ! 919 124TH AVE. NE BELLEVUE, WA 98005 TRANSMITTAL WE TRANSMIT X Attached CITY ❑ Under Separate Cover NOV VIA O Picked Up at S/H Office 1 Courier O UPS / Fed Ex Service ❑ US Mail ❑ Fax # No. of Pages THE FOLLOWING ❑ Correspondence O DCVR /RFI ❑ Construction Documents O Directive / Instructions >1-41evisions to Plans / Specs 3O Payment Certificate / C.O. TRANSMISSION STATUS O For Your Information As Requested ❑ For Review and Comment For Approval PE ARCHITECTS TEL: (425) 455-3203 FAX: (425) 455 9351 PROJECT ECEIVED OF Tu�cwit.ADATE 1 3 2000 TO F I T CENTER ATTEN 15;‘E. COPIES DESCRIPTION 2 A 2.n3 2EV. 6a.: 0912/10o 2 7 2 % �FF1f 0x L4 b P �9-- Ar- 41 '42 c>==.0 — 9 RE BY CC G- 0 (2.14Q LI 1 I I I 16 I Do • PROJECT # 1 1,k K LL I 1-1 - r�1 of tot ILA �t=.4ocL\YI L O W VOLTAGE 2vv O� 2 1'- L. , 512.o Nn 6S AP'1�#... 2 o If C m,�►-- �.Oc-t C Sl� : Jib*( B2YA % Z S- SIBS - 320 3 F L- 3 +c A /1- co S MZO Mt (2) "I0 SCREWS t1 24" BOTTOM OF ROOF FRAMING O.G. (TYP) I DEEP LEG TRACK REGISTERED t c TE 1 "X1 " X 18 GA X 3" I CLIP ANGLE IN TRACK I 6 24" O.C. ATTACH WITH "10 .MAELSTROM (2) THRU TRACK 4 .HN TE OF WASHINGTON II _ RECEIVED CITY OF TUKWILA 3 1/2" MTL STUDS a 24" O.C. { 5/8" TYPE "X" GWB (TYP) 41411.M110 RI ARCHITECTS, P.S.C. 919 124TH AVE NE BELLEVUE. WA 98005 TEL: 425.455.3203 FAX: 425.455.9351 www.sconzohollstrom.com NOV 1 3 2000 PERMIT CENTER ) 31/2" CEILING JST. �{ DATE: 11 -10 -00 PROVIDE 3 � X 20 GA BRIDGING 6 24 O.C. ATTACH WITH (2) "10 SCREWS WORLD LIGHTING TUKWILA, WA l In IL viol„, \i kV. 4, Z ` BOTTOM TRACK - 0 FINISH MATERIAL PER q,4 al SCHD'L (TYP) 5 SOrIT s CUB OM ER 6ERYICE CON E A2.02 SCALE: 1" = I' -0" T • Ir% A 1A / 1'1 II co S MZO I l G II 41411.M110 RI ARCHITECTS, P.S.C. 919 124TH AVE NE BELLEVUE. WA 98005 TEL: 425.455.3203 FAX: 425.455.9351 www.sconzohollstrom.com JOB NO: 2000045 DRAWN: SEA CHECKED: DATE: 11 -10 -00 SKA "4 WORLD LIGHTING TUKWILA, WA • '4 REV CONNECT FROM ROOF STRUCTURE, ON 48' VOOD 'TEE' TYPICAL AT EACH UPRIGHT IN FINGER VALLI (BY OWNER) STANDARD JOIST HANGER, TYPICAL (BY OWNER) TYPICAL - 'FINGER VALL' tATE ECN BY SEE NOTE Al END UPRIGHTS ARE SECURED WITH ANCHOR STRAPS AS SHOWN. (2 EACH PER END UPRIGHT) REMARKS TYPICAL 'PUSH -UP FEATURE END' UNIT .FINISH: DIE NUMBER: DIE NUMBER: SCALE: NONE MATERIAL: TOLERANCES (UNLESS °THE MASE SPEWED) SID. MOB NE K MIXES = IIVC11OI = t 1' NINE = 1/1' 2 PLACE DECIMALS = t 0.015' 3 P1ACE MOWS = t 0.005' AS NEEDED AS NEEDED TYPICAL 'FREE STAN (FULL UPRIGHTS) 12 OVNER TO SUPPLY+ A, WOOD (2' X 6') B. WOOD NOUNTING HARDVARE C. BRACING FOR ROOF STRUC D, FLOOR ANCHORS cowwrER rxE: 000363804.0We Dw'It4 Er : P. PLEW BON FIE: EWE 7/07/2000 REV : 0 SYNDICATE SYSTEMS, INC. - MIDDLEBU1Y, INIIIANA Y�. 4iO4,1a.ki£eka s'atuKi�st,ad3�tuSidtLw n.:$J.riuli",+ ?`s:,l, tYS`.�V.'i TYPICAL (FULL 11 TYP (11A1 DI M1 NOTE+ 2' x 6' NOMINAL CONSTI INTENDED TO SUPPORT VERTIC L P TOLERANCES ORBS 0111ERMSE WINO) SM. NIXES sfi KIS =tI• Fwc+ans a t 1' 11nE = L 1/1 2 PUCE OECWL.S = t 0.015• 3 PULE OECIMLS = t 0.006• AS NEEDED DRAM BY : P. PLEW COMPUTER BOY FIE: ME: 000363804.DWG AS NEEDED TYPICAL 'FREE STANDING GONDOLA' UNIT (FULL UPRIGHTS) ill NOTE+ 2' x 6' NOMINAL CONSTRUCTION GRADE LUMBER USED AS STABALIZING BRACING. THEY ARE NOT INTENDED TO SUPPORT VERTICAL LOADS, M2 OWNER TO SUPPLY+ A. WOOD (2' X 6') B, WOOD MOUNTING HARDWARE C. BRACING FOR ROOF STRUCTURE D. FLOOR ANCHORS w,TE 7/07/2000 SYNDICATE SYSTEMS, INC. MIDDLEBU Y "N 1 IANA TYPICAL (FULL TRUSS PLATE ASSEMBLY) TYPICAL /-- (HALF TRUSS PLATE ASSEMBLY) PROJECT SOO - 0363 ANCHOR ALL MOUNTING PLATES TO 4' CONCRETE FLOOR (WITH HILTI OR EQUIVALENT, 2 EACH, 3/8' X 3' 'EMBEDMENT AT EACH.LDCATIDN) E. JOIST HANGERS F. FIELD FITTING OF ALL COMPONENTS G. FURRING STRIPS ON EXISTING WALLS 1 RECEIVED CITY Lk IU7wvhA AUG 2 9 2000 PERMIT CENTER ANCHOR TO WALL WITH TAPCONS INTO 1' X 3' FURRING STRIPS PROVIDED BY OWNER 1 usW ON : WORLD LIGHTING INSTALLATION DETAILS (TYPICAL) TYPICAL WALL UNIT (HALF OR WALL UPRIGHTS) sax/ 1. 1 .4'4;A dka'44 'eun.kvk „.'.Y tl�u',fu'a'S`dYs • SCONZO/R4LL8111110M, ARCIEITECTS, P.S.C. 919 124211 AVIL ziz 1111ZUMM WA. 48005 TEL (485) 4584203 PAZ (425) 455-9352 ' REVIEWED. • REVIEWED AS NOTED. CORRECT AS NOTED AND RESUBMIT. NOT APp OVE . DATE: e° S8 00 THIS REVIEW DOES OT RELIEVE - CONTRACTOR OF RESPONSIBIL FOR CONFORMANCE TO TH CONTRACT DOCUMENTS INCLUDING QUANTITY, QUALITY & DIMENSIONS. STORAGE RACKS DRIVE -IN RACKS CANTILEVER RACKS MEZZANINES CONVEYORS CAROUSELS PUSHBACK RACKS RACK BUILDINGS STEEL SHELVING MOVABLE SHELVING STORAGE TANKS MODULAR OFFICES GONDOLAS BOOKSTACKS FLOW RACKS FOOTINGS REVISION N0, 1 SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 SEISMIC ANALYSIS STRUCTURAL DESIGN CITY APPROVALS STATE APPROVALS PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION PERMITTING SERVICES 1.01(3.!7 • ALASKA ARIZONA CALIFORNIA COLORADO CONNECTICUT GEORGIA IDAHO ILLINOIS SEISMIC ANALYSIS OF GONDOLAS FOR WORLD LIGHTING 300 ANDOVER PARK WEST TUKWILA, WA JOB #:00 -1523 EXPIRES APR 12 2Q0A INDIANA OHIO KANSAS OKLAHOMA MICHIGAN OREGON MINNESOTA PENNSYLVANIA MISSOURI TEXAS MONTANA UTAH NEVADA VIRGINIA NEW MEXICO WASHINGTON WISCONSIN RECEIVED CITY OF TUKWILA AUG 2 9 2000 PERMIT CENTER RECEIVED CITY OF TUKWILA AUG 2 9 2000 MIT CENTER 161 ATLANTIC STREET • POMONA • CA 91768 • TEL : (909)869 -0989 • FAX : (909)869 -0981 I - U N 0 W = J W O . g Q 5. d z �.; t O b i uj 0 rn. 0 I Ill - r ill � - 0 ui z ' N ` O . z r i g i gt::! 144111 4 MATERIAL HANDLING ENGINEERING TEL: (909) 889.0969 • FAX: (909) 869.0981 161 ATLANTIC AVENUE • POMONA • CA 91768 TABLE OF CONTENTS PROJECT WORLD LIGHTING FOR SYNDICATE SYSTEMS SHEET NO. 2 OF 24 CALCULATED BY M.T. DATE 8/22/00 DESCRIPTION PAGE TITLE PAGE 1 TABLE OF CONTENTS 2 PROJECT SCOPE & SPECIFICATIONS 3 GONDOLA W/ FAN CLOUD 4 TO 10 CONFIGURATIONS 5 LOADS AND SEISMIC DISTRIBUTION 6 FAN CLOUD 'CONNECTION ANALYSIS 7 COLUMN ANALYSIS 8 BASE ANALYSIS 9 OVERTURNING ANALYSIS 9 SLAB AND SOIL ANALYSIS 10 144" 5 LVL GONDOLA 11 TO 17 CONFIGURATIONS 12 LOADS AND SEISMIC DISTRIBUTION 13 ARM & CONNECTION ANALYSIS 14 COLUMN ANALYSIS 15 BASE ANALYSIS 16 OVERTURNING ANALYSIS 16 SLAB AND SOIL ANALYSIS 17 84" 4 LVL GONDOLA 18 TO 24 CONFIGURATIONS 19 LOADS AND SEISMIC DISTRIBUTION 20 ARM & CONNECTION ANALYSIS 21 COLUMN ANALYSIS 22 BASE ANALYSIS 23 OVERTURNING ANALYSIS 23 SLAB AND SOIL ANALYSIS 24 SCOPE: PARAMETERS: MATERIAL HANDLING ENGINEERING CALCULATED BY M.T. DATE 8/22/00 TEL: (909) 80989 • FAX: (909) 8890981 181 ATLANTIC AVENUE • POMONA • CA 91788 PROVIDE SEISMIC ANALYSIS OF LIGHT DUTY STORAGE RACK TO CONFORM TO THE REGULATIONS SET BY THE 1997 UNIFORM BUILDING CODE SECTION 1632.2. THE LIGHT DUTY STORAGE RACK USED IN THIS PROJECT CONSISTS OF GONDOLAS TYPE SHELVING COMPONENTS. THE STABILITY OF THE SHELVING DEPENDS ON THE MOMENT RESISTING FRAMES IN THE TRANSVERSE DIRECTION THE PANEL BOARDS IN THE LONGTITUDINAL DIRECTION. TOP PANEL RETAINER PEG BOARD PANELS PROJECT WORLD LIGHTING SEIZMIC FOR SYNDICATE SYSTEMS INC. SHEET NO. 3 OF 24 BACK TO BACK SHOWN SHELVING COMPONENTS: 1= UPRIGHT 2 = BASE TUBE 3 = BASE LEG 4 = ANCHOR BRACKET 5 = ANCHOR 6 = ARM 7 = BASE DECK 8 = SHELF 9 = FULL DRESS KIT 10 = SIDE KICK PLATE co 0 U) w W o, gQ I= W I- O Z 11J 11 2 U 0 0 ES 0 I- = U u 0 •z ` U N z PROJECT WORLD LIGHTING , SEIZMIC FOR SYNDICATE SYSTEMS SHEET NO. 4 OF 24 MATERIAL HANDLING ENGINEERING TEL: (909) 8894989 • FAX: (909) 8894981 181 ATLANTIC AVENUE • POMONA • CA 91768 GONDOLA W/ FAN CLOUD DISPLAY CALCULATED BY M.T. DATE 8/22/00 J. AND MATERIAL HANDLI G ENGINEERING TEL: (909) 889-0989 • FAX: (909) 889-0961 161 ATLANTIC AVENUE • POMONA • CA 91768 CONFIGURATION • 144" 6" SEIZMIC INC. PARAMETERS fAN do LIGHT CLOUD HEADER WOOD HEADER BRACKET 60" TYP. 30" 102" PROJECT WORLD LIGHTING FOR SYNDICATE SYSTEMS SHEET NO. 5 OF 24 CALCULATED BY M.T. DATE 8/22/00 - SEISMIC Fp=ap *Ip *Ca *Wp /(1.4 *Rp) - MAIN STEEL Fy = 33,000 PSI - ANCHOR 1/4" 0 x 2" MIN. EMBED. HILTI WEDGE TYPE (ICBO# 4627) - SLAB 4" x 2,000 PSI - SOIL 1,000 PSF LIGHT CLOUD FIXTURE MIR` 41 /4" 191 /8" 108" 144" co w u) IL. w 0 ` LL Q N d ' I— z � w w; 0 ' 0 I 01 LL O � • w z N O ! rlg;:;! SYNDICATE SYSTEMS INC. SHEET NO. 6 OF 24 MATERIAL HANDLING ENGINEERING CALCULATED BY M.T. DATE 8/22/00 TEL: (909) 800989 • FAX: (909) 889.0981 181 ATLANTIC AVENUE • POMONA • CA 91788 LOADS AND DISTRIBUTION PER '97 UBC SECTION 1632.2 AND TABLE NO. 16-0 Fp = ap *Ca *Ip*Wp/1.4 *Rp = 0.7*Ca *Ip*WW1.4 ap = 2.50 I = 1.00 Ca = 0.36 Wp = DEAD LOAD + LIVE LOAD Rp= 4.0 NOTE: ap/Rp = 0.625 < 0.7 THEREFORE EON 32-3 CONTROLS LEVELS= 1 DEAD LOAD = 40LB/LEVEL LIVE LOAD = 75LB/LEVEL COLUMN MOMENTS Fp = 0. 7x1x0 .36x(75LB/LEVEL+40LB/LEVEL) /1.4 = 20.70LB/LEVEL V = Fp * NO. OF LEVELS = 20.7 LB/LEVEL * 1 = 20.70LB Pcol = (Wp * NO. OF LEVELS) = (75LB/LEVEL +40)x1 LEVELS = 115LB Mcol(stat.) = Wp * NO. OF LEVELS * (DEPTH OF SHELF/2) = (75LB + 40LB) x 1 LEVELS x 451N /2 = 2,588LB -IN Mcol(seis.) = V *H = 20.7LB x 1081N = 2,236LB -IN Mcol(total) = Mcol(stat.) + Mcol(seis.) = 4,823LB -IN PROJECT WORLD LIGHTING " 4 1/4 191/8" • 108" 144" H = 108.0IN t i t i , H O Z1-. c>) 0— ( W Wan U 11 Z (0' 2 SEIrli.°1111 FOR SYNDICATE SYSTEMS PROJECT WORLD LIGHTING Pdiag = 179 LB < 250 LB THEREFORE OK CHECK TENSION CAPACITY OF AIRCRAFT CABLES: T = 0.6 x Fy x AREA = 0.6 x 160000 PSI x 0.012 IN"2 = 1,178 LB Pdiag = 179 LB < 1178 LB THEREFORE OK h .A 661 --Cal-QUEMINFECICRANALYSIS VERTICAL LOAD = 95LBILEVEL SEISMIC LOAD = 20.7 LB SHEET NO. 7 OF 24 MATERIAL HANDUNG ENGINEERING CALCULATED BY M.T. DATE 8/22/00 TEL: (909) 809.0999 • FAX: (909) 889-0981 ----- 161 ATLANTIC AVENUE • POMONA • CA 91768 THE FAN CLOUD IS MADE OF 3/4" THICK x 4" DEEP SENTRA BOARD W/ A MIXIMUM LOAD EQUAL TO 651 AND BY SIMPLE INSPECTION THE SYSTEM IS MORE THAN ADEQUATE. IN THIS ANALYSIS ONLY THE AIRCRAFT CABLES AND CHAINS W BE CHECKED FOR THE REQUIRED LOADING. CHECK TENSION CAPACITY OF CHAINS: TENSION(cap) = 250 LB <+McMASTER GUIDE ARM SPAN = 45.0 IN h = 36.0 IN L= 45.0 IN diag_ 57.6 IN Fy(cables) = 160 KSI CABLED = 0.125 IN AREA = 0.01IN^2 r SEIZMIC � INC. MATERIAL HANDLING ENGINEERING TEL: (909) 889.0989 • FAX: (909) 8890981 181 ATLANTIC AVENUE • POMONA • CA 91788 COLUMN ANALYSIS ANALYZED PER AISI & THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 140 LB M= 4,823 IN -LB AXIAL KxLx/rx = 1'144 IN/0.91 IN = 158.2 KyLy /ry = 1 IN = 30.0 <_ (KI/r)max Fe= n"2E/(KUr)max "2 = 11.8KSI Fy/2= 16.5 KSI SINCE, Fe < Fy/2 THEN, Fn= Fe 33 KSI11 - 33 KSI/(411.8 KSI)) = 11.8 KSI Pn= Aeff'Fn = 9,696 LB Oc= 1.92 PROJECT WORLD LIGHTING FOR SYNDICATE SYSTEMS SHEET NO. 8 OF 24 CALCULATED BY M.T. DATE 8/22/00 SECTION PROPERTIES Pa= Pn/Oc Aeff = 0.82 IN^2 = 9696 LB/1.92 Ix = 0.65 INA4 = 5,050 LB Sx = 0.49 INA3 P/Pa= 0.03 < 0.15 rx = 0.91 IN FLEXURE Iy = 0.13 IN "4 CHECK: P/Pa + Mx/Max s 1.33 Sy = 0.26 INA3 THUS, Pno= Ae'Fy = 0.82 IN^2 PSI = 27,060 LB Pao= Pno /Oc = 27060 LB/1.92 = 14,094 LB Myield =My= Sx *Fy = 0.49 INA3 * 33000 PSI = 16,1701N -LB Max= My /Of = 16170 IN- LB/1.67 = 9,683 IN -LB Pcr= n^2EI /(KL)max ^2 = n ^2 KSI/(1*144 IN)A2 = 9,281 LB px= [1- (Qc *P/Pcr)] = [1- (1.92'140 LB/9281 LB)) = 0.97 (140 LB/5050 LB) + (4823 IN- LB/9683 IN -LB) = 0.51 < 1.33, OK ry = 0.40 IN Kx = 1.00 Lx = 144.0 IN Ky = 1.00 Ly= 12.0 IN Fy= 33 KSI E= 30,000 KSI Of= 1.67 Cmx= 1.00 Cb= 1.00 w . D U Q : 0 "' WW w 0 2 gm m D ' Ill Z O W U 0 ' 0 co 0 1- ? LU L a H Vj _. ! Z 0 52 Z MATERIAL HANDUNG ENGINEERING TEL: (909) 8890989 • FAX: (909) 889.0981 181 ATLANTIC AVENUE • POMONA • CA 91768 Mbase = Mcol / 2 = 2,412LB -IN "1 r i ta ll : 1 6 114111141 INC. BASE BRACKET AN AL Y SIS lb = Mcol(total)/Sx = 2412LB -IN / 0.27 INA3 = 8,932PSI 19,800PSI Fb(member) = 0.6 x 33000PSI = 1b/Fb = 8932PS1 / 19800PSI = 0.45 < 1.33 THEREFORE OK OVERTURNING ANALYSIS Movt = V•H = 20.7LBx108IN = 2,236LB -IN Mst = (LIVE LOAD + 0.85DEAD LOAD) • NO. OF LEVELS (DEPTH OF SHELF/2) ((75LB/LEVEL+ 0.85 x 40LB/LEVEL) x 1 LEVELS) x 191N /2 = 1,036LB -IN Puplift = (Mot x 1.15 - Mst)/DEPTH OF BASE = (2236IN -LB x 1.15 - 1035.51N-LB)/ (19IN) = 80.81 LB = UPUFT FORCE ANCHORS REQUIRED USE (2) 0.25 in ; 0 ANCHOR WITH 2 in MIN. EMBEDMENT FOR EACH BRACKET ANCHOR CAPACITY: COMBINED STRESS: # ANCHORS = 2 PULLOUT CAPACITY = 265LB SHEAR CAPACITY = 400LB fa/Fa + fb/Fb= (81 LB 42 x 265) + 21 LB 42 x 400)) = 0.18 0.18 < 1.0 THEREFORE OK PROJECT WORLD LIGHTING FOR SYNDICATE SYSTEMS SHEET NO. 9 OF 24 CALCULATED BY M.T. DATE 8/22/00 Sx(member) = 0.27 IN"3 Fb = 33,000PSI Base Depth = 19.0 IN SEIZMIC INC. MATERIAL HANDUNG ENGINEERING TEL: (909) 8890989 • FAX: (909) 8894981 181 ATLANTIC AVENUE • POMONA • CA 91788 PROJECT WORLD LIGHTING FOR SYNDICATE SYSTEMS SHEET NO. 10 OF 24 CALCULATED BY M•T• DATE 8/22/00 SLAB AND SOIL SCOPE THE SLAB WILL BE CHECKED FOR PUNCTURE. IF NO PUNCTURE OCCURS, THE SLAB WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL, AND THUS ACT AS A FOOTING. PUNCTURE: Pmax = 1.4 *Pcol + 1.7 *(Mot / d) = 1.4 x 115LB + 1.7 x 4823L6 -IN / 45IN = 343LB Fpunct = 2 * (fc) ^.5 = 2 x 2000PSI^0.5 = 89.4PSI Asoil = Pmax / (1.33 * fsoil) = 37.16 INA2 L = (Asoil)^0.5 = 6.10 IN B = (Beff * Deff)^0.5 + t = 5.94 IN I= (L -B) /2 = 0.08 IN Sconc = 11^2/6 = 2.67 IN ^3 Fconc = 50 *(fc) ^0.5 = 201.25 PSI Apunct = ((w +t2) +(d +t2)] *2*t (( 2 . + /2) +(1IN +4IN2))x2x4IN = 62.00IN^2 fa/Fa = Pmax / ( Apunct. x Fpunct.) = 343.206LB / (62IN ^2 x 89.44PSI) = 0.06 < 1.0 THEREFORE OK SLAB TENSION: Mconc = wI ^2/2 = (1.33 *fsoil *1 ^2)/(144 *2) = 0.03 LB -IN fb/Fb = Mconc /(Sconc *Fconc) = 0.00 SINCE 0 < 1.0 THE SLAB & SOIL IS OK Beff = 2.750 IN Deff = 1.000 IN BASE PLATE SLAB A SOIL t = 4.0 IN fc = 2,000PSI (soil = 1,000PSF cc 2 U) Ivo W N W W `; to IL w 0 : u.? N O ILI Z I- O Z t - '; uj U 0 O I— w W . h r - U. - t O . _ U N � ; 11 .0.0.01„m it SEIZMIC NVC. MATERIAL HANDUNG ENGINEERING TEL: (909) 8890989 • FAX: (909) 8890981 181 ATLANTIC AVENUE • POMONA • CA 91788 144" 5 LEVEL GONDOLA PROJECT WORLD LIGHTING FOR SYNDICATE SYSTEMS SHEET NO. 11 OF 24 CALCULATED BY M.T. DATE 8/22/00 *J ^ y TEL: (909) 869.0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 EABAMEIRM1441AC21101011511 CONFIGURATION IN11% SHEET NO. 12 OF 24 MATERIAL HANDLING ENGINEERING CALCULATED BY M.T. DATE 8/22/00 - SEISMIC Fp= ap•Ip•Ca *Wp /(1.4'Rp) - MAIN STEEL Fy = 33,000 PSI - ANCHOR 1/4" 0 x 2" MIN. EMBED. HILTI WEDGE TYPE (ICBO# 4627) - SLAB 4" x 2,000 PSI - SOIL 1,000 PSF 144" PROJECT WORLD LIGHTING , SEIr ill°111° Zt i t ill ft FOR SYNDICATE SYSTEMS 36" 102" TYPE•144 "GONDOLA HEADER WOOD HEADER BRACKET -f- 60" TYP. FRONT VIEW SIDE VIEW •• NOTE: 2 "X6" TOP TIE DOES NOT EXIST ON GONDOLAS CONNECTING TO A LADDER RAIL. SEE LAYOUT DEPICTING LADDER 1 LOCATIONS , 1 1 11 / I 11 !! �� 22 28" 11 144" U O' w N W 0 _ d ' w z � 0 ` z 2 U � ,0 la = t UL O : V N O ' z MATERIAL HANDLING ENGINEERING TEL: (909) 80989 • FAX: (909) 8890981 181 ATLANTIC AVENUE • POMONA • CA 91788 LOADS AND DISTRIBUTION PER '97 UBC SECTION 1632.2 AND TABLE NO. 16-0 Fp = ap•Ca•tp•Wp 1.4•Rp = O.rca•Ip`Wp/1.4 ap = 2.50 I = 1.00 Ca = 0.36 Wp = DEAD LOAD + LIVE LOAD Rp =4.0 NOTE: ap/Rp = 0.625 < 0.7 THEREFORE EON 32 -3 CONTROLS LEVELS= 5 DEAD LOAD = 10LB/LEVEL LIVE LOAD = 140LB/LEVEL Pcol = (Wp • NO. OF LEVELS) = (140LB/LEVEL +10)x 5 LEVELS = 750LB COLUMN MOMENTS Fp = 0.7x1 x0.36x(140LB /LEVEL +I OLB /LEVEL) /1.4 27.00LB/LEVEL V = Fp • NO. OF LEVELS = 27 LB/LEVEL • 5 = 135.00LB Mcol(stat.) = Wp • NO. OF LEVELS • (DEPTH OF SHELF/2) = (140LB + 10LB) x 5LEVELS x 22IN 2 = OLB-IN Mcol(seis.) = Fp•H = 27LB x 3801N = 10,260LB -IN PROJECT WORLD LIGHTING BEIZMIC FOR SYNDICATE SYSTEMS Mcoi(total) = Mcol(stat.) + Mcol(seis.) = 10,260LB -IN INC. SHEET NO. 1 3 OF 24 CALCULATED BY M.T. DATE 8/22/00 ./.24111 1:Lt. r 28" ya 22" 22" 124 100 144" 76 52 28 H = 380.0IN 1 0 1 p LL i CC 3 W 0; < ', — a LU U 0 O N ': = V 0 Uw 0 � z SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 889.0989 • FAX: (909) 8884981 181 ATLANTIC AVENUE • POMONA • CA 91788 PROJECT ) WORLD LIGHTING FOR SHEET NO. 14 OF 24 CALCULATED BY SYNDICATE SYSTEMS M.T. DATE 8/22/00 ARM ANALYSIS ARM CHECK: CHECK TENSION CAPACITY: ARM SPAN = 22.0 IN LOAD = 150 LB/LEVEL M = LOAD x (ARM SPAN/2) = 150 LB/LEVEL x 22 IN/2 =1,650 LB-IN ASSUME ONLY THE TOP CLIP IN TENSION TENSION CAPACITY = T= 0.6Fy x A . = 0.6x33000 PSI x0.09!NM = 1,782 LB MOMENT CAPACITY = T x d = 1782 LBx 1.125 IN = 2,005 LB -IN > 1650 LB THEREFORE OK CHECK FOR SHEAR CAPACITY: Varm = LOAD/2 = (10 +5)/2 = 75 LB/LEVEL SHEAR CAPACITY = 0.4Fy • A = 0.4x33000 PSI x0.09IN"2 = 1,188 LB > 75 LB THEREFORE OK A = 0.090 INA2 Fy = 33,000.0 PSI d = 1.125 IN +ti+St�J ir' I�nRv?i$'�r1 g co LL W O- 2 g. w U 0 ., , DI w w O Z ; U � O THUS, SEIZMIC INC. MATERIAL HANDUNG ENGINEERING TEL: (909) 889.0989 • FAX: (909) 889.0981 181 ATLANTIC AVENUE • POMONA • CA 91788 COLUMN ANALYSIS ANALYZED PER AISI & THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 750 LB ME 10,260 IN -LB KxLx/rx = 1'144 IN/0.91 IN = 158.2 KyLy /ry = 1'24 IN/0.4 IN = 60.0 AXIAL <== (KI/r)max Fe= n"2E/(KUr)max ^2 = 11.8 KSI Fy2= 18.0 KSI SINCE, . Fe < Fy/2 THEN, Fn= Fe = 36 KSI11 -36 KSI /(4 "11.8 KSI)] 11.8 KSI Pn= Aeff*Fn = 9,696 LB •c= 1.92 Pa= Pn/Oc = 9696 LB/1.92 = 5,050 LB P/Pa= 0.15 < 0.15 FLEXURE CHECK: P/Pa + Mx/Max s 1.33 Pno= Ae'Fy = 0.82 IN"2'36000 PSI = 29,520 LB Pao= Pno /Qc = 29520 LB/1.92 = 15,375 LB Myield =My= Sx•Fy = 0.49 IN ^3 36000 PSI = 17,640 IN -LB Max= My /Of = 17640 IN- LB/1.67 = 10,563 IN -LB Pcr= n ^2EI /(KL)max "2 = n "2'30000 KSI/(1•144 IN) ^2 = 9,281 LB PROJECT FOR SHEET NO. CALCULATED BY (750 LB/5050 LB) + (10260 IN- LB/10563 IN -LB) = WORLD LIGHTING SYNDICATE SYSTEMS 15 OF 24 M.T. DATE 8/22/00 px= (1- (Oc'P/Pcr)] = [1- (1.92'750 LB/9281 LB)) = 0.84 SECTION PROPERTIES Aeff = 0.82 IN "2 Ix = 0.65 INA4 Sx = 0.49 IN"3 rx = 0.91 IN Iy = 0.13 IN ^4 Sy = 0.26 INA3 ry = 0.40 IN Kx = 1.00 Lx = 144.0 IN Ky = 1.00 Ly = 24.0 IN Fy= 36 KSI E= 30,000 KSI Of= 1.67 Cmx= 1.00 Cb= 1.00 1.02 < 1.33, OK SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0969 • FAX: (909) 869.0961 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. 16 OF 24 CALCULATED BY WORLD LIGHTING SYNDICATE SYSTEMS M.T. DATE 8/22/00 BASE BRACKET ANALYSIS Mbase = Mcol / 2 = 5,130LB -IN ANCHOR CAPACITY: fb = Mcol(total)/Sx = 5130LB -IN / 0.27 INA3 = 19,000PSI 21,600PSI Fb(member) = 0.6 x 36000PSI = fb/Fb = / 21600PSI = 0.88 < 1.33 THEREFORE OK OVERTURNING ANALYSIS Movt = Fp•H =135LBx380IN 10,260LB -IN COMBINED STRESS: Mst = (LIVE LOAD + 0.85DEAD LOAD) • NO. OF LEVELS • (DEPTH OF SHELF/2) = ((140LB/LEVEL+ 0.85 x 10L8/LEVEL) x 5LEVELS) x 22IN / 2 = 8,168LB -IN Puplift = (Mot x 1.15 - Mst)/DEPTH OF BASE = (102601N -LB x 1.15 - 8167.51N -LB)/ (221N) = 165.07LB = UPLIFT FORCE ANCHORS REQUIRED USE (2) 0.25 in 0 ANCHOR WITH 2 in MIN. EMBEDMENT FOR EACH BRACKET # ANCHORS = 2 PULLOUT CAPACITY = 353LB SHEAR CAPACITY = 533LB fa/Fa + fblFb= (165 LB /(2 x 353)) "(513)+ (135 LB /(2 x 533)) "(5 /3) = 0.12 0.12 < 1.0 THEREFORE OK Sx(member) = 0.27 INA3 Fb = 36,000PSI Base Depth = 22.0 IN PROJECT j WORLD LIGHTING r SYNDICATE SYSTEMS INC. SHEET NO. 17 OF 24 MATERIAL HANDUNG ENGINEERING TEL: (909) 8890989 • FAX: (909) 889.0981 181 ATLANTIC AVENUE • POMONA • CA 91788 SLAB AND SOIL SCOPE THE SLAB WILL BE CHECKED FOR PUNCTURE. IF NO PUNCTURE OCCURS, THE SLAB WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND THUS ACT AS A FOOTING. PUNCTURE: Pmax = 1.4•Pcol + 1.7•(Mot / d) = 1.4 x 750LB + 1.7 x 10260LB -IN / LOAD x (ARM SPAN/2)IN = 1,843LB Fpunct = 2 • (fc) ^.5 = 2 x 2000PSI^0.5 = 89.4PSI Apunct = [(w +t/2) +(d +t/2)p2 *t ((2.75IN +4IN /2) +(1IN +4IN2))x2x4IN = 62.00 IN ^2 fa/Fa = Pmax / (Apunct. x Fpunct.) = 1842.81818181818LB / (621N ^2 x 89.44PSI) = 0.33 < 1.0 THEREFORE OK SLAB TENSION: Asoil = Pmax / (1.33 • fsoil) = 199.52 INA2 L = (Asoil)^0.5 = 14.13 IN B = (Beff • Deff)^0.5 + t = 5.94 IN I= (L -B) /2 = 4.09 IN Mconc = w1^22 = (1.331soil•I "2)/(144 = 77.61 LB -IN Sconc = 11"2/6 = 2.67 INA3 Fconc = 50•(fc) ^0.5 = 201.25 PSI fb/Fb = Mconc/(Sconc*Fconc) = 0.14 SINCE 0.14 < 1.0 THE SLAB & SOIL IS OK CALCULATED BY M.T. DATE 8/22/00 B L BASE PLATE Beff = 2.750 IN Deff = 1.000 IN SLAB & SOIL t= 4.0 IN fc = 2,000PSI fsoil = 1,000PSF r Z 2 o 0 ui tn w o w H zH 0 � 0 1- '; W w' O U -' 0 PROJECT � WORLD LIGHTING SEIZMIC FOR SYNDICATE SYSTEMS Imo• SHEET NO. 18 OF 24 MATERIAL HANDLING ENGINEERING TEL: (909) 8890989 • FAX: (909) 809.0981 181 ATLANTIC AVENUE • POMONA • CA 91788 84" 4 LEVEL GONDOLA CALCULATED BY M.T. DATE 8/22/00 0 0 COW` CO IL W O ¢ 'J'; co 3 H W; Z H!: W 3 p o W W ` 0 0 ■ lII Z ` 0 : CONFIGURATION - SEISMIC - MAIN STEEL - ANCHOR - SLAB - SOIL �J MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PARAMETERS 84" GONDOLA WITH 4 LEVELS PROJECT FOR SHEET NO. CALCULATED BY Fp= ap *Ip *Ca*Wp /(1.4 *Rp) Fy = 33,000 PSI 1/4" 0 x 2" MIN. EMBED. HILTI WEDGE TYPE (ICBO# 4627) 4" x 2,000 PSI 1,000 PSF TYPE 84 "GONDOLA WORLD LIGHTING SYNDICATE SYSTEMS 19 OF 24 M.T. DATE 8/22/00 84" 78" FRONT VIEW —.- EQUAL EQUAL 84" EQUAL 22 EQUAL SIDE VIEW • MATERIAL HANDUNG ENGINEERING TEL: (909) 869.0969 • FAX: (909) 869-0961 161 ATLANTIC AVENUE • POMONA • CA 91768 LOADS AND DISTRIBUTION PER '97 UBC SECTION 1632.2 AND TABLE NO. 16-0 Fp = ap *Ca'Ip'Wp/1.4 *Rp = 0.7'Ca•Ip*WpH.4 ap =2.50 I = 1.00 Ca = 0.36 Wp = DEAD LOAD + LIVE LOAD Rp = 4.0 NOTE: ap/Rp = 0.625 < 0.7 THEREFORE EON 32 -3 CONTROLS LEVELS= 4 DEAD LOAD = 10LB/LEVEL LIVE LOAD = 140LB/LEVEL COLUMN MOMENTS SEIZMiC FOR SYNDICATE SYSTEMS INC. SHEET NO. 20 OF 24 Fp = 0.7x1 x0.36x(140LB /LEVEL +1 OLB /LEVEL) /1.4 = 27.00LB/LEVEL V = Fp * NO. OF LEVELS = 27 LB/LEVEL *4 = 108.00LB Pool = (Wp • NO. OF LEVELS) = (140LB/LEVEL +10)x 4 LEVELS = 600LB Mcol(stat.) = OLB -IN McoI(seis.) = Fp•H = 27LB x 216IN = 5,832LB -IN McoI(total) = McoI(stat.) + Mcol(seis.) = 5,832LB -IN PROJECT WORLD LIGHTING CALCULATED BY M.T. DATE 8/22/00 fs r OP- a 1 22 " 22 H EQUAL EQUAL 8 " EQUAL Y —± EQUAL 84 64 44 24 H = 216.0IN cc 5 (0 CO W? CO I_ W O; g a; W: 2 ~~ Z 0 2 j _ , CO: ,0 I- Ww AL O w Z r= 0 ; t MATERIAL HANDUNG ENGINEERING TEL: (909) 8894989 • FAX: (909) 869.0981 181 ATLANTIC AVENUE • POMONA • CA 91788 ARM ANALYSIS ARM CHECK: CHECK TENSION CAPACITY: ARM SPAN = 22.0 IN LOAD = 14 LB/LEVEL PROJECT WORLD LIGHTING SEIZMIC FOR SYNDICATE SYSTEMS INC. SHEET NO. 21 OF 24 M = LOAD x (ARM SPAN/2) 14 LB/LEVEL x 22 IN/2 = 154 LB-IN ASSUME ONLY THE TOP CLIP IN TENSION TENSION CAPACITY = T= 0.6Fy x A = 0.6 x 33000 PSI x 0.09 INA2 = 1,782 LB MOMENT CAPACITY = T x d = 1782 LB x 1.125 IN = 2,005 LB -IN > 154 LB THEREFORE OK CHECK FOR SHEAR CAPACITY: Varm = LOAD/2 (10 +4)/2 7 LB/LEVEL SHEAR CAPACITY = 0.4Fy • A = 0.4x33000 PSI x0.09IN^2 = 1,188 LB > 7 LB THEREFORE OK CALCULATED BY M.T. DATE 8/22/00 A = 0.090 INA2 Fy'= 33,000.0 PSI d = 1.125 IN W san 2 Cl) rn. co LL uj 0, gQ • Cy I— 0 Z 3 p ,O co' O W W; � v w z, 0 z S INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869.0989 • FAX: (909) 680.0981 181 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT WORLD LIGHTING FOR SYNDICATE SYSTEMS SHEET NO. 22 OF 24 CALCULATED BY M.T. DATE 8/22/00 COLUMN ANALYSIS ANALYZED PER AISI & THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P_ 600 LB Ma 5,832 IN -LB KxLx/rx = 2.1'841N/0.91 IN = 193.8 <- (KI/r)max KyLy /ry = 1*24 IN/0.4 IN =60.0 ANA Fe= n^2E/(KUr)max "2 = 7.9KSI Fy2= 18.0 KSI SINCE, Fe < Fy2 THEN, Fn= Fe 36 KSI *(1 -36 KSI/(4 *7.9 KSI)] = 7.9KSI Pn= Aeff'Fn = 6,461 LB Oc= 1.92 Pa= Pn /Oc = 6461 LB/1.92 = 3,365 LB P/Pa= 0.18 > 0.15 FLEXURE CHECK: P/Pa + (Cmx *Mx) /(Max *px) s 1.33 P/Pao + Mx/Max s 1.33 Pno= Ae *Fy = 0.82 IN"2 *36000 PSI = 29,520 LB Pao= Pno/Oc = 29520 LB/1.92 = 15,375 LB Myield =My= Sx *Fy = 0.49 IN "3 * 36000 PSI = 17,640 IN -LB Max= My /Of = 17640 IN- LB/1.67 = 10,563 IN -LB Pcr= n"2EI /(KL)max ^2 = nA2*30000 KSI/(2.1 IN) "2 = 6,185 LB THUS, px= [1- (O0P/Pcr)] = (1- (1.92 *600 LB/6185 LB)] = 0.81 Of= 1.67 Cmx= 0.85 Cb= 1.00 (600 LB/3365 LB) + (0.85'5832 IN- LB)/(10563 IN -LB *0.81) = 0.76 :< 1.33, OK (600 LB/15375 LB) + (5832 IN- LB/10563 IN -LB) = 0.59 < 1.33, OK SECTION PROPERTIES Aeff = 0.82 INA2 Ix = 0.65 IN "4 Sx = 0.49 INA3 rx= 0.91 IN Iy = 0.131104 Sy = 0.26 INA3 ry = 0.40 IN Kx = 2.10 Lx = 84.0 IN Ky = 1.00 Ly = 24.0 IN Fy= 36 KSI E= 30,000 KSI 1--- r Z' Ct W Q rn to W Ca W W O ;: LL =; CO = - W Zj I 0 Z uj 0 ' 0 CO, = W H IL 0 iu z O N O' z MATERIAL HANDLING ENGINEERING TEL: (909) 869.0989 • FAX: (909) 889-0981 181 ATLANTIC AVENUE • POMONA • CA 91788 :1.1-1, _ 1:LICiAt11. PU- Mbase = Mcol / 2 = 2,916LB -IN Fb(member) = 0.6 x 36000PSI = fb/Fb = 10800PSI / 21600PSI OVERTURNING ANALYSIS Puplift = (Mot x 1.15 - Mst)/DEPTH OF BASE = (5832IN -LB x 1.15 - 13068IN-LB)/ (44IN) = - 144.57LB NO UPLIFT FORCE USE (2) 0.25 in 0 ANCHOR WITH 2 in MIN. EMBEDMENT FOR EACH BRACKET ANCHOR CAPACITY: COMBINED STRESS: fa/Fa + fb/Ft S INC. fb = Mcol(totai)/Sx = 2916LB -IN /0.27 INA3 = 10,800PSI 21,600PSI = 0.50 < 1.33 THEREFORE OK Movt = Fp*H = 108LBx216IN = 5,832LB -IN PROJECT FOR SHEET NO. 23 CALCULATED BY Mst = (LIVE LOAD + 0.85DEAD LOAD) • NO. OF LEVELS * (DEPTH OF SHELF/2) ((140LB/LEVEL+ 0.85 x 10LB/LEVEL) x 4LEVELS) x 44IN / 2 13,068LB -IN # ANCHORS = 2 PULLOUT CAPACITY = 353LB SHEAR CAPACITY = 533LB ( -145 LB 42 x 353)) "(5f3)+ (108 LB /(2 x 533))"(54) = 0.02 < 1.0 THEREFORE OK WORLD LIGHTING 0.02 SYNDICATE SYSTEMS M.T. . DATE 8/22/00 OF 24 Sx(member) = 0.27 INA3 Fb = 36,000PSI Base Depth = 22.0 IN 0 u) W 0 u- om ` W Z I- O Z I'f 2 a. 0 i 0 N W H - u- � iii Z 1=. = 0 F[ - . z SLAB AND SOIL SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 8890989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 Fpunct = 2 * (f c) ^.5 = 2 x 2000PSI^0.5 = 89.4PSI SLAB TENSION: Asoil = Pmax / (1.33 * fsoil) = 139.74IN^2 L = (Asoil)^0.5 = 11.82 IN B = (Beff ' Deff)A0.5 + t = 5.94 IN I= (L -B) /2 = 2.94 IN Sconc = 1'02/6 = 2.67 INA3 Fconc = 50'(fc) ^0.5 = 201.25 PSI Apunct = ((w +t2) +(d +t/2))'21 = ((2.75IN + 4IN / 2) + (1 IN + 4IN/2)) x 2 x 4IN = 62.00 INA2 fa/Fa = Pmax / ( Apunct. x Fpunct.) = 1290.65454545455LB / (62IN ^2 x 89.44PSI) = 0.23 < 1.0 THEREFORE OK Mconc = w1^2/2 = (1.331soil'I ^2)/(144'2) = 40.08 LB -IN fb/Fb = Mconc/(Sconc *Fconc) = 0.07 SINCE 0.07 < 1.0 THE SLAB & SOIL IS OK PROJECT FOR SHEET NO. CALCULATED BY SCOPE THE SLAB WILL BE CHECKED FOR PUNCTURE. IF NO PUNCTURE OCCURS, THE SLAB WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL, AND THUS ACT AS A FOOTING. PUNCTURE: Pmax = 1.4'Pcol + 1.7'(Mot / d) = 1.4 x 600LB + 1.7 x 5832LB -IN / LOAD x (ARM SPAN/2)IN = 1,291LB WORLD LIGHTING SYNDICATE SYSTEMS 24 OF 24 M.T. DATE 8/22/00 BASE PLATE Beff = 2.750 IN Deff = 1.000 IN SLAB & SOIL t = 4.0 IN fc = 2,000PSI fsoil = 1,000PSF • N .. 1LL2T1491. • 119 OF 9p.OF1NOT01 3 112' MIL STUDS • 24' 0.C. 1 XI'11" X 15 GA X 3" CLIP ANGLE IN TRACK e 24' O.G. ATTAC. -I tLITN (2) NO TIC ,TRACK SCALE: 1" ■ 1• -0" BOTTOM OF IROOF FRAMING ZING FINI51 -I MATERIAL PER 9C& -10 (TYP) (2)' SCREWS • 24" O.G. (TYP) ID EP LEG TRACK 5/8" TYPE "X" G103 (TYP) PROVIDE 314" x 212 GA BRIDGING 024' OTC. ATTA WITH (2) 't SCREWS SOT TOM TRACK 6OPP I T ' CU5TOMLIZ MRV I CE COUNTER P2ao )01- - - s C 1. n t 0 -liii LLsTAOm ARCHITECTS, P.S C. 919 124th AA NE NELLL1RFE, *A 110005 1El: us s 93 19X: irE5.455.9.161 wwsacamotoasLoo to I JOB NO: 20002245 DRAWI4 SEA • CH53.`KED: • DATE II -I0-01, "4 5 PROJECT lAi O Rag) 1...1 C0-1.4. - r i l.) Cr- DATE Ob PROJECT # TO CI i v OF TLA le- WILA ATTEN *139p COPIES DESCRIPTION 7 ea. S%.IStul(c. $101MG'V• A1` t....ys(S dF IL:.NDe>t-- REMARKS T LEASE. C_YDk T ACT J t M 1:1P- W 1Tt4 Se-df5 0 N.4 LL �.f2.cw7 A -r i/2s- 4 /SS- 32.0 w1TN eoMmE,vTS. � H ,ilk. Yom 1 BY I M gR-y /A V--I CC Fi SCONZO / HALLSTRL 919 124TH AVE. NE BELLEVUE, WA 98005 TRANSMITTAL WE TRANSMIT Attached ❑ Under Separate Cover VIA ❑ Picked Up at S/H Office Courier ❑ UPS / Fed Ex Service O US Mail ❑ Fax # No. of Pages THE FOLLOWING ❑ Correspondence O DCVR /RFI Construction Documents ❑ Directive / Instructions ❑ Revisions to Plans / Specs O Payment Certificate / C.O. O TRANSMISSION STATUS ❑ For Your Information ❑ As Requested ❑ For Review and Comment }S< For Approval i ARCHITECTS TEL: (425) 455 -3203 FAX: (425) 455 9351 Client Name: Sconzo- halistrom Contact: Client Address: 919 124th Ave NE Bellevue, WA 98005 Date: 10/17/00 Supplier: Plant Number: Mix Number: Truck Number: Ticket Number: Number of Samples: 3 Yards placed: 6 Design Strength: 3000 Stoneway 2 5950 -A 305 169477 010675 10/24100 7 6 X 12 28.26 1/1 Field /Material Report Report Number: 17172 nef. 428881:5813 ?Fax '�425 881 Project Number: 00 -290 Permit 1: Project Name: Address: Air Temperature: 55 Concrete Temperature: 69 Air Content: Slump: 5.5 Time Sampled: 132000191 Tukwila Lighting Store 300 Andover pk W Ste 603 - tukwila 10:30:00 AM ASTM C 1064 ASTM C 143 ASTM C 231 Added Water: 35 gal by pump operator Admixtures : ADVA 13.2 OZ. WRDA 6426.4 OZ. Inspection Performed: Reinforcing Concrete Location: see below Grid Lines/Location: For elevated slab and stem wall. Second floor mezzanine section D.3 to E full width of slab. Remarks: ResteeVWWF was per plan. Concrete placed via pump and was mechanically consolidated. Concrete was 2.5 hours old at time of sampling due to problems with pump. Water added was part of 40 gallons allowable per batch ticket. ® Conforming to approved plans Inspector: Sean Flint Reviewed: Alan Hale Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 118760 4200 C 1231 Pad Cap Distribution: 2 Client ❑ Architect Date Mailed: Ohl (00 ❑ Engineer ❑/ Contractor Tested By: Preston Norgar dl Municipality ❑ Owner /Other Reviewed: Alan Hale 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 Is strictly forbidden L A A R , Testing ;iltf r tot'y Client Name: Contact: Client Address: Date: Supplier: Plant Number: Mix Number: Truck Number: Ticket Number: Number of Samples: Yards placed: Design Strength: Sconzo- halistrom 919 124th Ave NE Bellevue, WA 98005 10/17/00 Stoneway 2 5950 -A 306 169477 3 6 3000 010675 1024100 7 6 X 12 28.26 1/1 010676 11/14/00 28 6 X 12 28.26 1/1 010677 11/14/00 28 6 X 12 28.26 1/1 Distribution: J Client _! Architect r cli Engineer Contractor NI Municipality 7 Owner /Other Field /Material Report Report Number: i Ave N t: Patk 180, Suite C101 Redmon '•Ph 'Ode ' 42188 Project Number: Permit If: Project Name: Address: Air Temperature: Concrete Temperature: Air Content: Slump: Time Sampled: Added Water: 00 -290 b2000 -191 Tukwila Lighting Store 300 Andover pk W Ste 600 - tukwila 55 69 Admixtures : ADVA 13.2 OZ. WRDA 64 26.4 OZ. Inspection Performed: Reinforcing Concrete Location: see below Grid LineslLocation: For elevated slab and stem wall. Second floor mezzanine section D.3 to E full width of slab. Remarks: ResteeWVWF was per plan. Concrete placed via pump and was mechanically consolidated. Concrete was 2.5 hours old at time of sampling due to problems with pump. Water added was part of 40 gallons allowable per batch ticket. ® Conforming to approved plans Inspector: Sean Flint Reviewed: Alan Hale Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 118760 4200 C 1231 168890 5980 C 1231 168270 5950 C 1231 ASTM C 1064 ASTM C 143 5.5 ASTM C 231 10:30:00 AM 35 gal by pump operator Date Mailed: it /I11 /o0 Tested By: Preston Norgar Reviewed: Alan Hale 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 is strictly forbidden RECEIVED NOV 20 2000 TUKWILA 17PUBLIC WORKS Pad Cap Pad Cap Pad Cap 4 co W' co I W O < L:137 '. z V 0 '; W W U Il z H" F z Client: Sconzo•hallstrom 919 124th Ave NE Bellevue, WA 98005 Contact: Date: 10/16/00 y Distribute Client ❑ Distribute Engineer r y] Distribute Municipality • Distribute Contractor ❑ Distribute Architect Field Report Time: Report Number: 27339 Project Number: 00.290 Permit #: B2000 -191 Project Name: Tukwila Lighting Store Address: 300 Andover pk W Ste 600 - tukwila Temperature: On the above date, this Inspector was on site at 300 Andover Park west, suite 600 to inspect structural steel. * As reported on 10 -13 -00 report # 27337 beam to column connection was welded to replace one bolt. Contractor has received a signed RFI from Engineer, accepting repairs made. Reference Pennon RFI # 14. * Structural steel is complete and acceptable from D.4 to E.2 line from 2.5 to 3.5 line. All work is acceptable with the following exception: 1. Column to beam connection at E/2.8 (reference E drawing 2A) has 2 misaligned holes. Column has been welded. RFI to follow. Inspector: Gerold Ice Reviewed by: Jerry Anderson 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 is strictly forbidden RECEIVED NOV 0 6 2000 TUKWILA PUBLIC WORKS W, U ' V O to 0 w 9 co u.1 W 0 u. _ v . DJ z O 2 Dr D O S O H ! I - U 0 0 Z 4A.R�Teat�InQ I:aboratbry; t .11281800 Mill E:' P tit . 4Ptionelatailt 5812fFax.42 Client Name: Sconzo- hallstrom Contact: Client Address: 919 124th Ave NE Bellevue, WA 98005 Date: 10/13/00 Supplier: Stoneway Air Temperature: Plant Number: 10 Concrete Temperature: ASTM C 1064 Mix Number: 4852 Air Content: ASTM C 143 Truck Number: 303 Slump: 6 ASTM C 231 Ticket Number: 168965 Time Sampled: 10:15:00 AM Number of Samples: 3 Added Water: 12 gal by contractor Yards placed: 27 Admixtures : WR GRACE - 64=256 o2. Design Strength: 3000 Inspection Performed: Reinforcing Concrete Location: see below Grid Lines/Location: For 2nd level mezzanine deck and slab on grade infills at column bases beneath mezzanine deck. Remarks: Concrete placed by pump and consolidated manually by rodding for upper and by vibration for slab on grade infills. ® Conforming to approved plans Inspector: Gena Kent Reviewed: Alan Hale Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 010607 10/20/00 7 6 X 12 28.26 1/1 Distribution: 0 Client ❑ Architect ❑ Engineer 1 Contractor J Municipality ❑ Owner /Other Field /Material Report Report Number: 17681 Project Number: 00 -290 b -20170 -191 Permit #: Project Name: Tukwila Lighting Store Address: 300 Andover pk W Ste 600 - tukwila 80420 2850 C 1231 Pad Cap Date Mailed: Tested By: Reviewed: 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 is strictly forbidden io /2.i /DO mike hoitz Alan Hale Client: Sconzo - hallstrom 919 124th Ave NE Bellevue, WA 98005 Contact: Date: 10/13/00 Distribute Client ❑ Distribute Engineer Distribute Municipality © Distribute Contractor ❑ Distribute Architect Field Report Time: Report Number: { l.:l r {'��t Y , . ,�'�.� ...1�F 4C.tY.a { tF ' 11.1. k 1, Y � . Project Number: 00-290 Permit #: B2000-191 Project Name: Tukwila Lighting Store Address: 300 Andover pk W Ste 600 - tukwila Temperature: On the above date, this Inspector was on site at 300 Andover Park West Suite 600 to inspect structural steel and metal floor deck. * Decking is complete and acceptable from line A to line D.4 on second floor framing. * Structural steel welding and bolting is complete and acceptable on second floor framing from A to D.4 with the following exception: 1. Beam to column connection at C/2.9, column shear connector has only three bolt holes, beam is required to have a four bolt connection. The Structural Engineer accepted the welding of beam to shear tab to replace bolt. RFI to follow. Inspector: Gerold Ice Reviewed by: Jerry Anderson 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 is strictly forbidden RECEIVED OCT 3 0 2000 27337 PUBLIC WORKS Client Name: Sconzo- hallstrom Contact: Client Address: 919124th Ave NE Bellevue, WA 98005 Date: Report Number: 17681 L Testing Laboratory,' Inc 7'128180thAve N E, Park 180, Suite C101, Redih�ond,s V1�A 9b0 hone 425 881 5812 fax 425 881 54_ Supplier: Plant Number: Mix Number: Truck Number: Ticket Number: Number of Samples: Yards placed: Design Strength: 10/13/10 Stoneway 10 4852 303 168966 3 27 3000 010607 10/20100 7 6 X 12 28.26 1/1 010608 11 /10100 28 6 X 12 28.26 1/1 010609 11 /10/)0 28 6 X 12 28.26 1/1 Field /Material Report Project Number: Permit 9: Project Name: Address: Air Temperature: Concrete Temperature: Air Content: Slump: Time Sampled: Added Water: 00 -290 b= 2000 -191 Tukwila Lighting Store 300 Andover pk W Ste 600-tukwila 6 10:15:00 AM 12 gal by contractor Admixtures : WR GRACE - 64=255 oZ. ASTM C 1064 ASTM C 143 ASTM C 231 Inspection Performed: Reinforcing Concrete Location: see below Grid Lines/Location: For 2nd level mezzanine deck and slab on grade infills at column bases beneath mezzanine deck. Remarks: Concrete placed by pump and consolidated manually by rodding for upper and by vibration for slab on grade infills. ® Conforming to approved plans Inspector: Gena Kent Reviewed: Alan Hale Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 80420 2850 C 1231 131500 4650 C 1231 130970 4630 C 1231 Pad Cap Pad Cap Pad Cap Date Mailed: 11/11 fUO Tested By: Preston Norgar Reviewed: Alan Hale Distribution: Client 7 Architect Ni Engineer n/! Contractor Municipality Owner /Other 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 is strictly forbidden Client Name: Contact: Client Address: Date: Sconzo- hallstrom Supplier: Plant Number: Mix Number: Truck Number: Ticket Number: Number of Samples: 3 Yards placed: Design Strength: 3000 Field /Material Report Report Number: 17539 T {^n ^T"^ t t[trflF 5 r .7.r x'11 ) t S'- •��... -c ��' ory, in (. 711261800 Ave N E ; Pant 1eo r - I s tie 425 881 Fait,42'. 551 r «...,f..,+ 4 :..., dt.: L.... ., r. ,..� ,. .: d.... }CyJ,JJ .,ilrw }5;, kv 1E'i rCC 919 124th Ave NE Bellevue, WA 98006 9/26/00 Stoneway 11 5950A 429 166687 09967 10/3/00 7 4 X 8 12.56 1/1 08958 10/24100 28 4 X 8 12.56 1/1 09959 1024100 28 4 X 8 12.56 1/1 Project Number: 00 -290 Permit 8: D2000 -191 Project Name: Tukwila Lighting Store Address: Air Temperature: 51 Concrete Temperature: 78 Air Content: Slump: Time Sampled: Added Water: �dcV G. 300 Andover pk W Ste 600- tukwila 4.5 ASTM C 231 7:00:00 AM Admixtures : ADVA 2 OZ.CWT. Inspection Performed: Reinforcing Concrete Location: Footings Grid Lines/Location: 2.8 to 3.5/A.6 to E, 3.5/C.3 to D.5, 2.8/D.5, D/2.8, 2.8/C.4, 2.8/C. Remarks: Resteel to plans and specification. Concrete was tested and sampled. Observed placement of concrete by pump concrete was mechanical consolidated. ® Conforming to approved plans Inspector: Jesse Priest Reviewed: Alan Hale Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 64900 5170 C 1231 94020 7490 C 1231 99730 7940 C 1231 ASTM C 1064 ASTM C 143 Pad Cap Pad Cap Pad Cap Distribution: 1 Client ❑ Architect Date Mailed: Ohl 63 ❑ Engineer Contractor Tested By: Preston Norgar 7" Municipality ❑ Owner /Other Reviewed: Alan Hale 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 is strictly forbidden (it RECEIVED OCT 1 0 2000 COMMUNITY DEVELOPMENT Client Name: Sconzo - hallstrom Contact: Client Address: 919 124th Ave NE Bellevue, WA 98005 Date: 9/26/00 Field /Material Report Report Number: 17539 Project Number: 00 -290 Permit # D2000 -191 Project Name: Tukwila Lighting Store Address: 300 Andover pk W Ste 600 - tukwila Supplier: Stoneway Air Temperature: 51 Plant Number: 11 Concrete Temperature: 78 ASTM C 1064 Mix Number: 5950A Air Content: ASTM C 143 Truck Number: 429 Slump: 4.5 ASTM C 231 Ticket Number: 165687 Time Sampled: 7:00:00 AM Number of Samples: 3 Added Water: Yards placed: Admixtures ADVA 2 OZ.CWT. Design Strength: 3000 inspection Performed: Reinforcing Concrete Location: Footings Grid Lines /Location: 2.8 to 3.5/A.6 to E, 3.5/C.3 to D.5, 2.8/D.5, D/2.8, 2.8/C.4, 2.8/C. Remarks: Resteel to plans and specification. Concrete was tested and sampled. Observed placement of concrete by pump concrete was mechanical consolidated. Wi Conforming to approved plans inspector: Jesse Priest Reviewed: Alan Hale Sample ID Test Date Age Size Area Set # Total Load PSI Method Fracture Type 09957 10/3/00 7 4 X 8 12.56 1/1 Distribution: k Client ❑ Architect ❑ Engineer Contractor ,' Municipality ❑ Owner /Other 64900 5170 C 1231 Pad Cap Date Mailed: to f b lob Tested By: Preston Norgar Reviewed: Alan Hale 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 is strictly forbidden .nom Y4« . . aITNIOgirrro..,orox iv Contact: Date: 9/22/00 © Distribute Client ❑ Distribute Engineer Distribute Municipality Distribute Contractor ❑ Distribute Architect OCT 2 0 2000 COMMUNITY irl4•'� Client: Sconzo- hallstrom 919 124th Ave NE Bellevue, WA 98005 Field Report Time: Report Number: 26283 Project Number: 00-290 Permit #: i B2000-191 '';,• Project Name: Tukwila Lighting Store Address: 300 Andover pk W Ste 600 - tukwila Visual epoxy hole depth check revealed consistent hole depths for slab infills at new building. 6" depth. Holes to be blown clean and dowels placed with comparable Hilty -150 epoxy (high strength). Visual resteel inspection of resteel mats at infills also check. Resteel mats built according to plans and details. Mats have not been placed in holes yet. Inspector: Gena Kent Reviewed by: Alan Hale 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 is strictly forbidden Temperature: NOU -02- 2000 16: 19 FROM: 'NOV. o1N0 V. 1. 2000.910 :18AM.NnsariX (425) 481 -4004 / PH 486-1161 Apo • Anderson- Peyton 0 CIO Struciund! Engineer jQ C'o iiulltanb A 'Arian ;MCP Cometta it, t 31610 23s1 Ara S. Suite 321 NOW Wey, W t 90003 lo 33 941.9. 33 941 9 � ,,," Sir duly, Andoorton- Peylan, Structural Enginotering Consultants Matthew R. Bilk!. • pa's* Engine r E c1osnro: ncttactiou. Track Leg Mato CL r , let PERMIT CENTER , RECEIVED CITY OF TUKWILA•' NOV 8 2000 MemaPad 01 o p ' Freon ti Coufr. T1112065752713 P.001/001 N�No'.1�904 , 1 Pago 1 cf„ L ' . Mau Eiier 0 Info. • plstriliutioao Jim 1VfnDnd o Date: • • October 30, 20110 • Time1, • Project: World Lighting of Tukwila : ' Proicet No, • Person: Jim; McDade' . Phone iNo. (425) 486 -7161 Caatpan7: • ., Expert Drywall Fax No, (425) 417-4004 . PO :Ho:903 • . . • Woodinville, WA 98072 • • • hjact: Interior �axtitipn'Wall Dedectiorr_ 8ent Via...... l0 . >��Y� Su • Mr, MQDad': • • Please find e calculations for the interior partition wall deflection track at 13 and 19'-S" wall' hems. Note that a :20 GA track wish 2 "_lag is.acceptrtblo for interior (5 PSP) partition walls with stud spaciaa at 24" o.c. • with Vi • wi". deflection gap up to a 13'•O" midmuni:wall ibeight: and for interior (5 PSP) .pa boom walls with stud spacing at 16" o,oj •with •W' deflectiongap up to a 19'4" maximum wall height. ' Please call if you have any Questions. iv Ui 2 v$ CO W w w 0 2 g J: w' � ' z I•- 0. gyp. U N i ` ;D H i w U 0 �! z DATE /) / Ain 'Ma / NO. e ip . zi r ATTENTIpN 31 hi isle . Dajog PROJECT: �► � • 11_• O CT. Oct .30. 2000 6:15PM ANDf,� (425) 487 -4004 / PH 486 -1161 O OAnderson • Peyton ❑ ❑ Sfrwafurdf Inglne Contuffanfs ❑ ❑ A p1v1e165) of ACP Con.u1111111, Inc. • 3I611121n1 Avam141114111,, RfIw 121 Volleni1 Wor, WA 91111113 12511 J41 N. :1233191I-U9dL) gentile 1 Pn,uiac 1111612 TO WIC Are Sending You; C1 Prints : 0 Mylors Gl Shop Dwgs, 0 Make Printing, 0 REPROGRAPHICS HOUSE COPIES Prff NO. DESCRIPTION BILLING DATE 1•01.11011■1■01 OEM* These Are Transmitted As Checkod Below: , I(j Aa requested, ❑ Approved as 'submitted ❑ F•or apptoval '' ❑ \ For your use! ❑ Approved as noted REMARKS: COPY TO; FAX TO:' SIGNED: enc %ag,n a cm, nal os notes, k not* us of cwcs No.7828 FAT 1' LETTER OF' TRA SI f UTTAL : VIA;' ❑ Structural Calculations ' Fox ' Sheets Including letter Of Transmittal ❑ Other ❑ Pick Up ❑ Mail Q, Delivery By ❑ For. review and comment ❑ Returned For correction ❑ • 111•1111 .11115 RECEIVED NOV - 8 2000 PERMIT CENTER www!�tarce r*r•*w.:a.rtR�' 7+ w. va- rmw; xva• �nra• x*.. wm+!.+ w+ �. m-. a�cnnsw: rn.+. w�wwrnnmu.+ m^ wNV+ u. uim.! M, N4f +Y,fNR44T!-A�h'Hl.:F,P.iM9�' AIYIN z re U O CO 0 co w CO -I W0 : te v W F, 0 z � uj 0 =. 0!- ww 0 : w z' 0 1 ; z OCT. Oct .30 2000 6:15PM AND (425) 487-4004 / PH 486-7161_ No.7828,411". . • . Anderson-Peyton nn Str liCiUral Engineering eonasalants C11:17 A DlYiston ref A CP enplaning, Inc, • 1 I OD 23rd Ay, 5, fluito 321, FecloraliVoy, WA 911009 Mono (253) 941-9929 No 053) 0414939 Datei Project: Perron: Company: Subject: - Mr, McDade; October 30, 2000. World Lightina of Tukwila Jim McDade Expert Drywall PO Box 908 Woodinville, WA 98072 n erior Partition Wall Deflection Track Please find enclosed calculations for the interior partition wall deflection track at 13'.0” and 19'.5 wall heights, Note that a 20 GA track with 2"lug is acceptible.for interior (5 PSF) partition walls with stud spacing at 24" 0.0. . with Ya" deflection gap up to a 13'4/ maximurn haight ; and for interior (5 PSF) partition walls With stud spacing at 16" o:O. with VP deflection gap up to'a l9'-6"'inaxiniurn wall height. Please call if you have any questions: • Sincerely, Anderson-Pityton Structural Eneneering Comuliants 001.-A0 Matthew R. Eller, Design Engineer Enclosure: Deflection. Track Leg Deign Time I I MemoPad #1 From Matt Eller Project No. ,Phond No. (425) 486-7161 trax No. (425) 4874094 Sent Fox Moil 0 File , 4fMema Cif% Log 0 Confr. !ph, Distributtons /1117•••••11•11 Jhri McDade RECEIVED' CITY OF TUKWILA NOV — 8 2000 PERMIT CENTER OCT, Oct.30. 2000 6:15PM ANC (425) 487 -4004 / PH 486-7161 '`�, No.7828 PAQ, V3 r7AC1 MOD AAA PRQ World LIghtIhg'ofTukwlla P1tO,Tl3GT MJ AWR: 00,215 ' Anderson -kW Strtaetrirn! Engineering romiirltnnte DEFLECTION TRAGIC LEG DESIGN DEPLTR deflection , tolerance MORI lyp note the oseLTRK,xu 1- LEQ U$W POR CALCULATION OP ORISON THICKNESS RecnntMeJuled,pan•e lee lenslh w 2"7; + I" H • stud helph (ft) pw • wind or selsmlo Ieterai pressure (psi) • IM stud epw ing • P•= Lateral toed per stud i ocatlrin (Ibe) JP ■ design defleQtlon pep r movement required by the system (In)' • • g x1.5 , gip between track .nd web and the point of the application of P (In) b off • w +2'((. #1,20)/tan 30) , the afflictive width et the track need to resist bonding f • ((P'a'ey. 'Fy'1.ss∎beft)) ,thickness of the track flange required to root banding .Fy ■ yield elrenpth of the rnetefel W ■ width of the'stud flange For a .1/2" Deflection Gap • &Tug. 'HEIGHT H WIND /B PRINS, ' tom' , Stud REACTION Spacing e ' .P p In Ibs 8,00 a on . 11.00 88 LEVER ARM note "1 e •Etfeotive Stud • Track Menge • Width wrath w beff In n LEO THICKNE9 33 KC STEEL • ,o. MEM iCX? wirnii MIMI 'yAn WAS= hC>~_ 75 b , 0,055 0,0918 0 roc Spar.IMed Gap " C LEG THICKNEB $0 Kel STEEL INCH'S .0292 0.0225 ems and geuOSTe riot dependent on the depth of stud framing into Of def a on tree (rsq'd thiokriese) / (20 OA thickness) • 0,0306" /0.0345" • 105 %A Uai 20'0A x Z" Ilea track Sheet % of _ L• VIM 10.17,00 De'te: I0/30/200I AMMI10.0/ Designed B MRS OA thickness Fy 12 14 to 0,1017 0.0713 0.0508 50 50 50 1B 0,04$1 33 20 0 0346 33 22 A0283 '92 �_ Ra • . 0,6166 99 O,K, sir 1r ow. dd. 40.0109 wu RECEIVED CITY OF TUKWILA NOV 82000• PERMIT CENTER SECTION 5 5 per , , 1 15 osf 2 20 pef 2 25 pal 3 30 psf 4 121n 1 40 get 24in 12in 1 151n 2 24In 1 12in 1 18in 2 24in 1 12in 1 161n 2 241n 1 12in 1 15in 2 241n 1 12in 1 111in 2 241n 1 1585020 1 12' 5' I I1' 3" 9 910' 8 8' 7' 7 7'10' 6 6'10' 7 7'10" 7 7' 1" 8 8' 2' 7 7' 3" 6 6' 7' 5 5' 6' 8 8'10" 6 6' 2" 5 5' 0" 6 6' r 5 5' 4" 4 4' 4' 2509020 1 17' 3' 1 15' 8" 1 13' 8" 1 12' 0' 1 10'10" 9 9' 5" 1 10'10' 9 9'10" 8 8' 2" 1 10' 1" 8 811" 7 7' 3" 9 9' 5' 8 8' 2" 8 8' 8' 8 8' 2' 7 7' 1" 5 5' 0" 3509020 2 22' 5" 2 20' 4" 1 17' 9' 1 15' 7 1 14' 1" 1 11' 0" 1 14' 1" 1 12' S" 1 10' 2" 1 12'11" 1 11' 2' 9 9' I" 1 11' 9" 1 10' 7 8 8' 4' 1 10' 2' 8 8'10' 7 7' 2' 3555020 2 23' 0" 2 20'11' I IS' 3" 1 1511' 1 14' 6' 1 12' 1' 1 14' 8' 1 12' 9' 1 10' 5" 1 13' 3" I II' 5' 9 9' 4' 1 12' 1" 1 10' 5' B B' 6' 1 10' 5" 9 9' 0' 7 7' 4" 4005020 2 24'10' 2 22' 7' 1 19' 9' 1 17' 3" 1 15' 8' 1 12'11" 1 15' 8" 1 13' 6' 1 11' 2' 1 14' 1' 1 12' 3' 1 10' 0' 1 12'11" 1 11' 2" 9 9' t' 1 11' 2" 9 9' 8' 7 7'11' 6005020 3 34' 4" 3 31' 2" 2 27' 3" 2 23'10" 2 21' 0' 1 17' 2' 2 21' 0" 1 18' 2" 1 14'10' 1 18'10' 1 18' 3" 1 13' 3' 1 17' 2" 1 1410" 1 12' 1' 1 1410' 1 12'10" 1 10' 6" 0005C20 4 43' 6" 39' 6" 3 34' 0' 2 27' 9" 2 24' 1" 1 19' 8" 2 24' 1" 2 20'10' 1 17' 0" 2 21' 6' 1 18' 7" 1 15' 2' 1 19' 8" 1 17' 0' 1 13'10' 1 17' 0' 1 14' 9' 1 12' 0' 1. Hai nls hnaad ^n r r SECTIO1\ 5 pef 15 osl 29 Pal 25 all 30 pal 40 of 16 ' 24in 12in 1 Bin 24in 12in I61n 24in 12in 161n 24in 12in 16in 241n 12in IGin 24in 1581020 12' 3" 11' 2" 9' 9' 8' 5' 7' 9' 6' 9" 7' 9" 7' 0" 6' 1' 7' 7 5' 8" 5' 8" 8' 9' 6' 1" 5' 3' 6' 1" 5' 7' 4' 7" 1581018 13' 3 " 12' Cr 10' 6 ' 9' 2 " 8' 4' 7 ' 3 " 5' 4' 7 ' 7 " 8' r 7 ' 9 " 7 ' 0 ' 5' l` 7' 3 " 6' 7" 5' 9 " 8' 7' 6',0'' 5' 2. 1 5810 t e 14 ' 2" 12' 10" 11' 2" 9' 9" 8'11' 7' 9' B' 11' 8' I" 7' 1" 8' 3" 7' 6" 8' 8" 7' 9' 7' 1" 5' 2" 7' 1" 6' 5" 9' 7" ! 581014 15' I" 13' 8' 12' 0' 10' 5' 9' 6' 8' 3" 9' 6" 8' 7" 7' 6' 8'10' 8' 0" 7' 0' 8' 3" 7 ' 6" 5' 7' 7' 8' 6' 10' 5' 0" 2501020 17' r IS' 8' 13' 7' 11'10" 10' 9' 9' S' 1 0' 9' 9' 9' 8' 8" 10• 0" 9' 1" 7' 7' 9' 5" 8' B" 8'11" 8' 6" 1' 4' 6' 0" 2501018 18', 5" IS' 9" 14' 8' 12' 9" 1'' 7' 10' 2' 11' 7' 10' 8' 9' 2' 10' 9" 9' 9" 9' 8" 10' 2" 9' 2" 7' 1 1" 9' 2" 8' 4" 8'11" 2501016 19' 9" 1111" 15' 8' 13' 8' 12' 5' 10' 10" 12' 5" 11' 3" 8.w 11' 6' 10' 8" 9' 2" 10'10" 9' 10' 8' 7' 9'10" 6' 11" 7'10" 2501014 21' 2" 19' 2" 16' 9' 14' 6" 13' 4" 11' 7' 13' 4" 12' I' 10' 7' 12' 4" 11' 3" 0' 9" 11' 7" 10' 7' 9' 2" 10' 7' 9' 7' 8' 4' 3501010 22' 2" "1 7' 15' 4' 13'11" 12' 2" 13'11" 12' 0" 10' 8" 12' I I" 11' 8" 9' B " 12' 2" 10' 8" 8' 8" to' B" 9' 7' 7' 6" 3501018 24' 0" • r 16' 7' 15' 1" 13' 2' 15' 1" 13' 8' 12' 0' 14' 0" 12' 9" 10'11" 13' 2" 12' 0' 10' 0' 12' 0" 10' 7" 8' 8' 3501018 25' 9" 23' 4" 20' 5" 17'10" 16' 2" 14' 2" I B' 2" 14' 8' 12'10" 15' 0" 13' 8" 11'11' 14' 2 "' 12' 10' 11' 2' 12'10' 11' 8' 10' 2' 3501014 27' 7' 25' 0" 21'10" 19' 1" 17' 4" 15' 2" 17' 4" 15' 9" 13' 8" 15' 1" 14' 7' 12' 9 15' 2" 13' 9" 12' Cr 13' 9" 12' 8' 10'11" 3581070 22' 9" 20' 8" 1B' I' 15' 9" 14' 4' 12' 6' 14' .4" 13' 0' 10' 11" 13' 4" 11'11" 0' 9" 12' 6" 10'11" 6' 11" 10' 11" 9' 5" 7' 0'' 35810113 24' 8` 22' 5" 19' 7" 17' 1" 15' 8" 13' r 15' 6' 14' 1" 12' 4" 14' 5' 13' 1" 11' 2" 13' 7" 12' 4' 10' 3" 12' 4' 10'10 8'10 3581018 26' 5" 24' 0' 21' 0' 18' 4" 16' 5" 14' 6' 16' 8" 15' 1" 13' 2' 15' 5' 14' 0" 12' 3' 14' B" 13' 2' 11' 6" 13' 2" 12' 0' 10' 6' 3581014 28' 4" 25' 9" 22' 6' 10' B" 17'10" 15' 7" 17'10" 18' 2' 14' 2" 16' 7" 15' 0" 13' 2" 15' 7" 14' 2" 12' 4" 14' 2" 1210' 11' 3" 4001020 24' 7' 22' 4" 19' 6" 17' t" 15' e' 13' 5' 15' 6" 14' I" 11' 6' 14' 5" 12' 9" 10' 5' 13' 5" II' 8" 9' 8" 11' 8" 10' 1' 8' 3" 4001015 26' 8' 24' 2" 21' 2' IS' 6" 18' 9" 14' 8" 16' 9" 15' 3' 13' 4" 15' 7' 14' 2" 11' 0' 14' 8" 13' 4" 10'11" 13' 4" 11' 7' 9' 6' 4001016 28' 7' 26' Cr 22' 8' 19'10" 18' 0' 15' 9" 18' 0' 16' 4' 14' 3' 16' 8' 15' 2" 13' 3" 15' 9" 14' 3" 12' 8" 14' 3" 13' 0' II' 4" 4001014 30' B" 27'10' 24' 4' 21' 3 19' 4' 13'10 19' 4' 17' 6" 15' 4" 17'11" 16' 3' 14' 2" 15'10" 15' 4" 13' 4' 15' 4" 13'11" 12' 2' 8001020 34' I" 30'11" 27' 7 23' 7' 21' 0' 17' 2" 21' 0" 18' 2' 14'10" 18' 9" 16' 3" 13' 3" 17' 2" 14'15" 12' 1' 14'10" 12'10" 10' 6" 5001018 36'11" 33' 7' 29' 4" 25' 7' 23' 3' 20' 4` 23' 3" 21' 1" 17'10' 21' 7" 19' 7" 15'11" 20' 4" 17'10' 14' 7" 17'10' 15' 5" 12' 7" 6001016 39' 8" 38' 0' 31' 6' 27' 6" 25' 0' 21'10" 25' 0" 22' B" 19'10' 23' 2" 21' 1" 18' 5' 21'10' 19'10' 17' 4" 19'10' 18' 0" 15' 9" 6001014 42' 7' 38' 8" 33' 9' 29' 6" 26'10" 23' 5" 28'10' 24' 4" 21' 3' 24'11" 22' 7' 19' 9" 23' 5" 21' 3" 18' 7' 21' 3" 19' 4" 16'10' 8001020 43' 2' 39' 2" 34' I' 27'10" 24' 1" 19' 8' 24' 1" 20'10' 17' 0' 21' 6' 18' 8" 15' 2' 19' 8" 17' 0' 13'11" 17' Cr 14' 9" 12' 0' 8001018 48'10' 42' 7' 37' 2" 32' 5' 29' 4" 23'11' 29' 4" 25' 5" 20' 9" 26' 3" 22' 8' 18' 6" 23'11" 20' 5' 16'11" 20' 9" I7"11' 14' 8" 8001015 so' 4" 45' 9" 59'11" •34'11" 31' 8" 27' 8' 31' 8" 28' 9" 25' 2" 29' 5" 26' 9' 23' 4" 27' 8' 25' 2" 21'11" 25' 2" 2210' 19'11" 8001014 54' 1" 49' 2" 42'11" 37' B" 34' I' 29' 9" 34' 1" 30'11' 27' 0' 31' 7" 28' 9' 25' I" 29' 0' 27' 0' 23' 7' 27' 0" 24' 7" 21' 5" 00.30. 2000 6: 16PM ,E_&( (425) 487-4004 / PH 486 -7161 p ape y a lac e0' eheal on eac 1 1on96 over the entire length of the stud. 2. Lot nil load multiplied by 0,75 or strength determination per 41SI 44,4 3. heights far 14 and 15 wage 8 uos 806.0 on F = 50k61, 4, End reuction=Load(p4l)vepocm9( n)0He0t from toble(It) /24. Cheo'4 web crippling table far o!loocblo 'ooction. 5. Heights based an web punch —cub a minimym of 1,5 tlmee the web Height from the edge of bearing. (See page 52 for detail) -20» : 44! NtbT! igt�aNi�t�e! �p: krtaYM�T,' 1+ iJM" J+: J? mY? �RM1"" r! 1 31N�N 'V7w,'Cd'+?•Mi'NNrkT'w�s!mru a++�.rvn,2ru> w..�,- .....",. . ".,,... .� �+xnv<• No.7828 P. 5 L/120 DEFLECTION LEC HW{ ,CITY OF TUKWILA NOV - 8 2000 PERMIT CENTER Z W 2 o U O 1n 10 NW , F—; O . W g Q. N d I— W Z �. H O ; Z F- W U 0; 00 N' = W, O W Z . U N , O ' Z 00.30. 2000 6: 16PM ,E_&( (425) 487-4004 / PH 486 -7161 p ape y a lac e0' eheal on eac 1 1on96 over the entire length of the stud. 2. Lot nil load multiplied by 0,75 or strength determination per 41SI 44,4 3. heights far 14 and 15 wage 8 uos 806.0 on F = 50k61, 4, End reuction=Load(p4l)vepocm9( n)0He0t from toble(It) /24. Cheo'4 web crippling table far o!loocblo 'ooction. 5. Heights based an web punch —cub a minimym of 1,5 tlmee the web Height from the edge of bearing. (See page 52 for detail) -20» : 44! NtbT! igt�aNi�t�e! �p: krtaYM�T,' 1+ iJM" J+: J? mY? �RM1"" r! 1 31N�N 'V7w,'Cd'+?•Mi'NNrkT'w�s!mru a++�.rvn,2ru> w..�,- .....",. . ".,,... .� �+xnv<• No.7828 P. 5 L/120 DEFLECTION LEC HW{ ,CITY OF TUKWILA NOV - 8 2000 PERMIT CENTER Z W 2 o U O 1n 10 NW , F—; O . W g Q. N d I— W Z �. H O ; Z F- W U 0; 00 N' = W, O W Z . U N , O ' Z Reid iddleton September 7, 2000 File No. 26 -00- 005- 025 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal World Lighting (D2000 -191) Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. A copy of this letter was forwarded to the project contact for your convenience. General 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. Foundations 2. Sections on the Foundation Plan, Sheet S -2.0, are missing or incomplete. Cut sections on the plan showing where the foundation details on Sheet S -1.0 apply and provide additional details as required. Vertical 3. TS8x8 columns between grids D and E on Sheet S2.0 are missing wall thickness designations. 4. Sections A -1.0 and D -1.0 indicate column base plates per schedule. Provide base plate and anchor bolt details. 5. Provide beam connection details and calculations for review. Include knife plate and WT connections at columns and skewed connections at columns and girders. 6. Provide details for connections at cantilever beams between grids C and E. Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741-3800 Fax: 425 741 -3900 Mr. Duane Griffin City of Tukwila September 7, 2000 File No. 26 -00- 005- xxx -01 Page 2 Lateral 7. The Redundancy /Reliability Factor, p, has been calculated but does not seem to be applied to the design seismic forces. Verify that design seismic forces include this factor. 8. UBC Section 2213.8.2.3 requires that lateral force along a line of bracing be resisted by a combination of braces acting in tension and compression such that neither resists more than 70 percent of the force. An exception to this requirement is made if the compression brace design forces are amplified by a factor of 520. Verify that bracing in the east -west direction satisfies these requirements. 9. Provide braced frame connection details and calculations for review. 10. Sections A -2.1 and B -2.1 indicate chord steel per plan. The Second Floor Framing Plan on Sheet S -2.1 does not show chord steel. Also, this rebar is shown directly on top of the metal deck. Verify that adequate cover is provided for bond between the rebar and concrete to develop the reinforcing per UBC Section 1912. 11. Clarify the design intent at the east -west and north -south braced frames near grids B and 3. Floor beams appear to be missing or drawn incorrectly on Sheet S -2.1. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. t4 9 on Emoto, P.E. roject Engineer bjr26se \planrevw \tukwila \00 \t025 r 1.doc \jhe cc: Scott Adams, Sconzo Hallstrom Architects Brian Trapp, Shutler Consulting Engineers Reid iddleton •"eirepF Aggregates Shotcrete Concrete Masonry Asphalt Roofing P i l i n g S t e e I S o i I s W o o d January 16, 2001 File: 00 -290 '06 6. Kx''R Kimberle Anderson President t, . Dave Larson City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 Address: 300 Andover Park W Mte 600 Tukwila Lighting Store (World Lighting) i Permit No -820130771 dip,Al rJ D2000 -320 (Racking) This is to advise you that special inspections are completed on the above referenced project. The following inspections were required and copies of those reports have already been sent. * Aproved drawings for racking were not availble at time of inspection of original inspection. Final inspection report dated 1- 16 -01, number 28236 is enclosed. Crett@r dowels( anchOrs , dec�iing cturai steel erection to include'on site and highstrengt Expansion anchor bolt installation Seismic holdowns Sincerely, A.A.R. TESTING LABORATORY, INC. a d145 4- - *REVISED FINAL CONSTRUCTION INSPECTION AND MATERIAL TESTING NATIONALLY ACCEPTED LABORATORY A.A.R. TESTING LABORATORY, INC. 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. RECEIVED JAN 2 2 2001 DEVELOPMENT cc: Sconzo - Hallstrom Shulter Consulting Engineers Pennon Construction -faxed to jobsite Tel: (425) 881 -5812 Fax (425) 881 -5441 • 7126 180th Ave. NE • P.O. Box 2523 • Redmond, WA 98073 N W'; wO u_ —a 'Z W i0 N of ' W IL V O W z; 01 ' O i z !A A R Testiing Lboratory, nc `7126180tFf Ave N1E ''Park 180 `Suitet101 ' iii i iii" Client: Sconzo- hallstrom 919 124th Ave NE Bellevue, WA 98005 Contact: Date: 12/18/00 U Distribute Client • Distribute Engineer Kij Distribute Municipality �I Distribute Contractor • Distribute Architect Field Report Time: Project Number: 00 -290 Permit #: ! Inspector: Sorantino, Mike Reviewed by: Jerry Anderson Report Number: 26951 Temperature: 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 is strictly forbidden Project Name: Tukwila Lighting Store Address: 300 Andover pk W Ste 600 - tukwila Visually observed installation of a number of 1/4" X 3" cinch anchors and ST2122 seismic straps @ level 1 throughout store. No plan was available for racks anchored. Drilled holes appeared sufficiently deep and free of debris, and anchors sufficiently tightened where observed. RECEIVED JAN 22 20C'1 BUILDING DEPARTMENT Field Report Report Number: 27836 J Teeting Lsbo�atoty;`Inc 7126 :180th Ave N E:; Perk 180, Suite C10i, Redmond, WA 98052'.'' Ph one 425 881581 Fax 425 881 544 ,' ; ° f . Zia' ��11.. 3LL.ti:w } 111��.Sa1:.La.�,a,{.+r JJM3�.i.i 41i1��wALwN w.hyiw�r4 - .Mw.Jl:w.{J. r...�e..W.il1-r1.ww.rilMi N +.�Nr la:.t1 i�In..��A�S..i�.1�1� �.:�ii�i Client: Sconzo- hallstrom 919 124th Ave NE Bellevue, WA 98005 Contact: Date: 12/20/00 k Distribute Client �/j Distribute Engineer U Distribute Municipality jdi Distribute Contractor 7 Distribute Architect Time: Project Number: 00 -290 Permit #: Project Name: Tukwila Lighting Store Address: :d uw - l '..' :fX�if�aarn „ �'h 300 Andover pk W Ste 600 - tukwila Temperature: Visually observed installation of a number of epoxy anchored 3/4” X 9" threaded rods into existing concrete floor for securing T.S. columns of display frame @ floor level. Drilled holes appeared clean and free of debris, and epoxy installed (Hilti HY -150) as per manufacture's recommendations. Embedment, where measured, was 4 ", as per engineers fax to jobsite of 12- 18 -00. Inspector: Sorantino, Mike Reviewed by: Jerry Anderson 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 is strictly forbidden RECEIVED JAN 2 2 2001 BUILDING DEPARTMENT D to 0 ' W 0 2 tea; L o Dr mita n p ;0 N r IO F- WW, t 111 u) O . :Z Client: Sconzo - hallstrom 919 124th Ave NE Bellevue, WA 98005 Contact: Date: 12/26/00 d Distribute Client • Distribute Engineer • Distribute Municipality • Distribute Contractor E Distribute Architect Field Report Time: ft �d A R Teating Laboratory, `Inc 7126180th Ave N E ; Park,180, �Sulte C101,tRsc]Imond, WA 980521: `y P hane 425 881 5812 Fax 425 881:5441 ' , ' k ,, i4. t., a.fJ ,:9.:x. (s.. <a..f�.:Ntw..Hi..S►f.w�3 ...t..U�.i.'.+n.t..��x�... w.... .1 w 1... /4. 7144 « . .. v to - act.4i..tt..:.t.,.:.+:i ...�::d'L1I:;........f7..�..1. e.. Project Number: 00 -290 Permit #: Project Name: Tukwila Lighting Store Address: 300 Andover pk W Ste 600 - tukwila Temperature: Welding & Bolting: Inspected welding and bolting at ceiling fan display area. Also inspected expansion bolts at display racks not finalized on report #26951 dated 12- 18 -00. Expansion bolting of racks are now complete. Welding & bolting of ceiling fan display area on sheets SS -1.0 & SS -1.1 is now complete. All welds performed by WABO certified welder 622725wi1. Bolting and welding per applicable codes acceptable. * Several connections have been modified in the field due to conflicts with HVAC. * Contractor to have Structural Engineer review and approve of final installation. Inspector: Wycoff, Allen Reviewed by: Jerry Anderson Report Number: 28012 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 is strictly forbidden RECEIVED JAW 22 2001 DEPARTMENT I' w January 16, 2001 File: 00 -290 Dave Larson City of Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 Project: Tukwila Lighting Store (World Lighting) Address: 300 Andover Park W. Suite 600 Permit No.: ��Qap — (G 92000'320 (Racking) This is to advise you that special inspections are completed on the above referenced project. The following inspections were required and copies of those reports have already been sent. * Aproved drawings for racking were not availble at time of inspection of original inspection. Final inspection report dated 1- 16 -01, number 28236 is enclosed. 1. Reinforced concrete 2. Epoxy dowels /anchors 3. Steel decking Structural steel erection to include on site welding and high strength bolting • 3boll nstallabon 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. Sincerely, A.A.R. TESTING LABORATORY, INC. Kimberle Anderson President *REVISED FINAL cc: Sconzo - Hallstrom Shulter Consulting Engineers Pennon Construction -faxed to jobsite 11 ( ;I :1I .,SI • I .1. I I •■ 'II I . I I I • . '1 Ii;i,11, I\ I 111 I'l l A A.Fl. 1'riS'r'R1G I. /n(1n/11 °11Y. INC V. , 1 •, Ii 1 M� q:fil• Rr JAN ':2 001 (11- 1,111,10 ' 1 • 1101.II1 (II1:1. \ //A 11 (u 1 W '. W 0' D z ~ O z � W uj 2 D o, o W uj I 0 i O i UN _' 0 H z r' IA A R.�esting`I:aboratoty; Inc 7126180th Ave N E, bark'181 Suite C1b1, Ret>jmond W 98052 r 1 L, F7. sA. wa.0 i w.S . a »a.x.; i L? t,c�t0111 425 88 5812 425 • 881 • 441 ,��+ i Y « i f y ,,... .r H,,.,d,�,.14;:3J'W,I/, ,etw:CL Client: Contact: Date: 1/16/01 v Distribute Client Sconzo - hallstrom 919 124th Ave NE Bellevue, WA 98005 Field Report Time: Project Number: 00 -290 Permit #: Project Name: Address: Report Number: 28236 D2000 -320 Tukwila Lighting Store 300 Andover pk W Ste 600- tukwila Temperature: Racking that was observed, while installation was in progress ( ref. Report # 26951 dated 12 -18- 00) is now complete and acceptable per Engineer and City of Tukwila approved drawings. Ref. Drawing # S00 - -363. Workmanship is in accordance with approved drawings. Inspector: Ice, Gerold Reviewed by: Jerry Anderson Distribute Engineer Distribute Municipality Distribute Contractor n Distribute Architect 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 is strictly forbidden September 1, 2000 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review World Lighting - (D2000 -191) — Revision #2 Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, Brenda Holt, Permit Coordinator encl xc: Permit File No. D2000 -191 Ciz of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 Reid iddleton September 19, 2000 File No. 26 -00- 005- 025 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal World Lighting (D2000 -191) Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed are the drawings, structural calculations, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. Kylie . Yamat uka, P.E. Projec Manage bjr\ 26se\ planrevw \tukwila \00 \t025r2.doc\kky Enclosures cc: Jim Bryan, Sconzo Hallstrom Architects Brian Trapp, Shutler Consulting Engineers Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Jim Bryan Sconzo Hallstrom Architects 919 124t Ave. NE Suite 101 Bellevue, Washington 98005 PH. (425) 455 -3203 Re: World Lighting Tukwila, Washington Ryder LaNier Project Engineer SHUTLER CONSULTINt ENGINEERS, INC. 12503 Bel -Red Road, Suite 100, Bellevue, WA 98005* (425) 450-4075 FAX (425) 450 -4076 Dear Jim, We are in receipt of the plan review comments by the City of Tukwila for this project. The following drawing changes and/or clarifications are in response to the structural plan review comments. 2) Please see revised drawings, Sheet S -1.0 and S -2.0. 3) Please see revised drawings, Sheet S -2.0. 4) Please see revised drawings, Sheet S -1.0. 5) Please see revised drawings and calculations. 6) Please see revised drawings, Sheet S -2.1. 7) The Redundancy Factor does not have to be included when calculating diaphragm shears and chord forces, and is not included in the brace design since the Omega factor was used to size those elements. 8) Brace designs were re- calculated using Omega factor, please see revised calculations. 9) Please see revised drawings and calculations. 10) Please see revised calculations. 11) Please see revised drawings, Sheet S -2.1. Please submit a copy of this letter along with the revised drawings and calculations to Reid Middleton, Inc. for their review. If you have any further questions or comments please call me at (425) 450 -4075. September 12, 2000 0 y0 W Wi U) IL; w o I- NI z z o Ui � O O O H i ILICi z y , z o July 17, 2000 Scott Adams 919 124th Avenue NE Bellevue, WA 98005 City of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Development Permit Application Number D2000 -191 World Lighting 300 Andover Park West, Suite 600 Dear Mr. Adams: This letter is to inform you of corrections that must be addressed before your 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 comments from the Building Division. At this time, the Fire Department, Planning Division and Public Works Department have no comments. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. 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 (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator encl xe: File No. D2000 -191 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 BUILDING DIVISION REVIEW Date: Project Name: Application #: Plan Reviewer: • Page 1 July 13, 2000 World Lighting D2000 -191 Bob Benedicto Tukwila Building Division 6300 Southcenter Blvd. Tukwila, WA 98188 206 / 431 -3670 1. Provide structural calculations and design details for the new mezzanine level. 2. Provide structural calculations and design of bracing for all rack storage over 8 -feet high. 3. Show required exit signs on the plan. In addition, show fixture location for means of egress illumination. Specifically, show fixtures that have emergency power source. 4. The two means of egress from the mezzanine level must be separated as prescribed in UBC Section 1004.2.4. 5. Provide additional information (on plans) to show compliance with Chapter 15 of the Washington State Nonresidential Energy Code. End/ Initial review comments. Revision No. Date Received Staff Initials Date Issued Staff .:: Initials 2 I £. o -GU Summar of. Revision: Z , ...ri D O v. Ac.4 Glance_ V OCri Carl(-4Y' U d a Seel — �rc1rnr • t• Received By:k �1.Y---___ Revision - No.. Date Received • Staff Initials Staff Initials • Date Issued - - 'Staff Initials • i' Z' OD I Summar of Revision: • Summary of Revision: Sel SIm1G 2e iew o Q pQ eki C'�OP',ClOIC -15 -- • i.. .. /. Jo� �J 1 I c* II - . • C . Received By: ( J r n A Revision No. • •. Date Received .. Date Received Staff Initials Date Issued Staff Initials 11 - -CO I U3 I ni - Summar of Revision: ( 2.ocznn b-- loeetfior On 2nd. 410o r. QeViSC. nvict1 PYamin de ail 4t5 /A 302 ( See winched - lranE,rri /. Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials -- - - .... 1 I I Summary of Revision: Received By: PROJECT NAME: ® �,nf Or TA L PERM NO:. 2.DcXY I Site Address: 300 . Ana DV Pte. - \AI Original Issue Date: REVISION LOG * ReVi to(r, -for- ' ;$e Ohl y" per Q,6. Revision No. Summary of Revision: Date Received Staff Initials Received By: Date Issued (please print) (please print) (please print) (please print) Staff Initials DEPARTMENTS: Byi Division Public Works Complete Approved Approved PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D2000 -191 DATE: 8 -16 -2000 PROJECT NAME: WORLD LIGHTING SITE ADDRESS: 300 ANDOVER PK W Original Plan Submittal XX Response to Correction Letter # Revision # After Permit Is Issued Response to Incomplete Letter # n Structural TUES /THURS ROUT G: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Fire Prevention Approved with Conditions CORRECTION DETERMINATION: Approved with Conditions REVIEWER'S INITIALS: Planning Division n Permit Coordinator Incomplete n Not Applicable n No further Review Required DETERMINATIOA OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 8-17 -2000 Comments: n DATE: DUE DATE 9-14 -2000 Not Approved (attach comments) Li REVIEWER'S INITIALS: DATE: DUE DATE Not Approved (attach comments) DATE: ACTIVITY NUMBER: D2000 -191 DATE: 1 1 -13 -2000 PROJECT NAME: WORLD LIGHTING SITE ADDRESS: 300 ANDOVER PI( W SUITE NO: 600 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision # 3 After Permit Is Issued DEPARTMENTS: p B i g Division 1- Public Works V'lliOUII DUC 51 r' r[u1X%s PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete n Incomplete I I Approved n Approved with Conditions CORRECTION DETERMINATION: Approved n Approved with Conditions REVIEWER'S INITIALS: ^3EX:S'I��t+s ten' U n Planning Division Permit Coordinator DUE DATE: 11-16-2000 Not Applicable ri Comments: TUES /THURS ROUTING: Please Route n Structural Review Required u No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE 12- 14-2000 Not Approved (attach comments) ri REVIEWER'S INITIALS: DATE: DUE DATE Not Approved (attach comments) ri DATE: ACTIVITY NUMBER: D2000 - 191 PROJECT NAME: WORLD LIGHTING SITE ADDRESS:. 300 ANDOVER PK W Original Plan Submittal DATE: 8 -30 -2000 Response to Incomplete Letter ;# Response to Correction Letter # XX Revision # 2 After Permit Is Issued DEPARTMENTS: Buildi g P 'vision -20 Public Wor s DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 'I 'KKOIIIt.IMX PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention n Str o ral� l Incomplete n APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved Approved with Conditions n REVIEWER'S INITIALS: Planning Division Permit Coordinator n DUE DATE: 8 -31 -2000 Not Applicable n Comments: TUES /THURS ROUTING: Please Route Structural Review Required Fr No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE 9-28 -2000 Not Approved (attach comments) n DATE: DUE DATE Not Approved (attach comments) DATE: z � • 0 cow J w • 0 g Q N d w Z Z • � ? o ` U O 0 F- w H - H O ` . z = . 0 � z ACTIVITY NUMBER: D2000 -191 DATE: 8-29-2000 PROJECT NAME: WORLD LIGHTING SITE ADDRESS: 300 ANDOVER PK W Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # XX Revision # 1 After Permit Is Issued DEPARTMENTS: ME Buil 'r'g 6ivision 4÷0) Public Works ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) Approved 'I KKO11I1.000 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Structural Review Required ' Approved with Conditions n n REVIEWER'S INITIALS: Planning Division Permit Coordinator DUE DATE: 8 -31 -2000 Incomplete n Not Applicable No further Review Required DUE DATE 9-28-2000 Not Approved (attach comments) DATE: CORRECTION DETERMINATION: DUE DATE Approved _ Approved with Conditions n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER: D2000 -191 PROJECT NAME: WORLD LIGHTING SITE ADDRESS: 300 ANDOVER PK W DATE: 6 -14 -2000 XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: ng Division yi ut'l- -vo Public Vstrks ief 6 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Lf Incomplete Not Applicable Comments: TUES /THURS ROUTI Please Route REVIEWER'S INITIALS: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Structural Review Required APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions REVIEWER'S INITIALS: 60111 .# I A 1 WtI1i1Q4 1 - 11 - 00 CORRECTION DETERMINATION: Approved W11101111 .1)11C L'r1 Approved with Conditions REVIEWER'S INITIALS: � Z Fire Prevention Plann Division ,¢w` G•22.ov 4.16- Structural Permit Coordinator DUE DATE: 6-15-2000 No further Review Required DATE: DUE DATE 7 -13 -2000 Not Approved (attach comments) r4 b i/A DUE DATE Not Approved (attach comments) DATE: 0 O 0 : cn w w I J H W w wO g 5 u-< = ry . w z O F- U0 O 112 0 F- 111 'L i LL ui Z '' H = O z PERMIT NO.:: P2 — l q I BUILDING PERMITS INSPECTIONS ❑ 00001 Progress Inspection Status ❑ 00002 Pre - construction ❑ 00003 Investigation ❑ 00004 OK to Occupy ❑ 00005 Remove Stop Work Order ❑ 00006 Follow -up ❑ 00007 Pre -Move Inspection ❑ 00050 WSEC Residential ❑ 00060 WA Ventilation/Indoor AQC ❑ 00070 NLEA Inspection/Modular Struct ❑ 00071 Mobile Home Tie Down Insp ❑ 00072 Marriage Lines ❑ 00090 Resteel ❑ 00095 Footing Drains a 0 0100 Foundation Footings 00200 Foundation Walls ❑ 00250 Foundation Insulation ❑ 00300 Concrete Slab /Slab Insulation ❑ 00350 Crawl Space Er' 00400 Shear Wall Nailing ❑ 00450 Plywood Wall Sheathing ❑ 00500 Roof Sheathing Nailing 3' 00525 Plywood Deck Nailing ❑ 00550 Exterior Wall Sheathing ❑ 00600 Masonry Chimney ❑ 00610 Chimney Installation /All Types • 00700 Framing ❑ 00750 Roof /Ceiling Insulation ❑ 00800 Floor Insulation ❑ 00801 Wall Insulation ❑ 00802 Exterior Roof Insulation ❑ 00803 Glazing Inspection 0_,,00815 Lighting and Controls Iff 00900 Suspended Ceiling [01000 Interior Wallboard Fastening ❑ 01001 Exterior Wallboard Fastening ❑ 01110 Pre -Move Inspection ❑ 01115 Motor Inspection ❑ 01120 Pre -Demo ❑ 01140 Pre- reroof ❑ 01400 Final -Fire [01700 Final- Building ❑ 01900 Final - Reroof ❑ 100 Site Visit 04000 Special- Concrete Er 04001 Special -Bolts in Concrete ❑ 04001 Special - Mom/Resist Conc Frame ❑ 04003 Special -Reinf Steel Prestress [r 04004 Special- Welding 2'04005 Special- High- Strength Bolting ❑ 04006 Special - Structural Masonry ❑ 04007 Special - Reinf Gypsum Concrete ❑ 04008 Special - Insulating Conc Fill ❑ 04009 Special -Spray Fireproofing ❑ 04010 Special- Piling, Piers, Caissons ❑ 04011 Special - Shotcrete ❑ 04012 Special- Grading, Excav /Fill ❑ 04013 Special- Retaining Wall ❑ 04014 Special -Panels ❑ 04015 Special -Smoke Control System TENANT NAME: LOCr 'a`"9D L I -{-T' f f C1 CONDITIONS Er 0001 No changes to plans unless approved by Bldg Div 1 Special inspection required, notify Bldg Div p'' 0011 Special inspector shall submit final signed report Q' 0012 New ceiling grid & light fixture shall meet lateral bracing ❑"' 0013 Partition walls attached to ceiling grid ❑ 0014 Readily accessible access to roof mounted equipment ❑ 0015 Engineered truss drawings & calcs shall be on site - 0016 Exposed insulation backing material ❑ 0017 Subgrade preparation including drainage, excavation ❑ 0018 Statement from roofing contractor verifying fire retardant class of roof 0019 All construction to be done in conformance w /approved plans ❑ "No work shall be done in addition to those modifications..." tz' 0002 Plumbing permits shall be obtained through King Co ❑ 0020 Structural observation shall be provided for this project ❑ 0021 All food preparation establishments must have King Co ❑ 0022 Fire retardant treated wood shall have flame spread of ❑v' 0023 Notify Building Division prior to placing any concrete ❑ 0024 All spray applied fireproofing shall be special inspected ❑ 0025 All wood to remain in placed concrete shall be treated ❑ 0026 All structural masonry shall be special inspected (J 0027 Validity of Permit O 0028 Rack storage requires separate permit [ 0003 Electrical permits obtained through L & I ❑ 0030 No occupancy of building until final insp by Bldg Div ❑ 0032 Remove all weeds, concrete, stone foundations, flat concrete ❑ 0036 Manufacturers installation instructions required on site O "BTU maximum allowed per 1997 WA State Energy Code" ❑ 0035 Contact PW Div to obtain insp for water /sewer connect ❑ 0038 A C of 0 will be required for this permit ❑ 0039 Final approval for all TI w /in the limits of the SC Mall EK All mechanical work shall be under separate permit ❑ 0040 All construction noise to be in compliance with 8.2 TMC O 041 Ventilation is required for all new rooms & spaces [ 00 All permits, insp records & approved plans available ❑ 0006 All structural concrete shall be special inspected ❑ "Applicant shall obtain a separate plumbing permit from King Co" ❑ "Anchoring — All new construct and substantial improvement shall be anchored to prevent flotation" Qr 0007 All structural welding shall be done by WABO certified inspector Qr0008 All high- strength bolting shall be special inspected [1 "0009 Bolts installed in concrete shall be special inspected ❑ 0031 Comply with requirements of TMC 16.04 ❑ 0034 Removal of septic'tanks require approval and compliance with King Co Health Dept. ❑ "Obtain required inspections from appropriate water & sewer districts" ❑ "Fuel burning appliances ❑ "Appliances, which generate...." ❑ "Water heater shall be anchored...." ❑ " Reroof" Ill Plan Reviewe . ., J Date: _ed,evk.e Age-a Zoi �•2i� Z. - L - 5A. cGfs A 202,4 4 Zo3 lee -4) s Permit Tech: (4.11 1` Date: V — 2 2 4 - 00 agra,' }m mmar + rr±.mmm±a •••■ -r. r �..� r +...- ,m...+ ......�.,.A City of Tukwila • Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: gam' 1.6 O Response to Incomplete Letter # Fs Response to Correction Letter # O Revision # after Permit is Issued Project Name: , WO (I Gl 1,0 tit Ny , ,, / PERMIT CENTER Project Address: 306 ,l4 A 4d r j- 1/►� h Q Contact Person: 3 ■ M (31 r >rQ/7 Phone Number. L6c-3 3 Summary of Revision: Ad /L oI x, f 015 ile f e4 fru C v tl'i fr 5 E Y1 vG tape_ 54 mr►Qr'y Sheet Number(s): Aro / 4-201, 51.0 S 2• V c 2 , l "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila - Permit Center by: [ Entered in Sierra on 110 - laU Plan Check/Permit Number: 9 2J C RECEIVED CITY OF TUKWILA AUG 1 6 2000 John W Rants, Mayor 06/29/99 r nn �� FW.v/ia Wa ch ln oMn OR 1 RA • 12061431 - 3670 • Far /2061431.3665 z r62 ut U ' U O In 0 U W 9 W • O . g J' tLQ CO 3' ~~ O Z H: U O N 0 H w w u. 0 . w = 0 I— z City of Tukwila Department of Community Development John W Rants, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: Di 2cD ©p --- I ° 1 ❑ Response to Incomplete Letter # to Correction Letter # pEREIVED ❑ Response i L CI'N OF TUKWIIA X Revision # , , after Permit is Issued 2 g 2000 Project Name: v � L �t� T k fJ &----- PERMIT CENTER Project Address: "z� ° ��� ov �(Z- {�A 9_4._ w s'� Contact Person: –it Nn ' -7'��f �r.� Phone Number: C • 9 cc' • ' 5 - 5 Summary of Revision: 1Z Sr.r.- % v �= w o F 1 1 — c �+ £ LP S l__ F t= c S u-- f 3 w. %'T' T A 1-- Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: gr Entered in Sierra on e 06/29/99 t 100 • Tukwll Washington 98188 • (206) 431 - 3670 •Fax (206) 431.3665 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: C 8 rC Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # after Permit is Issued 1 r 1- PERMIT CENTER Project Name: ()OC 2 L Project Address: . 300 S • �— Contact Person: J /kW �R--`1'4 Phone Number: '/Z r - Summary of Revision: Z d F ( tL F2PtftA t tJ Cs- G14 C-r FcZ InAA (A-) nc) C 0) /.) — -- L. FZ A k14 f A Sheet Number(s): 0- 0 / > 4 O "Cloud" or highlight all areas of revision including date of revision Received, at the City of Tukwila Permit Center by: e Entered in Sierra on 0•30 206 - AUG 3 0 2000 5 2./ set ' Z CALcS 08/30/00 I O : O , 0 G V) W 9 W • D W' rz �' W ! DO O - . 0 I- W W` - O W Z: p Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: //' 3/ Plan Check/Permit Number: C1 2COo - I 1' Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Project Name: LJ ) fl -fit L.t6 c. H---1-- t t Project Address: --- S% p .4.4. � e7c/-7L P2 /-ik— 5/ v c, 0 Contact Person: i k4 PR A Phone Number: 92.3 - y s - ?2c , i Summary of Revision: y 2�=— C74 .A..) c'9r -rJ m� — xpe-- Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision /'1 Received at the City of Tukwila Permit Center by: [Entered in Sierra on City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 R V/ E r _dei/P11,06—.. 1l-I3-W . Ygw�laf �lldMi�N+ o9ya ++t�u.XM nexecr.naF, xwcm RECEIVED CITY Or TI luvnm A NOV 1 3 2000 PERMIT CENTER 1Y 08/30/00 City of Tukwila Steven M. Mullet, Mayor Fire Department Thomas P. Keefe, Fire Chief Fire Department Review Control #D2000 -191 (512) June 21, 2000 Re: World Lighting - 300 Andover Park West, Suite #600 Dear Sir: The attached set of building plans have been reviewed by The. Fire Prevention Bureau and are acceptable with the following concerns: 1. Maintain fire extinguisher coverage throughout. Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 2. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) 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. (UFC 1207.3) Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) Internally illuminated exit signs shall have both Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206-575-4439 ct WO cog i tu U0 O =i 0 H w W, m u. _ 0 , z O ff" z city of Tukwila Fire Department Page number 2 c....-�' WIR. ==. ^m- [41^^"' Steven M. Mullet, Mayor Thomas I? Keefe, Fire Chief bulbs working at all times. (UBC 1003.2.8.4) Combustible material shall not be stored in exits or exit enclosures. (UFC 1103.3.2.3) 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) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 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 1111.1) This review limited to speculative tenant space only - Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 - 575.4404 • Fax: 206 -575 -4439 vi z city of Tukwila Fire Department Thomas P. Keefe, Fire Chief Page number 3 special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, /7.-- The Tukwila Fire Preventio Bureau cc: TFD file ncd Steven M. Mullet, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206 - 575.4439 u O g:3 u. co D iu 0 0 'O N1 0 F- W W L I 0 Z, VN Fr. _ 0 z Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtubs and /or shower 4 2 Dental units 1 1 Dishwasher 4 2 Drinking fountain (each head) 1 1 Hose bibb (Interior) 5 3 Clotheswasher or laundry tub 4 2 Sink, bar or lavatory 2 1 '5 1 0 Sink, clinic, flushing 10 10 Sink, kitchen 4 2 4 Sink, other 4 2 Sink wash, circle spray 4 4 Urinal, flush tank 3 3 Urinal, wall or stall 5 5 Water closet, tank 5 3 ' j� Water closet, flush valve 10 6 Non -T � �`dential Sewer Use Certii.. - tion IzocqH (To be completed (orall new sewer connections, reconnections or change of use of existing connections. This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect.) Pursuant to King County Ordinance No. 11034, all sewer customers who establish a new service which uses metropolitan sewage facilities after February 1, 1990 shall be subject to a capacity charge. The amount of the charge is established annually by the King County Council but is limited by state law to $10.50 per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge Is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at (206) 684-1740. (Please print or type) Owner's Name "► ' ' WQY1d I ) i i✓leil if (Last, First, Middle Initial) Property Legal Address: Subdivision Name Lot # Subdiv. # Block # Property Street Address 20 3 C'7 Arde er f wt47Od City, State, Zip rN f fM I I a / WA '7 "to K Owner's Phone Number (L}'25 ) 44 - 3 2 U 3 Owner's Mailing Address (if different from above) 1/4- f +" ,4✓e 1i E /0/ 13e levr./e / W4 1(04 A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units Total Fixture Units Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units Z RCE For King County use: Account # Monthly Rate Six Month Due 1058 (Rev. 2/00) White — King County Property Tax ID # 2 Z 3o i' — q/ 11 Building Name (if applicable) W, /' / c I Party to be Billed (if different from owner) Party's Mailing Address: or Property Contact Phone # ( '3'O. ) 5 J7 4 j -25 rut or Sewer District lie ■ // , J lzf Date of Connection Side Sewer Permit # Demolition of pre - existing building? ❑ Yes ('No Demolition Permit # B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility /Process: Estimated Wastewater Discharge: Gallons /days Residential Customer Equivalents (RCE): 187 gallon per day equals 1.0 RCE Total Discharge (gal /day) _ 187 C. Total Residential Customer Equivalents: (add A & B) A B RCE UP RCE I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Signature of Owner/ Representative Print Name of Owner / �� Representative 5 to � „� /rz Date 6' -1 -d Tl Yellow — Local Sewer Agency Pink — Sewer Customer :�t ?ltmr•r.. x.� wwr_,�- fnnw+c...y.?..ra,•rn. rwvmry+ rrre- ant. r.... ia,... n.,. a1. n+.+++» u�r?.•.: X. kr. 7++." m , tn¢h!2Y!� +7+.�sNfl?¢!7tRKd}"�K rfilyntommoorokii •t , ':'<..... �- �..'t+:',1. It wyr4_ ,� 0r3.1 x "P:,�{+tu ✓atr H125- 05 ( 8 /9 71 DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST.. #, EXP. DATE CCO1 PENNOCC013Q3'..11 /23/2000 EFFECTIVE DATE 11/23/1999 PENNON CONSTRUCTION CO INC 10522 LAKE CITY WAY NE C102 SEATTLE WA 98125 I ' r: 1 ' 11 •.. t': • TIJILIS Tit OOI ARCHITECTS P.S.C. REVISICNB NON- CONSTRICTION REVI510NS CONSTRUCTION -� REVISIONS NO. TEL 425A55.3205 4 zohons 9351 vrwaconzonanatrom.wm 919 124TH AVE NE BELLEWE, WA 98005 DATE 6/20/00 7/27/00 B7 SEA SEA PERMIT SET 09/08/00 BID SET - / —/— CONSTRUCTION SET - / -/- JOB SITE 8/30/00 z O R J I` [ -I CC ce ®® 0. CC z W �RECEIVEO cm ov ruA�n -lu {yJ AUG 3 0 2000 Ca PERMIT CENTER TITLE SHEET JOBINKY. 2000046 DRAWN: SEA CHECKED: JB DATE: 6 -6 -0 GENERAL NOTES L ALL WORK SHALL CONFORM WITH ALL STATE AND LOCAL. CODES, REGULATIONS APPLICABLE TO THE PROJECT. 2. A COPY CF THE APPROVED PERMIT PLANS MUST BE ON THE JOB SITE WHENEVER ISM PROGRESS. 3. UTILITY SYSTEMS, SIZING, GOMLGTIONS, TESTING, ETC, SHALL BE N ACCORDANCE REGULATIONS. 4. ANY EXISTING UTILITIES SHOW CN PLANS ARE APPROXIMATE ONLY- IT SHALL CONTRACTORS RESPONSIBILITY TO VERIFY LOCATIONS AND INVERTS PRIOR 5. ALL ROOF AND ANY CANOPY DRAINAGE DOWNSPOUTS SHALL BE CONNECTED DRAINAGE SYSTEM (UNLESS NOTED OTHERWISE CN CIVIL PLANS). b. ALL FOOTING DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM DIAMETER PVC (UNLESS NOTED OTHERWISE ON CINL PLANS). I. ALL TIGNTLINE DRAINS SHALL HAVE A MNI11III1 OF 2 FEET CF COVER SLOPE 8. TESTING LAB OR SOILS ENGINEER 0 REQUIRED BY JURISDICTION, TO 0SPECT BUILDING PAD PRIOR 10 POURING FLOOR SLAB. S. TESTING LAB OR SOILS ENGINEER IF REQUIRED BY JURISDICTION, TO VERIFY BEARING PRESSURE PER SOILS REPORT AND STRUCTURAL PLANS PRIOR FOUNDATIONS AND OTHER STRUCTURAL ITEMS 10. TESTING LAB OR SOILS ENGINEER IF REQUIRED BY JURISDICTION, TO INSPECT WORK N EXCESS CE 2,000 PSI. IL POUR NO CONCRETE UNENI ANTICIPATED SITE TEMPERATURE WILL BE BELOW THE FIRST 48 HOURS CF ClIf t. (UNC72 Q. SPECIAL INSPECTION WILL BE REQUIRED FOR ALL STRUCTURAL ITEMS AS NOTES. B. REQUIRED FIRE SPRINKLER SYSTEMS TO BE PER DRAWINGS AND SPECIFICATIONS NFPA ^B, AND OTf-ER tiFU�A PAIMPHLc1S AS THEY APPLY TO THE WORK CALCULATONS TO J.R.DICTI03 FOR APPROVA1- 4 PORTABLE FIRE EXTIN.1151.1. TO BE LOCATED N ACCORDANCE WITH NFPA. UL 2A- IO:BC, Fc. •N CSRCE AND RETAILS AREAS, UL 4A- 60 :BC, FE IN STOCK FINAL LOCATIONS TO BE DETERMINED BY THE FIRE DEPARTMENT AFTER IMPROVEMENTS L5. PROVIDE AN APPROVED MONITORED ALARM SYSTEM PER STATE AND LOCAL REQUIRED OR AS REQUIRED BY SPECIFICATIONS. MANUAL FIRE ALARMS LOCATIONS AFPIOVED BY THE FIRE DEPT. AND TO BE MOUNTED NO MORE FINISH ROOK UNLESS DIRECTED OTHERWISE BY THE FIFE DEPARTMENT. lb. THE GENERAL CONTRACTOR SHALL VERT, ALL DIMENSIONS AND CONDITIONS SITE. N THE EVENT OF A DISCREPANCY BETWEEN THE CONTRACT DOCUMENTS CONDITIONS OR BERLE. CONTRACT DOCUMENTS THEMSELVES, THE GENERAL NOTFY THE ARCHITECT. IT. GENERAL CONTRACTOR TO REMOVE FROM SITE ALL DEMO /CONSTRICTION AUTHORIZED DISPOSAL LOCATION IS. AAR TESTING LABORATORY, NC. WILL MONITOR ALL ONSITE WELD.:, EPDXY AS SPECIFIED BY STRICT Ps DO NOT SCALE DRAWINGS AND ORDINANCES CONSTRICTION WITH LOCAL BE THE SITEMILITY TO CONSTRUCTION. TO THE STORM WITH MINIMUM 6° DRAMS MINIPWM 05 , AND APPROVE REQUIRED SAIL TO POURING CF FOOTINGS, ALL CONCRETE 34° FAHRENHEIT DURING DIRECTED BY STRUCTURAL TO COMPLY WITH SUBMIT PLANS AND REQUIREMENTS. PROVIDE AND STORAGE AREAS. ARE COIMPLETED- AUTHORITIES WHERE SHALL BE PROVIDED AT THAN 54° ABOVE THE CV THE BUILDING AND AND EXISTING CONTRACTOR SHALL MATERIALS TO GROUTED BOLTS, ETC. T . — _. _.. ... 1 - r � / q ,r E-_, El CO ING .1(4 ( 0 0 402 300 } I I y {1I ' MGG �/ A N O V PARK W. SUITE 600 G / /�[ \\ ,(/�'��/11I�7f! ''(i�`�II I/6 N \ �t9 1 1 I I 1 ®1 C / REVIEWED TT, r plan . i[ a for general conformance with the following: +, - "„nl vmrG,o„G all rN uar «m B�la.c c.,sc J : IP '.. rh l 31,1 SCaE G W S P- �� "our nf"verectt m2 I O,:ry n� - rod eanm of axc,d °f NC Try o .p °: :�='n cx e. n Sact+'rn Oe RI o(rtr ¢ orcwv[) wN:ctiao ai we aye m l�iodm o. Irriti�p� - C �. ` ov - ��0- .., [ i�✓✓Ga���� ,., Q IIi IDn AEID VI7'JL'' JN'. INC. ` VICINITY SITE MAP PROJECT TEAM BUILDING NOTES OWNER - - - = TEN ANT WORLD L IC�Nt INCA 1022 W. VALLEY HWY. KENT, WA 98032 1 1 ARCHITECT SCONZO /HALLSTROM ARCHITECTS 919 1247H AVENUE NE. *101 BEL LE VUE, WA 98005 (PI-1) 425 - 455 -3203 (FAX) 425 - 455 -9351 STRUCTURAL ENGINEER SHUTLER CONSULTING ENGINEERS 12503 BELL - RED RD. SUITE 100 BE L L E VUE WA 9800 (pH) 425 - 450 -4015 (FAX) 425 - 450 -4016 ELECTRICAL ENGINEER G I ERRA ASSOCIATES, LLC 1000 LE_NORA STREET SUITE *415 SE ATTLt WA 98121 (PH) 206 - 442 -0112 (FAX) 206-442-0113 MECHANI ENGINEER PUGET ENCxINEERINCs PO BOX 1558 POULSB O, WA 98310 (pH) 300- 598 -2812 PROEM' NAME: WORLD LIGHTING PROJECT ADORESfz 300 ANDOVER PAR( U.EST SUITE 600 TLK0LA WA BUILD.. CODS 1991 MO tY, UPC, UMC, AND 1883 NEC, ALL AS ATENDED BY THE STATE OF WASHINGTON EASING OCCUPANCY: M PROP. OCCUPANCY. M GONBTRIGOGN Tire. 11 m.o. ... m m 2.4e, 9 ALLOWABLE BUILD G AREA L EXISTING CONDITIONS: A THE CONTRACTOR SHAG!. VERIFY EXISTING CONDITIONS AND FIELD COORDINATE CORRECTIVE ACTION AS REWIRED. THE GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT CF ALL CONFLICTS AND DISCREPANCIES THAT AFFECT THE WORK PRIOR TO PROCEEDING. 2. AIR QUALITY: A THE GENERAL CCTNTRACT:R SHALL ADHERE TO THE INDOOR AIR QUALITY RULES AND REGULATIONS ACCORDING 10 THE NATIONAL HEALTH .. SCCIATION 3. HANDICAPPED A. SSL5ILIN: A IT IS THE INTENT THAT ALL WORK SHALL CONFORM WITH ALL STATE AND ADA ACCESSIBILITY .QUIREMETNTS. 4, ELECTRICAL AND MECHANICAL ENGINEER.:: A ELECTRICAL AND MECHANICAL INFORMATION CONTAINED ED N THE DRAWING IS FOR THE PURPOSE OF COORDINATION CV THE AP�HITECT'S WORK- THE ELECTRICAL, MECHANICAL, AND PLUMBING CONTRACTORS SHALL BE RESPONSIBLE FOR SUBMITTING THEIR AS BUILT DRAWINGS TO THE OWNER a ARCHITECT. 5. ELECTRICAL DESIGN: A DRAWINGS ILLUSTRATING THE DESIGN OF MODIFICATIONS TO THE BASE BUILD.. ELECTRICAL SYSTEM RELATING TO THE NEW CONSTRUCTION SHALL BE: L PROVIDED BY CMER SELECTED ENGINEER REFER TO ENGINEERING DRAWINGS FOR ADDITIONAL INFORMATION. b. PLUMBING DESIGN: A DRAWINGS ILLUSTRATING THE DESIGN OF MODFICATICNS TO THE BASE BUILDING PLUIBING (RELATING TO THE NEW WORK) AND NEW PLUMBING INSTALLATION SHALL BE L PROVIDED BY THE GENERAL CONTRACTOR SUBMITTED TO THE TENANT FOR REFERENCE (SUBMIT ONE (U COPY UNLESS OTHERWISE DIRECTED). 1 14VAC DESIGN: A DRAWNGS ILLUSTRATING THE DESIGN CF MODFICATIONS TO THE BASE BUILDIN. 14V AC SYSTEM, RELATING TO THE NEW CONSTRICTION SHALL BE L PROVIDED BY OWNER SELECTED ENGINEER REFER TO ENGINEERING DRAWING FOR ADDITIONAL INFORMATION. S. FIRE PROTECTION: A INFORMATION THAT MIGHT BE 00014 N0D WITHIN THESE DRAWINGS PERTAINING TO FIRE PROTECTION, SPRINKLERS AID /OR ALARM DEVICES (F APPLICABLE) ARE SOLEY FOR THE PURPOSE OF COORDINATION GP THE ARCHITECT'S WORK THESE ARE NOT ENGINEERING DWG9. DRAWINGS, SPECIFICATIONS AND OTHER DOCUMENTS TWAT ARE REQUI.D SHALL BE PROVIDED BY THE INSTALL.. CONTRACTOR (SIGNED AND SEALED BY A STATE REGISTERED ENGINEER). SUBMIT COPIES TO TENANT AND ARCHITECT FOR REVIEW AND ACCEPTANCE (IN ADDITION TO THE LOCAL BUILDING AND FIRE DEPARTMENT PLANS REVIEW OFFICE). B FIRE PROTECTION LAYOUT SHOW. NEW, RELOCATED 1 xISTING SPRINKLER HEAD LOCATIONS SHALL BE 0 C BASIC ALLOWABLE 1z)a00 SF . - • HCENTE : MALI- I 1,'_I SEPARATION C3) SIDES OM. ) FULLY SFRIM -ERIED (3 T BELDIG HEIGHT: 23' JECT STRANDER d 3 rc BUILD(. AREA(SCL ETA LOCATION MAN FLOOR UPPER FLOOR TOTAL T& BUILDIG 22 ,266 SF. 2,992 SF 2525S SF. ZOIRYx PREPARED BY THE INSTALLING CONTRACTOR WITH SHOP DRAWINGS SUBMITTED TO THE PLAB REVIEW OFFICE OF THE FI TENANE AND NITEOT HAVING JURISDICTION. ONE COPY OF THE APPROVED DRAWINGS SHALL BE SUBMITTED TO REFERENCE C. PROVIDE ESCUTCHEONS TO MATCH EXISTING UNLESS OTHERWISE NOTED. D. THE SPRINKLER SYSTEM INSTALLER SHALL PERFORM ALL REQUIRED ACCEPTANCE TESTS, COMPLETE THE CONTRACTOR'S MATERIAL AND TEST CERTIFICATE(E), AND FORWARD THE CERTFICATE(E), TO THE AUTHORITY HAVING JURISDICTION PRIOR TO ASKING FOR APPROVAL CF THE INSTALLATION E. PROVIDE `(EVE � S R H ING11194ER8 SHALL A RAT.. L BE CONSPICUOUSLY LOCATED AND tOADIL T T NGHE TOP OF THE EXTINGUISHER SHALL NOT BE MORE THAN EFT. ABOVE THE FLOOR AND THE BOTTOM OF EXTIUISHER SHALL NOT BE LESS THAN 4 NCI -ES FROM THE FLOOR TRAVEL DISTANCE TO AN EXTINGUISHER SHALL NOT EXCEED 15 FEET. F. 11.0, ,ATIN 61401154 (IF ANY) WGAWIG Fl. ALARM (AUDIO -NSUAL ANNUNCIATION) IS IiNTB4DED SOLELY FOR COORDINATION OF THE ARCHITECT. WORK THE GENERAL CONTRACTOR SHALL SUBMIT FIRE PROTECTION DRAWING AS REWIRE AND D BY LOCAL D STATE OFFICIALS HAVING JURISDICTION S. TELEPHONE EQUIPMENT: A PURCHASE AND INSTALLATION CC TENANT TELEPHONE EQUIPMENT SHALL BE THE RESPONSIBILITY OF THE TENANT, THE GENERAL CONTRACTOR SHALL PROVIDE CNE (I) FIRE TREATED PLYWOOD MONTING BOARD (SIZE AS REQUIRED, PANTED AND TO MATCH WALL), D ONE (I) EMT "HOMERN" FROM TENANT TELEPHONE TO THE BASE BUILDING TELEPHONE BOARD AND ELECTRICAL GROD EXCEPTABLE TO PHONE COMPANY. BOARD UN THE TENANT SHALL BE RESPONSIBLE FOR ALL TELEPHONE CABLE AND CONNECTIONS. B. THE GENERAL CONTRACTOR WILL COORDINATE TELEPHONE 05YALLATI0N TO AVOID GC O CTB O THE CONSTRUCTION SCHEDULE. -.._ U `n L SYMBOL LEGEND DRAWINGS IlsIDEx / \ T ARCHITECTURAL 4101 TITLE SHEET 4101 SITE PLAN A2IDI FIXTURE PLAN A2ID2 R OOK PLAT A2.03 UPPER FLOOR PLAN A2.04 MLARSED PLANE ENLARGED FLANS AM PLAN A2ID6 ETN A3 ROOM t ROO FINISH SCHEDUL A3ID2 INTERIOR DETAILS A3A3.03 INTERIOR DETAILS ELEVATIONS A3 INTERIOR DETAIL A1. 05 INTERIOR DETAILS I . MID1 STAIR DETAILS j — j „,,, - ��� - W 1G §o ggq X !qt 1 A ! GRID LINE ELEVATION NUMBER `J NORTH ARROW A SHEET :.LIMBER ELEVATION NUMBER G IQ� I ROOM NAME ROOM NAME a NUM N ATmt K N9ILTILPLE ELEVATIONS BER 12 DOOR UMBER SHEET NUMBER J DETAIL NUMBER ® WINDOW NUMBER DETAIL BABBLE /� NU MISER — KEY NOTE SHEET CD— y NUMBER - 1 ?00 0 � I SEP D DETAIL / (;U WALL CONSTRICTION ,_ DETAIL BUBBLE �/ SHEET NUMBER ,, ', O S Z o S 2.. I DATUM ELEVATION ® SECTION NUMBER I�REVISION A © MBER AND D { �L l!a Y ISIOI ` REID //'' MIDDLETON O r i ,/�/ 1 9 _, WALL SECTION CLOUD 1;7 SHEET NUMBER SECTION NUMBER `® BUILDING CROSS SECTION SHEET NUMBER TIJILIS Tit OOI ARCHITECTS P.S.C. REVISICNB NON- CONSTRICTION REVI510NS CONSTRUCTION -� REVISIONS NO. TEL 425A55.3205 4 zohons 9351 vrwaconzonanatrom.wm 919 124TH AVE NE BELLEWE, WA 98005 DATE 6/20/00 7/27/00 B7 SEA SEA PERMIT SET 09/08/00 BID SET - / —/— CONSTRUCTION SET - / -/- JOB SITE 8/30/00 z O R J I` [ -I CC ce ®® 0. CC z W �RECEIVEO cm ov ruA�n -lu {yJ AUG 3 0 2000 Ca PERMIT CENTER TITLE SHEET JOBINKY. 2000046 DRAWN: SEA CHECKED: JB DATE: 6 -6 -0 SITE PLAN BC.ALP• IF • 40-0F 41,I1 LIST -1I] In ARCHITECTS P.S.C. 919 124TH AVE NE SELLEVUE, WA 98005 PERMIT SET 06/08/00 BID SET CONSTRUCTION SET I cc a _ I w 0I 0 z 0 17 2, -0" r 1 • 1 0 Frq • C CIC C C C CC 0515 C C C C C C C C C C C C C SID=, AL 1 D" EXISTING WAREHOUSE BUILDING TRAFFIC LANE TRAFFIC LANE - (f EXISTING LEFT TURN LANE 9 TRAFFIC LANE - - - ' T - P =ER 6=G Z.C. h. O. =J:,, TI - - TRAFFIC -LAaE--_ MOTEL PARKING LOT rhE DRIVE - - -o\ EXISTING ITING WAREHOUSE EXISTING OFFICE BUILDING LANDSCAPING SCOPE OF WOW CONSTRICT A NEW TENMT EIFROVRENT AT GRD GRD L 4.1 L TH A NEW 81 OPENS. ALONG NOTES USE ZONE 18 O2 BRI CODE U 1991 UBC AND STATE AND CRT PT CF 113 ICY O GROUP 18 OCCUP 5-2 ANCY G YFE 16 I-N. a coN6tucTIDN rrPE IS II-N. eFRO4QElItED A ALL OWABLE AREA CALCIB F. NET 12210 AID 6(5370 BF. NET OGQ°J 0000 BF. . 5d81G 16800 8L YARD I SIDES 94 8+00 9F. 9PRiO40.EIE8 A" 8 8C 10 OK 6TA55 8F. NET 65 B O AND OCCUR./ QR00 ...SIC U 2¢0 0F. 41 YARD !BIDES 91,600 BF &°IeRJO.ERB ALLOUTAOt.E 10 OK SITE AREA COMPACT (32 STATISTICS WILDS. AREA - .PROM W. FLOOR NEIZANME TOTAL DySi SF. 10H00 8F. 123051 6F. - GROSS A0906 9F. (939 ACRE, 386 89 TOTAL 491 TOTAL LANDSCAPE AREA 53626 SF. (131.7 PAR KNG LA`OECME AMA 45004 15. B UILDS. ROOF .26489 8F. P .565 / WALRB 230000 SF. YIPERNOJS AREA 365.39 SF. (86.467 LEGAL DESCRIPTION THAT PPEn TE ePITHE2 s vrTx ORTEA TIEN 23 NO V4 T TE 4EAST 611 L'{ N S YERDN F 105464. ]! NIDRTHI IYNNCE { EAST YQL 64®58446 AS 0.LQI.S, OEGNY ATAPOM30F£ET RT =q THEORR6EST CORER q THE 80VM1EMT V4g1HE NORREAOTV g BEC IIOI ]be 074 BPITNED” ALONGTIE 0WM MTIEMg6 GPW.EV dDISidM'E 86.1066 FAT TO THE INE PONT I 6E4 G 76 SO N REF- EA ST ALQYa SAID NIWTI MARGIN q eT'YANDER eaac dm d DISTANCE q 1463 FffY r0 TIE NORTWEBT CORER W 14. 1. 1 RO EL PARE REP PER PLAT REC c . E TO OF PLATE PAGER 6 I NID ',RECORDS q DIY• Alma TI.5 6 aEL SOUTH N Od® LOT DEGREES DISTANCE of 51 1500 EAST ALRG TIE THENCE ALONG d 07R.E TO THE MR ALONG 040 YEST LEE OF LOT 6 TM.. A CET., ANAE CF 6S DEGREES. nwTE0 645.763 AN ARC DISTANCE OF MOSS PEET TO A FONT W TE NORIA LEE CF LOT 4 O ANDOVER 755I154L !ANC 10. 6, AS P ER PLAT IgGq®ED N VOLUM tl q PUTS, PAGES 22 50 23 IREOORCU CF KEG COMM TEN. NORTH 64 DEGREES A MNITES SI SECCRDS SE. A.O. TE NORTH LEE q LOT 4 A DISTANCE CV HOP FEET! TNC4'E SONG A CIR.Y TO THE LEFT ALONG lI! NPRH AND PEST LEElI 4. AN DISANC q93 DEGIYEEB T NCE SOON d DEGREES PIN ]S SECOOB NEOT of TIE � T�L�q SA® LO1113 10 S SAID SAND S N 05 RAT A DISTANCE E q 11455EALP. A CURE TO TIE RICNT WM A RAD. OF 4026 FEET TMRTYM A CENTRAL ANGLE q E DEGREES Se MINES ]r SECONDS, AN ARC DISTANCE CF 683861 .011E EAST 15.1.5 1.665. MOOR P ANG WESTf 6764 O' DGIRE£S n E'YHITEB ]S SECONDS EAST ALONG BAD EAST MARGM d D UTA ig q TIS BAD EAST fEETf HENCE NORTH P DIET W MPUEO J eECCND6 EA t AI.PG NIAYM A DUTAICE q 0 363] FEETa 1H@KE NORM 49 DEGRff H MATTES 0 SEtaL`S EABt A DUTAOE q 2600® PEER DU M I S E. 76 MANES 31 SECONDS F1,Std THENCE NORTH N DEGREES 49 MATES 29 SECONDS EAST A DUTAOE q 3011 FEET! TIQOE NORTH U OEGRff6 73 NQAREB U SECONDS EAST A D ISTANCE q SOLE FEE ! oISr E SIB nNnlsu SECONDS EAST d TI @1GE NORTH E, DSO IX, MNITES ]10ECROB EAST A DURANCE OF {W FEET! TNENCE DU NORTH PEGR 031 113.1176 113.1176 SS SECONDS EAST DILff rENA N q EI 72D 145646 MN.. SECONDS EAStd DISTANCE 66.0 N METES 35 345500 EAST A THENCE 661 t DEGREES 31 MUTES Sit 6E0506 EAST A %W IN N DELI O 01 .7111146 3e SECO.. EAST A DU gwLD Ngn EEO M 'STA NORMOO PEET TO*. TRUE RDEFENDS d . DISTANCE q 36.30 F THTRUE POM q pEGPNPGt ge m T NT MIRTICH TIER55 LYNG 65TH CF TIE FOLLOW. ceeP LEE 5GPNND AT THE SPINIEST CORER OF SAID 00VTlAST V{ q THE NORTHEAST Wa 'EST LNELNE NOR61 DEGREES HE I�Tt 66 SECO.. EAST ALCM T FS 15 TO 115 6 ROAD MAICN� IK TRC PON( CF E [Gl1JPY• IE'6 N1 1 % 86 E LlEa 1/ U.I3KE OMYEBTL 6LOI4 6 AD0 6 r 6 R TdTNAL PA NO. p. REG.D6 C IE:C N 50 T T N q OD1 6 � 6Y � TlR 1 O1) �� I EIef �� 6 DE6 B LED LE�! a dNO E 67.M HDNOV ��TT. LOT L ACCORD!. TO CITY CF TIM., SLA'RECORDED UNDER N2CO1® fY+NO. SiQDNO1X SATUAZE cIR CF IIMILACQMi CF AM STATE at END_mT AS TO THE NNTTE'G FEPORTm HETREM4 0,5 THE TITLE TO TIE PIDPERTT C01.51630 ST TNU ORDER NdS NOT SEEN RED(.9E1D JOB SITE 8/30/00 w J y 4 RECEIVED w�w CITE' OF NKWRWJ 4U6 3 0 ZII06 PERMIT CENTER SITE PL AN JOB NO: 2000046 DRAIN. SEA CHECKED: JB DAVE: 6 - - 00 0-- 0 i 5E01., Llf,E. I 22/84 12 22/84 i2' SECAIR,1" tr5 UAL, SCONCES LAVIFS L ELECTRIC-AL 223 LF AISLE 0:105-fi 22,06, 1 -,..e. , CON m4C-71 0/e, S=RV■Cm , V , ' . 0 coNTRAcToR HARDWARE FANF, i64 LF tlei ji e/s i,' / .,-,■-■ ,,, N• ',,,, t 0 0 0 EXITING PATHWAY EXITNG PATHWAYS SHALL eE ILLtIIINATED WITH NOT LESS TI-IAN CNE FOOTCANDLE AT THE R.00R LEAL. IN TI-E EVENT CF POUER FAILURE,ILLUMINATION SHALL 5E AUTCMATICALY PROvIDED FROM AN EMERGENCY SYSTEM. NORTH FixoruRE PLAN -SEE A2.2 FOR ITEMS NOT NOTED SCALE: VS" • I WALL LEGEND -11ffimmi- -Ossimovi- t 471) 871.10 PARITY. t pan. P.G ,WEL Vtlat. GNP PARIITIGN h. MGHT MID PARTITION t PONIED WU- ADJACINT 01ALL 1.101 41411141110111 ARCHITECTS P.S.C. 919 124111 AVE 1•E BEILEVUE. WA 98005 TEL: 425.455.3205 FAX: 425.455.9351 www.sconzohalLstromcom REVISIONS NCW-CCNSTRICTICH REV1SICNS A CCNSTRUCTICN REv51045 NO. DATE 6/20/00 7/27/00 SY SEA SEA PERMIT SET 08/08/00 BID SET — /-1— CONSTRUCTION SET — /-1— JOB SITE 8/30/00 z 0 (5 0 z E co < 3 1— 1— •ce 1 1 - 3 - 0 rg he 1– ...ml Lli he CiC cic 0 12 < 0, L 1 F, 0 D CO 11.1 — I tt cc-reg 4 G 3 MP PERMIT CENTER F XTURE PL AN J09 NO: 2000046 4 CHECKED: J5 DATE: 6-6-00 A7.01 NORTH 8 n C�— 0-- FLOOR 1 SCALE: I /S" • I' -0• 0 0 ii CUSTOMER �: ' S K ER ' VIGE 11 Imo. NEIJI STOf.'EFRONT t T .,, .' UNDER SEPARATE PERMIT n VENTILATION HOLES TO RE MAIN OPEN ISEE NOTE U VENTILATION HOLES TO REMAIN OPEN (SEE NOTE I) N DER SEPARATE REEFRONT LO PERMIT n na 60' -0" 60 CONTRACTOR ENTRANCE CUSTOMER PICKUP n n D2 CsENER4L NOTES. L VENTILATION HOLES IN EXISTING TILT -UP PANELS TO REMAIN OPEN FROM TENANT SPACE TO EXTERIOR SOFFITS 1 n 28' O O WALL LEGEND EMeTN5 Pt PAH. 12'1.1. 030TNG enc Pa.miw 1 HEW 9-r PTO P.M.. // / / erny' iiea nmri aRma+TO ea Nae® WALL. AWOm T TO PG YOU •AaD! ARCHITECTS P.S.C. 919 124TH AVE NE BELLEVUE. WA 98005 TEL: 425A55.3203 w nconzoitt9351 w hcllatrom.com REVISIONS NON- OONSTFI CTION REVISIONS A CONSTRUCTION RENSICNS NO. A DATE 6,0/00 7/27/00 PERMIT SET 06/08/00 BID SET — / —!-- CONSTRUCTION SET — / —/— JOB SITE 8/80/00 FLOOR PLAN DRAUN: SEA O{ECKF-D: JB DATE: 6 -6 - BY SEA SEA JOB NO 2000046 42.07 SCALE: VS" • P -0 NORTH UPPER FLOOR PLAN: 2,992 SF. W,LL LEGEND t t 006 NG PL P <ttL lX�WJ.L Xerw MD PA IR.N NM 7/•-a enn PA TIR. MEW rLLL 1.EKM7 eTD PA VIII 1 IVO® WALL. AP AGENT M PG uNLL 0 NORT 8 SCALE: I /8• • P -0 kvzi NORT UPPER REFLECTED CEILING PLAN SCALE: I /8' • I -0' UPPER FLOOR FINISH PLAN f"I lEf; ice, v l3 li�� Vzoco- (Gil HINISI -I LEGEND TILE UN.O. CARPET SEALED CONCRETE ALL FINISHES ARE PER FINISH SCHEDULE AND SPEC. (TYP) REVISIONS NON - CONSTRICTION REVISIONS A CONSTRUCTION REVISIONS NO. A A A A\ DATE 6/20/00 7/27/00 9/7/00 9/17/00 9/20/00 9/27/00 BY SEA SEA SEA SEA SEA JAG lo/9/oo SEA 10/27100 SEA II/S/00 SEA PERMIT SET 00108/00 BID SET CONSTRUCTION SET SET JOB SITE SITE 10 /9 /00 2ND FLOOR FLAN JOB No, 2000046 DRAIW: SEA CHECKED: JB DATE: 6 -6 -00 42.03 T. PAPER DISPENSER M 16 1._61» 1.-61° 9 2 6° 2 41- I // y I" TYP f -L.,.., FULL H MIRROR 2 ROW 6'X6° C TILE BACK SPLASH LASH C TYP) N (TYP) T `I' 1° TYP DISPENSER COVER DISPENSER TTP.� T. PAPER DISPENSER Q 4 y 'O'Nfi dAl „0-.9 y— ' — I I J I ! I I , rr P, '� 1, I _I i = I GRAB BAR I ,.6-,L 1 i - 0', IGRAj BL.R . ': • ° , b i 1® '- I „61-Lt MINIMEMM n T ME ■ ® T. PAPER DISPENSER M 3' -° 3.- " / X SEAT COVER DISPENSER TYP. I" TYP f T FULL HT. MIRROR 2 ROW 6'X6° CERAMIC TILE BACK SPLASH (TYP) I2• CERAMIC TILE BIJLLNOSE PER SPEC. L ? — I I J Ir P, 5I rr i = I GRAB BAR = 1 i - 0', iIT i 1® '- I -ma MINIMEMM I , ME ■ ® SCALE: I2°•1'40' LOCATION OF THE LAYOUT BALANCE TYPICAL AT ALR WALL LOCATIONS. ELEVATION WOMENS #112 1'_6" ELEVATION MEN'S :113 SCALE: I2 ••I' -0• 6° COVED TILE BASE (TYP) FULL HT. MINOR WRAP TILE AROUND FIXTURE IT" MAX ELEVATION MEN'S :113 PAPER TOWEL DISPENSER W/ WASTE PAPER RECEPTACLE TOP CF WIT 45 I2• W/ MOUNTING COLLAR AS REQUIRED SCALE: I2 °41'-0• NOTE: LUOMEN'S RESTROOM ELEV. SIM. p TILE 6° COVED TILE BASE /TYP) 6° COVED TI BASE lTTP SEE ELEVATIONS IC 4 .0 /- FOR SIMILAR INFORMATION NOT NOTED. 6•X6• CERAMIC TI PER SPEC. (TYP) 1' -0" WRAP TILE AROUND: FIXTURE mum Miran .1 WIN .111111111WOW r ishimmannu........ � i p �l i iii°u1 B9 i■■■■iil � imoridiiliaiiin iiiil GRAB BARS (TOP) TOILET PAPER D SP. ELEVATION WOMEN'S #112 SCALE: 1!1'•I' -0' NOTE: MIEN'S RESTROCM ELEV. SM. 02 SCALE 1/2•41'-0• 4 4. V A ENLARGED RESTROOM O 0 r 4 4» � O f) LLe 0 3 3' -4° O D20Dc- l L TOILET ROOM PLAN AND ELEVATIONS ILLUSTRATED ABOVE: INDICATE FIXTURE CLEARANCE DIMENSIONS, MOUNTING HEIGHTS AND ACCESSORY PLACEMENT. SEE FLOOR PLANS FOR ADDITIONAL INFORMATION. O V 0 LOWER EDGE OF LAVATORY 2' -5 I/ • FROM FINISHED FLOOR LAVATORY RIM HEIGHT 33•-34• ABOVE FINISHED FLOOR GRAB BARS 1 V4' - 1 12' DIAMETER MOUNTED I I2° FROM WALL. BARS SHALL BE CAPABLE CF SUPPORTING 300 LBS LIVE LOAD WITHOUT PERMANENT DEFLECTION. PROVIDE BLOCKING IN WALLS AS REQUIRED. 5. FLOORS SHALL HAVE A SMOOTH, HARD, NONABSORBENT SURFACE. (MP) 6. PROVIDE S COVED TILE BASE PER SPEC. T. DIMENSIONS, NOTES AND EQUIPMENT TYPICAL FOR ALL TOILET ROOMS UNLESS OTHERWISE NOTED. S. TOILET ROOM FAN TO BE OPERABLE PER ELECTRICAL. FAN VENTED DIRECTLY TO THE OUTSIDE S. PROVIDE PAPER TOWEL DISPENSER LOCATED 3' -4° MAXIMUM ABOVE FINISHED FLOOR 10. GYPSUM BOARD APPLIED TO PLUMBING WALLS SHALL BE WATER RESISTANT. IL COMPLY WITH ADA REQUIREMENTS AND LOCAL HANDICAPPED CODE RESTROOM ACCESSORIES SCHEDULE DEdCR:IPTICN LAVATORY AND FAUCET WATER CLOSET WATER CLOSET URINAL GRAB BARS PAPER TOLEL DISPENSER TOILET PAPER DISPENSER FULL HT MIRROR TOILET SEAT COVER DI5FtNSe�ia 50AP DISPENSER DOOR SIGNS O EXHAUST FAN O M NOT USED • SANITARY NAPKN DISPOSAL WK • RECESSED HOSE BIB O P CHANGING TABLE SCALE: RESTROOM NOTES • SEE SPEC BOOK FOR MFGR AND MODEL R2.1/NST. GC. / GC. GC. /GC. GC. / GL. GC. / G.G. G.C. / G.G. G.G. / GC. GC. / G.C. GC. !GC. GC. / G.C. GC / G.C. GC / GC. G.C. / G.C. GO. /GC. GC /GC. !REMARKS ADA ACCESSIBLE LOW FLOW ADA ACCESSIBLE ADA ACCESSIBLE PER DRAWINGS PER DRAWINGS PER DRAWINGS PER DRAWINGS PER DRAWINGS PER DRAWINGS ADA ACCESSIBLE SIGNAGE PER ARCH. a ELEC. SPECS PER DRAWINGS PER DRAWINGS PER DRAWINGS U4ITE/CHRO,E WHITE WHITE STAINLESS STEEL TEXTURED GRIP STAINLESS STEEL STAINLESS STEEL STAINLESS STEEL STAINLESS STEEL BLIE WITH 1141ITE LETTERING WHITE STAINLESS STEEL STAINLESS STEEL W/ LOCK ADA COMPLIANT DRINKING FOUNTAIN REVISIONS NON- CCNNTROTIGN REVISIONS A CONSTRUCTION REVISIONS NO. I DATE 6/20/00 7/27/00 BY SEA SEA PERMIT SET 08/08/00 BID SET CONSTRUCTION SET — /-- /— JOB SITE 8 /30 /00 z 0 I- CI 0 z U) 4 ■ 4 J /r 2 Y v I- ® CC 4 ®® a J CD 2 w CC z m w —J 4 CT' OTEINKWI. C PRIG 3 G 750 ENLARGED RESTROOM PLANS AND ELEVATIONS JOB NO: 2000045 DRAW, SEA CHEQKED: JB DATE: 4 -6 - 00 RESTROOM 0 N Z 919 124TH AVE NE BELLEVUE. WA 98005 0 III LI STA001 ARCHITECTS P.S.C. TFL 425.455.3203 425.455.9351 rwr.aconzohcllaltom . com REVISIONS NON,014STRICTION REVISIONS A C.'NSTF43CTION REVISIONS NO. A A DATE 6/20/00 7/27/00 BID SET -- / —/— BY SEA SEA PERMIT SET 08/08/00 CONSTRUCTION SET — / - /-- JOB SITE 8/90/00 ENLARGED PLANS JOB NO:. 2000046 DRNW SEA CHECKED: J5 DATE: 4 -6 -00 BUSINESS I I BOCK SHELF T aeon - TABLE SIDE CHAIR SOFA I 'LI CONSOL I. I: _6., 2 r 2 COFFEE TABLE 6 A3ID3 4 4,_2. N 2,_0... g .0 s ^ aion'' 2,1.. / X I I a HOME TI- IE14TE!R 4Ae #3 42 tca4LE: Ur • I.-m.. *en OM A3.03 FOR mile NOT NOTED 6 ._ 0 . / 1. \ ICE MACHINE L J —I= �- I 0 PELLF -- { 1 A3 l 6 TRASH COMPACTOR L \�� I 1 1 I --f— 1U m - 14 I� ' ----- 7 - ' 20Ir 2 :i F 20 2® Ir 2 n 29 1 - 1 " 291 2 20 I 2lr n m 2 20 I - —' - � — 2 i 1 20 1 29 1/2 'T II J ,p., % 12�� " 29 - - N I 24" 1DININO 1..4.S #1 KITGI -KEN 1.4415 0 2 A282 maul: V3" • I' -0 ". •8Q ®FIT. A3ID3 FOR ITEM6 NOT NOTED 'x282 BcALt: 1 IR•' • I' -m" seat BHT. A3.03 FOR ITEMS NOT NOTED 0 N Z 919 124TH AVE NE BELLEVUE. WA 98005 0 III LI STA001 ARCHITECTS P.S.C. TFL 425.455.3203 425.455.9351 rwr.aconzohcllaltom . com REVISIONS NON,014STRICTION REVISIONS A C.'NSTF43CTION REVISIONS NO. A A DATE 6/20/00 7/27/00 BID SET -- / —/— BY SEA SEA PERMIT SET 08/08/00 CONSTRUCTION SET — / - /-- JOB SITE 8/90/00 ENLARGED PLANS JOB NO:. 2000046 DRNW SEA CHECKED: J5 DATE: 4 -6 -00 BUSINESS ROOM FINISH SGWEDULE DOOR SCHEDULE NOTES ROOM FINISH SCHEDULE NOTES ROOM NAME FLOORS BASE WALLS CEILING I. EXIT DOORS TO SWING IN THE DIRECTION OF TRAVEL. PUSH BAR REM) ON INTERIOR SIDE. 2. ALL BUILDING EXITS TO SAVE AN ILLUMINATED EXIT SIGN. - PROVIDE ADA APPROVED STROBE LIGHT AT HANDICAPPED ACCESSIBLE ears. POWER TO BE SUPPLIED BY 0540 SEPERATE CIRCUITS. ONE OF WHIGS SHALL BE CONTROLLED SEPERATELY FROM ALL OTHER CIRCUITS. SIGNS TO NAVE EA; TENT BACKUP. 4. SIDELIGHTS WITHIN 24' TO DOORS TO BE SAFETY GLAZED PER LOC. 5. GLAZING IN DOORS TO BE SAFETY GLAZING PER L.C. 6. FORCE OF ACCESSIBLE EXIT DOORS SHALL NOT EXCEED 8.5 POUNDS AT EXTERIOR DOORS, AND 5 POUNDS AT SLIDING, TOWING AND INTERIOR SWING DOORS. 7. APPLY SEALANT AROUND THE ENTIRE FRAME PERIMETER OF ALL EXTERIOR AND INTERIOR FRAMES, AND TA ES SEALANT APPLICATION AT INTERIOR FRAM SHALL CLOSE THE GAP BETWEEN THE WALL SURFACE AND THE FRAME, AND SHALL NOT CREATE A GO✓E. 8. DOOR HANDLE HARDRE TO BE 'LEVER' TYPE TO MEET ADA REQUIRENENT5. WA 9. EXTERIOR DOOR BUTTS TO WAVE NON - REMOVABLE PINS. 10. PROVIDE MINIMUM (3) SILENCERS PER DOOR. R. PROVIDE CLEAR STICKER P EXIT DOORS WITH I BLACK LETTERS READING: • 1 - 1415 DOOR TO REMAIN UNLOCKED DURING BUSINESS SOJRS' 12. PROVIDE PANIC HARDWARE PER ADA REQUIREMENTS 13. PROVIDE ADA APPROVED HANDICAPPED THRESHOLD AT MAIN ENTRANCE / EXIT DOORS I PROVIDE FLOOR DOOR STOPS AT ALL INTERIOR DOORS - I. FLOOR AREAS TO RECEIVE V.C.T. ( N.I.C. ) DO ICI NEED TO BE SEALED. 2. ALL FINISH MATERIALS ARE FURNISHED BY CONTRACTOR UNLESS NOTED OTHERWISE ON DRAWINGS. 3. PAINT ALL EXPOSED STRUCTURAL STEEL. q NOT USED 5. PAINT STEEL HANDRAIL/GUARDRAIL. 6. 5/B' TYPE 'U' GYP. BD UNDER STAIRS (PAINT). 7. VERIFY ALL FINISH LOCATIONS WITH OWNER PRIOR TO INSTALLATION. 8. FILL ALL JOINTS IN SLABS UNDER ALL FINISHES. 9, ASSURE ADEQUATE PREPARATION OF ALL SURFACES TO PROVIDE A 5MOOTH REGULAR FINISFI. 10. PROVIDE VINYL REDUCER STRIP WI VN TO PET TRANSITIONS T VINYL TO CONCRETE TRANSITIONS, FLOAT AT SLAB UP YL TO VCT CAR TO MAKE SMOOTLI T II. SCHEDULED FLOOR FINISHES ARE TO EXTEND UNDER ALL BASES (WALL TO 12. ALL EXPOSED GP.P L WORK, MISC. ITEMS AT CLG TO BE PRE - FINISHED BY MFG'R TO MATCH ADJACENT CEILING TILES. 13. WALL COVERINGS SHALL BE APPROVED I.C.BO MATERIALS OR SURFACE PER UBC. 14. TREADS, RISERS 4 EXPOSED STRINGERS TO BE PAINTED GREY TO MATCH RUBBER TREADS (TRACTION PAINT ON TREADS) SALES VCT /CARPET VINYL PAINTED Gab PAINTED STRUCTURE EXPOSED CONTRACTOR VGT AMYL PAINTED Gab PAINTED STRUCTURE EXPOSED LAB 9 _....... LAB 4 LAB 3 - - - -- - -- LAB •4 CARPET VINYL PAINTED GWB PANTED GUS 9' -0• CARPET \INTL PAMTE, Gab - PAINTED Gab - 5' -0• - - - - - -- - CARPET ANYL PAINTED Gag PAINTED GWB 9' -0' CARPET vMTt PAINTED GW8 Zx4 6USP. AC. TILE 9' -0• TILE TO BE SCORED 2x1 STOCK SEAL CONCRETE - PAINTED Gab PAINTED STRUCTURE EXPOSED OUTSIDE SALES CARPET VINYL PAINTED GWB 204 SU511. AC. TILE 5' -0' TILE TO BE SCORED 2X2 MGR OFFICE CARPET VINYL PANTED Gab 2X4 SU5P. AC. TILE 8' -0' TILE TO BE SCORED 2X2 105 CASH CARPET VINYL PAINTED GWB 2X4 5U5P. AC. TILE 5' -0' TILE TO BE SCORED 2X2 110 III JANITOR 6. TILE 6• COVED TILE PAINTED GWB PAINTED Gab MEN° RESTROOM 6x6 TILE 6• COVED TILE W/ TILE B PANTED C.. ACKSPLASH PAINTED Gsue 112 WOMEN'S RESTROOM 6x6 TILE 6• COVED TILE PAINTED GU. UU TILE BACKSF'LASH PAINTED GLIB 113 RECIEARNG SEAL CONt.K,, - PAINTED GIUB PAINTED STRUCTURE EXPOSED 114 RELIEVING OFFICE SEAL CONCRETE VINYL PANTED GWB 204 5USP. AC. TILE 8' -0• TILE TO BE SCORED 2X2 ii5 GALLERY CARPET VINYL PAINTED GWB 2X4 S.P. AC. TILE 8' -0' TILE TO BE SCORED 2JQ Ilb CUSTOMER SERVICE CARPET VINYL PANTED GUA3 2X4 SUSP. AC. TILE 8' -0• TILE TO BE SCARED 2X2 IM GARDEN CARPET VINYL PAINTED GUS PANTED 51RUCNRE EXPOSED 118 STORAGE SEAL GONC.Nx It - PAINTED GM PAINTED Gab VARIES 200 WAREHOUSE EXP. PLYWOOD - PAINTED GIUB PAINTED STRUCTURE EXPOSED 201 LO11 VOLTAGE EXP. PLYWOOD VITTL PANTED GIB 2X4 SUSP. AC. TILE 8' -0• PLUS TILE TO BE SCORED 252 202 STORAGE E Xp. PLYWOOD VINYL PAINTED G IS PANT STRUCTURE VARIES - WINDOW SCHEDULE TYPE LOCATION NOT) x HEIGHT SILL HEIGHT FRAME MATERIAL FINIS,' GLAZING FRAME DETAILS NOTE5 DOOR TYPES A B RECVG OFFICE 0114 2' -6' X 3' -0 4' -0' WOOD PAINT SINGLE NA I2/A3.02 WIDTH PER tiuS_ 1 \ DOOR SCHEDULE TYPE WIDTH x HEIGHT THRSHOLD FRAME DOOR GLAZING VERIFY L LOCK ;TIONW R NOTES4OTES \ NIH60RR1B1120CR O BQ) MATERIAL FINISH I'IATERI, PINISH I Mt ENIPAYE ExSt ) BASIN 2 DST. CQ..CR E.T. ) E.. ' RAIN 01' ALIINM RILL PANE /NIL PANT - YB - TB V NO PUNEWIN 512LEf J4fOR 3'4 %1'9 AI.UHM ,'MIL PAIR RMR. PAM • - TB 1 20161. PASS.. 50.LEM 5 B 1138 3'4X7-0' AUPNN at, PAIR RMa PAM - f8 TES 1 ND NBLflIi 501Ea 6 6 548 3'-0X71-0' A1116111 RMTL PANE KS, PANT - TB - TB 1 N2 PAWSE SCREE 1 5 If2R8 3'4 % M9 - W154421 NM FAIR ,'MIL PAM - TB - 5E5 1 443 50454.E SOME 6 ES 568 M23'9 X719 41211111 RMR. PANT KM PANT 1F 17SYN TES TB TB V NO P6112414Y WA.Efi NELAMON CRAW DOORS 9 6 P.M. 3'9x79 A11!'NM MIL PANT RMIL PANT - TB 1 62 I CK£T •:31 Fr, b B tCR ONCE 3'4X719 AUP9411 ,'MIL PAM NMI_ PAM - - - 18 l NO LCIXET 524E£ 1 6 CA0N 3'4679 WJJWT AMPL PANT RMIL PANT • - - 18 1 IS 100571 50LE.6 D B MLLES 3'9X1'9 6.60. ,'MIL PAM ,'MIL PAM • • TB 7 69 FAS. vv. tl 6 M.MLE5 3'9X719 PAIN. ,'MIL PANT RIM PAM - - - TB 1 NO FASS. 561.E6E H e ELEC. RYM 3'96 719 AU!'NM RMU PAM NMR. PANT - • - TB 1 NO =SET MEM 6 E SRFL'1G ''4X719 ) 'PAN` slue LEN:PLOCK DOOR CLEARANCE DIMENSIONS WINDOW TYPES E WST. SHFPIY 9'9 %10'9 EWAST EST. ) E DS ELEM./ (PR)3'9 X 719 DAST. ) NTRU EXBTI6 PROVISIONS Z E s CA) FRONT _ FOR BARRIER FREE DOOR.) PULL SIDE r- - I I 1 IS MIN. Z y x } 1 PJSH SIDE El I I I I I x• IN DOOR A AND A LATCH. 54" MIN. L SCHEDULE 6 B 6.66' 3'9 % Al1FN27 HML PAM RIM PAM - - 18 1 ND FAS. 501EW 6 6 COV..R.1 3'961, AUINM RMIL PAM NMR. PAM - 1E5 1 ND PAS. MEM PER SCHEDULE 20 BB SIGNS (PW3'9XT-0' - RMTL PANT RMIL PANE - - NS 1 NO 1.456166 MEW 24 PREFERRED F l I ° NOTE: HAS BOTH APPROACHES 71 MR. - - - - NO • SE 0AL•I ' w 3 PULL SIDE k x I� r t 1 E - -1 PUSH SIDE I ° .. O SLIDER 4 _ NOTE: x x • 42 M (8) HINGE • 36 M MINIMUM MINIMUM IF SIDE APPROACHES PILL Si IF 9 • 60 IN NOTE: y . 48 y • 54 N. BOTH A T � 24 MIN. 24 MIN. MIN. AND 9.1514 _1 P DOOR A CLOSER WIDE i HAS - -- NOTE: y • 54 IN MINIM, IF THE DOOR NOTE: y • 48 M HAS A CLOSER HAS A CLOSE (G) LATCH SIDE APPROACHES NOTE: ALL DOORS IN ALCOVES SHALL COMPLY WITH THE GLEARMIGES FOR FRONT APPROACHES. P 714E DOOR ALL ITEMS TO BE PROVIDED/INSTALLED BY GC. PRODUCT SHTS TO BE 5uemITTED TO ARCH /GOER FOR APPROAAL 4141LUTAOm ARCHITECTS P.S.C. 919 124711 AVE NE BE WA 98005 TEL' 425.455.3203 FAX: COM REVISIONS NON- CONSTRXTION REVISIONS L CFRLSTRUCTICN REVISIONS NO. A A DATE 6/20/00 7/27/00 BY SEA SEA PERMIT SET 00/08/00 BID SET CONSTRUCTION SET _/ -4_ JOB SITE 8/30/00 H R/ = r � Yc M I co ORV O F E TUKWIWA AUG 3 Q 2000 PERMIT CENTER DOOR AND ROOM FINISH SCHEDULE JOB NO: 2000046 DRAWN: SEA D EOKP. JB DATE: 6 -6 -00 43.0? sconzo 1141 uu1111om ARCHITECTS P.S.C. 919 124111 A. NE BELLEVUE, WA 98005 TE 423A55.3203 FAX 423.453.9351 RE,4610N5 NON - CONSTRICTION REVISIONS A COBIRJCTION REVISIONS NO DATE 6/20/00 7/27/00 PERMIT SET 08/08/00 BAD SET — / —/— CONSTRUCTION SET JOB SITE 8/90/00 z I- ® J CI O F E TUK'NIwI AUG 3 c anon PERMIT CENTER INTERIOR DETAILS JOB NO 2000046 DRAIN: SEA CHECKED: JB DATE: 6 -6 - BY SEA SEA 43.02 9 GYP. BOARD ON METAL STUDS AT iiii IWO 1" PER PLAN FACE OF PER PLAN INSIDE EXTERIOR WALL PER PLANS 3•9' X IS GA METAL STUD BRACKETS AT 48° 00.- ATTACH TO WALL WITH 4i' DIA. EXP. ANCHORS (PANTED) Q � PLYwIOOD T4G CN TJI / /� 24. OC. PER 51RJGT --=-‘ --=-‘ JOISTS AT I IEAcou5 _ _ 41 DEEP LEG TOP TRACK, SIZE TO MATCH STUDS ` '° . � k I� JAMB BEYOND ee 1 } 1 TIC AL TILE DOOR PER SCHEDULE TO B E NTED .. IIMI CEILING B GA METAL STUD BRACKETS m ACOUSTICAL TILE FULL WEATHER STRIPPING I t I I I . 1 AT 48" O.C. ATTACH TO WALL WITH 4Y° E. ANCHORS w PAINTED (ttP) m •," GYP BOARD GN MIL m STUDS PER 5T131CT. MI., u E R -I3 THERMAL BATT INSULATION SCHEDULE IT BASE FER SCHEDULE MY, w x FINISH FLOOR pp! CEILRYa01 BLK'G ITYP) d Gi Et .. .. SILL GASKET (T11../ ADA APPROVED METAL METAL TRE' LLD SIZE PER HARDWARE bCHEDULE SET M MASTIC �a"M" w- „.ms's y 2x STUDS AT 6” ' BOARD OG i i I I - - I EXPANSION ANKH G-. AT PRE- DRILLED LOCATIONS - - PER NAME. INSTRUCTIONS n !PANTED) 2X P.T. BP. (MYP) FINISH FLOOR d, FINISH Pc'A StQEDULE ON %' MOISTURE RESISTANT GYP. BOARD l ON RESTROCM SIDE 1 OVER ,i' PLYWOOD BAGKIYa � + (ON WC WALL ONLY) 4 011:410 SOND BATT INSULATION PER PLAN _ PURR'NG AT E>CTERIOR WALL rm r'P(CAL RESTRODM WALL I-I M. DOOR THRESHOLD 9 S.m.E: I LR• : 1' "0• 42 SCALE: 3° • I• -0• A202 BCA.: I V2' • I• -0' r I+ OVER 3 ' TO BE PANTED OR 3�i • FETAL STUDS • 24. 0.0 USE TYPE 7(' • 1-141R WALLS INSULATION 1..I. DOOR /FRAME PER BGHEDULE i0 PAINTED MP) - (7TPJ ONE RIGID BRACE AT 8' -0" 00 , OR TO RESIST DECK ABOV \FOR F'LENF1 EI�GHT -0•: 1 i. ALTERNATE 16 GA COLD X 20 GA G S7 D. 1501576 PER SCHEDULE - - 6 S• A ACH T18• E 1 I J I L_.._ JAMS STUD, BOTTOM TOP AND (TYPJ� 1 I I I I II 1 \ ROLLED CHANNEL, OR IM.' FOR EIGHT TO !DLO BRACES SHALL BE DOUBLE BACK TO BAG: OR NESTED AS REWIRED 45' ATTACH TO STRICTURE WM. POLDER DRIVEN OR EXPANSION ANCHORS. ATTACH TO PARTITION WITH TUUO '8 SCREWS i - EMEND SOUND BATT INSULATION 3' -0" A. SIDE OF PARTITIONS RECEIVING � BATTS L • _ ......._,../ II I 1_ �/ 4i' GYP BOARD EACH SIDE LN METAL STUDS PER SIDE : TED EA (TY PAN BIDE P) SOUND BATT INSULATION UANERE INDICATED ON PLANS BASE P.F. SCHDxLE (Fr, NOTE" BRACES NOT REWIRED WITHIN 0 -0° CF INTERSECTING. CORERS 1 i F$2 5CHE17ULE� +I ,..--._I Il I -av �' GIB PER TYPE 4 FRAME SCHEDULE 2" 8 DOOR PER SCHELJU . _.J._ e IS TRACK I [USE �- FROVIDE UL LABEL INDICATED ON DOOR 'X' GUM . 1-1 WALLS) ASSEMBLIES wHERE GA I I HEADER SCHEDULE 15! � i I ' TYPE SIZE NO. OF SCREWS 0' -0' - 4' -0' (2) 6° 16 GA B 4' -0' - 6' -0• (27 S f6 GA 8 6' -0' - 8' -0' (2) Q• F4 GA WELD 1M.< PART:.IGHT - 15 LBS. PSF. � _ 1 1 MAD ER REQUIREMENT DOOR JAMB �► GUS WALL I -I.M OFFICE WALL � BRIDGRYs IS REQUIRED AT ALL WALLS p 4 \ I O FORMIP. IS GA BRIDG.. CNAINMEI_ (TYP) TOTE FOLLOWING= PER PLMUS 0 --� I' I F S • ' ' I1 DECK ABOVE SUP JONT Gum PANTED EACH SIDE O Z0 GM�KaE� STUDS PER STRICT. (TY SOUND BATT INSULATION- PER PLANS BASE PER SCHEDULE (TYP) PAINTED EACH SIDE MP) _ 1 'fL — :ii I� 1k' GYP. BOARD EA SIDE (1YFE 'X STUD F REQUIRED PE R FLANS J ., FETA' L STUD FRAMING PER STRUGT, cm., NO PUNCH OUT SHALL OCCUR WITHIN ETUDS Q• FRCTt NDS OF S SCREW ATTACHMENT AT EACH FLANGE NO.6 X 1/I6 PAN NEAR SHEET FETAL SCREWS. USE I' MM. DRYWALL SCREW F GlEs. AND FLANGE ARE CONNECTED TO STUD AT SAFE TIME CONT. I8 GA BOTTOM TRACK SIZE TO MATCH METAL STUD FRAM.. ATTACH TO FL W/ 5132" DIA DRIVE PINS AT 4' -0° O.G. LOW. +�' FLOOR iL � / \ 114R ASSEMBLY " -10L (TY BASE PER SC PJ FLEXIBLE 1-HR JOINT SEALANT AT 1 -HR WALL CONDITIONS MP/ NOT APPLICABLE •GRID LINE 7 / i L UP TO 10' -0' EIGHT: TWO ROWS CF BRIDGING EQUALLY SPACED. 2. OVER 10 -0• EIGHT: BRIDGING ROWS SPACED 0 -4 O.G MAX II SRIDOING OPTIONS 6 WALL TO FLOOR CONNECTION 3 FULL HEIGHT NON -RATED WALL 422 BC°ALF. I U1" • 1'-2' BCALE 3 • I' -0" SIR .5,5/- FOR ITEMS NOT NOTED , IIL - CENTER LNE '6 X 20 TEKS W/ 32 PoMT OR EQUAL 2 - °„C-IEUH AT 24° O.G. DO NOT PE JETRAiE ROOF MEMBRAPE \ \>I ID BRACE AT 8' -0° O.G. , OR TO RESIST DECK ABOVE ONE °+ir. R „ SVERSE LOAD. ALTERIATE bIDE3. FOR PLENUM EIGHT TO 5' -0 ": IF," " X V G GOLD X 20 GA G STUD. WALL CONSTRUCTION PER PLAN ATTACH METAL STUD RUINER 10 2X4 HEAD MEMBERS T FRAI•E QOM. CCR1PFiE85A %E GASKET, TYR GLASS PER SPEC. GLA38 PER 6PEC. Iff GOVT comm.... GAbT, T7P. AF'PROW_n SAMPL ATTACH FETAL STUD !!! 1 I II I �,' II I �; i AR GLASS 1 7jO,L 4 1'-0' , \ ROLLED GHAM6NEL, OR I4y• FOR 1.1.-IT TO I0' -0°: BRACES SHALL BE DOUBLE BACK TO BACK OR NESTED AS REQUIRED. ATTACH TO STRJGNIE W /TIED POWDER DRIVEN OR EXPANSION ANCHORS. ATTACH TO PARTITION WITH 1U10 '8 SORE US - ■ J F ' '!I =1v } -"'t r - � , ,— Li BASE PER SCHEDULE (ttP) NOTE: OF INTERSECTING CORERS e - 4'_0• ,AFFF _I I DECK ABOVE EE! LTA9ND IZE 1 ::; ) O AS ! P - % _ A II! " CENTER , LIE CONDITION ll B ""''" RUNNER TO 2X4 HEAD PART ITT ON.4 WALL CONSTRUCTION / IMIAX PART. �EIGHT - 5 LBS. PSF.I , — IRAN AN rm I11RELITE HEAD /SILL ROOF DEFLECTION CONNECTION PARTITION WALL � c �� sconzo 1141 uu1111om ARCHITECTS P.S.C. 919 124111 A. NE BELLEVUE, WA 98005 TE 423A55.3203 FAX 423.453.9351 RE,4610N5 NON - CONSTRICTION REVISIONS A COBIRJCTION REVISIONS NO DATE 6/20/00 7/27/00 PERMIT SET 08/08/00 BAD SET — / —/— CONSTRUCTION SET JOB SITE 8/90/00 z I- ® J CI O F E TUK'NIwI AUG 3 c anon PERMIT CENTER INTERIOR DETAILS JOB NO 2000046 DRAIN: SEA CHECKED: JB DATE: 6 -6 - BY SEA SEA 43.02 PJ6 SCALE: iR• • 1' -0 KITCHENI SACK WALL 06 SCALE: V2" • 1'•0 HOME THEAtRI= LEFT WALL ELEVATION HOME THEATRE SACK WALL SECTION D3 SCALE: ,° • f KITCHEN RIGHT WALL GUS-ZERO REFRIGERATOR F.C. FF. HOME tHEATRE RIGHT WALL ELEVATION SCALE: I!!' • 1'-0' FC FP. FE F.C. FE SOFFI old 3' -0" VCR OVD TV DRAWER 2 . _ S . FF_ HOME THEATRE SACK WALL SECTION SCALE: I" • I•.0 F.ED SHELVES SOFFIT f II I-TV BEYOND 9 I 0 1' -4" FF. b" NO. A 0 N Z 4I41 LLST42 0M ARCHITECTS P.S.C. 919 124TH AVE NE B ELLEVUE. WA 98003 TEL: 123.433.3203 w x onzo h 433.9331 w halbtrom.com REVISIONS ❑ NON- CCNRTRJCTIGN REVISIONS A OONSi31GTIQ1 REVI61aNW DATE 6/20/00 7/27/00 BID SET — / —.— 0 BY SEA SEA PERMIT SET 08/08/00 CONSTRUCTION SET — / —,-- JOB SITE 8/30/00 I- Q = r2 J W CC ® 12 CO m W Q CITY OF WILD jA 4136 3 0 2100 vI PERMIT CENTER, INTERIOR E L E vAt I ONS JOB NO: 2000046 DRAM SEA CHECKED: JB D ATE: 4 -6 -00 43.03 L J I I � I _ BACK SPLASQ - I �7 ry PJ6 SCALE: iR• • 1' -0 KITCHENI SACK WALL 06 SCALE: V2" • 1'•0 HOME THEAtRI= LEFT WALL ELEVATION HOME THEATRE SACK WALL SECTION D3 SCALE: ,° • f KITCHEN RIGHT WALL GUS-ZERO REFRIGERATOR F.C. FF. HOME tHEATRE RIGHT WALL ELEVATION SCALE: I!!' • 1'-0' FC FP. FE F.C. FE SOFFI old 3' -0" VCR OVD TV DRAWER 2 . _ S . FF_ HOME THEATRE SACK WALL SECTION SCALE: I" • I•.0 F.ED SHELVES SOFFIT f II I-TV BEYOND 9 I 0 1' -4" FF. b" NO. A 0 N Z 4I41 LLST42 0M ARCHITECTS P.S.C. 919 124TH AVE NE B ELLEVUE. WA 98003 TEL: 123.433.3203 w x onzo h 433.9331 w halbtrom.com REVISIONS ❑ NON- CCNRTRJCTIGN REVISIONS A OONSi31GTIQ1 REVI61aNW DATE 6/20/00 7/27/00 BID SET — / —.— 0 BY SEA SEA PERMIT SET 08/08/00 CONSTRUCTION SET — / —,-- JOB SITE 8/30/00 I- Q = r2 J W CC ® 12 CO m W Q CITY OF WILD jA 4136 3 0 2100 vI PERMIT CENTER, INTERIOR E L E vAt I ONS JOB NO: 2000046 DRAM SEA CHECKED: JB D ATE: 4 -6 -00 43.03 C 0 M AALUTA°HI ARCHITECTS P.S.C. NO. 919 124TH AVE NE BELLEVUE. WA 98005 TEL ♦25A55.3203 425.455.9351 www.sunzohallshom.com REVISIONS ❑ NON - CONSTRUCTION REVISIONS A CONSTRICTION REVISIONS DATE 6/20/00 7/27/00 LI i L eeee 1111 O ® I` J 0 Z BID SET JOB SITE 8/30/00 0 BY SEA SEA PERMIT SET 06 /08 /00 CONSTRUCTION SET INTERIOR DETAILS JOB NO: 2000046 DRAW: SEA DECKED: JB DATE: 4 -6 -00 43.04 3 V!• M'L CL'G JST. SAW TYPE •X• GYP. BD. err, - °• 3 I!1• M'L CEILING Q JST. • I6 0.C. /TYP) IF 3 1/2• ML. LEDGER limig Ilow . E'.O . . a g iL Ns ��� * - 3- 9 ` `•.. M TT 1 STUD (P) X X MT_ LEDGER (TT, MT_ CEILING JOIST err, 3 �' M'L CEILING J01ST9 • 16' OL. 3 = MOLDING PER INTERIOR (TYP) PER ELECT_ (TYP) AS REQUIRED (11, M'L. CRIPPLE 3 IR" M'L CEILING JOIST • 16 O.. MP/ 5 /B° TYPE X , . -• -. -: j I I!1 Q J i•r 5B• TYPE 'X' COVE GYP. BD. (TYP) DESIGNER FIXTURE UV TOP OF COVE (TYP) ' LIGHTING TOP LINE OF CEILING FILLER \-FLAT GYP. BD. (TY, .. - -- _.. .. - •X• 5/8. TYPE GYP BD. (TY, DINING ROOM SEcriON MT'L SOFFIT DETAIL DINING COVE DETAIL 32. S M'L. LEDGER (TM 10 Ark 9_ * II H° Mit CEILING JOIST °6" OG. (1YP) `- 5/S• TYPE X GYP. BD. /TYR) ilk IF AI Ei IN 4E- E LIGHTING PER ELECT. (TYP) 2" - 1`+ LIGHTNG PER ELECT. MR, —.,. 2° ,. ww oTi ` v AIM LINE OF FLOCK � , V v 9 _ y1 LINE CF FL0OR -1 24" 24° Q Mr 10 CABINET TOE KICK DETAIL ISLAND TOE KICK DETAIL ItITCHEN SECTION Q = I °PUCK• LIGHT 3 , u• M'L LEDGER Q err, Q 3 M,T'L CEILING JOIST v • I6. O.C. (TYPJ 2x v 1��1 ? 9 XTURE r _ � X iii �- - 0 WS TYPE X E EERTOP SPECKED FIXTU E TO BE , STALLED AT ALL WOOD Si1ELVE5 GJ LINEAR LIGHTING PUCK LIGHTING NOTE: FOR FIXTURE LOCATIONS, SEE ELECTRICAL (TYP) HOME THEATER WOOD SHELVING DETAIL UNDER CABINET DETAIL HOME THEATER SECTION A2 al AI% I "II •J• BOX CLOCK OUTLET (TYP) \- — LINE OF CEILING TOP F IXTURE LW TOP NF FIXTURE COVE SPECIFIED FIXTURE Ul/ •L' EMRUb . BO . - OOR �• 4 �� - „�” EQ. 6 I 6 6 ' - r : ❑ 3 M'. CEILING JOIETb 16' OL. ��� ` ��� 1 \ `LIFE Gr CEILING FILLER AS NEEDED . HOME THEATER DOME DETAIL UPPER CABINET DETAIL ° �I ART GALLERY ELEVATION C 0 M AALUTA°HI ARCHITECTS P.S.C. NO. 919 124TH AVE NE BELLEVUE. WA 98005 TEL ♦25A55.3203 425.455.9351 www.sunzohallshom.com REVISIONS ❑ NON - CONSTRUCTION REVISIONS A CONSTRICTION REVISIONS DATE 6/20/00 7/27/00 LI i L eeee 1111 O ® I` J 0 Z BID SET JOB SITE 8/30/00 0 BY SEA SEA PERMIT SET 06 /08 /00 CONSTRUCTION SET INTERIOR DETAILS JOB NO: 2000046 DRAW: SEA DECKED: JB DATE: 4 -6 -00 43.04 S(oHzO 111LUTI001 ARCHITECTS P.S.C. 919 524TH Vat BEUFAIE, wA A 98005 TE 425A 55.3203 FAX: 4 25.455.9351 www.o <onzo Mllalrom.com REVISIONS NON- CCNSTaICTION REYISICNS A R RENSTRIOTICN N6ICNS NO. DATE 6/20/00 7/27/00 PERMIT SET 06/08/00 BID SET - / —/— BY SEA SEA CONSTRUCTION SET —/ —/— JOB SITE 8/30/00 INTERIOR DETAILS JOB NO, 2000046 DRAM. JAG GECKED: J5 DATE: 4 -6 -00 43.0 BUSINESS PARK - TUKWILA, WASHINGTON { 3'9 MTL STUDS • 24. OG GUS PER STRICT. I / / (OPEN VOID FOR OPTICS GABLE) IV. OPTIC CONNECTION COVE HOLD , — (TT, PLT WOD TJI FJ PER I STRICT (TTP) \ - m g ylg0p _ REMOVABLE FALSE FACE PANEL _ 9V50 iP M �I al .. ry\ _ �� DVD �� -- VCR -4A q��� 5/6• TYPE •X• 4r GIB (1179 ,< 4.� I�MOYAB FAL6 FA E GE FA 1 ., 6 • PANEL AT LLE I8'IINAT 2• MIN. MIN. TV SOFFIT DETAIL CABINET DETAIL p SCALE, I" • 1: LUMINATOR IDS SCALE: I° • P_" 0 IDS SCALE: I I!1' . 1' -0' 6• MIL STUD (TV, 20 12• STIR EACH 51DE <,T_: y mom I ., ` . RI B v n MTL »,.� >.,�.. 1 ELECT. PANEL PER ELECT. DRAW NG a II SAY TrFE x GYP 130_ (1'1'79 TRANSFORMER PER ELEC. ("MP) e.••• 1 .... -- I 6145000E �o a, .� • 5✓150 -6F 'r 3" GABIKtR FADE PANEL (PAINT COLOR TO MATCH WALL COLOR) 2' -0° ,— 3• 3• FLAT TAPE EACH SIDE (1177 I t 61 ELECTRICAL PANEL DETAIL LUMINATOR CABINET PLAN SCALE: 112• . I_0• IDE SCALE: 112• • i'_O• NOT USED NOT USED 2.16" COVE MOLD ■ ,_.__ 0 6V150 6 " MN REMOVABLE PANEL LUMINATOR CAB. SECTION I" SOPPIT DETAIL CUSTOMER SERVICE SIGN FRAMING 0 10' -6• SECOND , BOTTGM CF ROOF FRAMING 3 I2' HTL STUDS • 24• U.C. ¶TJTH > ' 43^ —y • y E31 9 51" pp FLOOR FRAMING 9' -0° F.C. I x I x I 6 " MIN. COVE HOLD r , 614500 PANEL i REMOVABLE I4 3/4" 4 LUMINATOR CAB_ SECTION ri 1 FF. DETAIL 5 SOFFIT a CUSTOMER SERVICE COUNTER 3ID` bGAL ": I I2" . I' -0 SCALE: r • 1. IDS S(oHzO 111LUTI001 ARCHITECTS P.S.C. 919 524TH Vat BEUFAIE, wA A 98005 TE 425A 55.3203 FAX: 4 25.455.9351 www.o <onzo Mllalrom.com REVISIONS NON- CCNSTaICTION REYISICNS A R RENSTRIOTICN N6ICNS NO. DATE 6/20/00 7/27/00 PERMIT SET 06/08/00 BID SET - / —/— BY SEA SEA CONSTRUCTION SET —/ —/— JOB SITE 8/30/00 INTERIOR DETAILS JOB NO, 2000046 DRAM. JAG GECKED: J5 DATE: 4 -6 -00 43.0 BUSINESS PARK - TUKWILA, WASHINGTON PENNONS NON- CONSTRICTION REVISIONS A CONSTRICTION REVISIONS NO. DATE BY 6/20/00 7/27/00 SEA SEA C 0 n z 4141II5T410m ARCHITECTS P.S.C. 919 12411 AVE NE ELLEVUE. 45 98003 B TEL• 423.453.3203 AX: 423.453.9351 zohollstmmxom PERMIT SET 08708/00 BID SET 0 CONSTRUCTION SET JOB SITE 8/90/00 STAIR SECTIONS/ DETAILS JOB Na 2000046 DRAIN; SEA CHECKED: JB DATE: 6 -6 -00 47.01 FRAMING PER _ SiRI1CT. (TM 2• WIDE ABRASIVE STRIP TREAD, M CONTRASTING COLOR II" 23 EXTENSION RUBBER TREAD/ (TT TOP OF NG LANDIP) Q j l I RISER ` L �. 1 / STAIR TREAD �, 1 �, UP © m I IN TEAD STEEL PAN . .:e° DRYWALL CHANNELS 24" OC. MP) X' F -- JL \ V 5/8" TYPE GWB (TYP) STEEL STAIR 0342 E7_ PER SM.". L•" let FLOOR STAIR wl PLAN STAIR DETAIL TREAD/RIS:R AT LANDING . 11'• 5/8` G.W.S. • I/4 WAINSCOT Y WIDE ABRASIVE STRIP TREAD, 44 CONTRAST'. COLOR \ RUBBER TREAD/ RISER (TY P) ` TREAD MEM C am/ - ,—. i'ETAL EWE TRIM T t B TAP) 4 HANDRAIL 20 T • II" EA STAIR R15ER TREAD F`MISFE•D FER TREAD EIN1541 A SCAM SEE A 3D1 (TYP) TREC.. PER FIN. 5041:1'L (TYP) \ v — ® ,. DN 11M11111111 „uI,,,Il, „'1® - - -- "o '444 1111111 °1– - r Lk \ 0 \ STEEL CHANNEL STRINGER PER STRUCT_ (TYP) 'X' GNU. I^ - - 5/8• TYPE ON 1/3 DRYWALL CHANNEL AS REQ'D (TYP) j STAIR DETAIL TREAD KICKER a FLOOR STAIR 01 PLAN 2nd . l /a FLOOR I I/2•0 STEEL HANDRAIL R9' — Q I I•/"e STEEL HANDRAIL ( TYPJ O BE7P) LING e • ( CI.'ET . HAX • T:;t . AT ATIONS ..` I I I 15'_li I ". (TYPJ N CONCRETE TREADS / 9 CI • l I8._a 20 T • II" EA HANDRAIL EXTEN810N HANDRAIL EXTENSION Il T• II ", EA II METAL HANDRAIL STAIR #2 .SECTION STAIR #1 SECTION - 1 r 1 X PAINT GRADE CAP WIT/4" RCINDED TOP EDGES ITYP) .9 I.MI_ D A TOP OF WALL 1 ' •3'6' ' A Vl` < .......... "•∎ Il T � II "EA I ,IIrIIHIII -I UP. "9 ° \Nkm■.sol■.■■mmoul ■� 6 '.. HANDRAIL EXTEN810N q NW HANDRAIL EXTENSION i FER) ■ HALF WALL DETAIL A 2 eCALIL d STAIR s2 PLAN let FLOOR STA = *2 A .: � 0 PENNONS NON- CONSTRICTION REVISIONS A CONSTRICTION REVISIONS NO. DATE BY 6/20/00 7/27/00 SEA SEA C 0 n z 4141II5T410m ARCHITECTS P.S.C. 919 12411 AVE NE ELLEVUE. 45 98003 B TEL• 423.453.3203 AX: 423.453.9351 zohollstmmxom PERMIT SET 08708/00 BID SET 0 CONSTRUCTION SET JOB SITE 8/90/00 STAIR SECTIONS/ DETAILS JOB Na 2000046 DRAIN; SEA CHECKED: JB DATE: 6 -6 -00 47.01 FOOTING SCHEDULE MARK SIZE REINFORCEMENT F3.0 -0,3 - 0 "x0' -1O" 3 - #5 E.W.. BOTTOM F3.5 3'- 6 "x3'- 6 "z0' -10" 3 - #5 EW., BOTTOM F4.0 4'- 0"x4'- 0 "x1' -0" 4 - #5 EW. BOTTOM F4.5 4'- 6`x4'- 6 "xl' -0" 4 - #5 EW., BOTTOM F5.0 5'- 0"x5'- 0 "xl' -2" 5 - #5 E.W., BOTTOM F5.5 5'- 6'x5'- 6"x1' -2" 6 - #5 E.W.. BOTTOM F6.0 6'- 0"x6'- 0 "x1' -4" 5 - #6 E.W., BOTTOM 6 - #4 LW. BOTTOM FA 4'- 0 "z22'- 0 °x2' -0" , . 4- # LW, TOP 19 - #5 S.W., TAB 8 - #5 L.W., BOTTOM FB 6' -0 "x20'- 0,3' -0" 6 - #5 L.W., TOP 19 - #6 S.W., T &B (N) CONC. SLAB 1' LEVELING GROUT (PER PLAN) 4x1 ' -6" DOWELS 24 "o.c EPDXY 4" INTO (E) SLAB (TAP.) BASE PP P SCHED. `. w/4- "O EXP. BOLTS ,` (EMBED 5" MINIMUM) EXISTING 1" LEVELING I \ GROUT NC. SLAB — PER CONTRACTOR r l DEPTH PER FTC. SCHED. 17 SEE FOOTING SCHEDULE FOR 5,2E & REINFORCING SECTION A -1.0 SCALE: " =1' -0" SCALE: 34 " =1' -0" SECTION E -1.0 TS COL. I BASE F 4x4 = /<x 10x0' -10" 5x5 3 :81180' -11 6x6 ..x12x 1' -0" 8x6 3 Ax14x1' -2" F . ISOLATION JOINT DRY PACE AFTER COLUMN IS IN PLACE 6 -SAO CUT (E) CONC SLAB MU VT 812x2 -2" r /8- 3 4"0 036 TEREADED AB. (EMBED 8" MIN.) SCALE: 'h " =1' -0" TS CO PER PLAN 'h" KNIFE rE THRU COLUMN Pa= BRACE SECTION B -1.0 I0• -0"1 SIZE & RETFOH.CENG PER FOOTING SCHEDULE SECTION C -1.0 SCALE: "=1' -0" OF COL. & I PAD FTG S TS COLUMN PER PLAN (BEYOND) r STUD WALL / PER ARCH. (E) CONC. SLAB (N) CONC. SLAB SAW CUT (E) SLAB NOTE SOME FOOTINGS IN SCHEDULE MAY NOT BE USED. S.W. (TRANSVERSE) LW. (LONGITUDINAL) E.W. (EACH WAY) N OTE: PAINT COLUMN BELOW SLAB ASPHALTIC EMULSION A COVER vi/ 3" MIN. CONCRETE TS COLUMN PER PLAN (E) P.C. PANEL MATCH (E) FIG. +ELEV. (FIELD VERIFY) EPGXY GROU? 10" MINIMUM- TOP REINF. IS 2" CLEAR BOTTOM REINF. IS 3° CLR. TIE TRANSVERSE REIN F. TO TOP OF BOTTOM REIN F. & BOTTOM OF TOP REINF. TYPICAL REINFORCEMENT PLACEMENT 1 -11 F4 I 1- FOOTING SCHEDULE 2E & REINFORCING BASE E PER SCHED. /2- 34 "0 EXP. BO (EMBED 5" MINIMUM q: MIN. 1 E " SMIC ISOLATION JOINT CA' DRY PACK AFTER COLUMN IS IN PLACE FO SECTION D -1.0 SCALE: 4i " =1' -0" / p SAW CUT (E) CONC. SLAB ,1" LEVELING -IXI B ING 'NC' GROUT D E)JOE Ca [ `�}` Itl tl S EP 1 9 2 uu0 I I I REID MIDDLETON, INC. SPECIAL CONDITIONS: DURING CONSTRUCTION THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND GUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL, STATE, AND LOCAL CODES. CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS NSIONS IN FIELD. OBTAIN ARCHITECTS APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS, FLOOR AND WALL FINISHES, ETC. MECHANICAL, FIRE PROTECTION ELECTRICAL SYSTEMS: IT SHALL BE THE GENERAL CONTRACTOR AND /OR SUB - CONTRACTOR'S RESPONSIBILITY TO PROVIDE ALL NECESSARY ENGINEERING AND CONSTRUCTION DOCUMENTS FOR THEIR SCOPE OF WORK. THIS SHALL INCLUDE THE DESIGN OF THEIR SYSTEM AND ANY REVIEW AND MODIFICATIONS OF THE BASIC STRUCTURAL SYSTEM SHOWN ON THESE CONSTRUCTION DOCUMENTS AS WELL AS ANY ADDITIONAL STRUCTURAL SUPPORT REQUIRED BY THEIR SYSTEM LIVE LOADS: A) B) GENERAL NOTES CODE: UNIFORM BUILDING CODE, 1997 EDTTION .....25 ME SNOW LOAD ..._.80 MPH ZONE, EXPOSURE "B" ......125 PSF WIND MU/ANNE ET.00R.. SOB. PROFILE TYPE....... ............ SD SEISMIC ............. ............_............._SONS IN SEISMIC COEFFICIENTS_ R = 5.6 ORDINARY STEEL BRACED FRAME Ca =.36 =S4 = 1.0 FOUNDATIONS: SOIL BEARING CAPACITY ASSUMED TO BE 2000 PST. SOILS ENGINEER TO VERIFY IN FIELD. ALL FOOTINGS SHALL BEAR ON UNDISTURBED EARTH OR SOIL COMPACTED TO 95 MODIFIED PROCTOR PER ASTM D -1557. ALL EXTERIOR FOOTINGS SHALL BE 18 INCHES MINIMUM BELOW LOWEST ADJACENT GRADE. SLABS ON GRADE: THE SLAB ON GRADE FOR THIS PROTECT IS TYPICAL OF OTHER BUILDINGS MID SIMILAR FLOOR LOADING AND SOIL CONDITIONS CONSTRUCTED IN THIS AREA THE SLAB HAS NOT BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD AND HAS BEEN DETAILED TO MEET LOCAL INDUSTRY STANDARDS FOR SIMILAR BUILDINGS. NO CONSTRUCTION LOADS HAVE BEEN INCLUDED IN THE DESIGN OF THE FLOOR SLAB. THE CONTRACTOR SHALL REVIEW WITH THE SOBS ENGINEER THE CONSTRUCTION LOADING OF THE SLAB AND SOILS BELOW. BE SHALL. TAKE THE NECESSARY MEASURES TO INSURE THAT THE SLAB AND SOBS BELOW WILL NOT BE EFFECTED OR DAMAGED BY THE CONSTRUCTION LOADING. THE CONTRACTOR SHALL ADD ADDITIONAL CONCRETE, REINFORCING AND UPGRADE MINT DETAILING AS REQUIRED FOR HIS LOADING. CONCRETE: ALL CONCRETE SHALL BE STONE - AGGREGATE CONCRETE HAVING UNIT WEIGHT OF APPROXIMATELY 145 POUNDS PER CUBIC FOOT. 28 DAY COMPRESSIVE STRENGTH SHALL BE AS FOLLOWS: 1, 3000 psi FOR ALL CONCRETE WORK CONCRETE IN ALL EXTERIOR SLABS TO BE ABLE ENTRAINED 6% PLUS OR MINUS 1 %. CONCRETE SUBMITTALS SHALL CONFORM DO SECTION 1905 OF TBE UBC. MIXING AND PLACING OF ALL CONCRETE SHALL BE IN A w.. ^RDANCE WITH THE DEC AND ACI CODE 318 -95. PROPORTION OF AGGREGATE TO CEMENT SHALL BE AS SUCH TO PRODUCE DENSE, WORKABLE MD[ WITFJ A MAXIMUM SLUT. OF 4INCHES, WHICH CAN BE PLACED WITHOUT SEGREGATION OREXCESS FREE SURFACE WATER. 3/4" CHAMFER ON ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. GROUT FOR COLUMN BASES SHALL BE "EMBECO" MASTER FLOW 4713 BY MASTER BUILDERS, INC. OR APPROVED EQUAL. EPDXY: EPDXY FOR FASTENING ANCHOR BOLTS AND REBARBvTO EMU. CONCRETE TO BE HIT /WI 50 INJECTION ADIIEBVE AS MANUFACTURED BY MITT ANCHOR BOLTS AND REBAR TO BE INSTALLED IN DRILLED HOLES PREPARED IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS AND ICBO REPORT 45193. REINFORCING STEEL: ALL REINFORCEMENT SHALL CONFORM TO ASTM P.C.= 82(51). (SEE BELOW FOR WELDED REBAR) ALL REINFORCING SHALL BE GRADE 60(Fy= 60,000 psi; Fs =24,000 psi). LAP CONTINUOUS REINFORCING BARS IN CONCRETE AS INDICATED BELOW, 1'-7" MINIMUM UNLESS NOTED OTHERWISE. CORNER BARS (1' - BEND) WILL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WCTH THE ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES. WELDED WIRE FABRIC TO CONFORM TO ASTM A -82 AND A -185. WELDED HEAD STUDS SHALL CONFORM TO ASTM A -108 (Fy- 55,000 pm). MINIMUM LAP SPLICE LENGTHS EAR SIZE P.3000 4 29" 45 36" 7 43" 47 63" 58 72" 49 80" MB FOLLOWING MINIMUM COVER SHALL BE PROVIDED FOR REINFORCESIHN'T (UNLESS INDICATED OTHERWISE ON DRAWINGS): CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO EARTH....-.__ ....................................... ..._................_........3" EARTH FACE CONCRETE EXPOSED TO EARTH OR WEATHER (CAST IN FORMS) 46 THROUGH 418 BARS ....................... ............._....__......._.2" C) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS & MIST -411 BAR & SMTAI.LER ..............3 /4" BEAMS & COLUMNS._..._.._....._ ........... .._........._.............1 -12" WELDED REBAR: WELDED REB.AR TO BE GRADE 60 CONFORMING TO ASTM A706. (PREHEAT ALL GRADE 60 .3. PRIOR TO WELDING.) USE FRESH E90XX LOW HYDOGEN ELECTRODES TO WELD GRADE 60 REINFORCING; CONFORM ID PROCEDURES OF AWLS D1.4-92 RECOMMENDED PRACTICES FOR WELDING REINFORCING STEEL. REINFORCING TO BE WELDED SHALL NOT HAVE CARBON CONTENT IN EXCESS OF .35%. ALL WELDS TO BE BY WABO CERTIFIED WELDERS. STRUCTURAL STEEL.: TUBE COLUMNS SHALL CONFORM TO ASTM A500, GRADE B (Fy= 46,000 p ). STRUCTURAL STEEL FOR WIDE FLANGE BEAMS SECTIONS SHALL CONFORM TO ASTM A -572, GRADE 50 (IN =50,000 psi). ALL OTHER STRUCTURAL STEEL SHALL CONFORM TO ASTM A- 36(Fy= 36,000 psi) OR ASTM A -572 GRADE 50 (Fy = 50,000 psi APPLY PRIMER COATS PER ARCHITECTURAL SPECIFICATIONS. WELDS NOT SPECDTED SHALL BE 3/16 " CONTINUOUS FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE WITH AWLS D1.1,6 AND BY WABO CERTIFIED WELDERS. USE FRESHE70XX LOW HYDROGEN ELECTRODES. MISCELLANEOUS STEEL CONNECTORS TO BE SIMPSON, OR APPROVED EQUAL. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER UNLESS SHOWN OTHERWISE ON DRAWINGS. MACHINE BOLTS TO BE A307, HIGH STRENGTH BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL BEASTM A325N; EXPANSION BOLTS INTO CONCRETE SHALL BE .TI "%CORK BOLTS -H" (MANUFACTURED AND INSTALLED PER ICBO REPORT #4627 DATED JULY 1996) OR APPROVED EQUAL. ANCHOR BOLTS INTO CONCRETE SHALL BE A307 OR 436. MINIMUM UM EMBEDMENT FOR ANCHOR BOLTS IN CONCRETE SHALL BE PER UBC TABLE 19 -E, UNLESS INDICATED OTHERWISE. STEEL F CKING: OR FLO DECKING CCERAO SHALL BE 22 GAGE, B' FORMLOK COMPOSITE DECK AS MANUFACTURED BY VERCO OR EQUIVALENT AS APPROVED BY THE ARCHITECT & ENGINEER OF RECORD. (I -.113 IN4h', S8=.2091N3/FT, Sa=209IN3/ET) THE DECK & ACCESSORIES SHALL BE FORMED FROM SHEETS CONFORMING TO ASTM A611, GRADE C, OR ASTM A446, GRADE A SPECIFICATIONS. FINISH ACCORDING TO ASTM 4525 GM. SEE PLANS FOR NOTES REGARDING ATTACHMENT TO SUPPORTING MEMBERS INSPECTIONS: A COPY OF ALL INSPECTION REPORTS AND TEST RESULTS FOR ALI REQUIRED . SPECTIONS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, SHUTLER CONSULTING ENGINEERS, THE OWNER AND THE ARCHITECT BY THE TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SHALL BE ..DEPENDENT TESTING AGENCY APPROVED BY ME BUILDING DEPARTMENT. THE FOLLOWING INSPECTIONS SHALL. BE PROVIDED AS AMINIMUM ADDITIONAL INSPECTIONS AS REQUIRED BY THE BUILDING DEPARTMENT SHALL ALSO BE PERFORMED. JOB SITE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN OFFICIAL INSPECTION. SOBS ENGINEER TO TARE COMPACTION TESTS WITHIN BUILDING AREA IN ALL FILL AREAS. COMPACTION TO HE AS REQUIRED BY SOBS REPORT. FOUNDATION - SO. ENGINEER TO INSPECT FOUNDATION EXCAVATIONS PRIOR TO POURING FOOTINGS. AN INDEPENDENT TESTING LAB APPROVED BY THE ARCHITECT SHALL INSPECT CONCRETE AND REBAR AS FOLLOWS. CONCRETE - INSPECT REBARPLACEMENT PRIOR TO POURING. TAKE 3 CYLINDERS FOR EACH CONCRETE POUR, BUT NOT LESS THAN ONCE FOR EACH 150 CUBIC YARDS F CONCRETE, NOR LESS THAN ONCE FOR EACH MOO SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS. TEST ONE CYLINDER AT 7 DAYS. TEST REMAINING CYLINDERS AT 28 DAYS SLUMP, AIR CONTENT AND CYLINDERS PER UBC SECTION 1905.6. SPECIAL INSPECTION SHALL ALSO BE PROVIDED FOR ALL FIELD WELDING, HIGH STRENGTH BOLTING, EPDXY BOLT AND EXPANSION BOLT INSTALLATION AS REQUIRED BY UBC SECTION 1701S. SHOP DRAWINGS: SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO IRE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS CONSISTING OF REPRODUCTIONS OR COP. OF ANY PORTIONS OF THE STRUCTURAL DRAWINGS WILL NOT BE ACCEPTED AS SHOP DRAWINGS NOR REVIEWED BY THE STRUCTURAL ENGINffiR AS SUCH I) REINFORCING STEEL, 2) STRUCTURAL STEEL TTEMS a)sm taral concrete elements Le. beams, walls, col, B)H, etc. THE ENGINEER OF RECORD WILL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. VERIFICATION OF DIMENSIONS AND QUANTITIES ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE NOT GUALANTEED BY THE ENGINEER OF RECORD. DRAWINGS FOR COMPONENTS DESIGNED PRIMARILY BY THE MANUFACTURER MALL BEARTTM STAMP OF LICENSED WASHINGTON STATE STRUCTURAL ENGINEER AND BE SUBMITTED TO THE STRUCTURAL ENGINEER FORA CURSORY REVIEW FOR COMPLIANCE WITH THE INTENT OF THE STRUCTURAL DRAWINGS AND FOR LOADS IMPOSED ON THE BASIC STRUCTURE THE COMPONENT DESIGNERIS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS IONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURE OR STRUCTURAL DRAWINGS. SUBMISSIONS SHALL INCLUDE REPRODUCIBLE AND TWO COPIES; REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP DRAWINGS MIDST BE REVIEWED AND STAMPED BY THE CONTRACTOR PRIOR TO ROOM BY THE ENGINEER SHOP DRAWINGS ARE AN AD FORE:1 .D PLACEMENT AND ARE SUPERSEDED BY TILE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL. DRAWINGS. ... �.. DECEojIE u u SEP 1 8 2000 REID MIDDLETON 1 REVISIONS DESCRIPI PERMIT SET 8 -30 -00 BID SET JOB SITE CONSTRUCTION SET 0 z I- I 0 r y CI J w CD 0 J CC CI) c O m 5 w ` J I < j Iw J (ID NId`'-TD'l z 0 1- 0 z_ Z 03 a J Y Y CC Q CL FOUNDATION SECTIONS GENERAL NOTES JOB No 00 -47 ENGINEER RL CHECKED BT DATE 8 -30 -00 S -1.0 60' -O" (E) CONC. SLAB ON GRADE PARTIAL FOUNDATION PLAN SCALE: 1/8° NOTES: 1) TOP OF EXISTING FLOOR SLAB IS REFERENCE DATUM ,O' -0 "I. 2) DIMENSIONS SHOWN TO EXISTING STRUCTURE ARE AS INDICATED ON THE ORIGINAL CONSTRUCTION DRAWINGS. CONTRACTOR SHALL FIELD VERIFY AS REQUIRED. 3) CONTRACTORS A SUBCONTRACTORS SHALL PELT VERIFY ALL REQUIRED DIMENSIONS Sc CONDITIONS PRIOR TO FABRICATING ANY STRUCTURAL MEMBERS. 4) SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN. 5) (E) DENOTES EXISTING. 60' -0" I 58 3/4" F3OC . 1 l P + I TSSxSx? • ' C`i t BPJICE 6 r it I I 8 4 a`L . j - J , Ar__Fi3:o 1 A A 0 -P4.0 FACE OF COLUMN FACE OF STRONGBACK — PAD F tttt''" FOOTING % Li PRA n;wHi " F [ r = • L 4 L — I — _21 5 TS5x5x. ePacE- PER I PER I PER ARCH. j� I {'% Gj rr I s4.o L - 1 j ai _05-v +y/ I PIO < d 0,2x20.7 STAIR STRINGER FAr ! CT2x GER STAIR STRINGER f7- ?fi F.-ta — 4 o L / / / — / / r - .A H I % 1 r �x �� / A - ± s-TL, 'h I, < / � TS6z6xY 1 BFACE / /\ // 1 SEP 1 9 2000 D (, REID MIDDLETON, INC. REVISIONS NO. DATE DESCRTMON, 9-1-00 A 9 -12 -GO wo .. a °� 743 21 GENE.. REVISIONS GENER. REVISION PERMIT SET 8 -30 -00 BID SET CONSTRUCTION SET JOB SITE TS COLUMN PER PLAN SECTION A -2.1 SCALE: 4: =1' -0" SECTION E -2.1 SCALE: " =1' -0 tt 3/4 " GUSSET EA. S OF COLUM N 3 SIDE COL. SECTION J -2.1 SCALE: " =1' -0" 1x6x1' -0 ." w/3/4 "0 A325N BOLTS PER L -2.1 DETAIL ® SIM. EDGE OF BEAM SCALE: "=1 -0" � n n SECTION N -2.1 k" STIFFENER IC. (EA. SIDE) (3 MES CONC. SLAB PER PLAN STEEL DECK PER PLAN STEEL BM PER PLAN IPER PLAN 4- 3 0 A325N BOLTS ® STD GA. IN STD HOLES ® BRACE, 2- "0 A325N BOLTS ® OPP. SIDE (DO 4 USE SLOTTED HOLES) IP 1RBEAM WIDTHx REQUIRED LENGTH 1/2" KNIFE IC THRU COLUMN $BRACE TS BRACE PER EDN PLAN ww 'Ya. 2" SEISMIC GAP W 8x4x1/2 CONT. /#4x2' -0" 24 "o.c. 1 51 24"o .c. IPER PLANT SECTION B -2.1 SCALE: " -1' 0" SECTION F -2.1 SCALE: "=1' -0" SECTION K -2.1 SCALE: 3/4 " =1' -0" -GONG. SLAB PER PLAN STEEL DECK PER PLAN IPER PLANI STEEL PER PAN BEAM (NP.) w4/ " STIFFENER 1 /a "0 A325N BOLTS PER SCHEDULE (TYP.) FS-3 ,x3 1/2 xx1/4 x CONT. /#4x2' -0" 24 "o.c. S SECTION P -2.1 SCALE: # " =1' -0" ) 9., STD.. -, GAGE1 3y" KNIFE IC w "0 A325N BOLT PER SCHEDULE (COPE BEAM DS DEPTH KNIFE E EXCEEDS SHALLOWER L' OWER SHIM GAP BETWEEN BEAMS & BOLT w/ 3- "0 A325N BOLTS THIS SIDE. TORQUE PER AISC STANDARDS 3- "0 A325N BOLTS k END It (TYP.) IE 1 3,w /8- 3/4,0 A325N BOLTS H3 IPER PLAN I WT5x22.5x0'-9" /3 -1/4 "0 A325N BOLTS (TRIM FLANGE TO WIDTH OF COL MINUS 1 ") (BALE) SECT . F -2 .1 14 KNIFE IC (TYP.) TS COLUMN PER PLAN SECTION C -2.1 SCALE: 3/4, 1' 0" PER PLAN SECTION G -2.1 SCALE =1' -0" SCALE: " =1' -0" (NP.) SECTION L -2.1 SECTION R -2.1 WTSx22.5 w/ 3 "0 A325N BOLTS PER SCHEDULE TRIM FLANGE TO WIDTH OF COLUMN MINUS 1" STEEL BEAM PER PLAN (TYP.) CONC. SLAB PER PLAN STEEL DECK PER PLAN IPER PLAN STEEL BEAM PER PLAN (TYP.) CONC. SLAB PER PLAN (TYP.) STEEL DECK PER PLAN (TYP.) IPER PLANT STEEL BEAM PER PLAN (TrP.) TS COLUMN PER PLAN 5.1/4 x10.REQ'D LENGTH KNIFE IL THRU COLUMN / ° 0 A325N BOLTS PER SCHEDULE 1/4" 11 t 1 k xMAX_ 1P BEAM WIDTHx0 -8" eons ® sip. GA. DETAIL q BETWEEN FACE OF (E) STRONGBAC (BY OTHERS) & FACE OF COLUMN C12.x20.7 STAIR STRIN ,ER' SECOND FLOOR FRAMING PLAN & SECTIONS 2.5 w /BOLTS SCHED. TRIM TO COL. WIDTH MINUS 'h "-?,/ RENRN ToR � era:: CONC. SLAB PER PLAN - STEEL DECK PER PLAN CONT. 20 GA. WT5x22.5 w /4< ° 0 A325N BOLTS PER SCHEDULE TRIM FLANGE TO WIDTH OF COL. MINUS '.1" TS COLUMN PER PLAN SECTION D -2.1 SECTION H -2.1 SECTION M -2.1 BEAM PER PLAN (TYP.) SECTION S -2.1 I2," MIN. DETAIL AT BENT I. IPER PLAN STEEL BEAM PER PLAN (TYP.) A5 ° BEM WHERE REQUIRED w / 1/4"0 A325N BOLTS PER SCHEDULE (E) Pc �CONC WALL BALANCE PER SECTION A -2.1 WT5x22.5 w/1/4 "0 A325N BOLTS PER SCHEDULE (TRIM FLANGE. TO WIDTH OF COL. MINUS 1" 1 WIDTHx REQUIRED. LENGTH W /4- s "0 A325N BOLTS ®STD GA. TS COLUMN PER PLAN / 0 BOLTED CONNECTION SCHEDULE BEAM SIZE W12 W14 & W16 OF . "0 A325N BOLTS 2 W18 4 CON, SLAB PER PLAN -ST DECK PER EEL PLAN IPER PLAN TS BRACE PER PLAN COL. 5) SECTION T -2.1 SCALE: 3i ° =1' -0" PER ARCH PER ARCH. �ER AR T PER ARCH. A 3" (2' MAX (15 6 MAX.) IxM ) (13' 6" MAx.I PPP' 3 - #5 CHORD STEEL EDGE OF SLAB L -2.1 L -2. -2:1 �� l ONN. P ER SECT. -2.1 EL SECT. M -2.1 "ligE W12x19 2_�5 C S T 9RACE TEEL W12x14 3 111l ® W72xt9 `:y % a o tr ER ARCH. PER ARCH. PER ARCH. PER ARCH. 22 GA. NPE 2 VA RED FOR DECK EQ. EQ. PER ARCH. SECOND FLOOR FRAMING PLAN 3'h" CONC. SLAB (INCLUDING STEEL DECK) 6x W1.4/W1.4 W.W.F. 22 GA. TYPE 'B' GALVANIZ ED FORMLOK DECK SCALE: 1/8" = V-0" NOTES: 1) TOP OF FLOOR. SLAB IS 12' -0" ABOVE REFERENCE DATUM AT LOWER FLOOR AND 15'-10` AT HIGH FLOOR. 2) TOP OF STEEL AM IS 11' V ABOVE REFERENCE DATUM AT LOWER FLOOR AN S 15' -6 - AT HIGH FLOOR. 3) ALL DECK SHALL BE CONTINUOUS OVER 3 SPANS MINIMUM. 4) ATTACH DEC WITH 4 - 54" PUDDLE WELDS PER SHEET. FASTE9 SIDE LAPS WITH 3/i 40 BUTTON PUNCH OR #10 TEK SCREWS AT 36 "o.c. DECK T(yBEAR 2" MINIMUM ON ALL SUPPORTING MEMBERS. BEAM CAMBER SHOWN THUS: (+ "). NO CAMBER REQUIRED UNLESS NOTED OTHEWISE. 12x20.7 STAR STRINGER - W (p[��� II ((I� ll If SEP 1 9 2000 L REID MIDDLETON, INC. cor REVISIONS JOB SITE • FULL TRUSS PLATE ASSEMBLY i ICFn ON GONDOLA UNITS FOR LAU WUUU SUYPURIS Al LALH UPRIGHT. HALF TRUSS PLATE ASSEMBLY USED UN WALL UNITS FOR 2x6 WOOD SUPPORTS AT EACH UPRIGHT. WITH KEY HOLES FOIE .(AF.T FHERS ON ONE SIDE ONLY. CENTER UPRIGHT WITH KEY HOLES FOR STRETCHERS ON TWO SIDES, 1 1/4'TH. WOOD DECK WITH B FRONT. DIE NUMBER: OE NUMBER: SCALE: MATERAU AUIED A9W[ NOTEI \ SUPPORT Tq BUILDING ROOF STRUCTURE, TYPICAL AT EACH LOCATION, TUBULAR STRETCHER USED AT (3) LOCATIONS. ALL LEG WELDED TO UPRIGHT F WALL UNITS & 2 FOR UNDULA UNITS) BASE LEG WIEH LEVELER PLATE FOR SECURING TO FLOOR. CROSSBAR WITH (2) HOOKS TO SUPPORT BACK EDGE OF LIGHT CLOUD. ATTACHING KIT FOR LIGHT CLOUD CONSISTING OF (2) CHANNEL BRACKETS, (IS EYEBOLT & El) LOCKING NUT, NOTE -- 1) LIGHT CLOUD MOUNTED WITH BACK EDGE IN HOOKS ON CROSSBAR AND (3) ATTACHING KITS SECURED WITH CHAIN TO TOP SLOT OF UPRIGHT - (3) ATTACHING KITS I. (4) LENGTHS OF CHAIN REQUIRED FOR EACH LIGHT CLOUD. 2) WIRE /CHAIN CABLES TO ROOF STRUCTURE PROVIDED BY OWNER. ASSEMBLED WALL SECTION WITH NO PANEL OR LIGHT CLOUD LIGHT CLOUD (NOM. 4G' X 60'L.) OF OPEN GRID CONSTRUCTION. ANGLE PANEL RETAINERS 102'L. TD SECURE PANEL - (1) RIGHT & CO LEFT REQUIRED PER PANEL. 60NO,C, (TYPICAL) ASSEMBLED WALL SECTION WITH PANEL AND LIGHT CLOUD INSTALLED EXPLODED ASSEMBLY. ISOMETRIC VIEW SCALE. 3 /4'TH, PANEL TO 9' -0'H, SECURED WITH ANGLE PANEL RETAINERS. MINIM Confidntiaiilty: (Property.. of Syndicate Systems, Inc. The Irifur'i'iu`I,luri u Lurrt,.ep l,5 purl LELII IE,LI Il I i.l lip drawing are PRIV4.EGED and CONFIDENTIAL. This drawing is Intended only for the use of the Indlvld al or; entity to whom It is presented moat Y. n , RICK A(RRFFT '. mom MO 000.1630X02 pPjlcION NO _1___ arz 46/17/02 108' 144N SCONzo 919 5W?8 E LLSV . ARCHITECTS, s P.S.C. TEL (425) 455¢E92 j,p Cass) ALQOSU 5 REVIEWED. 0 REVIEWED AS NOTED 0 CORRECT AS NOTED AND RES MST. 0 NOT APPR VED. U DATE 64- THIS REVIEW 4ES RELIEVE RESPONSISIU)Y FOR CO - FCeV,INCE TO ^Y ' INCLUDING QUANTITY, QUALITY N DIMENSIONS, ONTRACTOR OF OTOOOMENTS VINETTE GONDOLA SYSTEM SYNDICATE SYSTEMS, INC. a ,,, BASIC COMPONENTS MIDDLEBURY," INDIANA ' ' . S00'0363 co 2 RECEIVED CITY OF TUKWILA BUG 2 9 2000 PERMIT CENTER Da000- Iq 1 FULL TRUSS PLATE ASSEMBLY USED ON GONDOLA UNITS FOR 2x6 WOOD SUPPORTS AT EACH UPRIGHT HALF TRUSS PLATE ASSEMBLY USED UN WAII UNITS FUR 2x6 WOOD SUPPORTS AT EACH UPRIGHT. END UPRIGHT WITH TRIPLE -TRAC PANEL RETAINER TO 10B'H. AND KEY HOLES FOR STRETCHERS ON ONE SIDE ONLY. TUBULAR STRETCHER WITH WELDED PANEL RETAINER IS REVERSIBLE FOR USE AT TOP OR BOTTOM OF PANEL. TUBULAR STRETCHER WITH WELDED PANEL RETAINER IS REVERSIBLE FOR USE AT TOP OR BOTTOM OF PANEL, (2) INTERMEDIATE STRETCHERS TO FIT BEHIND PANELS AND HOOK INTO WINDOWS IN TRIPLE -TRAC PANEL RETAINER ON UPRIGHTS. CENTER UPRIGHT WITH TRIPLE -TRAC PAN, Kt I A1NLR IU lUtl•H. AND KtY HOLES FOR STRETCHERS ON TWO SIDES. BASE LEG WELDED TO UPRIGHT (I FOR WALL UNITS K 2 FOR GONDOLA UNITS) BASE LEG WITH LEVELER PLATE FOR SECURING TD FLOOR. STEEL DECK, 1 7/05/ letY STEEL TOE -KICK. RINSE AWE NOTE -- TOP TUBULAR STRETCHER WITH WELDED PANEL RETAINER IS ALWAYS USED AT TOP OF PANEL REGARDLESS OF HEIGHT ABOVE FLOOR. ASSEMBLED WALL SECTIION WITH PANELS INSTALLED TO 9' -O'H, FROM FLOUR 48 "O,C, (TYPICAL) PEGBOARD OR SOLID PANELS TO 60'H. WITH EITHER 48'H. DR 84 (NOMINAL) EXTENSION BACKS CONNECTED WITH STEEL H- CHANNEL PANEL SPLICERS. ASSEMBLED WALL SECTION WITH PANELS INSTALLED TO 12'-O'H, FRLM FLOOR EXPLODED ASSEMBLY ISOMETRIC VIEW SCALE, 3/4' =1' -0' FlNISN: DIE NUMBER: DIE NUMBER: SCALE: J 4's1' -0' MATERUL: NORD MOW MYM M , R/CK BA,P4FlT an , 06/16/00 uv 1 cdMmA nc: OOtlJ6 �DXD I 108" 144" SCONZO /NALLBTROM, ARCHITECTS, P.S.Q. 4 1 9 1 24THAVE. NE BELLEVVE, WA. 9BOR5 TEL2 (425) 455.3343 PAS: (425) 455+1353 I REVIEWED. 0 REVIEWED AS NOTED. O CORRECT AS N DAND RESU NOT APP OVER DATE: v W THIS REVIEW DOES N T RELIEVE ONTRACTOR OF RESPONSIBILITY FOR CONFORMANCE TO T' RACT DOCUMENTS INCLUDING QUANTITY, QUALITY 8 DIMENSIONS. Confidentiality: (Property of Syndicate Systems, Inc.) I he Int ormatIor) and concepts Lon LILineL Jr l Lf,IV drawing 'are PRIVILEGED and CONFIDENTIAL, This drawing is intended only for the use of the individual or en tty to whom it is presented, iI TRIPLE TRAC GONDOLA S YSFT_'" SYNDICATE SYSTEMS, INC. BASIC COMPONENTS MIDDLEBURY, INDIANA 1 I` gECENED CITY OF TUKWILA GUI 2 g 2000 ?ERMIT CENTER Dz000- TYPE ,.4.. „ B„a�� [NM,M,ON-00 45 1/8" 48" 11 1/16" 31 2# 45 1/8" 96" 11 1/8" 62.4# 45 1/8" 94 3/4" 11 21/32" 62.4# 22 15/16" 60' 11 1 /8" 19 3# 60" 60" 11 1/8" 48.75# 45118" 451!8" 11 1/" 31.2# 45 1/8" 94 3/4" 11 21/3 62.4# BASE DECK (20 GA.) RIVET PLATE HORIZONTAL BRACING SE IZM IC 5 , FRONT KICK PLATE 1/4" 2" MIN. EMBDMNT 1 REQ'D /STRAP 5\t' 22 ga 1_ UPRIGHT ASSEMBLE DETAILS CABLE ATTACHED FROM EYEHOLE TO CEILING HEADER LEG LEVELER (BACK TO BACK) ALL_ AIEHtAL IS \ / 3l_4" SENIRAJ30AR12 LIGHT CLOUD FIXTURE TYP /BOTH 3/4" SIDES f TYP.> /8" CONNECT RIVETS TO TEARDROP HOLES ON COLUMN 2 3/4" TOP PANEL RETAINER PEG BOARD PANELS GENERAL CONFIGURATION � 1 ADDRESS LIGHT CLOUD_ SCHEDULE; oo- LIGHT CLOUD DIMENSION SCHEDULE NOTES: 1. STORAGE RACK DESIGNED PER SECTION 1632.2 OF THE 1997 UBC. 2. STORAGE CAPACITY: SEE TABLE 3. ASTM A570' FOR SHAPE Fy = 36,000 PSI GRADE 36 4. ALL BOLTS A307 (UNLESS NOTED) 5. ANCHORS HILTI KWIK BOLT II OR APPROVED EQUAL, ICBO' #4627. 6. SPECIAL INSPECTION IS NOT REQUIRED FOR ANCHOR INSTALLATION. 6. CONCRETE 4" THI x 2000 PSI 7. SOIL BEARI E 1 — EST. ';1985 CALIFORNIA CONTRACTORS LICENSE NO. 665374 WORLD LIGHTING 300 ANDOVER PARK WEST TUKWILA, WA BACKTc BACK S.HO DRAWN BY LAST REV. BY A.G APR \SD BY SAL E. FATEEN SEIZMIC MATERIAL HANDLING ENGINEERING 161 Atlantic Street Pomona, CA 91788 Tel. (909) 869 -0989 • (909) 869 -0981 DRAWING; NUMBER'I DESCRIPTION; GONDOLA SHELVING DETAILS (SYNDICATE TYP) DA1E: 8 /9 /00 DATE: SCALE NONE 00-1 5 23A I 7 I I I , ill , I I , I e, i s ' I' I}, , I L , '� , 1 ' , i, / ` II Il , ,, ` ` �' ' 0 O _ _ II ° `.�.'' .. 0 I - . 0 , "X" COLUMN I 1 SHAPED A . I , I I I ' I ;. , I, I i I , I I , y 1 1 °`J CI I°�C TAB IS FITTED INTO OPENING 5 1/8" DEEP) ( a c E Z O o O O ° c O O 5 1/2" o 0 O O 0 0 ` O O s_ 5 W F ,,, LL 1 /2" cc a U t3 EF, 17 „N..,..f 1s 5 1/8” 5 1/8" 0 o O O O O O O O o O O I FRONT VIEW SLOTTED EXTENSION BLADE FRONT VIEW Q-, CROSSBAR/ SUPPORT BRACKET CONNECTION -- SLOTTED EXTENSION BLADE 17 1 /8. >i. --< TYP. SIDE VIEW 1 TYP. '' 1/8" 3/4" T 29/32" / 1 n SIDE VIEW 0 7 29/32" +--- 3 29/64" k 4 25/3x" n- jr i % . : 3/16" `; // 7 29/32" `� u is ` ; n 3 5/32" / ,i. n 11 , 4 / , I 3 9/64" TYP. O TLJ 1/8" � 3/4" <_ TYP , 1` 3 9/64" 1 5/8" TOP VIEW j. 3 9/64" 'f' 1 5/8" - - TYP. TOP VIEW A TYPICAL TOP TIE PLATE CONNECTION 13 "T" TOP TIE PLATE "X" TOP TIE PLATE? CROSSBAR 1 1 CONNECTOR TYPE L.C. GONDOLA CAPACITY) TYPE 144" GONDOLA 20Mell TYPE 1 I NOTES 1. STORAGE CAPACITY: TYPE 144" GONDOLA - 70 #/LVL TYPE 84" GONDOLA 70 #/LVL m TABLE (SEE ON 00 -1523A HEADER WOOL HEADER BRACKET TYP. FOR STORAGE HEADER HEADER WOOD BRACKET '* NOTE: 2"X6" TOP TIE DOES NOT EXIST ON GONDOLAS CONNECTING TO A EXIST O RAIL. 60" TYP. — T4 ;may • -1 nil - - -Eli& 2118 144" 301' \ , 144" 36" SEE LAYOUT DEPICTING LADDER ; ; LOCATIONS ' _--' 24" 24" i, 144" 24" 84" 1.0 DOL A I 6 11 III I 60' 1' SEIZMIC SEIZMI MATERIAL HANDLING -. ENGINEERING 161 Atlantic Street Pomona, CA � 144" LIGHT CLOJD FIXTURE 4 1/4" "A" h_ EQUAL EO�UAL ° -�' EQUAL �`�►. "' >' �+ EST. 1985 91768 Tel (909) 869 -0989 • (909) 869 -0981 108" CALIFORNIA CONTRACTORS LICENSE NO 665374 DRAWN BY: A.G. DATE: 8/9/00 102" 102" ' �-� � J 24.. 84" 19 1/8" 84" , LAST REV. BY APRV'D BE SAL E. FATFEN DATE SCALE NONE 78 „ r _ EQUAL � 22 ". i F; r°Res 4-12 -2002 28" 22" 22" EQUAL DESCRIPTION. GONDOLA SHELVING DETAILS (SYNDICATE TYPE) If..____I -f 22" FRONT VIEW SIDE VIEW FRONT VIEW SIDE VIEW FRONT VIEW SIDE VIEW ADDRESS WORLD LIGHTING DRAWING NUMBER . 1 I TYPICAL ELEVATIONS 30 ANDOWRA WA WEST 00 -1523B TYPICAL'DELTA'GONDOLA TYPICAL'Y' GOJNDQLA T_YPICAL'DELTA' 7%1 o� w wo f:E, _ , _II . GONDOLA . v ( (- c ¢ w �2 �., .-11 )- -. --(1 94, 1 TYPICAL 'Y' i 1%4. i 111141 IU 1 2 GONDOLA LEVELER / %, ® l� ,60� EXTERIOR Ar4 3" 0 HOLE PATTERN 12 � � LEVELER Al �� 1/2" Q) TYP. �. frill 1J8" 1!2" TYP. VERTICAL PLATING I 1/8" / 1/2" TYP VERTICAL PLATING 1/8" 1" TYP. "NOTE: LEVELER ON TYPE 13 BASEPLATE IS WELDED ONTO CENTER OF BASEPLATE 1/8" 1„ - ! TYL'. ` "NOTE: LEVELER IS WELDED ONTO CENTER OF TYPE 12 BASEPLATE 1 1J BASEPLATE- 11 GA. THK. ( BASE PLATE 1 UPRIGHT ` 1 ~ UPRIGHT j GENERAL CONFIGURATION 2 25/32 = -- --•//— LECTRICAL NUT 13 BASEPLATE- (11 GA. THK 2 BASEPLATE , o 'DELTA' GONDOLA 'Y' GONDOLA NOTE 1 STORAGE RACK DESIGNED THE 1997 UC 2. STORAGE CAPACITY`. 3 ASTM A570 FOR SHAPE 4. ALL BOLTS A307 (UNLESS 5. ANCHORS HiLTI KWIK ICBO #4627. 6. SPECIAL INSPECTION INSNCRLATION. 6. CONCRETE 4" THICK 7. SOIL BEARING PRESSURE 2D C)(11) ir . r PER SECT'ON 1632.2 30 LB /ARM Fy = 36,000 PSI GRADE 36 NOTED) BOLT II OR APPROVED EQUAL, IS NOT REQUIRED FOR ANCHOR x 2000 PSI 1000 PSF ni SEIZMIC 1" o % TYP ° --- >' LEVELER FOOT '..- I' . 1/8" / iI 84" �I — ■ ` V -C BASE CONNECTION 24„ 84" 24" 24" MIN. EMBDMNT `q SUM 24" 1/ 4,� • �• 24" 24" 1 REQ'D /STRAP 5 ANCHOR ICBO #4627 TYPICAL GONDOLA ELEVATIONS TYP . r 1 /8" � 3/4 1- 3/4 "-�` 1 11 GA. '.. l 1 1/4" 0 I :: P �' I 2 3/4" 9/3 V J 1 /2yQ 1 „ g1� �l $ I J :: 0 �\\ ' / 11 �. . ,. � ;; (l1 Tel. (909) 869 0989 • (909) 869 0981 ��'' '.. . , q ♦ .. EXPIRES 4 -12 -2002 CALIFORNIA CONTRACTORS LICENSE NO 665374 DRAWN BY A.G- DATE 8/9/00 LAST, REV. BY DATE APRV'D'BY SAL E. FATEEN SCALE NONE DESCRIPTION 'Y' AND 'DELTA' GONDOLA DETAILS (SYNDICATE TYPE) . ' 1 2 BASE BASE TUBE', ADDRESS LIGHTING 300 ANDOVER PARK WEST TUKWILA, WA DRAWING NUMBER 0� -1523C s 1 : UPRIGHT BASE TUBE � 3 TUBE UPRIGHT RIVET PLATE