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Permit B95-0111 - PARK PLACE - BUILDING BCD
City of Tukwila (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 BUILDING PERMIT Permit No: B95-0111 Type: B-BUILD Category: NCOM Address: 17501 SOUTHCENTER PY Location: BUILDING BCD Parcel #: 262304-9067 Zoning: Type Const: V-N Gas/Elec: Wetlands: Water: TUKWILA Contractor License No.: WGCLAC*370N0 Status: ISSUED Issued: 08/18/1995 Expires: 02/14/1996 Suite: Type of Occupancy: STORE Slopes: Y Sewer: TUKWILA TENANT PARK PLACE RETAIL BLDG BCD 17501 SOUTHCENTER PY, TUKWILA, WA 98188 OWNER SHIDLER/WEST FINANCE Phone: 206 624-1444 800 5 AV STE 3500, SEATTLE, WA 98104 CONTACT ROY I. BENNION Phone: 206 682-6868 800 FIFTH AVENUE #3700, SEATTLE, WA 98104 ARCHITECT HOWARD TURNER Phone: (206) 365-7431 HOWARD TURNER & ASSOCIATES, 18420 24 PL NE, SEATTLE WA 98155 CONTRACTOR W G CLARK CONSTRUCTION Phone: (206) 624-5244 408 AURORA AV N,SEATTLE WA 98109 *********************************************************************k***** Permit Description: CONSTRUCT NEW CONCRETE TILT -UP RETAIL BUILDING. SETBACKS. Units:000 Front: .0 Back: .0 Buildings: 001 Left: .0 Right: .0. Fire Protection: SPRINKLERED UBC Edition: 1991 Valuation: 4,616,356.01 Total Permit Fee: 17,780.78 ************************************************************************** Permit Cen ijr AuthorizedSignature Date I hereby certify that I have read and examined this permit and know the same to be true' and correct. All -provisions of law and .ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not:.presume to give authority to violate or cancel the provisions.of.any other state or local laws regulating construction or the performance of work.; L amauthorized to sign for and obtain this bilding permit. Signature:_ Print Name:_ Date: 'f «jq5 f(k1.1 Title:T, This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or ib+dnd0n d for a p@riod of 180 day from the last inspection, All PERMITS ISSUED FOR NEW CONSTRUCTION, REMODELING, OR DEMOLITION PROJECTS REQUIRE CONSTRUCTION, DEMOLITION AND LANDCLEARING WASTE MATERIAL FROM THESE PROJECTS TO BE RECYCLED AT A KING COUNTY LICENSED OR APPROVED FACILITY, OR TAKEN TO REGIONAL DISPOSAL FACILITIES. -. 'lb u) (iO (NZ- $ cc) ' . C BUILD1N PERMIT --..---- APPLICATIOiV CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 DESCRIPTION AMOUNT RCPT ';# DATE (206) 431 -3670 eRE_ L1 - (J BUILDING PERMIT FEE: F kbt'1� /S PLAN CHECK PLAN PLAN CHECK FEE: >'?, t�ta 36 BUILDING SURCHARGE{ �,, _� . ) A I'I'I, l CATION ``.. LAST BE :: ; 1.. , <.:. OTHER t . FILLED NO.UT : C,bMI'?LE TE.L . Y. . : TOTAL.. ["?r (:.b _ SITE ADDRESS SUITE # VALUE OF CONSTRUCTION - $ 3 c) �x > rc t P, CA.I I. 4,ceKKQ,35CQ.ot PROJECT NAME/TENANT ASSESSOR ACCOUNT # c A `!) ca t.e k,"t. - Cr ► 5T6.,,L "B W0 C9 BCD '2,L07- ' U 4 - 9 G 6 - 1 -G} t � - TYPE OF New Building • Addition • Tenant Improvement (commercial) • Demolition (building) WORK: ❑ Rack Storage ❑ Reroof ❑ Remodel (residential) ❑ Other: DESCRIBE WORK TO BE DONE: � iE i Cc c.PL ,€ (L LT -- a 9-c " L C c' Q u y... BUILDING USE (office, warehouse, etc.) NATURE OF BUSINESS: P._. z2, Cu WILL THERE BE A CHANGE IN USE? ❑ No 0.Yes If Yes, new building requirements may need to be met. Please explain: c- cc to +�-. e o U-OLs. p.G ,, p7"ZE- l ►5 UP� 1 to “5 c2A.1� TI S i� (LMvi' SQUARE FOOTAGE - Building: 1 ao i Chi 9 Tenant Space: S Area of Construction: WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? 0 No ❑ Yes IF YES, EXPLAIN: FIRE PROTECTION FEATURES: J Sprinklers El Automatic Fire Alarm System PROPERTY OWNER e13 P( - cI..u<.5 L, . L . C PHONE L L Coq) ( ADDRESS % T -M per. - . e i c�C> .ps s- (),.A ZIP Gi tbi o 4 CONTRACTOR V0-1257:51",c66' CSC -Crct PHONE ADDRESS CD 'LED l !' 0A-6 c.--f. i::torC27 Se r'(-tiP ZIP q 5\ , WA. ST. CONTRACTOR'S LICENSE # 50A 4 c, t$ 'B O 9 EXP. DATE s - t Z - R Cj ARCHITECT -p 'c a A, 4 p PHONE 3( 5 74-2, ADDRESS l (641-0 40 9 . C. S -‘11 -� ZIP Cteal 5 S HEREBY:: CERTIFY THAT::IH VE:READ AND: EXAM) ED :THIS.`' APPLICATION `AND;.KNOW THE : >TO» <> :': BE : AND: OR P E C. RE � AND � ` 'AM AUTO IZ fa O A I >: E T . i. H R E .T. .. PLY:�:F.OR�.TH S.. RMtT`:<i< °1 •' :!`>: ;i:ii,'::::<`` >:;;;;<;::: ° >ng`;`<' > > BUILDING OWNER SIGNATURE - -_ (� --C DATE 9 / L / 9 s OR PRINT NAME I AUTHORIZED �(; c�.1�C? -(� �V(kv�SfL PHONE -- �Car.) 74 - AGENT ADDRESS 1 e2,A z.o Z4 - Q L CITY/ZIP c....< q 6 S� CONTACT PERSON , "a"t L tXrr - 51.3\ 6 PHONE (0 Q,i c r APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 431 -3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. 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. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. 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 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 431 -3670. DATE APPLICATION ACCEPTED DATE APPLICATION EXPIRES Lta - q5 lo l a-c'� ; ` . CITY OF TUKWIL9` " y l `r Department of Community Development -- Permit Cent hl►. 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 c Ii. nos ' (206) 431 -3670 Building Permit Application Tracking PLAN CHECK PROJECT NAME NUMBER i K � ` i 1 SITE ADDRESS ' � 50 � ����� n , ^L Y , ' SUITE NO. INSTRUCTIONS TO STAFF 'l' ► ► �C • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. • Plan corrections shall be completed and approved prior to sending to the next department. ., • Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ", date and initial. DEPARTMENTAL REVIEW �� 1 6 01 1 5 "X" in box indicates which departments need to review the project. D1�TE DEPARTMENT DATE AN REQUIREMENTS ! COMMENTS ►� BUILDING - 2 / el , •NSULTANT: Date Sent - Date Approved - 1 91 initial review -O TED far FIRE FIRE PROTECTION: • Sprinklers Detectors J N/A 0 FIRE DEPT. LETTER DATED: INSPECTOR: INIT: (PLANNING l 4 - 4/ ,-, _q t, ZO BAR/LANDUSECONDITIONS? 'Amnon � R EFERENCE NING: FILE NOS.: IA S— c7O - INIT: C)JO MINIMUM SETBACKS: N- S. E- W- GI PUBLIC gum= UTILITY PERMITS REQUIRED? O Yes ( No PUBLIC WORKS LETTER DATED: WORKS INIT: I • O OTHER INIT: 0 BUILDING - TYPE OF CONSTRUCTION: CERT.OFOCCUPANCY? UBC EDITION (year): final review INIT: QYes 0 No O BUILDING OFFICIAL ' INIT: REVIEW COMPLETED AMOUNT CONTACTED _ 1 1_�W o.r a OWING: r r\ DATE NOTIFIED (� BY: ii\ �^ -l� (init.) __ 2nd NOTIFICATION BY: (init.) 3RD NOTIFICATION BY: 456915b (init.) 01/08/93 j' `w' 0 CITY OF TUKWIL)" ' -i z ,;1 at Department of Co � /munity Development — Permit Center ;,mo , , z 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 fi t %, ` Thoo f '� (206) 431 -3670 Building Permit Application Tracking i PLAN CHECK PROJECT NAME ?ox NUMBER _ P(OIQ, RI �� fc.r SITE ADDRESS SUI O. t c 0 0 t t I 1 SDc -hCan _____ INSTRUCTIONS TO STAFF O Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. • Plan corrections shall be completed and approved prior to sending to the next department. ® Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. ® Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ", date and initial. DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. <DATE;. DEPARTMENT DATE IN REQUIREMENTS / COMMENTS APPROVE ,� BUILDING - U_Ia-q ONSULTANT: Date Sent - ] Date Approved - S rn initial review ROUTED cfb L , C ' - �' _� -O 1U' II') I FIRE PROTECTION: gr Sprin lers II Detectors • N/A FIRE n S � � k. . ._ FIRE DEPT. LETTER DATED: '' r INSPECTOR: '2 - -- �7 S - ZONING: C' 4.'- 7�BAR/LAND USE CONDITIONS? 0 Yes No 4.) PLANNING 5- (2 J ` • • 1 - REFERENCE FILE NOS.: G'. / / 1 4 -(_2 2?' C 7 T 4 O _ INIT: vlAVP MINIMUM SETBACKS: N- /0 8- !c.) E- '2 0 W - / PUBLIC s_ (j .qS UTILITY PERMITS REQUIRED? 'cl Yes ( ) No — U 1Q -qC PUBLIC WORKS LETTER DATED: _ WORKS INIT: J° . r.. ■ r $ A M • SNIP ai lWa 3 OTHER X BUILDING - ! u 4 TYPE OF CONSTRUCTION: CERT. OF OCCUPANCY? UBC EDITION (year): final review INIT: IF 5 5Yes XNo ICA l i BUILDING � �� 4S q 17 - OFFICIAL V INIT: ��� • REVIEW COMPLETED AMOUNT CONTACTED , ()a p t � r �1 OWING: , ( d f 'P� PQeb, l C�' DATE NOTIFIED B' `l'co ( KI 2nd NOTIFICATION BY: 010 - 1%.O0 (init.) 3RD NOTIFICATION BY: (init.) f\ Pam,-( l (n ObS,O0 01100/99 Ur( II ‘i.2 MEMO To: File From: Diana Painter Subject: Cash Assignments /Final Inspection Park Place B95 -0110, B95 -0111 Date: February 22, 1996 Final inspection for the Park Place development, permits B95 -0110 and B95 -0111, was called for on February 20, 1996. I did not approve the project. I came up with a general • list of work not complete (see inspection record attached). This was also noted on my punch list. On February 21, 1996 another final inspection was requested, and a list of work items and cash assignments submitted. I inspected the project and approved the final inspection for the building permit, large retaining wall permit, and pole sign permits. I also accepted the cash assignments for the various tasks to be completed (see attached). The various tasks are associated with the following cash assignments: #3 Landscape, accessories & furniture $28,500 This refers to the street furniture, including benches, trash receptacles and bike racks, and landscaping to be installed in the planting areas along the front walkway of all buildings. A final finish coat needs to be applied to the special paving, and painting of the concrete planters completed. #4 General landscaping $25,500 The general landscaping includes the landscaping on the perimeter of the site with exceptions as noted below, and in the parking lot islands, along the building sides and backs, and around the dumpsters and utility boxes. #5 Ivy planting at wall $4,500 This is the ivy to be planted at the base of the large retaining wall. #6 Screening at loading dock, Bldg. D $750 This is the landscaping around the utility box, which should include columnar trees, at the loading dock at Building D. In conjunction with this work, rails and bollards should be installed and painted, and a cyclone fence with wood slats built around the box. 1 #7 Oak tree pruning $1,500 The oak trees that are in good health along the entry drive should be pruned, and new oak trees and other vegetation added per the plans. #8 Significant trees to replace London plane trees $3,000 Four London plane trees of 3 1/2" or greater caliper were specified in the southeast corner of the site to replace one mature London plane that was removed. As of 2/21/96, only one of these trees had been planted. #9 Six deciduous trees at retaining wall $2,250 Six deciduous trees, a pear or cherry variety, were specified for the top of the retaining wall on the border of Levitz. #10 Retaining wall planting $750 This refers to the remaining plantings - shrubs and groundcover - to be added to the above deciduous trees. Refer to plans. The planting area needs to be wide enough and flat enough to sustain these plantings (see notes on punch list). #11 Wells for cedar trees $1,500 This refers to creating a 'basin' around the base of the cedar trees on the south border of the site. Dirt was pushed up against one side of these trees and a steep slope created when the site was regraded. #12 Painting, building sides, rear and dumpsters $10,500 The painting that remained to be completed as of 2/21/96 was: the fascia on the front of the buildings; the flashing strips; the body of both buildings - back and sides; the columns and column bases; the railings, metal doors, and other metal work on the building; and dumpster enclosures. Included in this will be the final colors on the HVAC units that are visible - whichever color we decide blends in best with the site. Also included will be the neon strip to be added to the recessed area around the pediment. #13 Stairs at south end to Levitz $1,500 Stairs and related details for the walkway to Levitz. #14 (lashings at bldgs B & D $750 All flashings, coping, and any related finishing details on the buildings. #15 Curbs, sidewalks & striping $18,750 This includes concrete sidewalks, painted crosswalks, handicap ramps, raised crosswalks (speed bumps), pedestrian ramps and associated railings, curbs for landscape islands and other areas separated from the parking area (utility enclosures, etc.); crosswalk at Southcenter Parkway; and walkway between Winners and project. 2 #16 Landscaping replacements /monitoring costs $23,832 This includes the wetland plantings and tree replacement plantings in the sensitive areas. It also includes the monitoring program. See plans for details. cc Steve Lancaster Jack Pace Duane Griffin Roy Bennion file • ky c rr 9f 0 /l1 MEMO To: Finance From: Diana Painter Subject: Cash Assignments - Park Place Date: March 14, 1996 This is to request the release of four cash assignments associated with the Park Place project, B95 -0110 and B95 - 0111. The amounts are as follows: Screening at Loading Dock Building D $ 750.00 Significant Trees to Replace London Planes 3,000.00 Flashings at Bldgs B and D 750.00 Curbs, Sidewalks and Striping 18,750.00 Total $23,250.00 I I 4 prmt :prkctishl ; 03/06/96 14:28 FAX 206 682 1040 S M S I1005 P -3 /PARKWAY, L.L.C. 800 FIFTH AVENUE 'SUITE 3700 •SEATTLE, WASHINGTON 98104 •(206)682 - •(206)682 -1040 (FAX) 5 March 1996 Ms. Diana Painter Planner City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, Washington 98188 RE: Park Place Retail Center Assignment of Construction Funds Dear Ms. Painter: Please consider this letter a formal request to release construction funds deposited with the City of Tukwila on February 21, 1996. The funds were deposited to bond the performance of W.G. Clark and P -3 /Parkway, L.L.C., resulting in completion of the above referenced project, The attached letter identifies construction items for which cash deposits were made by our firm. Item (s) 6, 8, 14 and 15 on the attached letter have been completed as of March 5, 1996. We have requested the City's inspection of the completed work. Subject to your approval of the completed work, please release funds in the amount of $23,250 to P -3 /Parkway, L,L,C. Sincerely, P -3 PAR • AY, L.L.C. 0 • . Bennion, ager 03/06/96 14:29 FAX 206 682 1040 S M S Cj 006 i P -3 /PARKWAY, L.L.C. 800 FIFTH AVENUE, SUITE 3700 SEATTLE, WASHINGTON 98104 (206)682 -6868 (206)682 -1040 (FAX) 21 February 1996 Mr. Duane Griffin Building Official City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, Washington 98188 RE: Park Place Retail Center Assignment of Construction Funds Dear Mr. Griffin: We had the first round of Inspection for this project on Tuesday, the 20th. The following • items are construction activities, not yet complete, but under way or scheduled for completion over the next few weeks. Therefore, we are presenting to the appropriate City of Tukwila department assignments of construction funds to bond around the items shown below in order to obtain a Certificate of Occupancy. The assignment of construction funds will be documented in a letter from Seafirst Bank and provides the City with an additional layer" of assurance the referenced work will be completed. Below, are descriptions of construction work remaining for project completion. The second column references the estimated dollar value of work remaining; the final column is 150% of the value of remaining work. We understand the City requires an assignment of 150% of the value of work to be performed. Item No Description Department Value Assignment 1, Main Entry Drive, HC Revisions Public Works $7,500 $11,250.00 2x, 01IIWater Separators„ Baffles Only Public Works $2,500 $3,750.00 3. Landscape, Accessories & Furniture Planning $19,000 $28,500.00 4, General Landscaping; 50% Complete Planning $17,000 $25,500,00 5. Ivy Planting at Wall Planning $3,000 $4,500.00 .i:J ?:r :•.:: •:.;., :;: : .. ..:....�,.,,..:: •: i :•S •. .. ,1,;: ..: .. ...:. . {:: ... v.;,•r.,•vv.RV .: i , . . ..•..; �S. < ;;.. .Y.f'G y � y < ,..,..: r .. ;�. ':•• '�•MiS "•'' ;,. J. > , >•R:: .j:.i;:.:' :i r ,e ; r ;;',2'st;¢S:: •: � � ; ..,, <: } �. u . >: .� , Y•::. y � NN p,�� /q � A{{ t µ p r ? a.. ':.;;... < Jw•: J :F,•..• p t, tt y:.. r •;:. `>;`:.: n: {;:x., %:!�si,`.G>`.;f:r:;:L":::�: +J„RY�,t!„'!OF.'Kl:. 9�t.1 ....7i:: '.!! . F4!�:�¢�r.�•:�x5,:�: moo+. viz. A ':f!�e!�f?Sf,4:!St1:Y�+�. +l�s,: in �'i Y' 9' . ':• >,1'<n,�....h:.ir �'`1 .) y.S.:: .�i::����!'`. 7, Oak Tree Pruning r ` >.<s�r.:r ., >.:. >r,a:r x6•• ,JA Mfi: «H a: fi .�. S 1; ::f, planning $1,000 $1,500.00 ^:!•• ..:.: nv.v, : :::..:.: ,• ..... •� .. �: .. ..:. :: ,w: N•! k! •:.•.•: {: A . xn,•� } } :7 } ' : •�.:J: i {r 4: 'J,.. ,:4 ,..,>•'v.. blip y � !! ,� � i i ` , � p • P G' ' M . "r' ` j iE%$;�' y *u;: r •.,, a.. > �:2, . b. M.;; 3f/ Rl:.' 7SX��"'.• �. M��RF :(:!•���Y�S:�7�47��'.Fr,��,y �a��; �F•.?:. �f: �t�J��3�m1��4 '',.:WU•.s:s.3:C•.3..v; fi•�5.ii!AS�lir?k'fi:fi:Fi::" vif.!i„�,,,���,; 9. Six Deciduous Trees at Retaining Wall Planning $1,600 $2,250.00 10. Retaining Wall Planting Planning $500 $760.00 11. Wells for Cedar Trees Planning $1,000 $1,500.00 12. Painting -Bldg. Sides, Rear and Dumpsters Planning $7,000 $10,500.00 13. Stairs at South End to Levitz Planning $1,0 ;,... 'V er.•. .: i•• .,r'... x 3 ,'J;R%: ; i :i,:tv r:,,••... �:t y�::``:'`fi•% r.;t• 00,.K"�'.:.;.,.:rC; $1,500.00 ;;y.> .:.�:' . C Myki 5'E >, : • {. .44 fib,[ �: i'` �`•2: ':. • er� <:.. .....Ff:....1•Y,r+►, ::Q .: ,�p4p` •'•�k: � :�Y.4,• >..i ; . S ,.. :!•:: ,s r.'2;':;'j,:R:`:fr3:¢��.:. jy,: •�`�2. f :. :..,. S, V,!F�f.•i'.'�:C >J..j:: ?.;!: <:: f�llfM�;f �,Y��:n �T.J:' i�'r' ^. �$. ., y.i.'?R�>,: �:L .t ; � t ,:c: y ` L , S •• j .`� . •, #' �f�:! �R. .rL < � : . ; £� i � < YF•,•.. , .5.�.. .;¢.',y'f.!.1:•.S:lx... •.� : .: >,.. , id 31f2t :til;t i�. !' ! 1k# �k /x AA : # :. M to ,i, tgi J:::.t:,:j .1 .01;2 ,.� =' r {` ` 6,fi Il, paL'4Ai:.�m'....• •rf•,xa.a 1 arRp�•�i: #�:5�:;9�•. r..k! <�...^i 16, Landscaping Replacement/Monitoring Costa • Planning • $15,888 $23,832,50 17. Utility Maintenance (City Requested Amount) Public Works $15,530 $15,530.00 18x. Storm Sewer Vacuumning & N. Canyon Restoration Public Works $4.00Q $8.000.0Q TOTALS $111,918 $160,112.50 • ... ::Ji a: 6?!'.x ..v_ ... ..xt .tC x. ix Ls.ry <u., ....-.«......_......,.........».........«.....,. .............................,..«.. a. ...nxe...+v............rv «................... .,_ - ................r.wwvh: b'C'e A 03/08/96 14:30 FAX 206 682 1040 S M S 2007 �,` With this letter we are requesting an inspection by the Building Department, as early afternoon as possible today, the 21st of February, 1996. Office Max has prepared for their Thursday (the 22nd), opening since early December 1995. Had weather cooperated with us and W.G. Clark, Office Max would not be in the precarious position they now find themselves in. They currently have the store 100% stocked and are fully staffed with 50 plus employees ready to open. We hope that the assignment of construction funds will give the City the necessary assurances that remaining work will be accomplished according to project plans. Notwithstanding our completion of life, health and safety issues, we believe the approval to open Office Max Is In the best interests of all parties involved. The values of remaining work shown on page one have been provided by W. G. Clark (General Contractor) or its sub- contractors. They acknowledge the accuracy of the estimates and signify so by signing below 'in the space provided. Thank you for your cooperation. Sincerely, P-3 /PARKWAY, LLC W.G. Clark Construction Company, Inc. William Swanson, Manager Vice President This agreement may be signed In counterparts. • • . , `i{i. ' N• IN .: . . y 'r'21 ;•.,1 Y!. . or, '' (tRr s'V + ' Y:4FfL {,.^ l r . ti , 4 '' { - {'• ; },kl. • f i 15', t r rt , c , � rIF• ' ti 7 , e - +l U. ;k' +• $r, •;•:+i�t " tt:> < a<' ;44 e 7 21 :w e i,� .,;4s +•�:d'h" '#":�•;�,• ' t S..,d .....d + @ t 4 k 1 A k r k � t k * y k d r4 ., � F A k :1' * 1 'Ir h �l k h k k: h ;i k :1 :k ae • h h A 'c ti +r h k k Al . ' A k k •A It A k :k �k :h ,� GENERA 10778. 0 0 CI F Y Or' 1 UKW L,A, WA TRAPi iMil:T GENERA 25.00 k•h Air - Ak k A•'A lir kk•kkk kkA•e ***A• t •kk:F• , /c. jkk• 114 *4 'k•4; . #A {r•A*:4*:1 *A••li•,h GENERA 25.00 TRANSMIT Number; 54002' ?l.Amraunt: " .10,778.00 01/18/95 09 :50 GENERA 25r00 Payment Method CHF:CI■ Notation: P-3 PARTNERS ' Ini;t: I(:7P GENERA 25 GENERA 4.�q0,. • Permit No B95-70.1.1.1 Tye: 11- 11UIL.13 BUILDING PERMIT GENERA 20. ; Parcel Nc►: 262304--.�0w7 •,, GENERA 20.00 5 i to Addr ^ee s: .17501 SOUL MCEICIER re GENERA 20.00 •- I o t^ t i On: BUILDING [I GL) . GENERA 1450.00 'r ota1 Foes: 17,700 .7(3 GENERA 1450. D0 this 'PRvment 1.0.778.00 Total ALL Prat;e: 1.7. 730.78 `:GENERA 1450.00 ' Sal a n c ca : .00 ,' GENE R A` 1450.00 i* i1**fi l *,t* * **0*A *s1' *ki.A * k' kit• 1• k** r1' Ars1 *14A —A **A *+1 * *d'kksl * * *A*0 *•k* GENERA • 25.00 Ac courit Code ,': Pesci "i ption Amount TOTAL : ,.,. 16783. 000/3 BUILDING - NUNRES 10, 773.50 CHECt(. 16783.00 00 07. . . . STATE BUILDING SURCHARGE CH O.po .•......�.._..� ..__._ ....w...._ �.....___.. oarzi 5398A000 15:44 . ..51',11• .. • .� ,.tF' � } t f 'I.s, � s• J r 4 1 t i � r .� 1 y. � ' .. a J: e . S' �Ii. i k { 7 i liA : :s ': t.;' :y t l' ,, Y t r Z .i ..• it { 41,: t. 'hi ) - t. , },'.,' • . t i • '<. ,, ! , +. ; ..t.,. j ,'r } , ki Pa. Jr, , t.i.j� 1.1 .;i: ) *' "' l'�I ;, ,. f. S .J.d...a.Ldn..Yarl:xc- .t..IY 17 `�l. k)li;k.ycl >•i, . Yas' �tv& i} t. h' fi Y JJ�Q.LC Y.4 <1. `lis�i'L.,��'w l hj� ri.ft. n;47rr. •4. i. .;Ivtf.xA'. a,t.C!..1. ?.,I:aS..7 a,.u Y;A ::51...55 T ' ^ , T`•is k i4sk:(�?jye,41.I'riti.s . +:r l 'r �'7 : �' " ��+ + }f r e ti vo0 ,4.. t �y,0�: r:, 4 SrN t r,. J , . •fit + , . ,�4�,£} "// 'r.. i ✓ fi ' " "tc6! Y1£ / :I PF' � # q 0 .s r rfrl.�' 'M h4.*h*A•k1t *tk•** ** *** *k#, * * *•k • *A *** **** A* •AAk * ** * **k * **•A *k *•A *A *A �t'* C 1 CITY pF ' 1'lKblTLAw W-- ., TRNSMIT Ak *A *h *** *AA * ***1 *6 ,4*A • k• h•kk• h? 4• kA 4kk * *h *:eA**it•k 1$ . •f R jNf3MI T Number.: 94002772 Amount: 25.00 08/10/95 10:OO Payment Method: CHECK Notation: P-3 PARTNERS xniit: I(A7P ^. .. Permit. No: PW95 -0240 Type: PW-FLH FIRE LOOP/HYDRANT Parcel No 262304. Site Address: 1750.E aoUTHCENTr:R PY Location: 17501 a0UT'FICE:NTR PY_ BUI:LDINe I3 Total Fees: 25.00 This Payment: 25.00 Total ALL Pmts: 25.00 Balance: .00 A•o!l; A**• Ar r* A** AA****** 1tt%* A• A****A*** A *A* * * *h * *'k* *rl.t'k* *+ * * *k*AA* Account Code Description Amount 000/345.830 PLAN CHECK UTILITY 10.00+_ 401/342.400 INSP FEE .- FLH /LI /WMI_ 15.00 t 'r; i. ' 4 t.t. z r. s,.,. t . .. } r? h, ;.`. s t rF +_+ .y ; l ` .AL J�!:vb ` } ✓ig.; ,:. .`: rr:% aA? ti,.: s�. rl<1 1,. ks,.. a� :1,;L.t.�ar.r.YA.�w „bt.:::,r /uz ,:r.i,.,a 4, >r;:.c 2.�..rls i.:i f. l.. ri..: ai> 1,, a,:.. 1”. S. a. ttiS�4 .:..:l...G.t....;�A'�ri!siit� r2 G >�i: }:'ht'�i' I. �r .isl!x+ki[f1�:rruJ1�7..'��1T 1 }:: ?T.#.�4 �•'JLt ilku. t "i }f.a9lr.t iit ;if ° v�,itvfi�.i)i1 �aA }! ...H•• n .r ..y.^ -1; 0 iw ' • toir '8 ".l..AU. ire . '{.'C'!"'+'3`. 4 4 ■ . 'µ y �.• n ice ..1.. Qom;. t '- r'''' , ii i.' ,' ~- r�% r' 'Cis( :G, i 4 {fµ�% a; 1 i .I Y .t, r . hA *A *•A *A * *A **AA**h* ** .**A* * *• * *4: ** A 'A * *it *,tA **hA* *A *A * *h *A *•A *A** C>:T,} or TUKWILA. W( c - 0 ( ) rr1�,3Q£3MW *A••A474A*•k�: ** } *A••A • *Air. *A** *• A*k• A• k* *•kAk *A••A•k•k * *A. * *A• *A•h *A *•A ••A TRONSMIT Number: 94002773 .Amount: 25.00 08/1 10:00 Payment Method: CHECK Notation: P-3 PA32TNE 3 mni,t: KJP Permit No: Pw95...0249 Type: Pw -ri.H r.IRE LOOP/HyokANT Parcel No: 262304-9067 Site Address: 17501 SOUTHCENTER PY Location: 17501 SOU HCENTER PY. BUILDING Cl ' Total reel: 25.00 This Payment 25.00 Total ALL Pmts: 25.00 Balance: .00 ** A* Akslk. AA** * * **A*A•ks1 *A *A**h**i *4** rah * * *A * * *1%A * * *A k **k * * * *k *A* ** Account Coda Description Amount 000 /345.820 PLAN CHECK -- UTILITY 10.00 401/342.400 ZNSP F E - FLH/LI/WME 15.00 � f • i A'• ` A 0 • 1 1. i � +w� 4 ,. . 2 �.Y ,. 5 ' { .. 'ad i k' < , ` h l'' ] r a l + i t bx ) ' r Y � , �: "�, i F '�;s•'.v• x t o s '{ M y r' L y y �+.'' � 1 t' �• �. i'' f r t M-' 1 r' i ' t ;jy{ ��'t�f h . .', ... ! >4 L ., ' '9 f'M ... M K � n e a �`!r. .. . .. .tf - K' - "rk � : #��ib�f[Kl�uti➢iar . • wo,foui .7? v.0 .v OM, P41 1 $1:fff . W°441.4 0 el 0 ? c •P`9.> . .4h*.h..4•11-k•ltA1c*****A.k•A***. •it* Or•Pick•h•A-A-A.A kit 74k•A••A*.A*Alt+A**4 CITY OF TUKWILA. WA 1RANSMIT k...4.■Alf•A*A*4****Altit•Ait•k•li Ait.4*.k4e.ick•k•A•kit**4-k•A A**4 A•kirAticA IRpN8MIT Number: 94002774 Amount: 25.00 08/18/95 10:01 Payment Method: CHECK Notation: P-3 PARTNERS In it: KOP Permit No: P1495-0250 Type: PN-riA FIRE LOOP/HYDRANT Parcel No: 262304-9067 Site Address: 17501 SOU1HCENTER PY Location: 17501 SOUTHCEN1ER PY, BUILDING C2 Total Fees: 25.00 This Payment 25.00 Total ALL Pmts: 25.00 nalance: .00 ***1‘****ksk*A* Acc:ount Code Description Amount 000/345.830 PLAN CHECK - UTILLTY 10.00 S A 401/342.400 INSP FEE - FLH/LI/NME 15.00 ` '; " ,� v t S y `•u r. i ,M r+�t 7 r ,,,,t {'•.' N, .06S ,'",•`r ^S1.• w•i J. •. :{�,1�' y .7 t( {,iV.7,t- yt;�.r l,t,,roV �. ZW,J4�f , "^;t ii.n IN:144: 41,4.f`,7..e ,t g s.. t . , . .g� co N > ,+. � • �,., OH 4? r ef 535ffl \,...,) ,. . , . , . . . . . * * *k **** *k*** *fir % *'A *•A *k* •'k•k k A *h t*•tlrkt * AA.A• A' i ***+MkA*Ah'k'k•t'k•kA'•k.k *itA CITY OF TUKWILA', 4!A — 4 TRANSMIT . **A :AA• *h,•k *A' *A'k4i **k ,k * *' * * * *k* *,1, *..* A*** . * * * * *tA *•k•k *A•k•A; }A *:4A * *'k* h ' TRr1NSMT.T NumtiEr; 9400277 Amount: 25.01) 05/"1/95 10.01 Payment Method: CHECK( Notat'i on: P-3 PARTNERS In ft: KUP Permit. Nox PW95 -0231 Type: I4-FLH FIRE LOOP/HYDRANT , , Parcel No •262;104•- 90,1;7 Site Address: 17501 SOUTHCI:NTER PY Location: 11501 SoUrHCk :NTCR PY, BUILDING U Total Fees: 25.00 ' This Payment • 25,00 Total ALL Pints: 25,00 Balance: anc�:: «00 * A.*******4,* ilA A* A*********** A** It*** 4• A** *A *A *.k%tA*A* *t \ *v1 *A * *A * *tiM* *; , Account' Code Description Amount ' QOO/345.01Q PLAN CHECK UTILITY 10.00 . 401/342.400 . . INSP• FEE •- FLH. /LI /WMI: 15.00 i . ci .;a _:N}•. vCl4,.ss,...L :f ta. .'; ,1Fita. , .a .,4,,,),.. , i.A. , ;Y,6, i r.S §.. Ck.∎Ii iTNn1:1ilii4 .4tC ln1'i^Ilj.#".. t el4ii'`il 144Y1:40.1 Iii ...."114KrA2::;`,k57,t}i ?, a:'a 1119,1:: e r: I ;'! '7. 74 ' ' 7- ' '' .. - ' 1 ' .; ' 17 '' g' " •••' 4 6 ' ', , " • ir 4 t " , ' irw P'7 ,* : A" 63q5 , ?. ., : , . : I ; , z • •,, , • , . , . , , ********A**************Ak********************************4****** f CITY OF TUKI4I.L.41., W4 . TRANSMIT *********************.* *k ******* *****************************, ;.*. . TRE1NSMIT Number: 94002776 .Amount": :- 20.00 08/18/.95 10103 Payment Method: CHECK Notation: P•3 TARTNEAS InTt: , Permit No: PW95 -0232 Type: PW-SSS SANITARY SIOg -SEWER , Parcel No: 262304-9067 . . Site Address: 17501 SOUTHCENTER PY '. - .-- • . . .. , Location: :17501 SOUTHCF,ATER PY. BUILDINO T ' Total Fees: .20,00 This Payment - 20. Total LL Pints; 20.00 Balance: • .00 *********A*****A********* 4 4i*A****************V************* , **** ACCO4ht Cede •- :Description • „ Am,omnt • — . . :: 402/342.400 INSPTEE - SME/$3S '..- 20,00 . '; - - .' • '.. . . . • • , , . , . . ., . . . .. , ..... , _ _ . „ . _ , . _ . ;.'•'- .'" . • !,•- • : : ..:';:', - . •. • : :. .,''' ' •: :, 'r• .`• , . ..• . ' s ' :: ..1, i, '','. ' - ' '.; '''. . ': "' ''' ' . ; .' ,.. ::" ..,:::: ' . ...s"....t , . ''..: ' ‘; ' '' : ':. ' ' ..' ' ''. .", 04 4';'.10P';':;;Y,,'";',4;;',':::.:5;1''''':;;'::',C',''.'n'Alf'::-.1.'-',,f ',::-,,,,,.*; ,,.; : ', ;,'''..„' • ?. ' '' : . ', '„ ':, . , , , . :', ' ,..: . ,.: : .. , :; ,.. : . . ; , ' '; ; , ', : .'.,',.•:. „ ; . ','!. ' '' :1".': ,. ig kti01: 4 ;SWA.;r4W(''.;;;!•`:t: 1 ;4_';`,/?',4;',..., - ;,:'-',',.;' , :' , ': ',"::*". ' .•:': ::. ''.''''.'". ' , : '. : . . ' ' ' ' ' : ',' : , ''''' . . . :.. : '::: I.', * ; ',:,': : " ' , ,' . ' '. "1' '.' ' . ' ' . '.','' .' ' ' : !'i"" ' 4i .1,4■:•V1W';'42.,,,i4,f;,:tp.';t:';;.,.;.: 'N■ 1t. 1." ''',", ' .:.,,,' $ .• ..'''''.. ' . ' ,. ' ' • ' ' ' ' ' ' —,..' .'''-; ',''' ,, . „;,' :'. ,, ' . ' '''' 1 ' ' " ' :' ' :: '.., ' :,' .. : ' ': 14:''PH,4)f,',,'4'..4.4g,V;',,,,,V-r-qte..it:':"."4:1"'ii,•.';'0,,/1:;;;','!'''';':`t'.',:':•:"'I''': .':''‘'., ,',':;■:',';:. :,:: , .„ , : ,: ' ' ' ' :I , :;! 1 'i:' ,' ■ : ' , . , : : ,, . ; , . : '• , .: . : .. ittizAlitaitaviiiiIi.lidikiLiat&atiSi2jEctiii 4 r • ;•,.40...,; 4,14•131Vali'. 4,4•••..1j.tb__ 4.1'5.1ick Lr.,', 7/. Et i:f ?. "�"riAVOnH�i�c.tt!V . "• i°.''• S X II"''''}',0laai it'. ,TM: . v 1 .. t r r * * .. 6w4"'}. w rn N 4>A Gjtt: {, .t. v''b` y� �yn��4gf^ ; s r ,tt a., . f. q� i d �7� , 'F � f NY'S:4+1�a .�.� � � r' "f. "'fl �.� .� 1i'j� ��l{i1�.�t ►!� N s�s s4 */t *s * ks1 *slA•A ** d•k *k �� *A•s't *M *tF hsks4 *h3es4 *1 *st *A *A * *k*e *A*t * *AA CITY OF TUKWILA� WA r TRANSMIT 1** *s4AkA* * *kslkA * ** *A *A s *A *A * **A* A * s4 ti . s1• *As< As *AAs.s4•Aslk *h *i4A••k * *r4 k* TRANSMIT Numbor: 940027'l7 Amount: 20.00 O8/16/ 10:04 Payment Method: CHECK Natation: P -3 PARTNERS Init: KZIt' Permit Na:: PW15' "0253 Type: PW-b b SANITARY SIDE SEWER Parcel Na: 2623()4-9067 S i t e Address: 17501. SOUTHCEN IER PY Location: 17501 5UU•rHCI WfEf PY, BUILDING Cl Total Fees: 20.00 This Pavmont 20.00 Total ALL. Pmts: 20.00 Balance: .00 74 Account Code Description F.l,pour►t 402/342.400 INSP FLL • 3ME /gas 20.00 11 • 3 ;� •,�'; .. � '"Fr'3 ," "or e - a 4 vets st t I. vo Orle VoTGOVAP If • - 57i3 0 **.trAA***A**It A*A*k A A k A*It A* %* /01* •t•It *if irsE kA*A kA A /cA**A IcOrk*A CllY OF 1UKW11A. WA IRANSMYT hkA*A***A*k*A*A**A**A*. * *.4**AkkA**A*AA***A*14.4.*A*AkA**** 1RANSM3T Number: 94002778 Amount: 20.00 08/18/95 10:04 Pavment Method: CHLCK Notation: P•3 PARTNERS Init: KOP Permit No: PW95 -0254 rype: PW-SSS SAUTIARY SIDE SEWER Parcel No: 262304-9067 Site Address: 17501 SOUIHCENTER PY Location: 17501 SOUIHCENTER PY. BUILDING C2 Total Fees: 20.00 This Payment 20.00 iota! ALL hits: 20.00 Balance: .00 **kiA***4*k*****A********A*****A********AAk***Ak****A**A***)k*A** Account Code Description Amount 402/342.400 INUP rEE SME/SSS 20.00 r • �. 4rimv �' !9S r. 6` .r . t s' , .r r se P fi lS7 • .l i �1 �,� &1f 1 `�" fi A 9'�! • r' t'r � I • N r rt S1.' A ' f a:l a �4 'M�iS4'��'M`��`l �f} • 'Ya • l` ?; � v:':'�t ' � "1r� ' e nti •., .. t p � � � ......i�"•HY+fI. ' •• 's �t• 9 t vh�•v Q'•t 0 4k0.4 * *A * *4*k4* **444.4* *• kA *ti4A k *O*. A * *04*ic•A *4*A 4*AY4*A'i4 * * * *A * ** AA* C ITY OF TUKWILA. 'WA /�j TRANSMIT *k+4 * * *k * * *** *AA*4* * ** *A 4A *k AA A•**0* *4•k►4•kit****kka1•444'k4• *** TRANSMIT Number: 940027/9 Amount: 2O.00 09/10/95 10 :05 Payment Method: CHECK Notation: P--3 PARTNERS 1 :n i t: KJP Permit Na: PW95•• Type: PW- c SANITARY SIDE SEWER Parcel No: .262304 -9067 Site Address: 17501 SOUTHCENTER PY Location: 17501 SUUTHCENTER 1 >Y. HUILIINO L} Total fees: 20.00 T h i s Payment 20.00 Total ALL Pmt: 20.00 Balance: .00 * * * ** 44*** ;4*A*A:b444k*A'A *o4 *4* * * ** *'*A *fir *1 * *A'*A * * * *A *A * *A* *** * *A Account Code Description Amount 402/342.400 IN5P FEE •- SME /SSS 21000 Via: •. . t t tY . . 'S 1';S. h ::�r itt4 .ii j� G .�;, ry ! ,, ..: �. ,s..._,•, �,.. ..z 'l .i., t sr .`: u' u t @! °.�i.5r .. { .late: 'kt ^?a'1.�.4' std "e%' tv"`ir:�a.. 1 1 i�4£?`i�r' 152:.i0 �t.1'{.lc,t,•� �et,+x ,?r2y1 f 1. i3':r't'ai1•} ?, sl +. } ,. �.�� #? _. {� s .y� fi}• !` +� ;�:.C. S'' Sl _l��+j��' �' 1 ,1 �! '::� t.; • I I n r' 'k � r` t4tr1 : 1 7 Yc y � � � s .*Fi r 'f " � y' t.A �� Y� ;�i'i �!?� ' AI :�Rt s � `{' i "` ti'' '� (•f 4r,....- i �H ;Y' � !f N •J �% .pi 't? k fi � � a'r s'�' �"�.,f •.; 1 �}'G � ' �i�� tl. k�r`7�'•,�f N � r k• Lei' 0 0 • 1 * *A * ***A ..k * *A *•k * * ** •l. A...* fi•;#*: 4k** 4*** hk/ r• k: 4*r4•k******1.****k71r:1*** CITY OF TUKWI:LA. WA ' QJ .k TNMI:T #k k kk*k ** • A* kkA * ** * *k,l*A *•A* *•*** *A *A#r* TRANSMIT Number: 94002780 Amount: 1.450.00 08 /18/95 10 :06 Payment Method: CHECK Notation: P• -3 PARTNERS Xnit: KJP Permit No PW95 —02 6 Type.: PW•-WM WATER MITER PERMIT Parcel Not 21,7304••9067 S i t e Address: 17501 SUUTI4CENI ER PY ..; -. Location: 17501 SO11TNc'k:N'fER PY, BUILDING P Total bees: 1.4 50.00 . This Payment 1.450.00 Total ALL Pmts: 1.450.00 Balance: .00 ' k** * *A.A.A*AH * * * * *' * *•k *ri*d *kA #* A* A** *,i.•A•k*A0 * ***r* **kh*k** Account Code Description Amount., 000/345.830 PLAN CHECK -• RATER METER 10.00 . 401/31,8.102 WATER ,CONNECTION CONWECTION 400.00 • 401/386.520 WAf.ER INSTALLATION (DEP) 1..000.00 401/347.400 WATER INSPECTION FEE 15.00 401/343.405 WATER TURN -ON FEE 25.00 . ' • ,•,, „ .. s +� y y 6 �+, � ',p `' ; A9 +, '` �° r , '� _ } �� �, , r' ! . r , >x §.• r ; t ie,.'� ; u .�, ..,„• T�r�,xf} �.: "'iti'hfi�i,�1t�YYlw r ' • IF 1 4 . " � r+ ri • r f 1 �t, . , k , C � • t�" ? Js p � i ' , / ' r � t' R '' i `� 53 *A•A *A* *k * **+A *A•A * * * **k** * •k • *,i* h ' ***h* *Ah** * * * *A *A• * *•h * * * ** CITY OF TUKWILA. WA TRANSMIT it **•* * *AA * *** **kkk4 * *k* 1t AA 1 *** k k , *Akin * * * **•k*A *,�•k * *A *• * *,t* TRANSMIT Number: 94(027I31 Amount: 1.450.,00 0E3/1t3/95 10 :07 w" P:ivment Method: CHECK Natation: P-3 PARTNERS Init.: KJP Permit Na: PW 95^•0257 Type: PW°•WM WATER METER PERMIT' Parcel Na: 2f323 -9067 Site Address: 17501 ScUTHCEN1ER PY Location: 17501 SOUTHCENTEI PY, BUILDING C1 Total Feet: 1.4 0.00 This Payment 1,450.00 Total ALL Pits: 1.450.00 • Balance: * .00 *A•k*A***AhA'AA**** ******kk* AAA *** *A *** *A *A* *****A **A*A**I.4* *A A *A Account Cmde t)etcrtiption Amount 000/345.030 Y PEA! CHECK - WA1"LR HULK 10 ..00 401/38E1.102 WATER CONNECTION 400.00 401 /386.52Q WATER INSTALLATION (DEP). 1.000.00 401/342.400 WATER XN3PECTION FEE 15.00 401/343.405 WATER TURN-ON FEE 25.00 �' � , ti • v , . , . . � • •F. 'o' r q i ; 2 i� . . � p <.. < " : 7! A' f 41f '1"'' ' ` Y'��.,' �. . . t i';v' IS � fir ... . p.; { .,., . :�({: � {'r:�; �,�,.• •���M q � 4'.� � r+� h��i� F i t t �, •�' r ��� '�if�r, '4' e, = ���' � a, ,i i k i., k�.YYr R�'� � '@.. _ 1 � r tk'! ;. 1v+',i. S ' : �. `e. • � : r i s : h r F }+. • . Ai ! � ! l ,� � tf�� °I' � . Y 0 ( . • *k*kkkitki4*kifiv“* * *itit*>ti *it A • kk* *•1ilil itit*41h hire■***•hh*Aly•k *AAfteh'k$t14.** CITY OF TUKWILA. WA I TRANSMIT * a* it* ikhi1AA*0k***h*itk*1!'T* ****•kA ** A*9r** *k**A*k**k*H**• 'kAAA**k4It h * TRANSMIT Number: 94002783 Amount: 1,450.00 OE3/18/95 10:08 Pcayment Method: CHECK Notation: P-3 PARTNERS init: KJP Permit No: PW9S••( ?259 Type: PW—WM WATER METER PERMIT Parcel No 282304 -9007 Site Address: 17501 SOUTHCENTER PY Location: 17 501 SOUTHCENTER PY, BUILDING I.) Total Fees: 1,.450.00 This Payment 1.450„00 Total ALL Pmts: 1,450.00 Balance: :00 . * ***A4,A,**A* * *AJr *• *•k * **k** t*A••A* * *** ** AEA * * ** * *A *A ***4i*! *A * * ****A•* . Account Carle Description Amour►t 000/343.830 PLAN CHECK •- WATER METER 10.'00 401/38Q.102 WATER CONNECTION 400.00 401/384.520' WATER INSTALLATION (DEP) 1.000.00 401/342. 400 WATER INSPECTION , FEE 15.00 401/343.405 WATER TURN—ON FEE 25.00 ' ! , ' ! • • • 1 !✓ 4w J '''':'7''''''V''.4.4, s:f 'Y" 'h., v, Vx•. a '•. ,'s f! - ...., w . ;. t• : , • 0 „„ . ~. rt t.5 ft�,�w�.'�. ^'°�; .� . . .. Yi: t :� ' �' s � � . , .?IS�.�:f��!ti , q at r y i / / //���� • r . . , ,, ., , • . :4 4eOc * *A* *h *A **k * *A * *k** **A * * *4c * **4 * *A* *AkA *•A * * * *A *fie * *'k * * * *A *A• CITY OF TUKWIL.A. WA i 45., TRANSMIT •k * 4. * *A *AltA * *kA * *4.kA * * ** il *A• A c...* **** * *Ak*A *k,k*'k'k•A•^h * ***A TRANSMIT Numb,er:: 940027E34 Amount: :5.00 0E3/1E3/95 10µ09 • Payment Method. CHECK Notation: P-3 PARTNER In i t: I(f7P P r'm i t Ian: PI+I93 U ?uA . Type: P14 -8p STORM DRAINAGE __ Parcel No: 262304-90.67 Mfr . . Sits Address: 17501 $OUTHCENTIEr PY Locationµ. 17501 SUUTHCI:INTER PY. BUILDING ,BCD Total Fees: 23.00 This Payment . 25.;..00 Total ALL Nmtj, 25.00 Balancee'' .00 . k* * * * ** kit *A**, **. ki *kt *.4k * *4. c A** k' kks d ' *A'k*A * * * *A* *i1 *A' *A*A>♦•k$4 ** ' ' Account Cody E?eacr. i pt i Urt AmoUn•t . 000/:345.830 PLAN CHECK - UTILITY. 10.00.. ,;4,f.,; :, •412/342.4.00 INSP FEE •- STORM DRAIN 15.(}0 • ,r : +}'..{ . , ,. .. 1 i W, }?k 'tV':. '4 r;. ,,, t " ? ' r' : r xi d�h a y , �f �� 1, , • '.'1$77,4�+I� F �ti " / f n ,,Y , ' i.. ' . •� �!{9 i ,k � L1ilG �}� � ;� r' • 1 SY tF'J� Z.l ' �'�� f i�� •S4d, +fin . Ir � �rri . ,„y•, . 1 � '�A. � L n ��, F � = t { �d i :;1'::m .,V r , ' Y toy .., 1 ` .. , 6G s- o io e /q5-o//J 2 C *****• l• A.** • k `* • k* k** k *• k ' ***kk * * •k k* * * * * *h ** * *h * *•k *�r kA * * * •k,d 'A A GENERA s,Jr00 GENERA 25.00 CITY OF TUKWILA, WA TRANSMIT GENERA 25.00 * *A4 * * *•kA *•k•k *A ** *** fir**• kkA' kAkkis**A**A** *•k* ******•k•kA*:l•*** *•kkh GENERA 25.00 TRANSMIT Number 94002574 ' Amounts 25.00 07/07/95 15:03 GENERA 283.50` Payment Method :_ CHECK Note hion: P3/PARKWAY Snit: MEV GENERA 25.00; _.._� - ,_....., _.. ..,....:_. w_.._.....-•_,___._ �_..._..: �...,........._• ....�.._.........._..,...._,... r GENERA ,` , 25.00. 1 'Permit ;No: PW95-0185 Type: PW• -CSS CHANUEL /STRIPING /SIG TOTAL 433.511 . Parcel '.No: 262304-9067 CHECK 433.50 >Jite Address: 17501 x(111.• HCEN1ER PY CHANGE 0.00. Location: 1'7501 6OUTHCENTER PY 07/12/95 4206A000 15:53 Total Fees: 2 T i l l s Payment 25.00 Total. ALL Pmts « 25.00 S; . . Dal ance: .00 *Afi•kiv *A*** *Ickk * ** *** * * *i **i'ir icA * ** **of** *i **, *A'i1 **** ****of*•hof* * * ** Account Code De'scriptinn Amount 000/ PLAN CHECK - UTILITY 10.00 000/342.400 IN9P FEE -- U•I ILITY' 15.00 ,: • s w,.... :..: , ,r .., rJ..3.. ..i...L . . r�'..•k.s' %.:, . I '.u. ° > t i. .. .. 1 ...4,:..; ��.. fR .. .: 0,A., .n..t li.,,.,,',; .......... ..Y as 1,,,:14.1 I , I ,A .. t... ^_.IV l..\ z. .,..... o-_r.. e..,I ' r., t.l,.... ,. ... e_ h'xt:r ^. � ,.rt .0 t. �' , , I tr 1. Kc a ".111P-1 ' t tY m' • a£ 11 4f r, r R t . ". A . fit it a p { . ry r •; ', ,=, „ , S :.w. , nM r , ' 1 .,t� t:. „��� ' ` ) :1,9 t , .. i sr, •� r f` �y `�1^ ; r � 1 ' r. 1 S �� 4 �� }"�, . .{•• Q( i 1C' R'U % 1 I � f . N i 41 4 � �: `44 1rP ,si S :a .: •N;R. .. `t tr: f .r • �. .w nwr.�. fi •''ir• '%��"t . . , . ' ..i y r ., (�, /n e j ;1V 1 ,� • 8; • ti Y '+ i$ r .w y �7: i �r� 't �t „U� 4G r�7..- {`:ftr P j.y,.1+ C IS 14'1 106• qs Io Bg5-0 l 1 hk**** kk k• k***** A**• kAk• A':l k• kk• kkA h* A*** kkk A•*• kit* * ***ieA•*A**A•klielc•A*'k* hick CITY OF TUKWILA, WA •TRANaMXT hqrkkkkk.A**AkkA. /1* /1) *k k14 fr*** t' kkkkkkib slkAkhkk:kk•k;**114•kkk•kk•k kk*kkkir JRANSMIT Number: 94002576 Amount: 25.00 07/07/95 1 Payment Method: CHECK Notation: P3 /PARKWAY LLC !nit: MLV ^...{ Permit No PW9 ;-0187 Type: PW-rLH FIRE: LUDP /HYDRA; r s" Parcel No: 262304 -9067 S i t e :: Address: • 17501 S0U'I I10ENTER PY Location: 17501 aDUTHC N•I'ER PY Total Fees: 25.-00 This Payment 25.00 Total ALL Pmts: 25.00 Balance:. .00 AA*0****** it*********• k** 4• k**, 1**** AA** A•k**** *A** ***k*.** *A•k* *Ak *A* Account Code Description Amount 000%345.830 PLAN CHECK - UTILITY 10.00 401/342.400 MP FEE •- f LH /LI /WML 15.00 lid:. •1r 1. �. ... .'ti. v ^ it is 1 ; ���i{ .l : r,, t .. t :I :, -* �� i .6 'H.' :r .) r.,. • • • ",;•": ,=•.,'•'•..: , 11 ',',,, , ,1„•:,vv:„„ :•' 1 ' ), ',N,', 4 4e . , . ..r 4' .. 4 '4.4,,,,:;•i:', , - ,L,V: 14 :' 4 0.,•:.; `:;1 ;/sS, ''' 40+ '4i.' ?iillikilen:7 ..41; if , • ', ,' , ''` ',., , ., I Ohs LtAo6 $*. . ...: . • - . o • . , , . . . . , . . . . . • q5-0 (10 /13(15 -Oil/ • CITY OF TUKWILA, WA 'Reprinted: 07107/95 1522 TRANSMIT /0*A*) r* ** *A 4 ***k**********!!A; : k****k********A******************4f*A • IRANS,MIT 'Nmmberi 94002578 .mount: 25.00 07/07/95 45:21 . • P.aYment Method: CHECK Natation: P3/PARKWAY LLC Ihit: MEV . .. .," : Permit Nox•:PW9,57 Type: .PWSME SENEUMAIN:EXTENSIDN . TarceT,No: 262304.7-9067 '• ' . . „ _ 'if,. :SiteAddr.ess: 47501 SOUTHCENTEA PY . . . , . ',.• ',. Location: 17501 SOUTHCENTER PY _ . . ., , . • , . . „ • , • , Total Fees:. •• 25.00 . •, .. : . This Payment ' 25,00 Total ALL Pmts: : 25.00 2 - . , . . Oalance: .00 . •-' . ..„ . . *4 A *tic.** A lt * *.ok ;Akiciif •■k*I ****** *.it ***A A**** A Account Code , Description . „ Amount: , : . • . . . 000/345.030 PLAN ECK- UTILITY '10.00, 402/342.400 INSO FEE *SME/S59 15.00 • •'• • . : , . . • . • , . : , • .. . , . . . . . . . . . , . . , . . , , . . • ' -., . , . . • . . . , . . : • • • : . . . . . . . • . . . . . . . MMMEMMEMMIL •14 x" r+C Nr1 ' �!'(Aty. • �' r e i+b. ✓ .(:, .. C 'J IC„Y v. s ,‘;.t41,,,:71.1 L . t • {:.. D . t ' . 1 � . a •r:�t ., "r �'t •a«i 1 �S•.e7 a 4�(�.k a 4)1,:f,, k'l "(°, .r .>z6 t'�"A tdr�', c J , I,^ %. �.1crx J f*, l Tl •, �r'� I i ir6 a +C,� �if'r �� � 1 ' +y �','� y `�^r � a 'V v ':N'r' 1f' 'T'; 1`� �•' � � '7 11 95 " � D(c 6q5 6 I Bc15 - 0 ilj 4 *kkAk *.A*4k *k ** ****A * ** *A kkk•:* *A * *k* *A k *k** * ****A k *A ***** ***kh CITY OF TUKWILA, WA i TRANSMIT *W*01.4 *** A********** A* ******k**•k***'k* *4• **kkA*****A *A* ***'.1* k•,*kkA••A• 4RF N "MIT. Number: 94002577 . Amount: 283.50 07/07/95 15 :3.4 Payment Method: CHECK Notation: P3/PARKWAY LTC In i t: MIIV Permit No: PW9 Type: PW-LA LAND ALTERING PERMIT Parcel No: 262304 -9067 Site Address: 17501 SOUTHCENTER PY Location: 17501 SOUTFICENTER PY /UTILITY RELOCATION t4 SITE Total Fees: 2133.50 This Payment 2E33.50 Total ALL Pints: 283.50 Balance: .00 ** A lyc*** a1******** A• **It* ***k**A *I1 * * **i ***11A•* *i**0•k•kA** *•kk*4**biA* Ac;rount Code Description Amount 000 /322.100 BUILDING NONRES 230.50 000/345.530 PLAN CHECK •- NONRES 45.00: :....: L_ >., a.._... .7d._... 4 A f ; I , k ' . ,r ;41,+,0:;11.7 r rS:Lt':r >iiiTL {i4: .w. .,7.; �C P {,' •0 L.. i� illaw�Yt' * ,�,i�fC�.!'>,,,r:,, ' ' � ''" ;!ti"t' 4 4r.,• ,1''''' 1 rr - ' "t`kt ' �' .fic.. �t P;'�t; `,tt:`;e k •ktrf t:., °v4: n fir' �7� i� #: ��,Idln IA1� ry +�rx •+f t f�+^ y q 5 . . .: 0 7---b * h*****• A* * * * * * * * * * * *Aae�+r ** ** ** ***•, * *•**s * * * ** ** ** ** ** CITY OF TUKWM,A,' WA TRANSMIT * *I *•k* * ***** *•* \k * *•k*** * *k* ***A * *•k ** **•k* ***:4 * ** ** k **k**** *••k * * * *•k . 1 r TRANSMIT NumEler: 94002500.Araunt: .25.0() 07/07/95 15 :44 "Payrn Method: CHECK Notation: P3 /PAR (WAY LLC Inits KJF ;* . Permit No: PW95-0193 Typ PW STREET USE �!, Pareel No: 232304 -3067 .S i to Address: 17501 3oU'r HCF`N1 Eric PY Location: 17501 SOUTHCENTER PY 0 , Total Feps: 2500 Thi .Payment 25.00 Total ALL Pmts: 25.00 . Oa1ance: .UU ; ** ** ** stir * ** *�F * * **1%* * * �l•�1 ** * * *•k* **** * *** *** * * *0 *.A * *•k** 4 ** *0* . Acgount Cod Description Amount 000/345.030 PLAN CHECK UTILITY 10.00 , . 000/342.400 ' IN3r? FEE •- UTILXTY 15.00 • EL'ig:,ii $h,ift�i't� t «t -. _S�`rfi•�al' L i1 , i ti)L 1J P. .. 7,r ;,. 3�,'t.`. 2i,4s; ;;I:;; i s i . ,,,,,, i . i' s.( :. 'n3 .o•. �L bu ' ,,?h, :` r ! . • „ ., ?, j�rrt a.s " . u � .,, 1. - r. , f..1.� r i . 1'"v*.l`�,� . •. .�.� s .� "r`t.� y ) "(< -` � �+i ,ry'�.} .Y�A� A� y t'_ •• t•� }tL`' r•. •.l.�.rl�. . .'' fin �. ••�'�' r Y ��`' •"`5,. � � j'f`�,/�S�i} 4 �{Si��.3r t #Y� � .�rV . yyi�l � i �d �•.etsi ,iY�l 4• 1 IS 14- 41ablo 895 -o ip BqS- ** A** * * *•k ** *Ak *k *A *k *k * *** * *,h *k k ** *!t•k•h•k`k•k * * ****kA•`k +4 CITY OF TUKWILA, WA f TRANSMIT **' * * **A* * *A**• *kA * *** ****** * ** * ***• * * *****kk** ***k * * **** *•k* A *** TRANSMIT Number: 94002579 Amount: 25.00.07/07/95 15 :25 Payment Method: CHECK Notation: P3 /PARKWAY LLC Init: MEV Permit No: PW95.019.4 Type: ..PW -WME WATER .MAIN EXTENSION Parcel . Na: 262:104 -9067 bite Address: .17501 SOUTHCENTER PY Location: 17501 SOUTHCENTER PY Total Fees: 25.00 This Payment 25400 Total ALL Pmts: 25.00 Balance: $00' **` k**;* tA***** k*** 0***A***** *****.A*** ** * * * * * * * * * ** *** ** ** * ******* * Ac Cade Description Amount 000/345.Et30 PLAN CHECK - .UTILITY 10.00 401/342.400 INSP FEE - FLH /LI /WME 15.00 .. } ++ a t 'lit ^ 'rr , i•q ma R ,v •: (Or r , re •!. • - ` , 4s i .. •k. ;y , �,,, +r ,.13' e ..: +4. d+ i . "S �' • • {+li ' t 'S ' ! +t ,.h � 4 > r rtyY 1 . • cd'a • '"A I t •. K 7 l 4l� � +n <i 'k �.�� ., + i , � ���' R • 0 r , ' h ** *i * * * * * * * ** ***, * * k 4�l h A/0( , 4h 1444 A. GENERA 25.00 CITY OF TU!(l�ILA WA TOTAL 25.00 7 TRANSMIT A rt "ia I r CHECK ** �hk *k*n *kk *, ** * *.a * * * *0 * * *** *k•k* ***•* *•k * *k * **chi*+:*Aiviv *k * ****,�* CHANGE TjtANSMI Number: 5 Amount: 25.00 07/07/ 0 `' , 36 1.:/ +44WM000 15150 Payment Me t;hot! : CHECK Notation: P -3 /PARKWAY ' LLC 1 n i (OP r. Permit `.:No: .95.006• 1ype: PW -SD ._.... STORM DRA]:NAGE_ 0 Parcel No: 262J0 ,. . *67 Site Address: '175Qi• SOUTHCENTER PY Location: 17t,01 SOUI HCEN'1ER PY rota Fees: 25.00 This Payment 25«00 Total ALL Pmts: 25W00 Balance: .00 * k**`* 11**** � k•*• k** rY*** 11*** k******** k*, k• k#**** tk A**** *4*•h4** *11• * **). * ** ,. Account. Code Description Amount 000./345.830 PLAN CHECK - U1'lLll'Y 10.00 4.12/342.400 INSP FEE •• STORM DRAIN 13.00 . t r o-,., . f: a .4 1•:. t ,.'j + +:, r I: 1 . .Y l +' Sir L - ,� „ �Yl t: x�ifasGn! �nl�A\ kY, Y? ffntlt ,4�]l�ailt��L,ES�I1J"r'...r ..,.*+„41:4..f,ltt �r,�Ii.•,r ,.f� tl.;re .. �:. ,....., Sr ., tu_,C. r»LIf._t. + +. .,;'k. �" r^R a;�'r,,"t'• t ,. , . ' , "r'n�m+�e�'�'.... , ..r'�'"'"rt ;r "7•*S, : ... '�.+^"+'t�y"�';""`"'t • ** A* IkA i.* A*• k** A* A* Ak* *4 * *•A *kA* *** *k * *sti *st* *A *d * * * * * * * * **•I.•.% ** *.A* GENERA 7002.78 CITY OF TUKWILA, WA TRANSMIT TOTAL 7002.78 Ak)t*ilti% * *A* •** eta**14 * *it ***•k * * *A *xk*ie•Aak t *ItO•hA it it*4•lk*A* * *A.** *•*kick* CHECK 7002.78 TRANSMIT Number: 54002135 Amount: 7,002.78 04/12/ 1t� :S7 CHANGE 0.00 Payment Method: CHECK Notation: PARKWAY CAPITAL l:n i t1 . 1866A000 09:06 Permit Na B95- -0111 Type: E3 t3I.ITLp BUILDING PERMIT' _ ..W Parcel No: 262304-9067 Site Address: 17501 SOUTFICENTER PY ( Location IUIL1)ING 13C0 Total Fees: 17,7130.78 This Payment 7,002.78 Total ALL Pmts: 7,002.78 .s k palance: 10,778.00 4 st *A k *k * *A * ** ** * *A* * * * *s4 * *A * *• ALFA***** * ** * *A* * * * * *•k *iAk *•k * * **A *.A** ,, Account Code Description Amount 000/345.850 PLAN CHECK - NOFIRES 7,002.70 1 , I , • t 7,1 f :l n " ' ►, N:..•r:��., . , ;4 "' +h ,.:.r,, .. t,µ � r (2 GENERA 42.00 04/G •4 k•k**:kh,4hokhkh* *1%.*k'/Hr '*k k: kh• k• kk• r:A Ak* 9s .kh.4kk**lrk,4lskA4kk*k*•t• .*i.A. r T'4'"" 4`�'•n� C;I•1•Y ruKwI: W Llf^. L.t1, Fl 1• f: r1i 11 CHECK 42.00 • k• A•*k Akl s, k*: k• hk: khA• hhS*• k* Ah:.1 1 4 •, kh7t�tIk�k�s•. kh!s:kkk.kk�•kkAk:lkkAk�rA'A•k: • ry CHANGE D.00 f?F!fl�i14]:1 Number: 9G00 X92'9 flmat►rt: 42.0(? '1./ t / /rA G 44 � 4409A000 �5�64 1 Payment Method: CHECK Notation: I' "0 /PARKWAY LLC Init: 51..11 Vermii:.-dsJc 09x•-0111 fyoer. ti - OUILf) BUILDING PERMIT Parcel No: 2(2304 "9067 9 i to Address: 17501 5i11►7HCEN'fER 1",r Location: BUILDING BCD Total Faxes; 16 This Payment 42.00 Total ALL Pmttts 10.316.28 Balance: .00 AA ,k'k *A•A*A'k,k4.*,k *A•h•A•kA A A/ kAAAk, i�J*, f{ , k, k* Ak !,hrlA,hkn,hA *AhA:A #Jk \AA',k,l ,1fc Ack'ount Code Description Amount 000 /3..2.100 BUILDING - HONRES 42.00 l Reeal on Fee.., eionn■n . . • • • t : � ,?+ + Y e,`tk v.13. 1Vtle r stirs :t' :Y ;' ""v., h. Kt•r . �< i. ! ` x+. 7 L.P • C • /• GENERA 42.00 *A kA* AAA** A* k+ t* AA' s1�1** A1A**A+****A* 0.0** * * * *A *A.*k* * *4AA•A*A * *A * * * ** TOTAL 42.00 CITY OF ruKl4zLra, V q TRANSMIT r CHEC3.. 42.00 kA* 'fi1A•A,l*.A.A.,l * *4 *A�1 *A *, 4 k * 4L1 k *hil• *, ** * * *A,1h* **k**A• * *A *4 -A *•k* CHANGE 0.00 IltANSMI•F Number: 960038:16 . Amounte 42.0() 0 - 123 39 ?2A000 15.51 Payment. Method: CIUECK Mutat ion. P -.:l /PARKWAY I.L.0 "nit: SLI3 Permit No E395- 0J.11. Type. 11-BUILD I3UILI)INO PERMIT Parcel •No: 262304.9067 si te Address: 17 SOU3•HCLNTLR PY Location n: BUILDING 'BCD Total u'ees. iI3 This Payment ' 42.00 Total ALL Pmts: 1£3,2'74.:2 DalanGep ;00 k*A* 51 A ••h *d•k *•k *+1 * *A•k * * *11• April** Ah*** A *A * /'A * **** *A *A*yl*A *A ***IiA *** Account Cade Descr ipt i an Amount: 000/3..!2.10() 33UI1_D3 NG - NONRES 42.00 Rstnsc-ac_. on (_- • ..._:. - 9 t 341.SC . i •A * * *:t * *, * **•r1 *** *k•h+l itk *A•** * ** ** *k * * *H tit * * ►t+;1 * * *,t•k *ka *h *'h * * *h* CITY OF TUKWILA, WA 112'pill TRANSMIT *4 * *;t *A +r *�c *�k� * * ** * •• gkatk*** h*** *itdrtt*A34.A•* *It*A is *A *kA *•k TRANSMIT Number: 96003776 Amount 42.0 03/07/91 14;17 Payment Method, CHECK Notation R ROY UE:NNION Irtit: SL,CI Permit Na, R95 - 0.11 Type: U °UUILD BUILDING PERMIT Parcel No: 262304-9067 Site Address: 17501 SOUTHCEN'fER PY Location: BUILDING BCD Total Fees; 111,232.25 This Payment 42.00 Total ALL .Pmts: 18,2.32.25 Balance: .00 h * ** * * * *4* * *A*4.* *A.* * *k **** kit* k• k** A* A *h * * *k * *A•* *rot*A*N4e *4h * * * *•k* h* Account Cade Description Amount; 000 /322.100 BUILDING - NONRCS 42.00 &‘069Q-6-ion -212... I any) Q Cp ., .. ` , N y t f 5 ,t M E ICY 0 R A N D'U M , t � s. , � t , t i •�• r �� a s J t TO: A11 Plan Reviewers FROM: Shellie Bate ' s Permit Technician , F r i ' ;'r . i z .t 't x . } s S ,, . ; r :;r 1 i •s , ' ` Ji DATES J 2 2 , 1 9 9 6 ; ' , k SUBJEC Re vi si ons to Park Pl ace ;(E 95- 0 11x.) s f 1 K , , ` } ! . , i t t ' f f 1 � � i' , }:{ ,. , t Ali t, • : r ! f it 5 Pl e ` { the 'r sed (plan dated Ja 1996.Vy Als t }f ea a k i s ' ie ` it r F i t ` o a p 8 t'ep track•, Qf �,th s p e nt , re • ,w ng ^,these `pl t T h e ; . h applicant will. b e ch to , r thee ad ditional plan revie time 1 t s i , 1 t !, + y , f , t , , t t 1 r '' a f t RS DEPARTMENT i i` t ,�` , Permit Ce�t NYIMBER OF HOU ., l n er. kr tr x s'4 4 ?{ t � tt r,r i °1 .q.i 6 l� S 2 :f .. . Building ,;- r Initial: Review s t i { S � � �y N1A !'y .. 7 r A Tt ; t Fire = / r . > 7 f ! Plan ` + ._ , r E , j : Fr :1 + �`t , t ; ss <. s '7,.' . 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A}yr• r �� k•C § r` . c +f 't� rr a�,�s. § ✓�'�»?r�c1 { } ); c §i r?�Y�4, `Vg ^!ti'n- �f ,� �• t.. w 2 ;. w%;ia.,A�..Lkr: �: §7 1r. `_H &ir. aStLeL��t�G }.,..,iur»:�� wfart�.�.ttK`;, y.a y�,�< cT'.... iA1 p4sC,...,,.. �,,,<+ r• x1^ s.,' ".T3'kA�S".�'.?rs,�a}rst- ..��q; • ; t, -,' • y '' • • • I ^ , t f < ' ' • , • GENERA 42.00 AA TOTAL. 42.00 CITY OF TUKWILA, WA CHECK *' K 42.00 *4 A, 4 1 k * ** k•A #.** **4%, itAirglAt **A t. A ic**** A Ai* A kAi—A.Alf*A*11**.iti, CHANGE 0.00 TRANSMIT Number: 96 Amount: 4 02/21/q6 ammo 1553 Payment Method; CHZCK Notation: TURNER l? OSOC. in it: SIB Permit Na: B95-0111 Type: B'BUlLD BUILDING PERMIT •4 Parcel No: 262304-9087 • Site •Addreas: 17501 SOU1HCENTER PY • • Location: BUILDING •BCD Total Fees: 18,190.20 This Payment 42.00 Total ALL Pmts: 18,190.28 Balance: .00 A**A*AA Account Code Description • Amount 000/322.100 BUILDING - NONRES 42.00 •• •• • ...• •• ..........••• Isein5pec-tin .. ,, .'�' �' �.,; ;•' -r'• ' �: �''��q�� . „ � , d , ., �; a.�•. n�.• •tir • . ' :•. .. •», ; � - �`e, .,r,t ?,�;y,�+rtkj.+' y'.,r.'! "'�i r �', hat* A• AAk•kh•kA*A.*•hit *h*4 *•hAfi*k 4,hisk• hAAA A.Ait• ht,,h• A•• hk•hJr•hAish'h*4.*-A:AAAhA•4his 41Y :IT`1 OF TUKWIL( Wf rnAU314IT \ '7\ ci,hiYAhi.�'•A• hA i,•s1i;d•A•k4 *h•ht4•kA AhAA• A444etithA1 *•*'*itk %A'A• *•A•h•k*' •k *A *hA* y fUANS14IT Number: 96003561 Amount: ;3t 7.:i0 02/02/96 11:3G 1 � ' Payment Method: CHECK Notation: P-;) PAIl1V41AY L.LC Init: Permit Na: 095°•011.1 Type: D. BUILD E3UIL()]:NC PERMr1• Parcel No: 262304-906 S i t e .Address: 17501 UOU'1'NCl:N1'EI1 P1r' Location: BUILDING BCD. Total FeeA.1 1644£3.2G !hi t, Payment 367. 'total L.L. A Pmts: 18440.20 Valance: .00 A * *A *4 * AitA *•hoA isita•h hitilA'hisA • k**k.A *.5 •k* *i,•h•A•A h*{. kA'h k'A A'kA *+1• A* *•h•A o1•h0 it* , •%. Account Code Description Amount 000/345.630 PLAN CHECK - I'1ONCE$ 367.50 i ll^ �•;�'jsl a ' +;r, ,t ', tt +}- R 11 3 ,* • t .•w ^y... . j' i •n r � Yy, r - ; 4, 0 / 14;11AfiA A�i* AAA *fi*,li,ic.t *t lid• A 4 • t*d• AAk1: 1 ** *AA•k *rt** **Asl4•34, ' :ITV OF TUKWILA. WA rRAPlSMI•r '�- tA•k * *•.{ **AA•4•AAAA26.t.• A• AAA* A, ti< A• 40A0A 1•*A 4A** A• k*AA*A•A. *A*AA4•A•A * *AA *i••A** TRANSMIT Number: 96003563 Amount: 1050.00 02/02/96 12:0A Payment Method: CHECK Notation: E 1/ f gift KWAY LLC l:ri i t c MEV Permit No :.,PW"15.0225 Type: PW-WM WAEER METER Pr;RMIT Parcel No: 262304»9067 Site Address: 17501 SOUTHCC:NTER PY Location: 17501 5oUTHCEN•r ER PY, EAST OF BLDG "C2" Iota] Foes: 1..450.00 This Payment 1050.00 Total ILL Pint$: 1050.00 BalFance:. .00 . .4 .140." 4A *A*A.lk*. AAAA** kAA •kA ***4••A•kA *A•A•A4eficiraN' 4 1 itAirAAA•%*A -k A•4 A•A*AA Account Code Depc:r i pt i nn Amount 000/343.030 PLAN CHECK •- WATER MC 1 :10.00 401/308.402 WATER CONNECTION • , 400.00 401/386.520 WATER INSTALLATION (DLIP) 1.000..00 . 401/342.400 WATER INSPECTION FEE 15.00 , 401/340.405 NpTFER TURN•- ON' 25.00 .: x tj `'^ y1. :. y.. • ^•5' f `° 't 3� rp ,Ft ' v:*.�." ,, * : ^,��• Y 7, 14 r Y.. r r ,. ..� ^4tfir'ly�atl 'N; 'n "SYU. y . n: t4 ft'a . Kyk. . i' .13f�•at'v.. !. . � . � r r .4, , + , � , cot S f 4 t . t . 7 Y } . • t l Y T *4 4A *•*•Ar4k*k.4 *•k444A**A•k *•Alek A.4 *kh*A•-k4.444Air•k* 4**4A•k4hhkA *A ■�'f Z 2 O ITY OF TUKWILA. WA TRANSMIT � � A•k'k * ** AA A* 5 ** 4• kh•k *A4•A **•kA*4k*444 *44 *•kA* TRANSMIT Number: 96003562 Amount: 25.00 02/02/96 .12:00 Payment: Method: CHECK Natation: P3/PARKWAY I_I.C; InIit: MEV Permit No: PW95••0224 Type: PW-LI LANDSCAPE IRRIGATION Parcel Na: 26230 •90E,7 Site Address: 17501 BOUTHCENTElt PY Location: 17b01 SOU11•IC,LNTLU PY 'total Feee ,0.00 'this . Payment 25.00 Dotal ALL Pmts: 50.00 ,;. • Balance: .00 *A*A*,1*4 *•AAaA•*•kh*1%•k4 *4**i *A4k*k•k*A.A*•4 *•+4** 44*•A *.ArkA**44AAi* ** Account Lode Description Amount 000/342.400 INS!' FEE -• UTILITY 25.00 • i1'� L',t IytS Yti;Q * °�( .,tt't , ,, ,r},, '.: .Ait LC. i. ..,477,7 F, -5, L1,7 77777.:.jr .' } t .r si .�i •M•• ..4 .`:. , V . 1395-D111 GENERA 25.00 *'t * *kkk *A•k * *A *, AAA*• A*• A*k* 3 /*4** **'A'A * * *Ak* * *A* A*A'+'•••A*AA•.AACA'k *4.*A*'A A TOTAL 25.00 CITY OF ) UKWILA, 1+1A TR('INSMI T CHECK 25.00 ***•.A•A** ** * *****3*** **A• *A A'L•k:4*A'AA*Ak•k' AAA *A* *A*'k * *A'*'AA' A** k'AA'A*A* CHANGE 0.00 if AP MIT Number: 96g03429 Amour►t: 25.00, 01 /02 /spik/Oerna5123 1266A000 16 :39 Payment Method: CNECit Notation: P LLC Init: M4 ?"4' _...........,....__._.M_... .. ;W . �;� 0� ?4� Type: ... P4� - 1.X..._... LA1�lIiSCraPIT_ IRRIGATION Permit Not I Pair•ce1 Nn: 26230A-9067 Site Adda^e'es: 17 301 5OU'rHCENTriR r'Y Loy: gatian: 17501 "0Ut R ENEER PY • a Total Fees:: 25.00. • • rhIa Payment 25. Total ALL Pmts: 25. • . Balance: .00 •t•A'*A *k ** 'A'AA3' A*A' *A•A* *A *• A' ***AAA A'* *A *A'** *'k *'. **A'A'A•AAA"A**'AA **AA.A* • Account Code • Description Amount ; 000/345.830 PLAN CHECK -- UTILITY 10.00 401/342.400 ... INSP I:EL._ I:l H /L, /Wlhi ...._,...._,_ ... .. 15.00 • • 5 1 .. } . r'ft f .4•:'',,:i 1r2. K S 7 ..t• � i,.f Z.f ,; .. :; s! ,,.: r} ', . ''.1 •'f• i' q •q..n}. �,..t %.7Yi ) ti"';;IN d.. , :•0 '.?['`� 1 S'.,: ": OTTO ROSENAU & ASSOCIATES, INC. • CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 coal\ s/ AUDIO VIS (206) 725.4600 • Tacoma 6274477 • Fax (206) 723.2221 EXAM ihjA 15 February 1996 City of Tukwila Building Division 6200 Southcenter Blvd. Tukwila, Washington 98188 Project: Park Place 17501 Southcenter Parkway Permit Number:[ B95-0077/B95-0111/B95-0110) Ladies /Gentlemen: We herewith certify that we have completed the following types of inspection and testing on this project, except as noted below. To the best of our knowledge, all work inspected is according to approved plans and specifications. 1. Reinforcing steel including epoxied dowels, tendon placement for tiebacks 2. Reinforced concrete including tiebacks, soldier piles, & shotcrete 3. Panel welds 4. Steel. decking 5. Structural steel welds 6. Grout under panels PLEASE NOTE: This final report covers Inspection and testing for retaining ?. wall, storm sewers, and buildings, but not the dumpster enclosure. We do not have all the concrete test results for the dumpster enclosure, but they will be sent to you as they occur. Copies of all reports have been submitted to your office or are enclosed. Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Susan Rosenau -Moser Enclosure cc: Roy Bennion � Jack R. Bennett Turner & Associates FEB 2 (f 1996 Shutler Consulting Engineers W.G. Clark DBM Contractors D VE OPMENT GeoEngineers Inc. Mike Gerkin, Petsmart . I urner Assoc t (lies P. 1 TURNER & ASSOCIATES 18420 24th Placc N.E., ScatIlc, WA 98155 (206) 365-7431 Fax; (206) 365-7504 FACSIMILE COVER LETTER To: Duane Griffin Company: City of Tukwila Phone: (206) 431-0179 Fax: (206) 431-3665 From: Howard Turner Company: Turner and Associates Phone: (206) 365-7431 Fax: (206) 365-7504 Mobile: (206) 714-9131 Date: February 19, 1996 Pages including this cover page: 4 Comments: Here is a letter from the structural engineer as requested on the back of the building permit BP95-0110. It applies as well to BP95-0111. Also, I am retransmitting the letter re "Roof Class" from earlier today, along with a copy of of the manufacturer's system description. Thankyou HILT • RECEIVED FEB 2 0 1996 COMMUNITY DEVELOPMENT ,.. . .. t .1 ri ^,'.•.r- •,-c•h,.:..r..... ...., »,...... ... .. . ......... . .... ... ....... .. .. . -.a *saw rort a '?"+' ..AkFAi"Kr7 C'. February O, 1996 L .� structural system for general conformance to the approved plans. Structural observations performed by Shutter Consulting Engineers do not include or waive the responsibility for the inspections as specified in the General Structural ' Notes. • To the best of my knowledge and based on observations made during ' construction, the primary structural system was constructed in general conformance with the structural drawings and supplemental drawing changes and/or clarifications provided by Shutler Consulting Engineers during the construction phase, Sincerely. <2149q1446' 4 . .‘ Joseph J. Shutler, P.E. ©. 4 ' .0 4 o 7 JS:bs V5 o r , s �e+ !EXPIRES 09112 / 26, ( RECEIVED . CITYF ILA • FEB 2 1 1996 IMRMIT CENTER } ,�.,..._.—. . ,r ,.. ,. ^ t.... twats3 6 r �.., I'ur ner W. Assoc l at es 2Nb3ri {{ 5'f5b4 P. l7 G SHUTLER ENGINEERS TEL L.2064504076 Feb 1 9G 11:05 Nr,�,00r P.02 • Si. _ SHUTLER CONSULTING ENGINEERS, INC 1300 -114th Ave se, Suite 250, See(evue, WA 95004 • (206) 430.4075 • FAX (206) 450.4076 February 20, 1996 Mr. Howard Turner Turner & Associates /Architects 18420 - 24 PI, N.E. Seattle, WA 98155 Re: Park Place Retail Center Buildings A, B, C & D 17501 Southcenter Parkway Tukwila, Washington Dear Howard, Shutler Consulting Engineers has been involved in the design of the Park Place project from initial design through construction support services. Our construction support services included review of shop drawings, answering field questions and performing structural observations. The structural observations consisted of site visits and was intended to provide a visual observation of the structural system for general conformance to the approved plans. Structural observations performed by Shutter Consulting Engineers do not include or waive , the responsibility for the Inspections as specified in the General Structural . Notes, To the bast of my knowledge and based on observations made during construction, the primary structural system was constructed in general conformance with the structural drawings and supplemental drawing changes and /or clarifications provided by Shutler Consulting Engineers during the construction phase. Sincerely, WA J1r �?, • c� `� J oseph J. Shutter, RE. :'✓ .0 4r = w J S: bs °� �s �'ar lti4 ;ti � 4 ' ` 0 • I e)tPIRes 09/ 12 i 96 j i l urner oc 1 Cl.t<z FEB-19 -96 MON ? ; 35 BOSN I CIS ROOFING INC FAX NO, 2065651659 P. 01 Turner & Aciao* 14t43a 20635575134 P401 ",Cr R.N R & ASSOCIATES 18420246P1acoN,E,, 8eattlo,W41/4 HISS (206)365.7431 �~ February 19, 1996 BY PAX Mr. Terry Duncan Bosniok P.oi i1ing 291S 68th Ave W Tacoma WA 98466 Pax: 2$ 6 S6S - t659 RE. Park Place Rertail Center Tukwila, WA Ikoot CUSS Dear Terry, Concerning the above motioned project, the City of3lukwila. requires that the roofing contractor oubrnit verification of the roof coveting elasslfication per the tJBC 1991, Chapter 32. The minimum requirement for this mica is for a. of Class C based on Table 32 -A. The Buildings' Type of ConstructiOt1 is VN, and the Occupancy is B2, My understanding of the Malsr{ry M4 - BT1C is that it conforms to a Class A hating, wolf in excess of the Class C reclited per code. Please sign below if this all meets with your approval, mid I will forward it ou to the lguilding Offiolal. Sideerely, Howard R. Turner, AAA. f Terry D11110% Boenick Roofog 1 .... ____ • • • • ' • - I urner e b Assoc I ates 206-.665-0.50.4_ q t `� G F'. 0 ROOFlHG f �4.BB G 3 -19 • ' M4 -HIGH PERFORMANCE i [ h tIl 277:`1'1 y:Y S1 : •r -•.•.. Ut • ,d i -' )l. ra, r't:31}�ll r u..., .r , l.gl 1 r ' �') tt ��rr f .i ? 311'/1'[ ?71�+'!'ft'tii•,S�•'� A 'J�lri`•'11 �.i.4t' t t,f ! A :[tit E•i::1i1'tk1t;,,, a 1u)' Ni •: ;,.:, ., • SUBSTRATE ':' '; •t fi (il r .. 7tNi1 r i t+t7 i 1 ! F et: • t , At {..lH r'- 'i r 1 k 4 $4., . •.. .....:.:::.....,::::%:. '� •: !�: • i i �f fM 'S�+! ksv 8j1Ptup . it. t.`. ' L i i ii �"S• tomlio cif " "; xii:,,n"a'rr'Tt r t1 ., �( /.1ti,i s et2 i}:..tY'ttti;i � t r � • t( 0 •�,� l4 fii E R . , r 'is T il0„ iv , i tit t !►. ±Ji ovia`c; ? sir: v"r NA IL � O .., � �( y ,, .� y FULLY ADHERED i ; n : �._�:. :%::: :.: "k� . l ig i i e i$Ptil+i:itN. st 4 . dig' ; t !' '• :i.: i4ii1 f + ' izlt i ;'Se r : :t,•: • :::%r.,:%•.,:;;;•:!;;;;-:,;;% , i t . r ltt ltq �i) t rr : • i y , It i p n , . ∎ A i hj l ' + , A,. . •:.:+.':� . tll r L i . t � . , C g , �p� p�i'1 �� 'f'l!, / at1 !i r' y'�i�,,fd, , • : :..�.: ; • .. 1. !!7 `ter r, unit :7 T co te,,, tiff,:!' /l'I ,i11.; . 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( 1 1 ' •' � �'..,� i � 76$ l t 3i !'ktl'�1�1i1.1.1 ! , 1.;ji f1j i' ��td�[Sf 3 1'� tkll • ! . : 1 :'•i :a .• . :i.. .[. •: I 011 1 •t.li7!£�11!tl 0 . 1. , 1 10 11 r , h l i 39 A .:: : 1. • :• : :. � •:. i•' :i• r. �i' ; .t:j•'., (• +i /Wtr Ii ) ,,` ^ l' 4 , (1 20 °/ d [.,)ttS;• i rd ((((1tilYitl ii ii/tit n �7Sf:.).1jl it lotiT ! ,' 11..1'fre •iif V o, 7 �`• -1 •. �1'iYf tIN • �?•. i '111.}rlt[.)n.i :i1 ✓•,',�f:::, .t! i.�'i'lt[ rt 1iS ./.:•j J• Slope in L1ASE SHEET ATTACHMENT Depending on Deck Deck Type - Uninsulated Rating 12" Meth. Type Change Spec See Gen. Req. Fast. Asphalt Number to Read' • Combust. /Nailable Wood A 1/2" C.6 X M4 -WU -BBB -H Structural Concrete A 1/2" C.7 X M4 -CU -BBB -H Lightweight Concrete A 1/2" C.8 X M4 -LU -BBB -H ' L. Metal N/A N/A Structural Wood Fiber N/A N/A ' Gypsum A 1/2" C.11 X M4 -GU -BBB -H Precast Slabs N/A N/A • Slope in Insulation Roofing Depending on Deck Deck Type - Insulated Rating 12" Attachment Attachment to Type Change Spec See Gen. Req. Insulation Number to Read' Combust. /Nallable Wood A 1/2" F.2 Hot Asphalt M4 -Wl -BBB -H Structural Concrete A 1/2" F.4 Hot Asphalt M4 -CI -BBB -H Lightweight Concrete A 1/2" F.5 Hot Asphalt M4•LI -BBB -H ' Metal A 1/2" F.3 Hot Asphalt M4 -MI -BBB -H Structural Wood Fiber A 1/2" F.8 Hot Asphalt M4 -SI -BBB -H Gypsum A 1/2" F6 Hot Asphalt M4 -GI -BBB -H . Precast Slabs A 1/2" F.4; F.7 Hot Asphalt M4 -PI -BBB -H Rotor to Tab 2 for General Requirements: Responsibilities, quality control, deck consideration, and other general topics. i Refer to Tab ii for Products and Associated Materials Inlorrnadon. Refer to Tab 6 for Execution Specifications. , Refer to Tab 7 for Flashing Details. • Change last Character (H =Hot Asphalt): C=Cold Process Adhesive S=SEBS Hot Asphalt The same material must be used to attach the membrane to insulation. 11KL7•MAIISW - - • - . •----------- - , ---- -------------------------- --- f 1* , , ... _ ..1 1 , ,. CITY OF TUKWILA Address: 17501 SOUTHCENTER PY Permit No: 895-0111 Suite: Tenant: PARK PLACE RETAIL BLDG BCD Status: ISSUED Type: B-BUILD : Applied: 04/12/1995 Parcel #: 262304-9067 Issued: 08/18/1995 ************************************************************************** • Permit Conditions: . _.....--•------.... • 1. TREE REPLANTING DETAIL ONA0kCORNEROF TO BE REVISED. 2. No changes will be pade,';,- plans Unless by the Architect or EngAneari.,,1-aid tile, Tukwila Building ion. ,.., •, a. Plumbing permit Seattle-King County Department of Rui>..1:110. Health. , 41 7 *lumbi . ,n4 w i 1 IA"4a2... inspected by, including all gas piping :•',• (296-4722),V , ';•, '':, ' ,k ' '-' '''' :' '' ' '' r ''') .' '':.i''' ''''.1 ''''' / •'! ' 4. Electrical/permits shall be obtained through Wash • . State D4.4sioi•O' 'tabor and "IIld,41rjes and all, eV.edtris:a1 • work will be inspected by that agency k5. All p160it,,,inspedtion and approved plaps"sall avaiy.01e theAob site prr to the start of any dtIn• o Xp strui.l.fion,,, documents aii:a maintained and Oajl- 0 • , ‘ able until final inspedtion_aPOroval>is granted. 6. All;;.atruCturalconcrete-shadibe special. Inspected (UBC, Sed:306(a)1) .1, , t , • 7. Al li,structurat iyelding-,shallba;dOne 6y/Iii.PC.B.O. certified,„ ,•‹ welders and special ..ii1SPected‘, (UBC;.-')Sec: '.': •'''' ",,. ,,:':'11 e . Al . i. high-strength .•bolting . 01lial•i be *spectal inspected .(1113C ,t. Sec. .,,::.• / / / ,:, .,'.: • ., , ..,•,'' ;; f' i i 9. BoltS,t in"concrete'shalj be (UBC: Sec. 306(a)2). 10. When' ipeCler inspection is requited either the ardhtte shall notifv:teAT,6kwila IvW Divii&on of of the inipectfpn agendieepribr.„toil.V -building „ the ftrst ‘Ninspection. ,COptasiot All'‘Spidial • L , p ■'' ) t IP Inspection reports 'shall be subOittee Division in a timely 'manner. Reports shall cOntajnaddrets 17. Structural observation shall, be provided for this'project. Architect or engineer responsible for the structural design • . shall submit a written statement to the Building Ofticial'in ..,. : --- ..._-__ __........ ' . ‘ :- i....... . ( , accordance with LIBC, - Sec. 307. , •Au. Notify the City ot:Iukwila Building DivisiorP-Oor to placing any colic, .6. This procedure is in - gt. rItion- to any . requirements for special inspection. . . ... • 19. All wood to remain in placed concrete shall be treated wood. 20. Validity of Permit. The issuance of a permit or approval of . , • . , • . . . . . . . ' . . .. • • . . . . 0 . . .. . . . . ' • . . . . , . * . , . . . . ' . . . . . . • ., . , . . „ . . . . • . ., . , . , . . . , . . . . . , . . . . : . . . . . . . . , • , . . . . . • ■ . . , • . . . . . . . . : . , . . . . . ' , . . . , . . . . ' • . ' • • . . • . , I , • . , , ,.. . . . , ■ . . . . . . , . . . . . . . . „ . , . . . . • . I • , . . . .. . ,, • • , •■ • . • , , . , ,. . . . , . . . , • . . , . . . . , , , . . ■ , •••+•.- .** •. • ••••••••-.***.....J. • ' .-................................".............. . ' . .................. .. . 711 v.;:' 7, `rva 7 11.�' 7 Fi4'.'F 7-J' lP;J \i' 4„,y,5f,j �n � F1J:37;7- )`. 7 r � n h ; J`,.... • . 9 .. 1 City of Tukwila John W. Rants, Mayor % � r i � 1 % ; '•• / i kW ; Fire Department Thomas P. Keefe, Fire Chief 1908 TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Permit No. 0 c r l C: i 1 I Project Name 1 Plgt < / c'444 f Cjd5 04:1) Address /710i Jo._4 h r c .i t•4'• 5/ Suite # IC Retain current inspection schedule Needs shift inspection , Approved without correction notice ,_. Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre - Fire: Permits: &e `'_3Z' ./.,/9G Authorized Signature Date • FINALAPP.FRM T.F.D. Form F.P. 85 Headquarters Station: 444Andover Park East • Tukwila, Washington 98188 • Phone: (206) .5754404. Fax (206) 57544139 1 3q5 - 911( City of Tukwila ( : PWc - - 206 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WATER METER PERMIT Permit No: PW95 -0196 Issued: 08/07/1995 Status: ISSUED Approval Letter: 08/02/1995 Project Name: PARK PLACE Expires: 10/06/1995 Site Address: 17501 SOUTHCENTER PY Location: 17501 SOUTHCENTER PY /UTILITIES RELOCATION Parcel #: 262304 -9067 p 0,0ND rrioNs Wetlands: Water Course: 26 -1 Slopes:Y Water Dist: TUKWILA Sewer Dist: TUKWILA Type: COM No of Units: 000 Square Feet: Contractor License Number: TENANT PARK PLACE 17501 TUKWILA PY, TUKWILA WA 98188 OWNER SHIDLER /WEST FINANCE Phone: 206 624 -1444 800 5 AV STE 3500, SEATTLE, WA 98104 ENGINEER BUSH ROED & HITCHINGS INC Phone: (206) 323 -4144 2009 MINOR AVE EAST, SEATTLE WA 98102. CONTRACTOR W.G. CLARK CONSTRUCTION Phone: (206)624 -5244 408 AURORA AV N, SEATTLE, WA 98109 CONTRACTOR SANTANA TRUCKING & EXCAVATING Phone: (206)868 -1111 P.O. BOX 3067, REDMOND, WA 98073 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Additional Description: Developer Construction Cost: .00 INSTALL ONE 2.5 "TEMP.`WATER METER FOR DUST CONTROL METER INFORMATION: Water Meter Size: 2.50 Quantity: 1 Work Order #: 5110M Type: TEMP FEES: Regular Connection: .00 Acct No: 401/388.102 Install Deposit: 100.00 Acct No: 401/386.520 Plan Check: 00 Acct No: 000/345.830 Inspection: .00 Acct No: 401/342.400 Turn On Fee: .00 Acct. No 401/343.405 Special Connect Fee: 00 . Acct No .401/388.101 Other Fees: '00 s TOTAL FEES: 100.00 *********-*************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I understand that the charge for th'e' meter installation portion of the water meter /service'' is based on the actual cost of materials plus labor including 17% overhead. I agree ; to.pay the installation. fee (deposit) on the signing of this application and the balance of the cost when billed (overpayment will be refunded). Further, ,I agree to pay the regular connection charge, administrative plan check fee, inspection fee and turn -on fee as part of, this application.I further understand that the water service piping from the public main to the water meter box and shut- off'valve (corp stop) shall be constructed at my sole expense. THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE FOR AN INSPECTION CALL 433 -0179. signature:, -d g1 2' � 15 ,." Company .!a _ � 49/ Date: __1 ******************** * ******** ********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPROVED FOR I "UA CE. JJ Issued By: Lire , aurf- - 7 1 �1 9 c A thoriz d Pe it Center Signature Date ************************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. Final Inspection Approved By: Inspector Signature Date end City. of Tukwila (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WATER METER PERMIT Permit No: PW95 -0259 Issued: 08/18/1995 Status: ISSUED Approval Letter: 08/14/1995 Project Name: PARK PLACE "0" Expires: 10/17/1995 Site Address: 17501 SOUTHCENTER PY Location: 17501 SOUTHCENTER PY, BUILDING D Parcel #: 262304 -9067 Wetlands: Water Course: 26 -1 Slopes:Y Water Dist: TUKWILA Sewer Dist: TUKWILA Type: RTL No of Units: 000 Square Feet: Contractor License Number: TENANT PARK PLACE Phone: (206)682 -6868 ENGINEER BUSH,ROED & HITCHINGS,INC. Phone: (206)323 -4144 2009 MINOR AV E, SEATTLE, WA 98102 CONTRACTOR W.G.CLARK CONSTRUCTION CO. Phone: (206)624 -5244 408 AURORA AV N, SEATTLE, WA 98109 CONTACT P -3 PARTNERS L.L.C. /ROY BENNION Phone: (206)682 -6868 ******************************************** * * * * * * * * * * * * * * * * * * * * *** * * * * * * ** Additional Description: Developer Construction Cost: .00 ONE PERMANENT DOMESTIC SERVICE WATER METER, 2"SIZE METER INFORMATION: Water Meter Size: 2.00 Quantity: 1 Work Order #: 5107F Type: PERM FEES: Regular Connection: 400.00 Acct No: 401/388.102 Install Deposit: 1,000.00 Acct No: 401/386.520 Plan Check: 10.00 Acct No: 000/345.830 Inspection: 15.00 Acct No: 401/342.400 Turn On Fee: 25.00 Acct No 401/343.405 Special Connect Fee: .00 Acct No: 401/388.101 Other Fees: .00 TOTAL FEES 1,450.00 **k********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I understand that the charge for the meter; installation portion of the water meter /service installation is based on the actual cost of materials plus labor including 17% overhead.: I agree to pay the installation fee (deposit) on the signing of this application and the balance of the cost when billed (overpayment will be refunded). Further, I agree to pay the regular connection charge., administrative plan `check lee, inspection fee and turn -on fee as part of this application.I further understand that the water service piping from • the public main to the water meter box and shut -off valve (corp stop) shall be constructed at my sole, expense. THE APPLICANT MUST NOTIFY THE CITYINSPECTOR:OF COMMENCEMENT AND COMPLETION OF WORK A LEAST 24 HOU S IN ADVANCE. FOR AN INSPECTION CALL 433 -0179. Signature :_ Title �/7 Company: l "T'"J1511-4 . 5g1 Date: F ie * ************************** * **** * * * * * * * * * * * * * * * * * ** * * * ** APPROVED FOR ISSUANCE: j 3 . �( (�' Issued BY —��C _ ___ -1..1� - 1 S - - - -- A uthorize �e rmit Center Signature Date k*********************************************** * * * * * ** * * * * * * * * * * * * * * * * * * * * * * ** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. Final Inspection Approved By: Inspector Signature .Date ' CITY OF TUKWILA ' Address : 17501: , SOUTWCENTER PY Per•mi t No: PW95- 0259 . : , • •.'Stfite:. AT•TNiROY BENNION ' Tenant: PARK PLACE Status: ISSUED i Type: PW -44M Applied: 08/11/1995 Parcel #:: 262304 -9067 '. •Issued: 08/18/1995` :., • M**• k****• M*************•,********************** ** * * ******** *4,* * * ***** * * *** ** ' Permit• Conditions: „�.._..,,,,," 1 Tempnrary" erosion contr , ie implemented , as the* first -Order of. r bai3sin " f ' C"a prevent'•�s.e, 4i 't. t i on oft - • site or into exis. 5;n ,:morn draina - facil1 • *V W . 0 0 0 4 015 40 'e A ,,,0 ,. . . 4. . �% ,. ; . ,,,,,,, 't . , . c --..� ,,,. r . .,. Ilk — , ,.. • r : 1_r • . . 1..........-- i ii. ?„."- 7 r 4C . +i' '. it r� { �. ..., . i t ,.: 0 y � � \, ,,,--: " ^ . � "'+ ,"✓ - 0 (1147Z-4) , � .. ar � ' vi n 1 ! • K44.i,• ii, 00, . . k° 4}44QL 4./1\ "'` . 0 (41:47 y , ' , . I (' i 1 , ` 1 ;.' ,t7 O. G' \t/\\ 441 � f by e d 0 u q v � e �: C S' w. ,, ft ,•,• ; . • • • e rdy City. of Tukwila (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 SANITARY SIDE SEWER Permit No: PW95 -0255 Issued: 08/18/1995 Status: ISSUED Approval Letter: 08/14/1995 Project: PARK PLACE "D" Expires: 02/14/1996 Site Address: 17501 SOUTHCENTER PY Parcel No: 262304 -9067 Wetlands: Watercourse:, 26 -1 Slopes: Y Water: TUKWILA Sewer: TUKWILA Type of Install: COM Number of Units: 000 Exist SQ FT: Add SQ FT: New SQ FT: Contractor License No: TENANT PARK PLACE Phone: (206)682 -6868 800 5TH AVE SUITE 3700, SEATTLE., WA 98104 OWNER SHIDLER /WEST FINANCE Phone: 206 624 -1444 800 5.AV STE 3500, SEATTLE, WA 98104 ENGINEER BUSH,ROED & HITCHINGS,INC. .. Phone: (206)323 -4144 2009 MINOR AV E, SEATTLE, WA 98102 CONTRACTOR W.G.CLARK CONSTRUCTION CO. Phone: (206)624 -5244 408 AURORA AV N, SEATTLE, WA 98109 CONTACT P -3 PARTNRS L.L.C. /ROY BENNION Phone: .(206)682 -6868 800 5TH AV #3700, SEATTLE, WA 98102 Description: SANITARY SIDE SEWER CONNECTION FOR BUILDING "D ". ************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Inspection Fee: 20.00 Acct No: 402/342.400. Hook UP Fee: .00 Acct No: 402/388.102 Special Assessment: .00 Acct No: 402/388.101: TOTAL FEE: 20.00 **************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** THE APPLICANT HEREBY ACCEPTS THIS PERMIT AND AGREES TO ABIDE BY ALL APPLICABLE SECTIONS OF THE CITY OF TUKWILA MUNICIPAL CODE AND APPROVED PLANS. WE ALSO AGREE THAT THE CITY OF TUKWILA SHALL BE HELD HARMLESS FROM ALL OR ANY CLAIMS ARISING AS A RESULT OF THIS PROJECT.PERMITS WHICH HAVE LAPSED BEYOND THE PERMIT EXPIRATION DATE SHALL REQUIRE REAPPLICATION AND RE- ISSUANCE OF THE PERMIT THROUGH THE CITY OF TUKWILA AT AN ADDITIONAL FEE. APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMMENCEMENT & COMPLETION OF WORK AT LEAST 24 HOURS IN VANCE. FOR AN INSPECTION CALL 433-0179. Signature: _„(44 .. A*_ __ Date: 5..1)45(s. Company: _s� N17 Title: ./ J Z * ** * * * * * * * * * * * * * * * * * * ** 747(74************************************************* APPROVED APPROVED FOR IS •U'NCE B : JJS - 6 0 /�f - ./ Q Issued By: _ / . �0� .G, author Ved Permiter Signature Date * * * * ** * * * * * * * * * * * ** ************************** * * * * * * ** * * * * * * * * * * * * * * * * * * * * * ** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for. side sewer construction. Final Inspection Approved: Inspector Signature Date . _ • ' FIRE LOOP /HYDRANT Q/ d Permit . No: PW95 -0251 ( Issued: 08/18/1995 ' Status: ISSUED Approval Letter: 03/14/1995 Project: PARK PLACE "D" Expires: 02/14/1996 Site Address: 17501 SOUTHCENTER PY Location: 17501 SOUTHCENTER PY, BUILDING D. Parcel It: 262304 -9067 Watercourse: 26 -1 Wetlands: Slopes: Y • • • Sewer:' TUKWILA Water: TUKWILA •contractor License No.: cNANT: PARK PLACE Phone: (206)682 -6868 800 5TH AVE SUITE 370U' e.E:piTE1, ^1GINEER • BUSH,ROED & HITCHIN `'. •TNC': --~ '-• .�ione: (206)323 -4144 • 2009 MINOR AV,,,�0;,.-SATTL , W 981,02 `4 •.INTRACTOR W. G. CLARK: C.ON$T.R1JCTI ONk O. , �', Phoi a (206) 624 -5244 �. 408 AIIhOR f ,��'�l''N � ��EAT �- � m�? t 7 • •, .INTACT. P -3 PAR ER LPL c- ROY BENNIt1N - , ',,,' Pi +One :ti' 206) 682 -6363 ` 800 5T ' / A # 70'0, SE'ATT�.E,� �1fA 9$f04m d q� , w`` \ ,. . • k•k•k * *•k'k *'k *'k* k * *•k '' / * *• f* tt�'k . 'k **pit •k •k k k• 'k' 'w* *4 •k **•IP14k'k•k•k •k 'k•k' to k•k•k *•k Additional Per . D criptionl "" i , t Q om 0 � FIRE Lt7OP /H DRANT FOR,BUILDIN " . a w l y• , Existing Squa.pe F 0 ' �' 1 Additional :, I�'eeb• New Squatre Fe ce .r �,. 0 ,1, it „re Inspec (F F ' , . a ° ""1 * 5•,._0O' Acct 4No 4 4&.400 Plan Check Fee: c ,;..4 -1.0`, 00 � r w�' -�� Acct No: 0 ° 00/:'4 \ '�5 330 f TOTAL FEE'S.: ‘t �---- - I, , , '\ t 4 ..," . t t . ' A t t7" i I:.i Countv,,; 'L „./..,„'" � Vatlue o t,,, C onstructrion > ,J:; 'f .00 k*************** fir •k •k •k •k •k * * .* * • c'* •k�'k k * k'* Ai * •r r : * k k. 'k' * •k _* '•k ilk •k * * * 'k •k 'k •k:* 'k 'k 'k •k •k * * •* * 'k 'k * 'k k * •k •k •k I hereby accept ; i s t 'perm'i r t •.'and.�;a '` ` o a l d - e,: •` l.'•.app l i cable ect i 4 a s � f the ee •�'to a1� - •• r.,. a �.. �Tl City of Tukwi 1 a Mu � i c`i pa 1 Code. We agree that the C..i ty of ';Tu1, "wi l,a hall be �,. � •�. tot`• r° �. �. . , . . held harmie % s , i',a,l l `or any claims atisi'ri9 •as , ,a._ rTMe :ul,:t of,, thi•s „,0roie;ct. Permits wh i O have, lapsed beyond the exp ira;t on 'di e( shall ' require a fee. re- applicati,or ?' \a'nd reis_;u_ ance of the permit thr:'ough", the City at "an /additional r ` ` ` ' 1 r 1 •, i, e � / r • r •', 1. - 'v. ,. % ' THE APPLICANT OUST ....r.tb r1. i` ..r'(• U ST NOTIFY THE Nt COMPLETION . CITY INtPECTOR OF COMMENCEMENT A OF WORK AT L - AS;1 24 HOURS IN ADVANCE. TO SCHEGULE AN INSPECTION' CALL 433 - 0179. ” - (..: ..�; J 3 e �, n, ' :v' 'signature : -- - - - ,,.,, Date Ic " �� k•k•k * *'k •k**•k* ' *• k• k• k** • k• k*' k*• k' k* k**** *'k'k * *•k*. *•k'k•k•f **'k** k' k.* k'k•k *•k'k ***'k'k•k* 'it * * **'kk* APPROVED FOR ISSUANCE B .JJS „'" `/'^ • Issued By. - JC22 -:-;- y .,� e --- 1 .L_1L2. Authors d Permit Center 'Signature k• k' k• k**• k' k*' k* *•k * *•k ** *•k•k•k *'k•k *•k•k•k'k* k• k*• k• k*' k' k• k• k*' k*' k*' k' k*• k *•k *•k*'k•k•k•A'k•k•k•k•k•A'k** k*•k•k*'k•k•k ** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. , Final Inspection Approved: Inspector Signature Date . .s .. .. i • • ( ... . ) , CITY OF TUKWILA • Address: 17501 SOUTHCENTER PY Permit No: PW95 -0251 • .Suite: ROY :BENNION . Tenant: • PARK: PLACE Status: ISSUED •Type: PW -FLH Applied: 08/11/1995 P�<r•cel . #c, 262304 -9067 Issued: 03/18/1995 **•k•k *•k•k.*'A* k M** *•k'k** * •k *•k•k* **** ** * * * *•k*•k* k* A* *•k ** *•k•k•k•k k**' M•k'k•k•A *w•k•k*'A*'k•b***•k•k* Permit' Conditions: P ,,�ti implemented as . '� 1•:`:::Tem or ar•v,. erosion contra: 1�- �m��as�he s •� -• i y'��• e ' the : f.i r•st 'order of ' b•Cr��i ..47.....-...:.:...- - o, preven •ecl e t ion off - • :i:`. ;.site or into exi,s:i g st drainage faci11tN:_ ' -2. 'It..shal.l be vsatPi4d. ,i 4 itl`n toi he • Citk ti'1. : ' • .;..,:r ',:,• Inspector... t% ti ,t•he f 1�pp ••e '�' oop ys.trem ., r tl . jgd l d i`1'r . contains . a .f to De a't:: m'ent of H�eol,i l appr d :tec , s . . double c a;, vartve11,,sembj_vf sh' <lobe done pr or I , . the Fin.:,... ns }s"ectiom: w'r a . p . . .....\ . . . , 4 / e. . . a � -) ee . ' i' . a • tlb kgfi ' •,? • ' . f 'l l ' : '' - A.2'7-----............., . . li . 3 , .,. ill t p ' j W iG i , r ' le: ..-,....`• 'li ` ,' 'ono ' :-'-‘ 4 6 1110 ' -' ' .1..4...±..- ...t '!:,... ,. ,.. 7.01 a y y} a, CO ; fi �� <; 4+ . i\?( , - ,iO .. kc�y ., 6 �' ie' 75+ ' �: 1 (t t � i �Ii R��, Fs0� _,/ 1 4 " f'/ •i �� ~ •';^ +,,: tt: G , , .: 4 't:<;i"' \:-.-...,° 11!.'«e.�1p. *.'. '.r , G" f SBi � A a4 1Hrw • G • FIRE LOOP /HYDRANT Q /cog , Permit .No: PW95 -0250 (" Issued: 03/18/1995 Status: ISSUED Approval Letter: 08/14/1995 Project: PARK PLACE "C -2" Expires: 02/14/1996 ' S i t e Address: 17501 SOUTHCENTER PY . Location: 17501 SOUTHCENTER PY. BUILDING C2 Parcel #: 262304 -9067 Watercourse: 26 -1 • Wetlarids:. • Slopes: Y , Sewer: TUKWILA Water: TUKWILA :ontra "ctor License No.: ' =PIANT FARE.:. PLACE- .,�.....,_ Phone: (206)682-6868 . 800 5TH AVE 'SUTTE 3700- r',E.A TLE.`124+A 08104 '1GINEER BUSH, ROED & HITC,H;ING ; It �'M'" ' P )one : (206)323-4144 2009 MINOR AV,./elsq'�EA�TTL -W/� 98102 ,.. DNTRACTOR W. G. CLARK CoNa��'.RUCTION/ 'AN:r NA Ph r'`� (206) 624 -5244 408 AUROWY/N,,, SEAT�T 4.9: i1 _ _ '7 P -' N `l1 7 • ? 2 - . NTACT 3 FRT • L . L . �� BENNII N� I�,one ( 6) br?� b8b3 800 5 # 4Q; 370.O' SEATJL•LE 6 9J�A `§ `I'0.4 \� k *•k *•k•k'k'k * *** * * *•k' k •k*p *fit{ �M 'kk •k�*I 'k*•k •k• *kkk *Pk. 'k ** ' ,ti •k•k•k *•k•k•k'k *•k•k•k Additional Fer De ttir,,i '' \4x1 FIRE LOOP�%/ DRANT F'OR B U I LDING f' "C -2" . i rs - Existing Squa .� e F m .,,t�` Additional q ' r :tk• A A , 0 M New Square et 4. 0 411 a, uar aF'eeti' Ji S are Fe: 411° ! � ' Inspection ee c' 1 / � ., Acct ; No 401/'3'4 400 Plan Chef k F e e>: �• a . � •''" 10 00i i \ -'a• n ' k ' ` ( )EN - **-t.,.„ Acct N o :(000/ '3 4 S�� 830 TQ rt i ' .'j v i i ,f' , ! i. l ; '('4 t .�c �� 67 , � ' R FEE • ;,= ' -� - \ 2 5.09 0 _ t \ '� �� ` ' V.4 p , /�' t 0 Sr i is rirrrn�r} do i �" r. -d � 4 j 1 1 E ck —+'• ,,,"..,�'' 45 ,i'1:::*:. • r l , ' -f y 1 la l ua io n.' c.'� }r. �""�;�' \ ' I . r C � � t � z t 1 King Count 1 .00 t• .�...�,•• � •Sl a, � o f,, c n :� r u c tai o n. :� ',,� kb 'k •k 'k 'k 'k * * •k k *' •k ? * 'k "k kk * * * 'k• 'k * * . ** ;A '• A *;'A• *'* *' k 'k 'k;k *t .k 'k 'k 'k •k. *******************W******** • • " • �k ' I hereby accept �,�' K- r � ot th �:�� t th,i � ' • per�nl'i °t����nd�aq'r•ee ° `�t , 'o aL� i.;de:��`a:i•1- .a,� p 1 i cab 1 e i ori.: City of Tui ila Municipal Code. We agr•'ee? tha€ t`he City of 'Tukw,i is shall be held harmless: tor''ll or any claims ar•isi'ng` :ul•t of `this. proiect. Permits which ; ,,ha,ve,y 1,apsed beyond the exOra�t i on date;" sha l require �;r),r re -app l i ca t ion'. and "� r�e i nuance of the permit ti rough the City a`t > an ,,;add i t i ona l fee. ;•. l; ; ; s : �r.`o r , ' / f / , THE APPLICANT .MU ,T NOTIFY T HE CITY IN �PECTOR OF COMMENCEME ANU;;COMPLETION OF WORK AT EA'ST'24 HOURS IN 4DV.ANCE. TO SCHEDULE AN INSPECT'I,ON' CALL 43'3 -0179. ,. ..' r ... • .. , . ': ' ,;: , ,,',,' Signature: _ ,� _ _� "" f. It Dane: kk *'k'k'k'A'•k•k • k' k• kkk' k* k' k***• k' k k*• k k k• k•k'k * * *•k *'k * **•k* k ***k * **•k * *•k•k * *•k ** APPROVED FOR ISSUANCE BY c -;JJS Issued BY: 1 .. , ':' ------ Date: Author i ze 1 Permit Center Signature k k• k k• k k• k*• k*• k• k*k• k**• k• k******' k k• k' k' k k***• k***' k• k• k• k• k**• k• k' k**' k• k k** kk• k k• k• k•k•k'k * *'k•k•kk•k I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. , Final Inspection Approved: Inspector Signature Date .--- -• , .. '>,'' 7 •_ a...'r'' .. " 1 9ity of Tll (206) 431 -3670 Community Development / Public Works • 6300 SouthcenterBoulevard, Suite 100 • Tukwila, Washington 98188 WATER METER PERMIT Permit No: PW95 -0225 Issued: 02/02/1996 Status: ISSUED Approval Letter: 01/29/1996 Project Name: PARK PLACE Expires: 04/02/1996 Site Address: 17501 SOUTHCENTER PY Location: 17501 SOUTHCENTER PY, EAST OF BLDG "C2" Parcel #: 262304 -9067 Wetlands: Water Course: 26 -1 Slopes :Y Water Dist: TUKWILA Sewer Dist: TUKWILA Type: COM No of Units: 000 Square Feet: Contractor License Number: TENANT PARK PLACE OWNER SHIDLER /WEST FINANCE Phone: 206 624 -1444 800 5 AV STE 3500, SEATTLE, WA 98104 ENGINEER BUSH ROED AND HITCHINGS Phone: 206 323 -4114 2009 MINOR E, SEATTLE WA 98102 CONTACT ROY BENNION Phone: 206 682 -6868 P -3 PARTNERS, 800 5TH AVE #3, SEATTLE WA 98104 * A k k********* k*** k****** k k*** ** ** ***k * ******** *•k•kk ** Additional Description: Developer Construction Cost: .00 INSTALL ONE 2" WATER ONLY IRRIGATION WATER METER METER INFORMATION: Water Meter Size: 2.00 Quantity: 1 Work Order #: 5107A Type: WTRO FEES: Regular Connection: .: 400:00 Acct No 401/388.102 Install Deposit: 1,000.00 Acct No 401/386.520 Plan Check: 10. Acct, No: 830 Inspection: 15.`00.: Acct No 401/.342.400 Turn OH 'Fee: 25.00 Acct No "::'`401/ 343.405 Special Connect Fee `00 Acct No: ..401/388.101 Other `'Fees: 00 TOTAL FEES:: 1,450:,00 *k k*** k***************** * * * * * * * *k * * * *4( * * * *** *•k *•k k * * * * * ** *•k k* *•k *** kil ** k* k * ** k** I understand that the charge" for the meter;: installation portion ._of' ';the water meter /service inStal lat1on :.is based on the actual cost of materials plus labor including 17% overhead.:` I agree to pay the installation fee:(deposit) on the signing of, this application and the balance, of the cost when 'billed (overpayment w i l l be refunded) . Further, I agree to pay the regular connection charge, , administrative plan check fee, Inspection fee and turn -on fee as part of this application.I further understand that the water service piping from the public main to the water meter box and shut -off. valve (Corp stop) shall be constructed at my sole ;expense. THE APPLICANT. MUST, NOTIFY THE CITY INSPECTOR OF COMMENCEMENT AND COMPLETION OF WORK AT "AST 4 U c IN ADVANCE. FOR AN INSPECTION CALL 433 -0179. Signature: , egfee Tithe: - ` Company : — /0441.1._ �!..% ,i /', 'Date * *kk * * *k * * ** * ** ** * *• * r * * * * * * * * * *'* *k * * * * * * *k;k ** * tit:*** k• k Ok•kM* **** * * ***k * *•k ** APPROVED FOR ISSUANCE: JJS Issued By: MtA, tietpryy Da.n.96 Authorized Permit Center Signature Date ** k* k***** k * * *•k * **•k * *k* **k * * * * * * * * * ** sic*** k*** k***** * * *•k * * * * * *•k * * ** * * * * * *** ** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. Final Inspection Approved By: Inspector Signature Date "r�rrrr.! -- — —_ __ __...r.n......-- ..�.�.. ��____ _ . r�.. .. Y.S, Ar. - .1... . _ .s y,.c...'i.�; .c , f t'.. " ♦ e e 4 t 4. u • • • C ' (._.. '.: t T'Y OF T! 1 i':• W I L I Address: 17501 '_+OUTHc•ENTER P'r Permit Per:: F'W95 -0 25 Suite: • Tenant: PARI., PLACE Status: ISSUED Type: P W- Wh1 ,ppl ied: 07/33'1995 Parcel #: 262304-9067 Issued: 02/0211996 k '.4 4 k 'k •k •k * •k •k •k •k •k •k 'k 'k 'k ••4 •k k k •k 4 'k •k f :4 '.4 'k 4 k •4 'k •A 4 4 4 4 •4 4 4, '4 •k 'k k k k k k k 4 'k .k k 4 4 4' 'k k 'k 4 4 ..4 4 4' 'k •4 4 •4 4 '4 k •k '4 4' j Permit Conditions: 1. Temporary ero:ei on. con t � ;"` „ "' ,. °''� the r„..o;) =; fire' " i mplemented f irst order of tk t't: •. ' s. e i t `t �'_ prevent - ..?.<e'��i1- prJ,„,i . .�; � �� Y• t t'• ► }� �� t 'i tt i t off fi s e o r° into e ;K i .� i 1, h'4,,,-1;;V;‘.1.,,, ::.als fifrt'q;•"..• t 41 Y` m d r• ��t i r'� a g e,. t' � u i 2, TIle exempt meter r:ur k ;t 'nc�'1 t • r` d ,i...04?...,-,-- . sVial 1 i Ude a '.lta Deno ; t oT r Hea 1 t t ppr'ove 1oub 1,0 eC. C.I. AI is r ns:. tB ,� -' :k • Y x ;} ViY'.'�.:ills.: :j.- , ^ t b l �Y .,i” S�> :d'i, • a ��- S . 't' } r'` rt ,y l''.11 � Y A { ' K r #, t,: a;1 ro � ' " t � i % fi t• `' ti . : .S Q4 ; CD .i + ..Ys,, • : 1•+ � V•:,4,. •. .� '/, .� r,i .4,f , , , { 1 '�• '6` ,� , ;x , `,`'-i.•9 ' /1;;;;;..,;;;K:: . t 4. 4•y., � •1 w t� s � �I .f� � �i+ .. •4 4 ' t1` if 11 y 7 t..,•,3,1 ' 1t f) , _ ..t...2;2"/, • ti t f • � . • f .{ } 1� +4 ter - +A ' } # s '.. A S '' i R � ; • V t wfi 'i l.• + 1 ; X 11 � 4 41 { Yt'w ..Y,w :�.,.+ g l i � nj'lJ ti, ' 11 i A 't 1 1 P 4 h "" tt ! Y r; '.� I ti� T ? . 5!"r + � . + ... ... . �. ..•... ''., 1 ,, ' " f . r { ,F, 'Y 1 ",,,..41 .Y9 j .� .._,. Af ` N. _ 4` t ( y + 5......- • ^ Co c i ' = P I . 31 .f . q , «wY,.,,/ r , �j '�. V.. ,,, ;y77 lG71.4mi3 ''� / P 4 3 1 N Y pt` 14 r7 +/ fa f r� A 7711 a _ .4 f ' tt+ ti aq�cz� k i,�� �`� f � � a $, fj( 1 {.,. , � ;c F yn •[^ i '''''.■:AV>0..0..... il k' cue5+ - ii '''^ 5 Sr ) 0°.1 , • 1' .1 • .I. p>95 ' ©I11 - City of Tukwila (,, (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WATER METER PERMIT Permit No: PW95 -0225 Issued: 02/02/1996 Status: ISSUED Approval Letter: 01/29/1996 Project Name: PARK PLACE Expires: 04/02/1996 Site Address: 17501 SOUTHCENTER PY . Location: 17501 SOUTHCENTER PY, EAST.OF BLDG "C2" . Parcel #: 262304-9067 Wetlands: Water Course: 26 -1 Slopes:Y • Water Dist: TUKWILA Sewer Dist: TUKWILA Type: COM No of Units: 000 Square Feet: Contractor License Number: • .ANT PARK PLACE ER SHIDLER /WEST FINANCE Phone: 206 624 -1444 800 5 AV STE 3500, SEATTLE, WA 98104 ' 3INEER BUSH ROED AND HITCHINGS Phone: 206 323 -4114 2009 MINOR E, SEATTLE WA 98102 +.•ACT ROY BENNION Phone: 206 682- 6868 • P -3 PARTNERS, 800 5TH AVE #3, SEATTLE WA 98104 •* A*** A*****************'* A*'********** A*A*** A*' k*'*"*' k'***** *A *"* * 'A'A'*•k *'* * * *'* *•* *"* ** Additional Description: • Developer Construction Cost: .00 INSTALL ONE 2" WATER ONLY IRRIGATION WATER METER . ' METER INFORMATION: 'Water Meter Size: 2.00 Quantity: 1 Work Order #: 5107A Type: WTRO FEES: Regular Connection: 400.00 Acct No: 401/388.102 Install Deposit: 1,000.00 Acct No: 401/386.520 Plan Check: 10.00 Acct No: 000 /345.30 Inspection: 15.00 Acct No: 401/342.400 Turn On Fee: 25.00 Acct No: 401/343.405 Special Connect Fee: 7 .00 Acct No: 401/388.101 Other Fees: .00 . TOTAL FEES: 1,450.00 c*•*************************************************'* ** * ** *'*•* * * * * * ***•* * * * * * **'* ** I understand that the charge for the meter installation portion of the water meter /service installation is based on the actual cost of materials plus labor including 17% , overhead. I agree to pay the installation fee (deposit) on the signing of this application and the balance of the cost when billed (overpayment will be refunded). Further, I agree to pay the regular connection charge, administrative plan check fee, inspection fee and tu -on fee as part of this application.I further understand that the water service piping from the public main to the water meter box and shut -off valve (corp • stop) shall be constructed at my sole expense. THE APPLICANT MUST NOTIFY THE CITY INSPECTOR'OF COMMENCEMENT AND COMPLETION OF WORK AT AST 4 H U L IN ADVANCE. FOR AN INSPECTION CALL 433 -0179. Signature 1!�_ L4 Title: " ` Company: _ ILZZ-G1_ 7 d' � / Date Date: A /YIP z LP •�*• * *A• *k * * * • * * * *•x ** * *,.. * * * * * ** * * *•k * * * * * * *'k'* *'k* * *'k 'kk Ar " ' k 'kk"kk *'*"k'k-k* *'k'kk *'k• *Ar* APPROVED FOR ISSUANCE: JJJSS Issued By: 4Y63:)111'14.- • o 9-" 96 Authorized Permit Center Signature Date A * k* . * ** * *'*'*'* * ** **'*'***'.*' k'** * * * * * * * * * *•* * * * * * * * * *•* *'k•k•k* *'* Arc* *•k* *•A'k *A'4' A*'A * * * * * *A'k *A' I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. Final Inspection Approved By: inspector Signature Date • is • . .'C'rH:E'y 7EF. ,p rl.kcr t::tti: I'::.1 "EC' T Pt.1 - p t''' `. ?:. '11 r a r c. e ► 4 , .2 6 2 3 t; 4 9' e 4• .4 4 4, •4 •4• . 4 • :4 4. .4 •4 4, •4 •4 4 , 4 . A A 4 •4 l 4 . 4 4 A ,A A 4 A 'A • A 1 4• 4 4 , A 'A y '4 .A A• 4: • A 4 4 4 4 •4 4 4•• A 4 4 4 4 .4 4 A •4 4• '4 D 1 Temporary er.,: oh f: ontr'O {.. measu''e5 ^• he', i be Imvp t?me:':r2'1 toe i i r .. r,'r de of bu i r,e : to prevent : edi ment, `.. , c' - ite or lot ex _•tc' nl drair.age t'�a•, i :. t� ?� . 2. Toe aisemC•'t meter work shall Include a :,tale Ct':',•a't'tIllel',t Health approved double oi':l'.ck valve' :as.•'. nt•' y . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1 G ■ . G J City . of Tukwila C, Li (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 SANITARY SIDE SEWER Permit No: PW95 -0254 Issued: 08/18/1995 Status: ISSUED Approval Letter: 08/14/1995 Project: PARK PLACE "C -2" Expires: 02 /14/1996 Site Address: 17501 SOUTHCENTER PY Parcel No: 262304 -9067 Wetlands: Watercourse: 26 -1 Slopes: Y Water: TUKWILA Sewer: TUKWILA Type of Install: COM Number of Units: 000 Exist SQ FT: Add SQ FT: New SQ FT: Contractor License No: TENANT PARK PLACE Phone: (206)682 -6868 800 5TH AVE SUITE 3700, SEATTLE, WA 98104 OWNER SHIDLER /WEST FINANCE Phone: 206 624 -1444 800 5.AV' STE 3500,, SEATTLE, `. WA 98104 ENGINEER BUSH,ROED & HITCHINGS, INC. Phone: (206)323 -4144 2009 MINOR AVE E, SEATTLE, WA 98102 CONTRACTOR W.G. "CLARK CONSTRUCTION CO. Phone: (206)624 -5244 -408 AURORA AV, SEATTLE, WA 98109 CONTACT P -3 PARTNERS L.L.C. /ROY ".BENNION Phone: (206)682 -6868 800 5TH AV #3700, SEATTLE, WA 98104 Description: SANITARY SIDE SEWER CONNECTION FOR BUILDING "C -2 ". * * * * * * * *, * * * * * * * *k * * * * * * * *k * *, * * * * * * * * * * *, * * * * * *, * * * * * * * * * * * *k * * * ** * * * ** * * * * * ** Inspection Fee: 20.00 Acct No 402/342.400 Hook UP Fee: ,.00 Acct No: 402/388.102 Specia;l`Assessment .00 Acct No 402/388:101 TOTAL FEE:` 20:00 ************************************************ * * * * * * * * * * * * * * * * * * ** * * * * * * * *k ** THE APPLICANT HEREBY ACCEPTS THIS PERMIT AND AGREES TO ABIDE BY ALL APPLICABLE SECTIONS OF THE CITY OF TUKWILA MUNICIPAL CODE AND APPROVED PLANS. WE ALSO AGREE THAT THE CITY OF TUKWILA SHALL BE HELD HARMLESS FROM ALL OR ANY CLAIMS ARISING :AS.A RESULT OF THIS PROJECT.PERMITS WHICH HAVE LAPSED BEYOND THE PERMIT EXPIRATION DATE SHALL REQUIRE REAPPLICATION AND RE- ISSUANCE OF THE PERMIT THROUGH THE CITY OF TUKWILA AT AN ADbITIONAL FEE. APPLICANT MUST NOTIFY. THE CITY INSPECTOR OF COMMENCEMENT & COMPLETION OF WORK AT LEAST '4 HOURS ANCE. FOR AN INSPECTION CALL 433 -0179. Signature: - it, AmiS Date: - Company: _ l ^,. k_ Ot aCI lAillf'a '`Title: _6 T• ************************ lt*********************** * *k* * * * * * * * * * * * * * * * * * * * * * * * ** APPROVED FOR ISSUANCE BY JJS Issued By: Afel - '!L 1J -` 6 1 5 Authors d Permit Center Signature Date * * * * * * * * * * * * * * * * * * ** ************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for side sewer construction. Final Inspection Approved: Inspector Signature Date • • • CITY OF, TUK:WILA Address: 17501 SOUTHCENTER PY Permit No: PW95 -0250 Suite: ROY BENNION Tenant: PARK: PLACE Status: ISSUED • Type: PW -FLH • Applied: 0871171995 Parcel #: 262304 -9067 Issued: 08/18/1995 *********' A**A• A******' A*** A******• A************ * * **•A **'A * * * ***'k ***'N* **•A•A' 'A*•A** *. Permit. Conditions:,,,,....... 1. Temporary erosion cont,,1,u*l n ile h l � :e. as . • • ,''the f,irst.'or� der of 'G 'ss to prevent. S'edl.m.rgatiion off- ' • ,• .. si 'or :•'into ex s` _,, storm ra;ina_ct faci 1 iti 2 . ' . It': sha11 be v e a ' e i . , r ri''p . t n0 to 'the c u t e � , Inspector t the' if r. 1'0ss•t'ew t ' i •1 1 d iH contains a� e De'r�; e ►ent� f. He' th a p o d test: double c r ci'' . va4ve assemb jy, T ;Al tl e be do pr 'ar N ' the Fina fi 'ec 1,0n. �►, . , Ats 4+1\:4"? , i ° fir it , . . rf ' 7 e .a ...- .. ... , ,..), \ /re e 0 cs# C0 _ o :''' ",'"'"---, 0 4 ; 0 0, ) 0 : . ../rr ( * ,• o ..,p/ '' ‘, . 0. . L4.....1 : s ,'i' --5 0 G 4. Istrouti , r 0 ' 7"5. 4 . 1 . , : , —** ; 77 j N \\ , .e. m # . • O t 0 / es tt Alir 11 ' 4 0 1 11111111101 , s 0 , 14. '44t'' iii A.: 1, ,,,... / ._ • ' t : ;'1'4 4 . t I: P ' - :::4.67�,.../ .... w +\. :tY�J . .I• A ' • City of Tukwila ( ° ) (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WATER METER PERMIT Permit No: PW95 -0257 Issued: 08/18/1995 Status: ISSUED Approval Letter: 08/14/1995 Project Name: PARK PLACE "C -1" Expires: 10/17/1995 Site Address: 17501 SOUTHCENTER PY Location: 17501 SOUTHCENTER PY, BUILDING Cl Parcel #: 262304 -9067 Wetlands: Water Course: 26 -1 Slopes:Y Water Dist: TUKWILA Sewer Dist: TUKWILA Type: RTL No of Units: 000 Square Feet: Contractor License Number: TENANT PARK PLACE Phone: (206)682 -6868 ENGINEER BUSH,ROED & HITCHINGS,INC. Phone: (206)323 -4144 2009 MINOR AV E, SEATTLE, WA 98102 CONTRACTOR W.G.CLARK CONSTRUCTION CO. Phone: (206)624 -5244 408 AURORA AV N, SEATTLE, WA 98109 CONTACT P -3 PARTNERS L.L.C. /ROY BENNION Phone: (206)682 -6868 **************,*************;***************** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Additional Description: Developer Construction Cost: .00 ONE PERMANENT DOMESTIC SERVICE WATER_ METER, 2 "SIZE METER INFORMATION: Water Meter Size 2.00 Quantity: 1 Work Order #: 5107D Type: PERM FEES: Regular Connection 400.00 Acct No: 401/388.102 Install, Deposit: 1,000.00 Acct No 401/386.520 Plan Check: - `:10.00 Acct No 000/345.830 Inspection: '.15.00 Acct No 401/342.400 Turn On Fee: 25`.`00 Acct No 401/343.405 Special Connect ,Fee .00" Acct No 401/388.101 Other Fees: .00 TOTAL FEES: 1,450.00 `. ************************ * * * * ** * *** ** * ** * * * * *4* * * * ** k * * * * * * * ** ** * * * * * ** * * * * * * ** I understand that the .: for;the meter installation portion of the water me'te°r /service installation is based on the actual cost of materials plus labor including. 17% overhead. I agree to pay the installation fee (deposit) on the signing of this application and the balance of the cost when billed (overpayment will be refunded). Further, I agree to pay the regular connection charge, administrative plan check fee, inspection fee and turn -on fee as part of this application.I further understand that the water service piping from the public main to the water meter box and shut -off valve (corp stop) shall be constructed at my sole; expense.. i THE APPLICANT MUST NOTIFY THE CITY INSPECTOR: OF' COMMENCEMENT ,'AND COMPLETION OF WORK AT LEAST 24`H ' IN ADVANCE. FOR AN INSPECTION CALL "433 -0179. Signature:_ 056. __ - - Ti s ' Compan DC. Date: ,(,0? atS ********************** Yt** * * * * * * * ** * * * * ** *** * ** * * * * ** * *tk ** * * * * * * * * * * * * * * * * * * * ** APPROVED FOR ISSUANCE:` p� p G Issued By: _ 1�� s ��` '.0 O ' /Z7 - �J Authori Permit Center Signature Date ************************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. Final Inspection Approved By: Inspector Signature Date P ici9 City. of Tukwila (°- ' (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WATER METER PERMIT Permit No: PW95 -0258 Issued: 08/18/1995 Status: ISSUED Approval Letter: 08/14/1995 Project Name: PARK PLACE "C -2" Expires: 10/17/1995 Site Address: 17501 SOUTHCENTER PY Location: 17501 SOUTHCENTER PY, BUILDING C2 Parcel #: 262304 -9067 Wetlands: Water Course: 26 -1 Slopes:Y Water Dist: TUKWILA Sewer Dist: TUKWILA Type: RTL No of Units: 000 Square Feet: Contractor License Number: TENANT PARK PLACE Phone: (206)682 -6868 ENGINEER BUSH,ROED & HITCHINGS, INC. Phone: (206)323 -4144 2009 MINOR AV E, SEATTLE, WA 98102 CONTRACTOR W.G.CLARK CONSTRUCTION CO. Phone: (206)624 -5244 408 AURORA AV N, SEATTLE, WA 98109 CONTACT P -3 PARTNERS L.L.C. /ROY BENNION Phone: (206)682 -6868 r*******************************************.* ** * * * * * * * * * * * * * * * * * * * * * * * * *•k ** Additional Description: Developer. Construction Cost: .00 ONE PERMANENT DOMESTIC SERVICE WATER METER,SIZE 2" METER INFORMATION: Water Meter Size: 2.00 Quantity: 1 Work Order #: 5107E Type: PERM FEES: Regular Connection: 400.00 :Acct No: 401 /388.102 Install Deposit: 1,000.00 Acct No: 401/386.520 Plan Check: ;1.0.00 Acct No: 000/345.830 Inspection: 15.00 Acct No: 401/342.400 Turn On Fee:. 25.00 Acct No: 401/343.405 Special Connect Fee : .00 Acct No :' 401/388.101 Other Fees: .00 TOTAL FEES:' .1,45.0.00 ****************************************** * * * * * * * * * * * * * ** * * * * * * * * * * * * * ** I understand that the charge for the meter installation portion of the water miter /service installation is based on the actual cost of materials plus labor including 17% overhead. I agree to pay the installation fee (deposit) on the signing of this application and the balance of the cost when billed (overpayment will be refunded). Further, 'I agree to pay the regular connection ',charge, administrative plan check fee, inspection fee and turn -on fee as part of this application.I further' understand that the water service piping from the public main to the water meter box and shut -off valve (corp stop) shall be constructed at my sole expense. THE APPLIC'NT MUST NOTIFY THE CITY INSPECTOR 'OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 :.H•.'.S IN ADVANCE. FOR AN INSPECTION CALL 433-0179. Signature :_ tl�`.S'�& _ __- Title : -1i1 11Jt. 77� Company: __D4XJNa - ' et . Date: **********************•** * * * * * * * * * * * ** * * *�I* * * * * * * * * *** * * * * * * * * * * *k * * * * * * * * * * ** APPROVED FOR ISSUANCE: "JJS By: : _.tl crc -�i . d - 5 - g5 Issued B 3611,1502 �.:: - D � U Authorizedermit Center Signature Date ************************************************ * * * * * * * * * * * * * * ** * * * * * * * * * * * *k ** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. Final Inspection Approved By: Inspector Signature Date • FIFE LOOP /HYDRANT Q1 J • Permit .No: PW95 -0249 ( t. • Issued: 08/18/1995 Status: ISSUED Approval Letter: 08!14!1995 Project: PARK PLACE "C1" Expires: 02/14/1996 Site Address: 17501 SOUTHCENTER PY Location: 17501 SOUTHCENTER PY, BUILDING Cl • Parcel #: 262304-9067 ' Watercourse: 26 -1 Wetlands: Slopes: Y Sewer: TUKWILA Water: TUK•:WILA :ontr•actor License No.: • =NANT PART; PLACE „_..•._�, Phone: (206)682-6868 .;_ 800. 5TH AVE SUITE 3700..E 5E TTLE.;`l.WA;N1.04 IGINEER. • BUSH, ROED & HI THI110. = -INC. * ,,, A`'` hone: (206) 323 -4144 2009 MINOR AV.��.�'�EfAT E WA 981•!02 '''�. ONTRACTOR W, G. CLARtw LQNSP t..� �`'• n 52 fiUCT��O,I�1� (7. J • Fh�r �z 06)6�4 -,,�44 408 AUROR VN, '�SEA"l�TL , 1.9.8tei, '_INTACT P -3 PART • `_•t L L ROY BENNION = ' n • ' - 2- - 8 - 8 r �SEATSL @, ° a�, EN N F � a �"t 6) 68� 6L'6� 800 5T E 4‹, `lila '' r : \,", " A '. De * * *•k•k rIk •k•k* k• *• •k•k*�k * •k•k '�' •k•k•k•k• •k , • k•k ,, •k * •k•k•k•k'k * •k ** Additional Per rj,•iption: 00 \ S FIRE L oop if ['RANT FOR p BUILDIN �'L1 . o 1 L• t Existing Squ -p.,p F,bet: e°' 4 ' l Additional h,quar•e Fee New Sgt;eife F•e G ..,,s , fib #' S 0, Inspect o Fe e ! a `5..0.0' �,' Acct No: " y 01 . Plan C,t e 61; Net': : ,..,% -: ^•10.0 0 ' ,- •. Acct No:00'00/3'5 .400 830 /014 �,. \".'i tw .G a~ �, i !4‘ TOTAL' FEE T... °� �� 2 0 0 I . (' 4 3 . F ' e I Count , Valuat }i ti r .,.'. 1,,, t Value of Cons t rli C til on f 4 . 00 k***• k*****' k, tt•1* *: * * * **.***'k'k -k.# 14k *k: *.k• *` k* *4•�s : 4 k***. al{•• k**• k**• k*• k ***•k•k•k•k*•k**k•k•k * * *•k'k•k I hereby pt i s 4 rpermi "t ;' and. -'agr ee�`•t,o ab,i�de. a'l l-app l i cab j'e ec"t.i ons ,, ac'•ce of the City of Tuk'w }ila Municipal Code. We agr�e'i that the' :- C_i_ty of .7ul;wila iha)l be es held harmls all or any claims ar•isiing ot, Permits whitely \have • lapsed beyond the expi 1 dat " s ha l l°� re,quvi re ,V;;; re- application reisssance of the pe th .,t b: oughhe Ci ty a °,;an ,ad , ditional fee. , .t-, - , 1 � ; ; t Y . .. , i '' . 3 . ' ! r. •'" , t,,.., . .. Gi F1'. ,'A,e, THE APPLICANT`'.MU'ST NOT'.I THE. CITY IN,FECTOR O COMMENCEMENT AND4•:COMPLETION OF WORT: AT LEAS T:',' HOURS IN ADVANCE. TO SCHEDULE AN IN'SPECTION''' CALL 433-0179. �:,�. • . r ,, t : ,;; ~, ignatur•e l iU_ : Date k *kk **kkk **•k • ** kk *k•k kkk*• kk***k k*k * **kk **k *kk*k***** t t 1 fLs *'k&* *'k *•k'k**'k•k*•k*'k* *•k•k k* APPROVED FOR ISSUANCE BY': `5 :+' : Issued By: Le :. jj .�`' .. '' .. Author i zed e t Center Signature k *'k* * *•k** * **'k ** * ** *•k•k • k**• k**• k***• N• k*****• k• k• k*• k' k***********• k*• k*•k•k•k***•k•k•k•k*•k•k•k•k*•k k I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. Final Inspection Approved: , Inspector• Signature Date • . . CITY OF TUKWILA Address: 17501 SOUTHCENTER PY. Permit No: PW95 -0249 . Suite: ROY.BENNION . • Tenant: PARK PLACE-' Status: ISSUED Type: PW -FLH Applied: 08/11/1995 Parcel #: 262304 -9067 Issued: 08 /18/1995 ******' k**************************• b*****' k***• k * * *'k * * *** * * *'k*** *'k *'b * * * * *** k *** Permit Conditions:: 1 . Temporary e conGt a,l�trie u i,a1 ISe�,imp1amentod as the`:tirst: order of ,b .ass to prevent seii { i _- tion off-, . , . ^ site -Or • into e.��rs' 5 ` � r g dig inag,e fact l i ti� " . ��,,,� . 2., It is he1l:•be v e�P f ed• in writiti t the Citr ti'`, :t.. . . Inspector.t t ' e f 1� • e pop s s1t'em tor- t i 9,41d iir � contains; a' tAate e ,,�`t1. fipirent of th ' :tect' tom. .. • double oil eqrk;' va ve as:semb .vP ° '. D T s �. sha l be E don �" . the F.inaf, Inspec ion. a * �" r V • . w mss �'�* ++a k raA ,,� , . kS = ► q ., ". . 0 , 6 r8Z0 t . t 9 � / ! l 4 • • ,, ,. 9 • (, ‘3,... .40 A 0 1•11.. • • p� 0J • �e1o7r b ?t (14 �� \It i)t, * 17 4.. *.0 e e a o 0 0 ''' - . ii . ,;;,. \ ■. • 'k.' ..^ 1. . 1.1 ;, ? 441,7 ~ .�, ��� l LMW i: Yr,' , ....- 'y :a'Xi +"n • • + B1 �c City. of Tukvvila (206) 431-3670 Community Development / Public Works e 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 SANITARY SIDE SEWER Permit No: PW95 -0253 Issued: 08 /18/1995 Status: ISSUED Approval Letter: 08/14/1995 Project: PARK PLACE "C -1" Expires: 02/14/1996 Site Address: 17501 SOUTHCENTER PY Parcel No: 262304 -9067 Wetlands: Watercourse: 26 -1 Slopes: Y Water: TUKWILA Sewer: TUKWILA Type of Install: COM Number of Units: 000 Exist SQ FT: Add SO FT: New SQ FT: Contractor License No: TENANT PARK PLACE Phone: (206)682 -6868 800 5TH AVE SUITE 3700 "SEATTLE, WA 98104 OWNER SHIDLER /WEST FINANCE Phone: 206 624 -1444 800 5 AV STE 3500, SEATTLE, WA 98104 ENGINEER BUSH,ROED & HITCHINGS, INC. Phone: (206)323 -4144 2009 . MINOR AV E, SEATTLE, WA 98102 CONTRACTOR W.G.CLARK CONSTRUCTION CO. Phone: (206)624 -5244 408 AURORA AV N, SEATTLE, WA 98109" CONTACT P -3 PARTNERS L.L.C. /ROYBENNION Phone: (206)682 -6868 800 5TH AV #3700, SEATTLE, WA 98104 Description: SANITARY `.SIDE SEWER CONNECTION FOR BUILDING "C-1". **• k****************** * * * * * * * ** * * ** * * **** * * * * * * ** * *** Inspecti on Fee: 20.00 Acct No 402/342.400 Hook UP Fee: .00 Acct No 402/388.102 Special Assessment.: .00 Acct No 402/388.101• TOTAL FEE:'' 20.00 **********,*************************************** * * * * * * * ** * * * * * * * * * * * * * *•k * * *k ** THE APPLICANT HEREBY ACCEPTS THIS PERMIT AND AGREES TO ABIDE BY A.L. APPLICABLE SECTIONS OF THE CITY OF TUKWILA MUNICIPAL CODE AND APPROVED PLANS. WE ALSO AGREE`THAT THE CITY OF TUKWILA SHALL BE HELD HARMLESS FROM ALL OR ANY CLAIMS ARISING AS A RESULT OF THIS PROJECT. PERMITS WHICH HAVE LAPSED BEYOND THE PERMIT EXPIRATION DATE SHALL REQUIRE REAPPLICATION AND RE- ISSUANCE OF THE PERMIT THROUGH THE CITY OF TUKWILA AT AN ADDITIONAL FEE. APPLICANT MU'S NOTIFY THE CITY INSPECTOR OF COMMENCEMENT & COMPLETION OF WORK AT LEAST, 24 HOUR I DVANCE. FOR AN INSPECTION 'CALL _433 -0179. Signature: '1 ,04ms _ -_ , Date: __ Company : :31a4g, Lv56a T i t l e: &? * * * * * * * * * * * * * * * * * * * * * ** **** * * * * * * * * * * * * * * * * * . ** ' * . * *, ** ** < *.** ** * *•*'k.** * ** * * ** ** APPROVED FOR ISSUANCE BY JJS Issued By: .:14/D40 Authorermit Center Signature Date ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for side sewer construction. Final Inspection Approved: Inspector Signature Date 610 cJ City .of Tukwila la (-- . .r (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WATER METER PERMIT Permit No: PW95 -0256 Issued: 08/18/1995 Status: ISSUED Approval Letter: 08/14/1995 Project Name: PARK PLACE "B" Expires: 10/17/1995 Site Address: 17501 SOUTHCENTER PY Location: 17501 SOUTHCENTER PY, BUILDING B Parcel #: 262304 -9067 Wetlands: Water Course: 26 -1 Slopes:Y Water Dist: TUKWILA Sewer Dist: TUKWILA Type: RTL No of Units: 000 Square Feet: Contractor License Number: TENANT PARK PLACE ENGINEER BUSH ROED & HITCHINGS, INC. Phone: (206)323 -4144 2009 MINOR AV E, SEATTLE, WA 98102 CONTRACTOR W.G.CLARK CONSTRUCTION CO. Phone: (206)624 -5244 408 AURORA AV N, SEATTLE, WA 98109 CONTACT P -3 PARTNERS L.L.C. /ROY BENNION Phone: (206)682 -6868 *************•******************************** * * * * * * * *• * * * * * * * * * * * * * * * * * * * * ** Additional Description:. Developer, Construction Cost: .00 ONE PERMANENT DOMESTIC SERVICE WATER:' METER, 2 "SIZE METER INFORMATION: Water Meter Size: 2.00 Quantity: 1 Work Order #: 5107C Type: PERM FEES: Regular Connection: 400.00 . Acct No: . :401/388.102 Install Deposit: , 1,000:00 Acct No 401/386.520 Plan Check: ,10.00 Acct No: 000/345.830 Inspection: 15.00 Acct No: 401/342.400 Turn On Fee: 25:00 Acct No 401/343.405 Special Connect Fee: .00 Acct No: 401/388.101 Other Fees .00 TOTAL FEES: . 1,450.00 kkk* k********** kk* kk* k**** k*****,**** k*** k***** k*** * * * ** *** *k * *k *'* * *** * *kk *• * ** *k I understand that the charge for' the meter installation portion of the water meter /service installation is based on the actual cost of materials plus labor including 17% overhead. I agree to pay the installation fee (deposit) on the signing of this application and the balance of the cost when: billed (overpayment will be refunded). Further, I agree to pay the regular connection charge, administrative plan check fee, inspection fee and turn -on fee as part . of this application.I further understand that the water service piping fro,m..the public main to the water meter box and shut-off valve (Corp stop) shall be constructed at my sole expense. THE APPLIC NT MUST NOTIFY THE CITY INSPECTOR. OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 RS , IN ADVANCE. FOR AN INSPECTION CALL 433 -0179. Signature: �..��, __ _ Title: 14 1,LL.,J ' Company: _ Ltit.- d JhS.O.� 'Date: e * coos k******************** * * * * * *k * * * * * * ** * * *. * * * * * * * ** * * '. * * * * * * * * * * * * * * ** * * *k * ** APPROVED FOR ISS ANCE: JJS , Issued By: rg -l6 -�s Authorize ermit Center Signature Date **•********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. Final Inspection Approved By: Inspector Signature Date ... FIRE LOOP /HYDRANT 8109 Permit .No: PW95 -0248 t Issued: 08/18/1995 ' Status: ISSUED Approval Letter: 08/14/1995 . ' Project: PARK PLACE "B" Expires: 02/14/1996 ' Site Address: 17501 SOUTHCENTER PY . Location: 17501 SOUTHCENTER PY. BUILDING B Parcel'#: 262304 -9067. Watercourse: 26 -1 Wetlands: Slopes: Y • Sewer: TUKWILA • Water: TUKWILA :ontractor License. No,: . •• . _NANT PARt PLACE y--- ,-- ---... . Phone: (206)682-6868. .. 800 5TH AVE SUITE 370 „��,; : E;- �I?:G�EN'N ' VGINEER B • ;`• USH ROED A WITC .. I'NGe:P " ..lone: (206.) 323 -4144 ' MINOR AV,, r TL W 981p2 :rNTRACTOR '.W. G. CLARK: ' (ON .UCTIOt/�.,AfT .NA, Ph e� C206) 624 -5244 4 P�t .; 08 AUR0R1! N. L. EA''1 TL'F; W ..99,1 CI, x _INTACT F -3 PAR t�ERS L ,L 4'` i, OY�`' BENNION f PI one: (2`06) 682 -6868 800 5T ' 370A :,EATa'L•L°,`� wA • X8'1`040 k* *** *'k* * * **•., *'k* 4 • /** . ****'k *�Y'k *'k 'k •M **** h'k • Q • /S,, • k • k * * * •k •k•k'k*•k•k•k•M'M • k'k* Additional Per ` - De r�ip n ' � � ° `� P FIRE LOOP /4+ DRANT FOR ” = ". e Existing Squ,a`,'. Feet: 0 5 iAti r ' •F'ee . ; • • New S q { ' i 6 #e FFr ; e t : 0 ,;, " , .....„, et, : 0 0000' i. Inspectl Fee: ar '15,00A Acct ° J o: 0 /. . 400 ' Plan Cheer Fee,: * 1 .00 -..- Acct No: 000/?45 830 �� f n ^ �. *--,,, `t•1, T�f. 1 1 �,...1. M t r y ;. 1 . TOTAL FEE ... -.,„,- _ 2 ., ( V r � t 4. maalw `,. ` �_ . -- �� r:.ing Coun alua ' *L ~ . \ \ r / l,.ue" of Construct , r .00 k•k * * * 'k'k *'k*•N k * ** • k k' k .*"**`' M *,•k * ' *'k ` ' k.k;M. �. .d''•kk **. * 1, 11i,• k• k• k******' k ' k' k' k* *'?k**•k *•k *'M* *'' *k • I hereby a'ceept t +per•miC. andx.a to abAsie^ icab . se c tio n sof the City of T Municipal Cod We agreethat the-- •C.i�ty of �Tut;w . t a a l r h be i t.. , p r --. i as t �s. held harmlefor�a 'or any claims ar•iin of ,this Permits whic_t } haveV lap3ed beyond the expIrat•ion;te; d l> regu,isre ,r ra i re -app l i cat i'on. an ti'. r e i ssuance . of the pe` Sri t�4 thi•ouah. the City ;it.: an,add i t i ona l fee. , ;.•t'\ 4' , i `.., c! �' E , -' . 1 c: � '" c ; + r;,, `j f �, 1 THE APPLICANT 'MI.I,ST N0j'IEY THE. CITY IN1PECTOR OF COMMENCEMENT AND; COMPLETION OF WORK AT EA: T. '24 HOURS IN ADVANCE. TO SCHEDULE AN IM'aPECT,I.ON ;` CALL 433-0179. . v4: q q; 4 4a ..: '' , -. ,.. . ,f r ' S ignaturr _ Date if) �` �S +•k •k* *•k* * *'k*•k *•k * * *'k k ***• k**' k*' k***' k * * *•k•k•k * *** *'k **•k'k•k **k•k ** •k**,*'k*•k•k* *'k•k'k**•k•k* k •k k'k** APPROVED FOR ISSUANCE BY ::.J•J S :: ' - ` .,,... ' 4F- Issued By: 2 ;:'- ' :.. ` .'" : ` _ G Author• i czec erm t Center Signature ~ ,•k k• k• k• k• k*• k*****• k**********• k*** k**' k• k**• k******• k* *•k **'k•k *'k *** * *•k•k*'k'k•k**' k• k * * *•k•k* **•k* I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. Final Inspection Approved: , Inspector Signature Date City, of Tukwila t , �.. (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 SANITARY SIDE SEWER Permit No: PW95 -0252 Issued: 08/18/1995 Status: ISSUED Approval Letter: 08/14/1995 Project: PARK PLACE "B" Expires: 02/14/1996 Site Address: 17501 SOUTHCENTER PY Parcel No: 262304 -9067 Wetlands: Watercourse: 26 -1 Slopes: Y Water: TUKWILA Sewer: TUKWILA Type of Install: COM Number of Units: 000 Exist SQ FT: Add SQ FT: New SO FT: Contractor License No: TENANT PARK PLACE Phone: (206)682 -6868 800 5TH AVE "'SUITE "3700, SEATTLE, WA 98104 OWNER SHIDLER /WEST'FINANCE Phone: 206 624 -1444 800 5 AV.STE 3500,., SEATTLE, WA 98104 ENGINEER BUSH, ROED & HITCHINGS, INC.. Phone: (206)323 -4144 2009 MINOR AVE E', SEATTLE, WA 98102"" CONTRACTOR W:G.CLARK CONSTRUCTION CO. Phone: (206)624 -5244 408 AURORA AV N, SEATTLE, WA 98109 CONTACT P-3 PARTNERS L.L.,C: /ROY.BENNION Phone ": (206)682 -6868 800 5TH AV #3700, SEATTLE, WA 98104 Description: ""::, SANITARY SIDE SEWER CONNECTION FOR BUILDING "B ". ***************************** * * ** * * * * * * * * ** * * * * * ** * * * ** * * *** lt* * * * * * * * * * ** * * ** Inspection Fee 20.00 Acct No 402/342.400 , ;Hook UP Fee: .00 Acct No 402/388.102 ;. Special Assessment: .00 Acct No 402/388.101 TOTAL FEE: 20.00 ************************************************* * * * * * * * * ** *** * ** * *.k ** * *** *** ** THE APPLICANT HEREBY ACCEPTS THIS PERMIT AND AGREES TO ABIDE BY ALL APPLICABLE` SE CTIONS, OF THE CITY OF TUKWILA MUNICIPAL CODE AND APPROVED PLANS. WE ALSO AGREE THAT THE CITY OF TUKWILA SHALL BE HELD HARMLESS FROM. ALL OR ANY CLAIMS ARISING AS A RESULT OF THIS PROJECT. PERMITS .WHICH HAVE LAPSED BEYOND THE PERMIT EXPIRATION DATE SHALL REQUIRE REAPPLICATION AND RE- ISSUANCE OF THE PERMIT THROUGH THE CITY OF TUKWILA AT AN ADDITIONAL' FEE. APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMMENCEMENT & COMPLETION OF WORK AT LEAST 24 HOURS ' ANCE. FOR AN INSPECTION CALL 433 -0179. Signature: _ Date: a_LiY Company:IPI Title: _l 17 JZ Z *********************** ** **k * * * * * * * * * * * * * * * * * * * * * * * ** APPROVED FOR ISSUANCE BY JJS;,.:. Issued By: 13�n �., V,� - - - 11 � LE•9 Authoria Permit Center Signature Date ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for side sewer construction. Final Inspection Approved: Inspector Signature Date . CITY OF TUKWILA Address: 17501 SOUTHCENTER PY Permit No: PW95-0248 • Suite: ROY .BENNION' Tenant: PARK PLACE Status: ISSUED Type: PW -FLH Applied: 08/11/1995 Parcel #::262304 -9067. Issued: 08/13/1995 • k******• k• k***' k**********• k********• k** * * *'k * *'k* **•k * ** *•k * * * **•*'k ** k*•k'k'A * *'k* * *•k* ** . Permit Conditions: 1., ,Temporary erosion. con ti: °l- �nie ,Gp sha,t�1,kIlejmp1emented as ,the. first order o s f" t7n sTS p to seven " k.ed m r �•ation off- • ' ite 'ors' into ex 4 ' d fac ill t`i, I 2.. It.s be ve ,ed 11t1 ti to he Cit i Util1,Ge ' Inspector thdt to •e' i o s v ti ` u 1 1 d i it`g 'contains a/ State. . e: De r�t�reht of�,iel c apps v d .;tech. • double : , chef �a<. ve a�sernh l .v + 4 This s"ha`1 1.,,be doh" pr or o• . the Fine ec igih: ±,�a • e e • f e L A N A/r 1 . et, cs e. 6 tr 0 061111. A; . (\\. .° . .r, 0 - 4 c f, ; 4 4) \• , 2 ,_,--P. 4 d' C „,.,,, . py}500Y++iYti / Z . V • .,,„,...„, ,S ,..41 0 _.,--7---:24 „sess,,,,,,s......\ \ / 0 .4 0 / o 'fr... 41 . '\ It 4%it, ii .... „./., _„...-......'...' _2 0 . ,.. i ., ,, , "40, 9 „la , ..uTh i kl. I , t' k t r a • X1` 0 . /t )),,TNN.i.. 1 C yPM „ti ` 1 9 v ,.. e. f c 17 .-,•;., ,-, ., . ,1 ".• t. „C;•.. % t''''',.., Vie /it . ,• i 1 STORM DRAINAGE . aId9 • Permit + No: PW95 -0260 k `` Issued: 08/18/1995 Status: ISSUED lh, , ,. • •Apprldval Letter: 08/14 /1995 Pro•iect: PARK: PLACE BCD Expires: 02/14/1996 Site Address: 17501 SOUTHCENTER PY Location: 17501 SOUTHCENTER PY, BUILDING BCD Parcel #: 262304 -9067 Watercourse: 26 -1 Wetlands: Slopes: Y ' ...Sewer": TUKWILA Water: TUKWILA ontract L i cense No.,: NANT.' . PARK PLACE Phone: 206 `2 4,i, 800 5TH AVE SUITE '3700TZ 3EM T'LE�1!i 98- : 04 AINERc'1 SHIDLER /WE'ST FINAN 'CE{ `Ilone.. 206 624 -1444 � 800 5 AV STE :3•,,0,0 %''tE E�, ATTL ;WA 98104 �'`- �,�'•: . 'VGINEER - BUSH,ROED &�.r +IDTCHING'3! I�NO -. / �1 „ Pho i 323 -4144 .:. •� ` 2009 MINO1R' AV' E t S'EAT'rL WA,,,,9L•10 ' . ' i ,. 4 O W.G.CLARiT;�;C CO. ; )s %` P h one: (206) 624-5244 408 AUROPA AV r SEATTLEi` p A;. 93 f 1 9 y : ' `� \-1, ,., �)NTACT P -3• PAF fit;,. L}? C. /ROY BENNION 0 `'4 y Pl one' ;C 2 0: 6 ' `> 682 -6863 A k 'A 'A * * k 'A k 'A * * k * 'k, k ' k k •k 'k •k 'A, '� 'A * A * '1141* 'A 'k A '1‘ 'I 'At J A• A •k 'k 'k 'k 'k 'k 'k •k •k •• 'k 'N h 'k :k k 'k 'k •k "•Ai • •k A F 'k 'k A 'k le •k 'A •k A ' Additional Pef; Description: 1 ► "-/•'' 0 ` *� " \ CONNECT BUILDING BCD,tROOF DRAIN'S: TO NEW STORM Vr. , •' ^' DRAIN 'SYS,TEM :14 ,c 4 - , : ''' „` (" . '" 4 . r . \ ' ,'A a Existing pt 1qu are ,Fe ° ~- ,. : ;ft?' - _.... Add i t i one 1 'S quer Feet . t N,k, 1Q e w '.:1 g u a r e' F e t �� ..b.•... .......�� / � r '; f r' 'n� 1 : ' \ J C yg'j �''r1�'� ' q F -,44-4......... r .� 'R •-r t ,. i ti .. 1 n ,... 4"r . • w S 5 � ti : { : _ } t 7 i. In ;peg t'i.on Fee: � :...., '15:00 Q t ( � � Acct ;, ,{ t lip : "4' 1 �,� .� �' 4 Q 0 Plan C c I: Fee: .r ' r .�.- , � \''' V Y i .r. i�''"'. r '. Acct N o ' y t 0,/ 3 4 5 1, 0 Fr ei }' Q„ �, Q Q Q , ... h : V:( r 3 ( ii 4x75 : 2,i s C rte, • 1 �3 � �.� dx:__ --- _ 9* it TOTAL FEE•.: ' = ..., ` l V ! . c :m, King t 4 t,:^... " � % ( 4. 1� \ / Q . i•� I �q+! ,•'y r FF k •� r - r) County Valuation : 11, <,..4,,,,i,,,..✓,�d'" 4` '�1 ' `S •f I V a,1'u.F `o t " - 'r t r" u c t i t o n�SK�f " ` . t t , tY' l .00 k •k * k k 'k •k •A •A k * 'k •h �k k •k k 'k ' A * •k 4. 'k k 'k k * * * * 'k k •k •A •k 'k •A 'A •k '* , 'A 'k •k •k 'k 'k 'k k * k 'k;* k k `k k 'k •k 'k,k rA'* 'A 'k 'k * * 'k 'k * I hereby acc.etitti:��th ` s. ti t and agree to � ak�ii de Ytii i a � V 1 '• City of Tul r �" 1ic�arle.s c.tign, of the Mun Code. We agree h tat 161,e - Orly of' Tulw r�i"1a shal l be '` held har•mle: tor or',,anv claims ari 1 �iing asi,;a e It . of this x�pt oi` ct. Permits wh i ch,4liave l apse&, beyond the e x,p1 ra,t,i on \,date hall requ i rea re- application.' nd re4ssuance of the permit thrau9hrOe City at 'an'additional fee. t. > ,r THE APPLICANT MU'ST' NOTIFY. THE CITY° INSPECTOR OF COMMENCEMENT 'AND COMPLETION OF WORK AT EAST 24HOURS IN ADVANCE. TO SCHEDULE AN INSPECTION CALL 5 ignature -J �..,, {' G ate. : _ _ � _ . 1 _ ,I . w•A'k*'k*'kkk**•k *k• • k** kkkk• k* k* k*' A.*• k: A' k• k*' k*.'k'k;k;k•kk•k lc* k *'k,k''k A • k ' A k * ' •A•A'k'k Ak'A'kk•k* k' k'kkk•k•kkk•k•A k APPROVED FOR ISSUANCE BY: JJS . - : :.... =' Issued By: 1.' Z 7. / I Dare __ _ L _ 15 Authorized r"mit Center •' ivnatur•e A k 'A k k •A 'A 'A 'A •A 'A k 'A k 'A k •A A 'A 'k k " k 'A A •k 'A k A •k k A k •A k 'A •k 'k k 'k * 'A •A 'k * A 'k k 'A k k A 'A k k k 'k * 'A k k •A 'k 'A 'A k k 'A 'k 'A k 'k k AAA 'k I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions. for the project approved herein. Final Inspection Approved: Inspector Signature Date . • • • L. .NG' :;CAPE IRRIGATION 'er•mit No: F'W95 -0224 Issued: 02/02,'1996 Status: ISSUED Approval Letter: 01/29/1996 . Project: PARK PLACE • Expires: 0 i to Address: 17501 SOUTHCENTER P1' ` Location: 17501 'SOUTHCENTER P`; Parcel #: 262304 -9067 Watercourse: 26 -1 Wetland_.: Slopes: Y . •:'Sewer : TUKWILA Water': TUI ontractor License No.: • �1ANT PARK PLACE „� Phone: 206 682-6868 NER SHIDLER7WE'S,T FINANC`E� ,..,........-:;::.::::!:',:t.''.7' ; rr; ' ... ',..,.::41.'1','... •,� Phone. 206 Ei?4 -1444 800 5 AV STE 1500-i.'-!SEATTLE", WA 9 t 1`04' -- ; " t . ; :, ;, GINEER' BUSH ROED & HI. :T,CH'IUG . >+;, r,, t^t " _P.l le: 06 '32'3 -414 # . 202 MILORC�•) AVE SEATTLE,4IA r r �x " ` ,. NTACT. R - v ti M Y BENNIO N ' , ',{ ;f •,,` ,t,;`'f f,+..t''''i3, :l. t O �. •�� .., '�• �„ 4 �_ '` � �; .• . „P • Ply 0 n'F ; , ,,?.C3 6 682 - 6868 P -3 PARTNERS,, C'O 5.TH'TAVE #3. �'.CEATTLE WA S!8] 1.14. ' :' � , ,., . .. -,. �..:. � }, , . . fir; . •A * •A• •k * •A •k * •k •A• * 'k •k 9 A *41)44 A •k A 11 :k A A * .I k A A A * k •k A •A •4 •k •!V •w 11,,'4•" A A A M+ ; y4 • yL 4f,A AAA A k A k •A A A •A• k 4, Additional Perrnr ipt ion : i ,t , 1- r, § ea t k ' INSTALL LANO'S�CPPE'`,IRR•IGATION FOR;;;NE LRETAIL ':,I t a '- n 1'� ` ,+ t iii •,. I . ti Exist1ng '.:r qua r�e'rFeet• :' , ;�1�' I ` -7 Add itional '.,'Sdauar,:e :�;+, New Squa Feet: ” t , ;' �'� ; + I nspect i Fee " ' -4 1 5.00 y • . .:,, Acctc N o ' „401/3.42 .400 ti Pla ci•r' Cis Fee ' :`3, „ , 4 ,-- 10-..0.00 1 4 f w„' Acct fr� �. X 11C1 � (1.' 2 4,bi 1 830 . / �'}�r ,. �1r : :taxrii` .r./. ...i .-----2.5t:100 w..p` ' °y.,.. 4,t 4. f ,.. x .r('`` pr • TO A FEE'S „...Z . o r � I 1 rr , ” 5{ t l � .(+-�' Z A ( t I 3 ,ino County Vca luatd•i ?on / ; \ \ ; Va Ai vii .00 .. .” / J d ,' EL • e * A' •A * * * •k •k w. lit •k * * •4 •A,ek •A k: k k k, f;.•A •A 'k A p k le A, *t *+ k •k A 1 j 42 ;* .0 t • k -k '41 k * •AAA. * * * A •Jr * *k Ail,4 k k k * i k * k '4 k A. 4 4 I' hereby a -c p h i 4 Fder•m : arici agr ee to 1 `a b de a l.,le app 1 i cab lre ;e :t'or s lot the City `6t Tu`;1.0 1a Minic'ipa1 of.. a.r;a,e lia „ t� - the_�-� itv at N�.rl�.wl "1t' # 1 b e held harm 1e,M,s 1 a ,11 or any claim, ar'i 1'ng : AS a,.- r=esU1t of -thisoy`o1C:C • Permits whic:ii. ha.v�e l apsed beyond the exp},ir•, a•t-i;of,,, SOa11, e a' re- app1icat \itti an�1�i•'ei suance of the'per.rn'•i ti ft?tr'duotf't'lte C :itti/ t an �ard'.iitiona1 fee.— , w �. \ � 4 ' r . 4 l �,, ' , '� . ° 07 THE APPLICANT t1LST NOTIFY' ':THE CITY . IN:IPE1:TO COMMENCEMEfiT AN' <t?MPLETION OF WORK AT LE 47" 24 HOW:. INA ADVANCE. TO 'SdCHE IULEs,d�:N I.� TIU ALL 43'3 - 0179. . ' ; r,' d 0 �, (3. a 4. , '� • 'S 1griatUr 2 y % � J - ( — . Cl ete:_ / L�K • :•A'Ak*•k *•A •A • A• 4 *• 4• A* *•A'N•k'kAA•k* a *•kkkfr4•4A4 A. x 'A 4 'A A AAkk•4 +* A PPR0 V Efr FOP. ISSUANCE f31' :,lti� • issued B v D ate e ; ... • D� `� a ..% Author i zed Permit Center•• :.`,Ii tan a'tci , e,,•y :r,..• • A• A *•A: *'k* *A'A* *•A•AA'A * *A'Akk * 4•kA•AAA4*'A'A' k• 44 k*k• A' Ak• AA• A4A4. 4A A •A•Ak'4•k44AAAAA *•A•Ak I her certify that the permit holder whose name and address appears on this record has satisfactorily met the standards . and conditions for the project approved herein. Final InT.pection Approved: _•__ - __ Iii spector t7,ignatur•'e Date • • . . .. .. .......__ __ .. _..... .. . „ . ( . . ( : • . . , . . . • • CITY OF TLW.WILA . . . , ..... , . . . . Address: 17501 SOLITHCENTER PY Permit No: PW95-0224 Suite: . Tenant: PARK PLACE Status.: ISSUED Type: PW-L I , Applied: 07/11/1995 Parcel #: 262304-9067 Issued: 02/02/1996' * * * 'If * * * * * A * * * 'A. * * * * 'A •k * k * * le A A k 4, * * .04 * .k k k k * * * * * A k * ** le * * 4 * * k * k . 4 k . 4 k le ** 4 k * * A * A k* et A A A Permit Conditions: ---.. ----1..--.----._,_ 1. I t shall b e v e r i f i e d i 11 .r.' e s Inspector . .....-.....ca.„ -.),...... . ,, , • ' that, the landscape tici.a system ,.. .. Department of He roved, double check :,semb i y . V. r lc T h i s s h a l l be ,d.ofr:fir i sr ' t„ cit tt ei Fir -.4.19, I tlspe, c ,t,, i (315 2 • APPLICANT TO CriDE L PLAT4 mGtvii.g.L,Ls F;p13 Iv ,o NEW RETAINIVA., AL.L 'Ta‘kfIR -, ENT SPPEADII■tG OfirI'tr TOWARD TH/ z134, ' 6 e 4, 999000 ' • 404.444:. 0 . .. , 0 0 1 , . . 0 0 0 ,1 e! • t .:1 4 • 9 ...«4 .10 :t , . i 1' 4 43t i 0 4 "----.'''''' 0 • • i 41 i 1 4) 44: • . : L. 0 ' ' I ! ,e, ..• ° b ..1.-.., p,-, . e . , 1:L Cr ,.../. ...... -- •••„1" 1 4. S• t 11, 1 1 .„..-4 0 w3txr.hi . • ' rt 4 0., 6r .., . • W „. ... , , \\., ),,,, \ • ..,..--------:. 4: Ifti. i I . - I ='!. r ' rt'C' 4 ",,...., .:- '-':',,› '.1 / ' i ' ‘ .. :,\ , l k • ---".-- -r . • i i t.4.. 1 ,o.- A, r k t , . . . % f.. ---,1* . .., ''' .,-,.. :•.',..:1,11,1V., ; ,;,,,,; ).'., } . 1 ;„ ., , ' .: , C..., : 1 , , 'I ,` : • • .41:,,,...,,,,,,,, : .4 .1? .' .. e , l' il , 1 f f• , t !'. • • . 1 4 . ', 4 ' 1 '44' V. li ii il ,:, . 3 '',.., , q! i 'a. ! ) '",,, ‘,., I .,...,. 1 I F " .,. , ).,-,f" „.. . • 1. \., . ., . ., ,..,.. s ': '' 4; t;A i ,<4.,,:',' • ' ',. :!,?,.:71.").le f., :. , • 0 ' ' ' $0 ;. ',...r???F,P ,eiii.i-.;:` l ',' ''."‘'.."., ''''•'(``;•.t;4•1:, ..• ••,,,, ,..u.'i.14•••- e • ''' .'",,:; i ,„ •;•■•• ••;:',,, : . r,*.V' , . . t4-A, • 4 4, ' 7 • .,.., 4 , ii, 4' 44 II ,Z.1, • \''.•ti \ :!. ' ' `'' ....?•':',„.„, • f S ..,. . , , , , ,. • .•• . , . ,, • • ' . ' • • • . ..' . .• " .• ' 4 . S.. . ; 0 • .4 '' .S 4't•' .• , •; ..'" • • " "". ••;; :. 4 ',., % ,. .•■ •■•• 0..... 17•• °•'••• ". . . . • ' . . t • • , ' 0 . . . . • . . • . , . • . . . • . . • . , . • . , , t • I . . • • . . • , • , . . , • 4 , • . . . . . • , • . . . , . , . . . . . , . • . . • . • . • . .. . • . . '. ,. . .• , . . . , • • • . . . , • . . . ) • , . , • . . . . , • . . S . •...... ............*..... ..... .• • .........* ..... s e . - 8415-0111 LAriciscArE IRRIGATION Permit No: PW95 -0224 S Issued: 02/02/1996 ' Status: ISSUED Approval Letter: 01/29/1996 Project: PARK PLACE Expires: 07/31/1996 . S i t e Address: 17501 SOUTHCENTER P1' t Location: 175111 SOUTHCENTER PY Parcel #: 262304 -9067 Watercourse: 26 -1 ' Wetland:,: Slopes: Y • . Sewer: TUt.WILA Water•: TUI:.WILA ontractor License No. : NANT PARK PLACE Phone: 206 682! -6368 'NCR . SHIDLEP /WEST FINANCE,... - ;- '%;:i Phone. -206 624 -1444 • 800 5 AV '- TE 500 98 ' ','` °' :, .:� .. ; a"�:;:E q`,T T�: -4!...-z,.-..;... ; A� :: � �r GINEER ' BUSH ROED & HI : TCI1INGS , 1, �'`• I:' , d n.e • 206 323 -4144 2023 MILOR ( ;''OE, SEF+TTLe wA if ~`' I$4,V.- NTAC.T: ROY BENNIQ,f? r r' " { �1; t; * , E ;' t k li „.,:, "I: �;hon'e g12O6 682 -6868 P -. PARTNEP•S� . 3011„...'!5.T.11 'AVE #3, SEAT Wa 981Q4 . ".; •' 'k**** ******* 'k k *4444 k 'h k 11 •4 •k1 k k 'k k40/4 4 IF .w'4'M4 1k yk k •k •k '4 *V•M k• •t•Fk h •k k .� •k• Ar y1• '4 k k 4 � k k •k •A 4 k •4 k •4 Additional P��rm,i.ti .Cie,+« ri;pt :, >�, f' '�'r" s. ��':� . • INSTALL LAN1)':�CAPE''k,IRFi'Ir3ATION FOR NE . SITEEt, '( v 11. Existing Squar4 %,f=eet: ` c 7� ' }, ,�1 f� ' 9 Additional'. :e Feenv,‘ t W New '�r ll u a e Feet . t; 'r, v., l •, f t E',, t. e• • >r. ,* s4 't‘ r_ �' .vt • • tlr U: � ' \ 1 ✓ ••* ..... rt. ld.-f it • I n p e c tj ei;'rt Fee::' ; 'r 4 °" - .-•� 1' 5.00 1 ' f;'' - .. A u c t;: N v' ., 01 / 1 ,7 400 Plan Ci 1: Fee: ..r�.:1.0 ..Q.Qdr Acct ', 000! C3 0 . J t l..S Tiy, .s, Fri I / " � � 1 4.� w + ,,..,..r s 6,...;,i0- f•' =• j TU FEE ts, �w ~ ~e'_, 5 =.` t7 l l '✓ t 1 •5 yS ,,,,, t ;int Countv . aluact �' 1 r V 1 of'fr::an .truct`ion t f .00 k * •h k i k l e(k •k •A •k 6 l % •A•, k) k k 14 14 'h 'k •h • ' k :k' i •k ti4 . ` M .4 A• k •k •W+"'•k''k 'h; k •k •4 k h •A• •k •4 .4l •4 •A ,k 44., k e k •k k •A 4 4 4 A I hereby a• ., �t .bh i s t er i.tte a d ai r� ' � � ° z . ;� g >. a a L�l appl i �ablie r the C i tv of Tu{ A 1 a Muri i c•i pa 1 } ���ti�d.e,�.4�.W'e a 4r; t•# gi :el - i t v of tul w t% :rIx be r held har•mle f�Cir,A al1 any claims aris g 3�r�a.Ligt of 'this porfoie,c''t Per•mi t , wh i ha.ve °l apsed beyond the erp�if'M ' `-i;oii, Matti .._. 7a 1 l.' ' equ;a` e a � ?'.. ' re- app1icat1 .at tre i =s uance of the perin'1t,t tt(e Ci .a,tv & d,!�iitionai . fee ° .'0 /4 1 w THE APPLICP.NT\ 11,,1ST NIQTIFY »E CITY IN'SPECTO.'r�Q „G'OMME.NCEMEt4T ANC , OF WORK AT LEAL HO4R INA� TO 'SCHE �ULE„A,'N CTI9 v; 'ALL 433-01,79. . , 0 a. .0 � . , t, , ,,.‘,, , , /k, — 0 44(4 0 2°4A 1� . 'S i g n a t u 'r' e : 7,47a-tr Date : ci ' te nn _ q ' l e •k •k k 'A• •k •k •4 A• 'k 'k •k •4 4 •4 •k * • •k * 'k •k 'k ` . k '4 * k •k k.•k A•, k '4 •k 14 •h 'k k . k •4 •4 A '4 •k 4 k 4. 4 •A• '4 'k% tY . k.'4 , l..k k k •k k A •A A r ••k ••A• 'k A k ••k A APPROVED FOR ISSUANCE BY 11 k a • Issued By Ya" ........„ ... --=.•Da e' _�. Od •0 a •.% Authorized Permit Cent'e'r= , 3'igndt00e' "`y • r . •4 •4 •4 4 •4 4 4 •4 4. •k k * 4 •4 'A• •4 '4. 4 •4 4 4. 4 4 . •4 •4 .4 .4. 4 . 4 •k •4 •k 'k '4 •4. .4 4. •4 4 •4 4. 4 .4 4. .4 4 A 4 .4 * 4 .4 * k •A' 4 4 A• 4 •k k 4 •4 4 •4 .4 4 4 4 .A 4 A 4 4. 4 • I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and condition:: for the r project approved herein. Final Inspection Approved: _ Inspector Signature Date - • . • . . . . , . . . . , . • . . . . . . . . . . . . ..........._ . . , -. ......-..H.. _ . . ( ( , ' . . • , . CITY OF TUKWILA . . . . . A _ . . . .. . . . Address: 17501 SOUTHCENTER FY Permit No: PW95-0224 Suite: Tenant: PARK PLACE Status: ISSUED Type: PW-LI ' Applied: 07/11/1995. Parcel #: 262304-9067 Issued: 02/02/3996 . ******************.h******,4*****4**kbk*****4.****4 Permit Conditions: • . ----- IA. 1. It shall be verified ili....,tio.iitt Inspector i ' t ha t the 1 an ds c a pe ,r js-lElaitt,i-orrIf3riT7iii — Co • - Vzzi ,... S t a t e i . .H: Department .of Hea/ loublIt check ,. -0, ssembly. . . ThiS shall be ,d6n:9:0'6rio. ..tit qi Fv. i:V Insp:,qio ....,... 1 • 2. APPLICANT TO,P 13VIDE NEW .RETAINI ALL R It ,pc mat.,,,,,t ,z,.,t,,,p,4,,."..iri:. t ) .1 tid'14‘‘.1:1/4‘\- 11*** .G141.° CP:141111'."441$":11' ' RE VET SP • A I , Y r A f -' I R E A D I I N f t O I •1; FITS"lik:,.. i f -ne row. • TOWARD. TH" .AI P . . .,., _ 41.")41 090.0 ' H ' 00' • 4# 0 .. !Low .. . . #0 , , ,pel ,,, ‘ ' • . i k .. • .. 0 . • I „, 0 . , co . .,........„ i , . ., ..... . 0....02".... a .. • ,r I ,,, 's .... * ' 41 j • .\ --... * .-- '5.----y-.;.,, b : Wil '' • • , m 1 : / . i ig i t 4 r 1 . . , 1 1 14 )1 en P . . ...,,..-„, . •, • . 11 ' e, c . , i;, '...".......),..240S4 ' 1 \ \, z 71 (4.4. '''''' sk • \ i. ~-, .., .1 ....1 4 '..-+•••■■ . ' i:SA R.: . 1 ,' 41 - \ i I i '. ''' ' A I e''''''l 47. t ik . j • It IN:■: V. t ...' “/ •f• ..,' ' ''''' '''''..'1 • , . , 1; ;.. 1, \ ., 7, ,..,: 1 i / ,), ■ - - ^".. - , ,„.....,1 1 ‘ e , ..ti vs. . / ( ',.„:' \ • \ . 4 ; 1 ' I 0 . / • V NM 4 .fi' 0 , ..,,,\.. t \.,../ . , .:, . • N '.., s , 1 , 9..... . / I”, . g' /..1.1 • ..:1 .t..\, `4' ' ',V 1 p., . . ,I, oi.6$4. /4e • . , -., .1., t • ,-,,,, . -- .. ,. o itb Airi „•;,, V 11 "*. '' .A1( „..tv • • x.' e:, "Agr — — -- , i,r,• 1-'. t. Ae • '' ' ' .:! ' :C' r .:•:. * '' `‘■,-„, ''`sv''' „,„.....,, • . .., • --:.;-..,,,,.,:, •.,z - :.*.r. - r - -...-.-;.....t--.7, - , ---v44, ""):.'" '--........”...........a.— , • , ■ , ' s . . , . . . .. . • . . . . , . . . . . . . , . . . . , . , . . , . . • . . . . , . .. . , . . . ' • . . , . . . ' . . , . , • . • . . . . . . . , . . . . . . , , ' • ' .. . , , . , . , . . . . . , „ . . . . . , • '. . , . ' , , . , . . . , .. .. . . . . _____—_--,—...............---,.•••■■,■••■■••••■•••■••••■•• ...MON.. .••••■■.../.0■01. •■•■■•■■ ■...••■•.../ ••••••••1 , , ,�11LA.4 , , , City of Tul 'Ma A pp ll c -. � ' n # ? 1�. E 1 . D O i �J. 2 ,4, > = _ ''•.;2 • Central Permit System — Engineering Division -.z' , � 3 19- , 6300 Southcenter Blvd., Suite ##100, Tukwila, WA 98188 Phone: (206) 433-0179 • o\ /? ` : .-..a - - UTILITY PERMIT APPLICATION PROJECT ;`` ::. Site Address: / 750/ _ r ?to 4)4 / 1 7ci d / Gth 5d f f P INFORMATION Name of Project: • , Pro•ert Owner: /! 3 as / 04 .4 Phone No.: , /2 , Street Address: / 00 S' Al ,e._- Cit /State /Zip: a' (/ D Ens ineer: , 4 ■ , . r• CA Al Phone No.: 3, - / Street Address: ADO iNo/'• 4 - E City /State/Zip: Jeq , Pi 202 Contractor: W. G. az r /c Phone No.: , $I• ..5 Street Address: Dcr 4 ant- 4ve 4l. Cit /State/Zip: Si° e 40, 'I' , King Cty Assessor Acct #: e2 2. 30 — ',, Contractor's License #: 0 Exp. Date: - / 96 PERMITS . : :. ❑ Channelization /Striping /Signing ❑ Sewer Main Extension ❑Private El Public REQUESTED:`: ❑ Curb Cut/Access /Sidewalk ❑ Storm Drainage ❑ Fire Loop /Hydr. (main to vault) — No.: _ Sizes: ❑ Street Use Rt) S -0ZZ4 ❑ Flood Zone Control ❑ Water Main Extension ❑Private El Public i3 O g _ p,2 ❑ Hauling ': Water Meter / Exempt:— No. ._. Sizes: 2 - I'2 ��'� O Land Altering cubic yards NO Deduct N Water Only ( o ptic :a. /) �= :Landscapo irrigation ❑ Water Meter/ Permanent o.: Sizes Moving an Oversized Load 0 Water Meter/ Temporary: — No.: Sizes: Est. start/end times: Estimated quantity: Date: Schedule: ❑ Sanitary Side Sewer — No.: ❑ Other: WATER METER:: Name: p-'5 Pa rfic)a ,✓/ .4.4. G Phone No .0 6a - 6P6J' REFUND/BILLING.: Street Address: 8OV S•11 tkirri a City /State/Zip: sp -{ p (,J . Jd /y MONTHLY .. Name: Som.c..- Phone No.: SERVICE BILLINGS PTO: : • Street Address: City /State /Zip: Water ❑ Sewer ❑ Metro ❑ Standby DESCRIPTION OF .PROJECT: ❑ Single - Family Residential El Multiple - Family Dwelling ❑ Hotel ❑ Duplex ❑ Apartments ❑ Other: No. of Units: ❑ Motel ❑ Triplex ❑ Condominiums ❑ Commercial/Industrial ❑ Office ❑ Warehouse ❑ Church ❑ School /College /University Y4 Retail ❑ Manufacturing ❑ Hospital ❑ Other: MISCELLANEOUS 'New Building ❑ Remodel/ Square footage of original building space: INFORMATION . ::'i Square Addition Footage: / P.21, 04 Square footage of additional building space: King County Assessor's valuation of existing structures: $ •--- D --- Valuation of work to be done: $ I HEREBY CERTIFY THAT I - E READ THIS APPLICATION AND KNOW :THE? SAME :TO BE:TRUE AND ;CORRECT Applicant /Authorized . Contact Person Agent Sign, r-: .4,.4,►;I / •rin n.m- : � . L ent) / Print Na f , j I N S - , , • , ...a._. Add boo r ,� A�ru e. u/ 3700 Date: ,.z . IF Phone: f2- ,,T� c=d�,tfe.. ':/01. Phone: 692-686; Date Application Accepted: Date Application Expires: 04/22/92 .- '\-' 11A wq' City of Tukwila jApt # ;;l • . \\ \ Central Permit Sys... 1- Engineering Division . t °% jj ` o - 6300 Southcenter Blvd., Suite #100, Tukwila, WA 98188 n ? 15 "0065 Phone: (206) 433 -0179 • t `\ _ " ' " ".... -- rso UTILITY PERMIT APPLICATION p:a.0 °J,E tang < ng Site Address:. 17501 '9UTtHC €!J1fR P(CtA71 1i 1:INFO.RMATIO; . Name of Project: •9UP(. ‘ F369' PAR. PLAG£ R5TietiL C €prwR PAR. PLACE b P& 0 Property Owner: Pal PAR{G M Y l l.0 Phone NO.: (AZ - 6868 Street Address: ADD 5"04• RUE S(MT5 3100 City /State/Zip: IT1) WA c l$t ,. Engineer: 131A54 R.66'D H ITC 11 N&5 Phone No.: S -S - 414{ Street Address: ° ).00°0 HtNVR POIEWIAE V. • Cit /StatelZlp: 56rt ita ctsin Contractor: V3(7 GUIn CO STRVGtlOt4/ SANTWA phone No.: 04 Street Address: 1 408 AU,R.ORA AVV N . Cit /State/Zip: Stfl i 0, %I 09 King Cty Assessor Acct #: V Contractor's License #: Exp. Date: PERMITS ❑ Channelization /Striping /Signing 0 Sewer Main Extension CI Private ❑ Public iiilik EQ,UES ED ❑ Curb Cut/Access /Sidewalk Storm Drainage ...........,... '' "''' " "''i ❑ Flre Loop /Hydr. (main to vault) - No.: Sizes: ❑ Street Use • ❑ Flood Zone Control ❑ Water Main Extension ❑Private ❑ Public • '❑ Hauling ❑ Water Meter/ Meter/Exempt:-No.: Sizes: • ❑ Land Altering cubic yards Deduct ❑ Water Only ❑ ❑ Landscape Irrigation Z Water Meter / Permanent - No.: — Sizes: ❑ Moving an Oversized Load 0 Water Meter/ Temporary: - No.:___. Sizes: Est. start/end times: Estimated quantity: • Date: Schedule: • 1 Sanitary Side Sewer- No.: ❑ Other: IlliNNTAT)gEOVPARNAIN Name: Phone No.: • <D.ESPOS'IT1<:'. `: < <<> a . 1 REF.LUNt7 /BILLIN'Girj <i Street Address: City /State/Zip: M'ONTli Ya >r iili Name Phone No.: SERVICE,:,::::::::::::::::::::::::::.:iii::::: i: :i :BILLINGS' < >T:f� :`h « %i Street Address: City /State/Zip: ❑ Water ❑ Sewer ❑ Metro ❑ Standby DESCRIPTION:: OF:PROJECTi: ❑ Single - Family Residential ❑ Multiple - Family Dwelling ❑ Hotel ❑ Duplex ❑ Apartments ❑ Other: No. of Units: ❑ Motel ❑ Triplex ❑ Condominiums ❑ CommerciaVindustrial ❑ Office ❑ Warehouse ❑ Church ❑ School/College /University ❑ Retail ❑ Manufacturing ❑ Hospital ❑ Other: " "' E il' ❑ New Building ❑Remodel/ Square footage of original buildin s ace: ;;MIS.CELLANEQIJS q 9 9 P INN`F:ORIVIATION :::::1;:::::;::::?.: S Addition Footage: Square footage of additional building space: King County Assessor's valuation of existing structures: $ Valuation of work to be done: $ I H.EREB . .. A...T... J HA D THIS .APP...L'ICATJON. AND: KNOW THE >'.SAME:' >:TO BE::TR. UE: <A'ND.`:CORRE.CTs'': .. .. .................... ............. . Applicant /Authorized ll Contact Person . - a i. . - • [ti..,.'�� :. print name): Print Name: HOVY K'-11.AR.NER Address: Date: I Si O5 Phone: U,S 7 lArrFivr RECEIVED Phone: ' • Date Application Accepted: CITY OF TUKW L . � ate A. • lication Expires: I I • .. J 04/22/92 • TUKWILA PERMIT CENTER •-rt "�,! iT 1Mr r)t(cs - , A W ti 1" SHEETROCK BRAV GYPSUM SHAFT WALL �i `_' • LINER - - o LL- ` _ - n_ . USG STEEL C —H STUD 24" 0-C. =: USG S I EEL J— RUNNER r GWS WG 5/8" 1 . 1 " TYPE S -12 DRYWALL SCREWS @ 12" O.C. 1" TYPE S -12 DRYWALL ._,.__ SCREWS AT 12" O.C. 7 EXISTING SHEETROCK FACE : t . '-':' .1 1.; .,--.- V :::;:i), 0. ,. .;:".-- :_z; Ili SECTION AT CEILING OF STAIR ENCLOSURE -_ SCALE 1 1/2 " =1' -0 - . . ....... .. PROJECT: PARK PLACE SKETCH # DATE: 2/13/96 TURNER & ASSOCIATES - SCALE: 1 1/2" = 1' -0" 18420 24th Place N.E. Seattle WA 98155 ARCHITECTS '1 _ . - 33 TO: — - . . • FAX: TEL: (206) 365 -7431 FAX: (206) 365-7504 INSPECTION RECORD a r - )-- r - \ I Retain a copy with permit 1.>-0 INSPECTION NO. PERMIT NO. * CITY OF TUKWILA BUILDING DIVISION , 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Project: r? Type of inspection:0i 1 K Address: uvrtoriFer Date called: 1 11601 o Special instructions: Date wanted:3 , ti( a.m. Fek relea_5( of• p.m. • wi n a 55 /sfa/iee Requer : 43( tyy\ Phone Not 0%5 Approved per applicable codes I Corrections required prior to approval. CO MENTS: 7 . tatctINO kat- 3) ilOY4O'N 3 Aktiv - Avta , t) /1.\( 61,#ufe • N i iai ts 4» 'VA R!4.15 Inspector: tior jMr i agnill Dates , $42.O0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. Receipt No.: Date: • - . , i INSPECTION RECORD ----....' - . 9 t ---- Retain a copy with permit „. c, / 0 'S. CITY OF TUKWILA BUILDING DIVISION A i -6300 Southcenter Blvd., #100, Tukwila, WA 98188 '1 4 (20; ..il -3670 t r hoi r0 : . : j &P 0 FAO I Pr IV r PO o n • : oon:411Millrf , f 1 . in ress: ii:, 0 min: mommil'' — Special Instructions: Date Wanted: • //)//1 - 14 r?" Requester: am. \ . i .!& . INSPECTION RECORD r 1 —1 Retain a copy with permit e-N L. or INSPECTION NO. PERMIT NO. . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Project: Type of inspection: f POS k ruo Vtncd Address: t — 150) ,N)-t.t'rortLpy Date called: ' Special instructions: Date wanted: a.m. P.. tAb 6) C, Requester: m Phone No.: R 7 Approved per applicable codes. I I Corrections required prior to approval. COMMENTS: V_Krtma •. • • I nsp;ca6 c Date: I $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: f .,::iatitmaaaptakstlx:67251024::, :c.h.y14Statik.:114. INSPECTION RECORD Cy- -0/// Retain a copy with P pY P ermit NSPECTION NO, PERMIT NO. . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Projec • Type o on ,QrLn / Addro p se � t ",„ Date called q Special instructions: Date wanted: a q p.m. Re ue er• Phone No.: L • 'proved per applicable codes. ) I Corrections required prior to approval. i COMMENTS: Oa_ski a - saidit,A.,t - Z 3 , . CY /2- 3 Po ."4, Insp,734, td / 0. - Data: 24. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must . be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • Receipt No Date: . INSPECTION RECORD / R e t a i n a copy w i t h permi -Q I I INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Project: par t1 ' ( Type of inspection. 1 , 1 9 ' Address 7se�' T' P Date called: G ed: �ry J � /- `J ✓ `'f� �f !,, f+' 1 h Special instructions: •� J Date wanted 19, q/ a Requester A T f L Phone No.: 1 I Approved per applicable codes. 1Xcorrections required prior to approval. COMMENTS: 1 M/7fbptq, t /Zi , 5 4 .� Q r � � � ��� Via G� Le bi0 - 7t-k �' � d'a , , ie t 1-_ d's4 _444 e, 57 (/Xt e a rAeeg .b- i - yea., ..._674-am,d 6,-> sacekt tie:// .sA e e: J Z7 /.�. --- #$ o E' DO , } Inspector: /w "tom Date 20 9,6 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: a %S Date: a) a/ t cup F c7Lt.. 2,.. . ;,,. ':: ,lettintA.,. d :I7 ,,....,.•. kt.r• . 4 .. �I —!A_ -. E.{Kmbtionti/f:170.'A .' *Sf :... :. '. ralpj INSPECTION RECORD Retain a copy with permit J.) ' INSPE TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION \' , 6300 Southcenter Blvd., #100, Tukwila, WA 9818: V (206) 431 -3670 f Project: / ,,,FFF Type of inspection: Address: �P[�// (( sC�((C.✓✓✓fff ? ?? Date called: - I_'I .2 , Special instructions: / Date wanted: r m. ~ Requester: 44 4.4t € Phone No.: • NIJ Approved per applicable codes. 1 1 Corrections required prior to approval. NIvi CO MENTS: f • Inspector: r,L.31. Date: 2. . t,i« lce $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.. 1 Receipt No.: Date: L ci0 INSPECTION RECORD 16 .Retain a copy with permit 5 - O i I ( " r . INSPECTION NO. PERMIT NO. " CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 �� V ", (206) 431 -3670 '13 Proj T of in ect ' P ? ect: AS PLAc lynMr_.. wALL6 1 s Date called . , dd Special instructions: Date wanted: ` _ G ` ,` 1 (b p.m c i Requester: 0 A � X111) site i, isp. e A/001,,, Phone No.91S " 6(0 '0 , U j Approved per applicable codes. K required prior to approval. COMMENTS: '1 • CeN Nc1' P4 %A A ( S IA tso.ilz,..41 Artp #J v 52 &-'.- 10SP� tt... C.W,�r� �€ �v�r10- { r1 i 14c , ,.i.: ?I a , cum' 1 to l S R., P C a. wA- (.3 C w N Cow j i _ iSd LA ■■1, I N DI CA's ilAAT NV : ICI NhS1'I+eD CA- V : i ,4 At-I 0 Le --ti ' c .S I-j • 0 . )21,S,-..1 r.v. S or-Pt C Ir.11/44' C,o nI c 9 - `t A t 114 14Pr ,tea 14- 00,4 ti'DWc a4Z (-11S 'CAI.L1 .D.24PAa -1 V. W%Lt.- {NvL 'ri , < ' l Inspector: Q Date: Z Frf � Q a: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must ( be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ): I Receipt No.: Date: l I "? . ....„. _ . N /1--- INSPECTION RECORD r s , , , 1 i. tde1/4,/ Retain a copy with permit 6,4, S C ) II I 1 / t .4 INSPEC ION NO. PERMIT NO. - : CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 project: f aiv Type of inspection: N l'ir'a) Address: so ( Date called: ' Special instructions: 1 y Date wanted: s(c) 1 a ' Re e4 k' 5-EA 40 .. / 1 Requester: 1 1 tAr cA, ‘ /7 lifi"Tilt44 A32 4-s Phone No.: 5/7S ((,_7 7) I Approved per applicable codes. Corrections required prior to approval. ' ,, COMMENTS: , i) (- ( 4- /a S (.0,4-4e— i ... S. 1-7-1 AO Al 7 / 10 4er , ./ 9 ./ 41.bt .... ." d.4e....4 ."." a. 4 ' allrel...r.... e..4.? c 6 ‘ v p 2.-/-# 2 .--)... / , : 1 , , / "'" . '5A e... 1 1-1 4 _ -/-2 dal 5 (, rt.,— 4, 3) /t?- ,..• , 4/4_4 d 7 ./40(00 ei . 4. ...e....... _.....r.... .., .; .- . o . - , . ' I Inspector: -....-/' Date: / .....4....4: ,.e..,c_.dr..oe.r Aga r f 1/4 _ : I I $42.10 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suit91100. Call to schedule reinspection. Receipt No.: Date: . ' •, ' - ' INSPECTION RECORD Retain a copy with permit - ep2ER/I . NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 \¼ (206) 431 r• p ypeo cem Address: Date Called: Special Instructions: Date Wanted: Rp.m. De, ps. Ske-- Requester 642 4 /75 Phone • o Approved per applicable codes. ip Corrections required prior to approval. COMMENTS: .4 111 11111111 4011F k._ „ • All nspector: /1111517, e• ■/,7 Air7/4 111111.1411 ,a4 g 400.- $30.00 REINSPECTION O E REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No,: Date: ,, .... ■RR RtRY 1- y .5 el INSPECTION RECORD , 111, 0 ME Retain a copy with permit 1 , • - 1 1,. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 " O (206) 431-3670 •ro gL # ype o ns. A 4 A • ress: --750 5N) • Special In tructrns: Date Wanted: V,.. / , Requester: '71 (Q an° 7 (p 7 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Se,er-te44- IL. t■A Lica o r - - . 0 r oft-44:t..•Z-Nr-i , '• Inspector: Date: o $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • • : • No.: Date: _ . ull INSPECTION RECORD Retain a copy with permit PEFtMIT No! CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818: A'Si■ (206) 431-3670 1 • Project: Type of Inspect in: Addr Date Called: 2 _ 2( c) ,,.. 11501 At Special Instructions: AtaWAci: • 1 5 PAL Vueste N A N < 15 PhMe 61010 gc Approved per applicable codes. D Corrections required prior to approval. COMMENTS: ost-- It.rsu7L azikae- , L C_ - nspector: • : e: 12 _ 1 .1 Ckr 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at ' 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. e: INSPECTION RECORD . 3 s - 1 Retain a copy with permit • CITY OF TUKWILA BUILDING DIVISION t 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ill,,,.. s (206) 431 -3670 1 Project: i 2 P . k `. n e. Type of Ins.: « .: (YT SS Address: , Soo -Ace 1 /2 Pq Date CaDed 1 -21,- G'-� Sp Instru Date Wanted:, G 2 - - 2( - I'J am. n. Requester: ' t i xt,.. w k.o 10 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: ' 5 0&,I A L.. i N S/' 111 ( )'7' '' '- • i'd P,w b lt» s. Inspector: t Dale: I,7, 'L a ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. t . 5 ' may: 000. r '... '`k', .1" 'r . }_ . K •: ', '" ^, •t!. +'. ,, t, INSPECTION RECORD Retain a copy with permit 0111 ' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 It (206) 431 -3670 Address: 1 S-a 1 C r ric Date Called: Special instructions: Date Wanted: 1 c:4 pm. Requester: IkAA Phone Na: - ]. Approved per applicable codes. O Corrections required prior to approval. COMMENTS: 1r" 1 { t nspecta: 7 1 Dade: 12J ft q D $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Recall t o - r Date: " � .'." : #• <', ..,, . » ".'.' / 9 INSPECTION RECORD Retain a copy with permit N • • 1 PERMIT NO./ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 VII (206) 431 'to ect: ype o ns • ; • n: ' 5(404 / G714 / e-- Address: / , 7s „ te) /700..e.. Date Called: /2 m " Special Instruct: Date Wanted: .5 Requester FhoneNo Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 1A14C., wit\ ILA i-AFt, nspector 111 a: I q ) 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. tr...,--.:141gAL.ei.,04A,I*462.z.ftwiviisk4sItklidtditrItoitititiale I .ii ? I I. INSPECTION RECORDC) O'S ----. Retain a copy with permit cr/ ---.., 1 4. . . y7 Ve CITY OF TUKWILA BUILDING DIVISION 1!: \ 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1 v/ (206) 431-36 0 Project: fr 1 4 .4040 , Type of Inspection: 4 —Address: cC.C- ' - 1 Special Instructions. ,7 Date Wanted: eePA, Requester: / 2,--/-q5--- p.m. Phone No.: 0 Approved per applicable codes. 0 Corrections required prior to approval. CO MM TS: 974 — in/ ill i n 1 I 4 la i il 0, ,,,,,4 . _ 1 Inspector: O fikja4.,.. • L''., Date: /7-7/ r I 0 $30.00 REINSPECTION FE REQUIRED. Prior to relnspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. --t. ,..: t r-:• e: i mas:AU t igiagaogitt.N1 4 ,,,„, 10 ,164,i4ox `varz.tizowsubAmmkestucium.mok.,, ... • . . , - . ., . . ', .. • / , , ''' { INSPECTION RECORD'" Retain a copy with permit 011 1 • • ' 0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 � (206) 431 -3670 •ro o..: PARS r J ypeo ns. =' . w ry A/AiLIN&i Addr 5u u rA SoctA)TE p j Date Called: l - �q -5 SpeWlnstructions: Date Wanted: 30 am. p.m. Requester: 1 , '1 ARK LJNE-5 (D d - 9 Phone °' 6 (010 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: i(4'24 s' d r' L 6) A7ni sIN (A/A-Lt, . Z) S. S0 - U( t' L 1 oswa4 /.J G -t-i, /PA f }x In or: Date: ( % .i t t5r — I • ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. •" r ^e: 57 INSPECTION RECORD .qc of 11 Retain a copy with permit j •. PERM NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 p4 (206) 431 -3670 ' ro op 21L PLAs a ypeo n bn: • 6 4 Address: Ply Date Called: Special Instructions: Date Wanted: t j Q� am. p.m. Requester: Phone No.: No.: (L Approved per applicable codes. ❑ Corrections required prior to approval. ,COMMENTS: t\ • sue, - 4, fps N CIAT a< Sp Q r � nspector; 4 ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: e; I [' � _ �. •). , , , , 4% E4,4 ,4 • „ b C INSPECTION RECORD If / ( Retain a copy with permit • - PERMIT NO. • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 la (206) 431-3670 .4m WIT ypeo n • : Pt-'c ress: C 1 44 . ,4 nstruct ons: Date "ant: • : t c ?) -- •.m. • Requester: • Iti per applicable codes. 0 Corrections required prior to approval. COMMENTS: Cke EV1437 6P- I Inspector: I El $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Jac- •A •• jr t',"7 RDC' 6 616 INSPECTION R �© Retain a copy with permit Oil I CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 y! r (206) 431 -3670 Project: rm-u Type of Inspection: .6v4 W6 Address: Dade Called eiewi Waal Instructions: Date Wanted: ' Z9 "9C � P.m. GA N u P"1 G Vd Requester: (� A \ I ( Phone No.: Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: • f c EN1�2 Inspector: < VZ Date: i i ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. eoept e. t:I A`. + c.` M,.j.'�.. h ... 164 ' ♦� AiWd�i4T � } M1 • - • •. y , 2 1 :\ I INSPECTION RECORD ' Retain a copy with permit PER No 1 • -• 1 1 o. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 *. (206) 431-3670 Project: p r a..Ac. Type of Inspectp- w N A/0 4 1 Addr tl e ) 6CaTiC6NrF-42. el Date Called: Spectal instructions: Date Wanted: 2-K, 9 540, Requester: H A phoneNo.: &Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Li r . nspre Date: 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Recett 14o.: ■•■• • 1.4.00&•444•4■4 t 41r, t. 4 'P' teM K 4 '-. • t 44a. ` = INSPECTION RECORD 5.5 Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 • r Project: ei/11,A-:: Type of InMew 1A1 6- Address; Date Called: Ar Ar tAI , Sp: «. I nstruct ons: Date ant: c9 /VI V 6p.m. • Requ er>v 6 K fi . pproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: t‘EY WAtA— 913 (si v.,t■ i%-sk 11-iNt-Al— ' 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Rea/0Mo.: Date: _ I I » '.; • ---- -.,.. , ' 3/._ ' INSPECTION RECORD C 1395 . 3 Retain a copy with permit 4ll/ INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION o N • 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 'ro act: / / ype o ns. : ion: Address: Date Called: /4_ Special In ruc Ions: 7 Date Wanted: 1L .' 9 p r Requester: / / A Phone No.: 7` 4.< Ck Approved per applicable codes. El Corrections required prior to approval. COMMENTS: f — �er.., --1 , 9 607,,. N-'ac1C 642/ 46Ci A/e/te_-- Y,0--et. 5/ 6.4,--oc(%(..1 e , - - t (—a rti .e.4 ( .42 1-z4 L.,/ )7 \ 1.149444 77-2 , c 071 1 4111 e /-- 4; /�� • nspector: /�� . '�� Date: .� / /�— F • - �/ J O $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at t 6300 Southcenter Blvd., Suite 100. ,Call to schedule reinspection. I ece o.: Uate: J 1. INSPECTION RECORD Retain a copy with permit • - CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 v.+ (206) 431-3670 ale roe.: , ype o ns. •n: / /-- A. .ress: Sp nstruct ons: bate "anted: am. •equester: ka111111111111111111111111 Approved per applicable codes, 0 Corrections required prior to approval. COMMENT • / Oi 4' S ' /fV cro'.6eac.,e 1? nspectot: A M/ 0 De: ,ACA .44.01 Lis 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • 117 0: "..461p44‘4,4tuiaAtartultA44g-* ' " ) • Ca 0 INSPECTION RECORD wo • Retain a copy with permit .7 - CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 N il • A. (206) 431-3670 1 174a17 eta. Type o ns • ress: 7V 5Q, Pk. Special Instruct : Date Wanted: I ( /rt ,/~• 7 / 1 L/9pn. Requester. Phone No.: (0(1.70 • [Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: atiox.,9/ ) 144 G /2.43-0 nspector: , 3 $30 .00 REINSPECTION REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspeclion. 1114114°.: "Dp" • ; „ , C IN PE PION • ' � S C RECORD � s- OZ Retain a copy with permit DPP CITY OF TUKWILA BUILDING DIVISION fk 6300 Southcenter Blvd., #100, Tukwila, WA 98188 �j''lp■ (206) 431 -3670 • M ype o • : • : _ l� , aiM Arras: ��4 , ►* • • nub ' ns: $ :t :"anted: tI Efirlir 1111111 11117 IM Requester: t�L 3° Phan No.: S 7 i 0 • Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: til , ct - etto c c- Av. 3 •J S.r A..li ' • 0SL. S • A • . M F especl • _ Date: / . 3 • 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. n: '�1., �'.5, •l ;C. . \' 7:i, E .. I ' rYt s. . fix. y. 2 .ti• 3'9 . . �,� kvr e � ,,...yrt C� INSPECTION RECORD , la S �` Retain a copy with permit G' /// - -- ' ' •. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 � r �r (206) 431 -3670 'role : ! ype o ns ° • n: (/' � ale • rocs. • : e w Special Instructions: Date Wanted: *iteC Requester: , t , 4 t, Phone No.: Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: 4 . I ,„„itd...) -6 w3A x.-15. •, • Inspector: i � - -- Date: I ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. a•. r . Mt „ x.i i t r: rr k ' °-- -'v ..,» t•: Y.:� ,+. ��SFi « %. = <y(•t`�� ;,j �t:: ��:+S.L:i;Yao-'J*f; 2-/ INSPECTION RECORD eq / Retain a copy with permit I r ir , I 4. CITY OF TUKWILA BUILDING DIVISION k 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Ip•I (206) 431-3670 •r. e o n yp 11 A2 teLAcE" n e : „ r • ress: Q 144,0 • • . nstruct ons: e anted: (- att , Requester: JIL- ciick 0 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: CtAJ1 ENT11 trI5 AblA I L.40 f G pi c& - witgis-eP &js' tJ vnA/Lic.s.2 , . (.4 11.1 TW I S tiNA c2C) /Mr SHE tn,--11-- rwr W/t4 7.) G.v.8 ts- c.itp ANeia An Miri f Gyt T1 Ut 6C-. I Inspector: Jr_ Dale: 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION w RECORD WRill (10 Retain a copy ith permft ' • 1 r • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwlla, WA 98188 V. (206) 431-3670 YPe o nS St,A15 60 . - *r .7": "jg C IS • pri nstruct • 1,9 ant:.: IL 7 a.m. p.m. Requester. 'AAA m i ro t 4 L • • — to(e3 • k Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 0 51t IL KJ e> 61-- 0 i-Tt P-4 Ori c7--t're - 1■1‘q • t1-4\ , • • • nspector: 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 7 4114° ' : .01 ...it , INII INSPECTION RECORD 0 C\ /0'<"` Retain a copy with permit a /r/ . '• " ! . PEaPMT NO/ CITY OF TUKWILA BUILDING DIVISION .4■� 6300 Southcenter Blvd., #100, Tukwila, WA 98188 � s (206) 431 -3670 'Project: Type o ns n: / if i e „ ress; �.� / �� "e v � >Y( CSC. ,`�'�r� -� // Special Instructions: ::: ed; � � <9 P, m. / r/ ' / s / -- ( �u : Plane No.; x • Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: h _ s _ , , .t A r ' .i 14 A In Date: ----- ❑ $30.00 REINSPECTION -7 REQUIRED. Prior to reinspection, fee must be paid at ' 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. F rapt No.: --------------- : INSPECTION RECORD CI 16 • 2,-Lf Retain a copy with permit 0( 1 . s 1 1 / 00 • - • CITY OF TUKWILA BUILDING DIVISION 41 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-36 0 Project: i ylT o rts n: cin A676 Addre • So Date Called: 11 D ' C Z — • — nstruct ons: Date anted: I amen. Requester , cpeevAL.,:.1:6,5:244 Ph3neNa: 5 -:0610 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: u qc- C • nspector: Date: j1/4 I $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • e: 1 /11 4 4 • j :44 : yr / I NSPECTION RECORD .- L---;.-- Retain a copy with permit 0 I - r e N 1,. i • • T II IA Ili CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 •r wee. ype o ns ■ : . .n: Add ress: 5 :Dm N 6ico ress: 1 ..... 140 k . rlon e . Special Instructions: r k i Date Wanted: 10 _ ts _ ct s am. et, Requester &Peal /4 t, 2 :D - 1pC9 41: ' Io TK Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: S IIK - r - c., A L.- t , , , ,1■6- , \,‘.%. kt (L) 1, a o. e ......„‘„)...-, ..;f4„. • • ......... : . [ nsped. , , rail7 o $30.00 REINSPECTION FEE REQUIRED. Prior to relnspection, fee must be paid at • 6300 Southcenter Blvd., Suite 100. Call to schedule relnspection. F ir- No ' Date: . I E r INSPECTION RECORDS s Retain a copy with permit 0 / t `SPE 10 1 0. •ERTr `s. CITY OF TUKWILA BUILDING DIVISION �I V 6300 Southcenter Blvd., #100, Tukwila, WA 98188 '.1M,r (206) 431 -3670 ; project: Type of-Inspection: rAR I PLAt. Address: / o f S. C. n Date Called: Spedal Instructions: Date Wanted: 0 + z, . 9 �,.- am p.m. r—cm i' n)G J _ ? a w— Requester: PIA rJic— taf■ pi i — • I 1 a Phone No.: . RSl Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS; ' At. ! r.IS /€c (, . J ($ Pr 0 ge S G:>-j&CA / X 69 S -r Tom. 1 nspector. �►�i ;.. at e Z - 4))" ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspectiori, tee must be paid at 6300 Soutticenter Blvd., Suite 100. Call to schedule reinspection. [R eceptNo e. ____J .:r_._n.. ......tsr�+t• -s. I.- .�iF`nlii�iOf�ifW� i.- l.. :,_.�.._ _ ... ._. �.+ ( INSPECTION RECORD • Retain a copy with permit `S• 10. • • r;" e. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 t;.s. 4 (206) 431-3670 4■11■ 7374t7a: Type of - !,;,• t , ../i e : ci Sp: • a iisZtis: Date WantW) 3f) C r 6 p.m. 61er) AL N5PacTog- Requester: oDNA Phone No: El- Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: A,L. ospec-r, J 2 A/3 , f r- 11,tn A hneS A S ( r‘f; • . , , n I Inspector: Date: o $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. :•: DT 0: . 0 ,.__, Z INSPECTION RECORD • Retain a copy with permit 0 111 . - • ` `o. PERMIT N0 - CITY OF TUKWILA BUILDING DIVISION , 1 V 6300 Southcenter Blvd., #100, Tukwila, WA 98188 .- !1.,14 (206) 431 - 3670 Project: KK i LA CE-- We o ai+' .�« . iii 1 iONI MALL, ,Addrei i sc.li eiz R Date Call: • ,, 2 - 7 _ cis j Special Instructions: Date Wanted: 9 _ _ (95 e am p.m. Requester: 1 y th, K ., r it 1 ► . !op , v Plane No.: G — Coto • • EQ Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: } 0 r 1 M 0l, ,A . . r .y ,r d 1 7 , \ g nspector: 1 1 1,,e: ,. Z9 — 5 � - ❑ moo REINSPEQTION FEE REQUIR D. Prior to reinspection, fee must be paid at 6300 Southcenter $ Ivd., Suite 100. Cali iii schedule reinspection. Receipt No,: a jb Date: I ..r, „<•. .....I.., _ x, _. , ,,, ,.,1 .:,.,,....... MIN Ie - t= C X15 In 1 .t, r INSPECTION RECORD 1 ■ Retain a copy with permit 0111 - • - 10 10. PERMIT N0. , CITY OF TUKWILA BUILDING DIVISION " 6300 Southcenter Blvd.,1100, Tukwila, WA 98188 `.• (206) 431 -3670 roe :' /..... p C—ptee., Type o byt r .J l.A.2) Fitil. Add( : C)1 � �mt iz Date a :. 21 _ qs Sped Instructions: IN Date Want e l..'2.q' 9s am p.m. Requester: 44 AA 1<• SP1AL 1N P. 7 �ooAM- PhoneNo.: 575 °C�Lo-7� 0 Approved per applicable codes. );v4 Corrections required prior to approval.... COMMENTS: _ _. j.. !� r H _ - A AP fi �� b — e4 di-) 1 70/ 4 G. / • .. - e/5 �./lrL.„ti $ 50 .1 / r / im.,-,. e,� , -. ' . ./ / 4 .• L —........ '�L �/ 1/ is :> di I it ' .i r AIL re // / . ■nrJ / , dl 1 sy/ ' / Inspector: Date: ■ r ! 0 $30.00 REINSPECTION F • REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r ir—gn---ece °.: h. l.,.:+": tX:.,,, lead.i r:e,,,,, .'n+L + .4 , _ ,./. W„,.., „..,, to x fL laz." VT' .:.l+'t'. . :.0 "�t. INSPECTION RECORD /9 Retain a copy with permit I CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 —to (206) 431-3670 1/y , 77471: Th - Type ofins Pecti rOAICA Fre— StAB Addre 31tc0eEAIIM2 1 Date Called: 9 _ cis Special Instructions: Date Wanted:n O 0 :; • .4.4 0 7 Requester: I1A SPeCiAL- /A6P. a - 7 Ay\ Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: I v4 -5 1 S . flis & t.1 C iNtc . nspector: lo • e: El $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 . 71 — No.: Date: If 4, s■•• su 4.. t I" 7 • ‘7 1 7 INSPECTION RECORD Retain a copy with permit . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 CZY. Type of Inspection_ Add cou1.4ewra2 ... Date caned: Spegal Instructions: Date Wanto49 9 ..m. Requester H • 'PPW 01, io !e6he N° 575 - (0(0 0 Approved per applicable codes. 0 Corrections required prior to approval. r•••■■ COMMENTS: e.„CS-a 6zGLE . .19.4)SztA 0-1.1 rr€ • NY'o nspector 1 CS 1111 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 11114°': Date: „ • ............. �.....-.-.:. a.:..... �« :.. r..:.:.-..:._•.: i..;.:..:.�c.�.c'.- .k:.....:.: mat. w:...: �su.. e.+..... . a�..... r...:...:.......... �.... �- �...... �........................-. ...�......._........,..- .....�_ 0 fo INSPECTION RECORD • Retain a copy with permit 010 PERMIT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Project: ',NR. p YPe na Corkgrre Addre jl 0 I .c„ r -A v Date Called: ry 2 Z cfs, Sp eda lnstru cons: Dale Wanted' Requester: ' + ^ t 9e2JAt, Ln(sP G Phone No.: 5 —4700 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: S r • b , At." _ .14 . nspector: ' : e: ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. x. ; l Receipt No.: J e : 't) .[. t. Y ' s4R[ ;;i1 ..`. ..'. �':. it : 1 x 1 0 ' INSPECTION RECORD C") • Retain a copy with permit Oil CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 /.f 431 -3670 o RR; Address: 1 Sr) Pal,(, Dade Called: Special instructions: Date Wanted: / se v6 wv 9 (7 , am. Requester: 1� 1 2 LY-1 Phone No.: —440/0 ❑ Approved per applicable codes. O Corrections required prior to approval. COMMENTS: 111.44 • A nspeator: O $30.00 REINSPECTION FE • REQUIR 0. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 ReceINo.: fie: 4' 4 r •K . o , �a�°i •,» :c �. .. r, .�.,e 3.. .. t._..�w a;- brit. .::..., , �'' .s..:x '� / INSPECTION RECORD .) e7 Retain a copy with permit 0111 , s. -- io. , PERMIT CITY OF TUKWILA BUILDING DIVISION 11 6300 Southcenter Blvd., #100, Tukwila, WA 98188 216) 431 -3670 .` •roe « : �- I CCC ype o nspect s n: f Address :' I50 I S C e r1 ( n Date Called: 9 ,1 a0 q Special Instructions: / Date Wanted rt._ mfr'. ct 1 ('� 7:00 0 . m. Requester ,.'. c-4 �C . r5 K �— • U Phone No.: b - / (0 70 0 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: ; 0 4 - 12-51 - „ 1 '. Y I1 yh rr ' 1:x .b: I Inspector C . Date: ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at <` 6300 Southcenter Blvd., Suite.100. Call to schedule reinspection. I Receipt No.: fie: f ; l j t L1 ,K: e7i.t n vat:44. ` 'iT Ct.r rti g L 'M1 INSPECTION RECORD C) ( Retain a copy with permit 01 I I I • - io. PERMIT NO. '!e CITY OF TUKWILA BUILDING DIVISION jte 6300 Southcenter Blvd., #100, Tukwila, WA 98188 • (206) 431-3670 *gra • roe: ace-. ype o nspen• . . "r 1 V■16t.‘ ?„ Address:I— so s , Qe flier i Date Called: q 0 t Special Instructions: 1 Date Wanted;–, I 0 *. poLka-- 'I a )q5 ()n. • Requester: hicun spec . i nSiOeCiar Phone No.: s p la Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: " r 4,, r itsSA"._ 1" 4 1 ' •■•• nspector: o $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at , ± 6300 Southcenter Blvd., Suite 100. Call to schedule relnspection. Date: 4 ,-----) / v/ ‘,---, INSPECTION RECORD if -.--) /3 .-. Retain a copy with permit 62/// ' CITY OF TUKWILA BUILDING DIVISION 1, 6300 Southcenter Blvd., #100, Tukwila, WA 98188 11 (206) 431 Project: pow • ypeo ns• « .n: ai 41 1 7 Z1416 ■ ' — !!:»t --. ' >7 •.ress: Sc:: _,- ) 119 . '1: Special Instructions: Date Wanted: - , 9 4./4 Requester: 9-// S`Ci?, p.m. /4// el. Phone No.: .›- (4 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: . f (L .1e F-A-&;, oF C'). el...0 f . f a z.) r..\ S-11-i" . ND e (LP TO (2-c2s?baZi , ' Pi.A3 Pa•G‘hcq" vo.4114 fflaosvvtAsu hi I Lt, O e v - 1 - 1 4 S Y L - G (4044 6 t R - F e m - , A p v uy FY..... OLAtvy,fic, Tw..4!, 14 Fait_ e,-.0.6V S. / ... 1 Inspector: G L c L Date: 9 i 1 / I ' Q. $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at , 6300 Southcenter Blvd., Suite 100. -Call to schedule reinspection. I Recettt No.: ... -------7--------------Die7-- lif4D INSPECTION RECORD 0 O .:.; Re tain a copy with permit C I � I r -,„ ` ! •. PERMIT' NO. CITY OF TUKWILA BUILDING DIVISION t.40 A 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 . roe :4 al. )e___ 1 I crtC'. ... me o ns.: "an: Conc ret - (._ 516( Date Called: Address: I"7S) Sc er� l j' Special Instructions: / Date Wanted: ti; Gt. Vvi am. p.m. S e . • r • Requester: - 1 Jn' C` i p c ! 5 Pt,a,e No : j� ❑ Approved per applicable codes. b'+ Corrections required prior to approval. COMMENTS: as,.. s � i - q. 6' ii" .A it ,• 4,.1,16 4 4 v S S 'I :, i II { I Inspector: G ,.... , ■ _6,01; /l�^ Date: 9_ 4 I I .. 1 I JJ ❑ 0.00 REINSPECTION FEE REQUIRED. Prior to reinspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Y [R4tNo. oats: I : ; �( . r 7 � i ,,' 14 .� u . i ,. �' 6:.,. c.. rL= f.: l� �, tii rtid:ci+r++rl�k'yi::�.."7a�..1. . � . :ri �r.�!�vrk � $ � 'w}.: '.«�•�4��,1: ..� `R "�', ..1F(' NSPECTION RECORD 15 / Retain a copy with permit 0 CITY OF TUKWILA BUILDING DIVISION ' A 6300 Southcenter. Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 ro ect: a � c - (3\ GEC ype o ns ion: outs \ pour__ Address: W;1:) I S.C'el* r' \ n / Date alled C: c f / p , /9 Special Instructions: �~' 1 O � ted: ' I • spec . ` �� p' 'Requester: con Phone No.: 675 6 l Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: P-cc3a t 2 +C1 t T 4§35 n 14AUr, skS tilt St — . • • nspect 1 ippi I n S 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1' • 1 • . 3 - L. • ■ /- , s C INSPECTION RECORD Retain a copy with permit 01 I 1 SPECT1ON NO. \\\ •■••• 1 CITY OF TUKWILA BUILDING DIVISION \.4 • 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (.06) 431 6 0 • ... • - i 41 ype o ns • 01.10, rei, Address: s Dale Called: j Special Instructions: 0 c, Wanted: 4121..m. '3pee. ■ nssio 3equester: H a_n • Ph°1 G75 CO 7 7 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: I (l A nr0 krt 2 44s 6; ck" 9 EJ. gaexi`i.ifv•N A IL • 3-4". I Pit-44 . r spectoc Dale: ,,--- I 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. e: • ,„: INSPECTION RECORD rs 62 Retain a copy with permit 0111 . • *6 I . l'o CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 It v t. (206) 431-3670 Project: A- PLAC,e_ Type orinspectioneNeRM A 127 Addres1 5,ailiebnrog. pti atecakd: - 15 Special Instructions: Date Wanted: ci p.m. 'Requester: s zrg..e.L&fipziu8 No.: 6 t o ( 07 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: ( ( A SPC7 i to - S 64G Lir r-az ky-- 0. ILasz4.00A, A rt.4" s crk.c nspector: $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. j Oate *ti INSPECTION RECORD 0 Retain a copy with permit - . ire. 4 • T CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ) (206) 431-3670 PLAC-C- Type of . lpeclion:N - r egv -- c Address: )-7 5 07.40p9ag Date Called: Special Instructions: Date Wanted: : 9 :7 545 P.m. liequester: f' iNsP. Q i:00A& 0 Approved per applicab Lrections required prior to approval. WNW. COMMENTS: S t c.ec.400 — p I 11(s-S 4 G .4,- 4-raf 9-0,45,e of ig-4:11■itvA v., A X4r ap.) gertf • I- C 4 IN__ "Tiate 5 c I 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, tee must be paid at • 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. IWEZF"-------1SF:— ..'; / 0 \ 0 . , INSPECTION RECORD Retain a copy with permit , • ' I.. • • r Vi • 11 • 0 :3 CITY OF TUKWILA BUILDING DIVISION peal° 4 ..,t, ., , • 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Project: f3 ' NI Ft...A04— ype o f 1 ns n: 46, e ,., Address: Date Called: t% / ,,. Special Instructions: Date Wanted: , (I (9 ( (ri. p.m. 7 A 14A Requester: i 1 Phone NO.: ...... ,, IR Approved per applicable codes. El Corrections required prior to approval. ..1 COMMENTS: - ,• .5c.i....- fai..-• f...i SefiCrcl 114 ICS'S $' 61 Z5C - 3‘..c A.N0 ..':,',i i %....LE'r-F 6 Tr. C) . 1 i Ait-e V 1..i (-4,,...... ,ss‘..4 , rz 0 c., h 8-4,w el•P•C■r • t4 4 .?, ... .., kAi .., ...:i.' ;;. ..':. ....• ..... iP! nspector: Alb Date: aq ' I - ‘ l q (-- , ■ -";‘• i 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I RecoOtNo.: 1 747-- ..,, ,,,..., ,„ ,.,,,;t, � INSPECTION RECORD � s Retain a copy with permit 0 ‘i 1 .f. INSPECTION NO. • ` ` �. J . CITY OF TUKWILA BUILDING DIVISION U. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I V ,•h. (206) 431 -3670 'roe.: 6 ".'?— [ La cs.. ypeo o ns.: « • a �a . • . ress: 5 . G 'ate w 1: : . Sp : • : nstruct one: Date 'anted: a 131 ee ' a m p.m. ' . l a G ti. 'equesler. 1-4A-ra1c,__ , k I Approved per applicable codes. 0 Corrections required prior to approval. 4 COMMENTS: :' .., 4.F fv- R4T6c- A L U'rJ ;'v F . is :pry nspector: G..- ..A..12 _ Date: 4 3 i 31 c ! . . 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, tee must be paid at i 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. , ;: R _ r I Recept No.: [We: ' ( C 0 . li INSPECTION RECORD .. 0 I I ( Retain a copy with permit , , • - 0 I O. ' ' T .- I • . CITY OF TUKWILA BUILDING DIVISION \o.:3 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 , Project: r t-, A 4(-- Type of InspectWn: sLe4 p P._ A a L A 12. -PI-A c %k"" Address: Date Called: /Z Special Instructions: Date Wanted: (5,) ii r (p.m, Requester: Phone No.: ' 575- C/G70 . , IZ Approved per applicable codes. 0 Corrections required prior to approval. - . , COMMENTS: ...v. A t...- ( NI WEc.-To it- , 1 leie.GLE Di: .-:.. ,.--1 (I'm 11-s‘c.-10A(../.. r3 0 ,..1 ..,, . .., ._. ,.. . {. .,. f. . • , V - ' , ■ ,+. . 4 ... . , I Inspector: ) N ( ,_. .r , Date: IN / ,., 1 *---- I , ............91v, , 0 $30.00 REINSPECTIORFEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. . t Receipt No.: ..- • -:, - in 4 • 0. -,..' 4 t :.....,, .::'.......',„ , ,,, , :.,3,„'.. , "• . . , , — :4,..,, ... A ' .{.■ , ,,, ' V T,',7, .1 .. i g S . . ,', ■••■•■■■••■11r. INSPECTION RECORD 0 4575 — Retain a copy with permit . 04/ 145 CITY OF TUKWILA BUILDING DIVISION V •,\..■ V • 6300 Southcenter Blvd., #100, Tukwila, WA 98188 4 (206) 431 ProjectR Type of Inspectiong/ / 4) , Address: Date Called: -xr$ / —.6 Aliord Sp: -rt nstruct ons: Date rMIEFAIKArki ,of • " 77•0 3 0 7 007 e inteed - 7a9 Phone at_ ApproVed per applicable codes. El Corrections required prior to approval. COMMENTS: - :To 666 c a s 0,0-3,1euAcA, Os) .3' /TNT , 7z.) . . nspector: II' /1)1 El $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at ' • 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. =1°.: Date: r -• ' ' Itkifektilitellolo1441saivtztitaffaatAtiidziuttskiLitalavtrs.itANANakAt.:Ze r ; INSPECTION RECORD ( - ) . \ / 'S Retain a copy with permit 0/// INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION �- 4 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 ro 201 a,,,,, /0 toe Type of Inspec lfon (,.;?l�l.�l� AL-- Address: , / � • Date Called: f3 Special instructions: Date Wanted: (6 �. QtJ /43/414 Requester: / re r Phone No.: 7 redoc Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: A c_- r w Jr o -3 1 vE Ft= avlsg 13 v.c k.0 ►J OP erer /2-4,4\r" n j ic, m 41 I Inspector: I Date: ul r— ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Recoil No.: fle: I Mill. fYs ., fiq'..:Else..," :eigik..: n:6 ks` a : 'A.:... ova; . z • / 4" ANS,PECTION RECORD C Retain a copy with permit 011 •• - • 1 PER NO. CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd., #100, Tukwila, WA 98188 r (206) 431-3670 Aim Project: 10 Type dins. .n: A lp -dr .. ( t e / C1'4 SP a arUWnr e Dale Wanted: /000 Requester: Plow No.: gl per applicable codes. El Corrections required prior to approval. COMMENTS: • • • Inspector Date: 4/7 a 14 lag 9;1 $30.00 REINSPECT ‚4 FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. W z "Z-' 4/ OC o -Sk 7 % ‘al,,,,, al -cer C A 4 • 1 7 • u'Y: •' v 1........ gi's% iiii6' - 1: ; 4:t-- ' 28.49 . 28.51 26.78 c �'0 � c p . 28.67 � Pe + � c O ,a ® �d�-�' ! 29.09 25.98 • \� 9 s4 1,, 0 40 O ,('�p 04, • ,,b��� 'e 2• `. • 4.55 '11 J 29. 74,4. 25.94 � -Y �`'O 30.0349 5.97 F. 0 15 d�� O y O yO 30.6 * 6.00 O `A�'' Q UO d O� I,/ Age \G 0 O� ,0 .'' 25.78 O �n , 1b O� 430. 2 56 Or 0 /. 6Q- � . • 25.79 26.14 •• \S. CY 0 OJ6. , � if f 110 � +0`09 �CG z C.".),..) 01t92 O y0 CO O \ 31 P A'. La v7 rn ��, d 26.21 d. U ^ 4 O q! � , l 'fi W o to 'V 41 /O (t° 26.04 2 �� y0 0 , e0 0 32.16 �\,� m 0 � Q R ce (2 ;11 % ? 31.93 4i1 6'4 . '4 0 8 z 0 Ns 4 S' < ar 31.90 rip t ∎ N .Wz • 30.16 31,9 73 26.05 ' j z , r c'!� • � ��,� . " H a zoo � .r a , 6 O ,. Z Q z U 31.81. ��r' " � ' e , W M Q . • �a - (1 Z U I R CV tt. 25.94 2 5. : Q ' ra o 31.94 f, , 4k. i 5 i 41 t> 04 26.16 _.._. ' "' 'Al.. • 04 0.00 al ‘1117 • C.' g II. I U. . ;ei li4E ,icc ki l ' 8 1 1::::, a. a. 0 ...) . • ...,.... .• . . . , • 28.49 28.51 26.78 . t V tea'. Sys �� J Od, 28.87 1 I P , � , 26.40 <. ,a® �d,,� `y am s / ,�, 29.09 • 25.98 . 9 •5+, 04, 4 (3,p, ' •• c-- 'Yo 0,4 , ob., ‘,- . .,• . .. ,.. . • ?)4,-(,,,, ,, Jp 2 29.74 . 4.55 �1 _ , �'�,• 2 59 794 d'� �' y 30.03 � , � .. ,a ® t.9 � J RP i lO 30.62 i' '. 114 02g%5 yp `�.( ♦�•• 26.00 / �R OLc . ) lb, V� 0 . 25.78 • Op \\ , p°( "' 31.04 �` v p ° y7 � ! . • 5.96 p `� :'i" ( "•::-... 1 p , y yp ' ep • $ 41 1) 0 \y ) •c% 0 5 g 0 0 � J , O. 26.0 �` 0� Z 0 Q a f , � � p 032. �� >- w0 0- --A ,�� op t .�- � � * f m o rt R CC Oti 31.93 + �� W 0 IX N Q 0 I \)� Q w L [f] ■ 30.16 31 9490 rl, . . N r • 3 V Cg 6 26.05 1 IN . c, l. kb. ! 1-- a Z o b 1 31.81 q c „ ' mo ` O 2= a U (' . , ` 25.94 2 5. ' .: ' w ti.g i - ' c Z, n Z Q O • 31.94 i, 4 ' '7 r 4 w 04 26.16 ii .... ' I . 1 N0.00 C ' 0.00 , ! ,, . , 9507210115 RECEIVED THIS DAY RECEIVED R R-c % y ED ` ; CITY OF TUKWILA ;M AUG 0 1995 Jut. 21 8 35 M1 '95 PERMIT CENTER DEVELOPME ' :i... ; .,, • DECLARATION OF RESTRICTIVE COVENAN''I THIS DECLARATION is made and executed this 15th day of March 1995 by P- 6 3/PARKWAY L.L.C.. and PARKWAY PROPERTIES INC. (P.P.I.). 2 SECTION 1. RECITALS 1.01 Ownership. P -3 is the owner of the real property in King County, Washington, described in Exhibit A hereto ( "P -3 "). PARKWAY PROPERTIES INC. (P.P.I.).is the owner of the adjacent real property described in Exhibit B hereto P.P.I. ( "Property "). tit 1.02 Purpose. In order to preserve and protect the value of such properties, and to permit construction of buildings of "unlimited size" on such properties by ensuring the existence of yards not less than 60' in width between buildings, P -3 and P.P.I desire to impose the Restrictive Covenant set forth in Section 2 on that portion of the properties described in Exhibit C, (P -3 Property) and Exhibit D (P.P.I. Property), ( "Restricted C Areas" together shown on Exhibit F) for the benefit of the owners of the P.P.I. Property tin and the P -3 Property. SECTION 2. RESTRICTIVE COVENANT 2.01 Restrictive Covenant. In consideration of the mutual terms, covenants and conditions set forth herein and for other good and valuable consideration the receipt and sufficiency of which is hereby acknowledged, P -3 and hereby mutually agree and declare that the P -3 Property and the P.P.I. Property are now held and shall be transferred, sold, encumbered, rented, leased, conveyed, used and occupied subject to the restriction that no building or other structure shall be constructed, placed or installed on the Restricted Areas. 2.02 Permitted Uses. This restrictive Covenant shall not prevent the construction of roadways, parking lots, sidewalks, walkways, gardens, landscaped areas, railroad tracks or underground utilities of any sort upon, under or across the Restricted Areas. SECTION 3. MODIFICATION AND TERMINATION 3.01 Building Code Change. In the event that the City of Tukwila reduces or removes the Uniform Building Code requirement for a 60 -foot yard surrounding building of "unlimited size ", this Restrictive Covenant shall be modified or terminated accordingly. ( SECTION 4. MISCELLANEOUS 4.01 Runs with Land. This Restrictive Covenant shall run with the Property and be binding upon all parties having any right, title, or interest in the P -3 property and the P, P,a • Property or any part thereof, their heirs, successors and assigns. 4.02 Applicable Law /Costs. This agreement shall be governed by and construed in accordance with the laws of the State of Washington. It is agreed that the venue of any legal action brought to enforce this Agreement shall be in King County, Washington. In the event of any litigation to enforce or interpret the rights and obligations set forth herein, the prevailing party shall be entitled to an award of reasonable costs, expenses and attorneys' fees in connection therewith, at trial and on appeal. EXECUTED as of the date first written above. PRESENT OWNER OF THE PARK AY PRO r1 E5 I NG, PARKwhy PROPERTY: BY: Lei a � ITS: ri4 P• : KwA� PRESENT OWNER OF THE P- L.trc P -3 PROPERTY: BY A.1740 l _ • 1J� Cr) ITS: 4! AN PFCE VED AUG 1 91995 DEVELOPMENT • ( { NOTARY STATE OF WASHINGTON ) ss, COUNTY OF KING ��LL On this" day of 19 " before me, I La. r a Notary Public, State of Washington, duly licensed sworn, personally appeared .i 1' - . r IA A 4 4 personally known to me (or proved to me on the basis f satisfactory evidence) • be the person who executed the within instrument as , or on behalf of the partnership therein named. IN WITNESS WHEREOF I have hereunto set my hand and affixed my official seal in the State of Washington, County of King, on the date set forth above in this certificate. CHRISTINE A. PRICE STATE OF WASHINGTON NOTARY PUBLIC, State o ngto NOTARY PUBLIC My commission expires Wa L - V MY COMMISSION EXPIRES 9 - 27 - 98 STATE OF WASHINGTON ) fr4 g tT ) ss. 94 COUNTY OF 1 19 ! On this • 2- �' day of , S before me , THOMA1 C. rAv , a Notary Public, State of Washington, licensed and sworn, personally appeared Harold Iverson personally known to me (or proved to me on the basis of satisfactory evidence) to be the person who executed the within instrument, as President on behalf of Parkway Properties Inc, the corporation therein named and acknowledged to me that such corporation executed the within Lease pursuant to its by -laws or a resolution of its board of directors. IN WITNESS WHE OF I . . - : to set my hand and affixed my official seal in the State of Washingto_ ; .•;.:. \Ki g, on the date set fo :bove in this certificate. O tPS 9 a i , ,``Z`,.•�\ssion' *. G/ t • NOTAR y� ? 4 ' OTARY PUB I , State of Washington i' * :• PU --� C * My commiss' xpires: `� ^ -q i g. F '► 9 i' •.ftr 01 19 .' F :Alio I U " I99S uEVELOPJ� .. +' I 25 • • EXHIBIT A • • RECFN D 1 0 1995 O�Vt�uN LEGAL DESCRIPTION © 262304 67 POR SE 1/4 OF SW 1/4 SEC 26 -23 -04 & OF NE 1/4 OF NW 1/4 SE C 35 -23 -04 - BEG NE COR SD NE 1/4 OF NW 1/4 TH N 87 -45 -57 W 481.05 F T TO W MGN SOUTHCENTER PARKWAY TH S 11-59-33 E 41.27 FT TH N 87 -45 -5 7 W 210 FT TO TPOB TH CONTG N 87 -45 -57 W 19.11 FT TH S 42 -30 -27 W 53 7.51 FT TAP ON A LN 19.5 FT SWLY OF C/L OF 19 FTWIDE RR ESMT TH NLY ALG A LN WCH IS CONCENTRIC & PLW SD C/L ALG CURVE TO RGT CENTER BEAR ING N 48 -31 -03 E RAD 429.78 FT ARC DIST 433.55 FT THRU C/A 57 -47 -52 TH CONTG ALG SD PLL LN N 16 -18 -55 E 50.03 FT TO S LN OF SD SEC 26 TH S 87 -45 -57 E 20.10 FT TO C/L EXISTING RR ESMT TH N 16 -18 -55 E 164.16 FT TH ALG CURVE TO ROT RAD 66t74 FT ARC DIST 184.73 FT •THRU C/A 15- 59-40 TH N 00 -19 -15 E 528,93 FT TH CONTG ALG SD C/L ON CURVE TO RGT RAD 410.28 FT ARC DIST 239.28 FT THRU C/A 33 -24 -54 TH S 88 -51 -25 E34 .64 FT TH S 01 -08 -35 W 198.66 FT TH N 86 -40 -03 E 274.13 FT TO W MGN SOUTHCENTER PARKWAY TH SLY ALG SD W MGN ON CURVE TO LFT CENTER BEAR ING N 85 -13 -08 E RAD 991.37 FT ARC DIST 40 FT THRU C/A 02 -18 42 TH S 85 -12 -11 W 182 FT TH S 11 -59 -33 E 261.67 FT TH S 88 -25 -36 E 115.17 FT TH N 11 -59 -33 W 9t74 FT TH S 88 -25 -36 E 66.85 FT TO W MGN SOUTHCENTER PARKWAY TH S 11 -59 -33 E 531.16 FT TH N 87 -45 -57 W 210 FT TH S 11 -59 -33 E 235.54 FT TO TPOB LESS POR WITHIN U P RR ESMT & AKA PARCEL B OF CITY OF TUKWLA BDRY LN ADJ NO BLA 8 -79 RECORDED 7908230752. • • . • _.. EX H I (317" B • � RRKw4y PQoPGYZTIES ING.. Lc G A c_ best 1 !1'7 1.1 • r THAT PORTION OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 26; THENCE NORTH 87 °45'57" WEST ALONG THE SOUTH LINE OF SAID SOUTHEAST 1/4 OF THE SOUTHWEST 1/4, A DISTANCE OF 481.05 FEET TO THE WEST MARGIN OF SOUTHCENTER PARKWAY; THENCE CONTINUING NORTH 87 °45'57" WEST ALONG SAID SOUTH LINE, A DISTANCE OF 680 FEET, MORE OR LESS, TO A POINT ON A LINE WHICH IS PARALLEL WITH AND 39.0 FEET NORTHWESTERLY OF THE CENTERLINE OF A 19 FOOT RAILROAD EASEMENT ESTABLISHED BY INSTRUMENT RECORDED UNDER RECORDING NO. 6643573 AND THE TRUE POINT OF BEGINNING; THENCE NORTH 16 °18'55" EAST ALONG SAID PARALLEL LINE 92 FEET, MORE OR LESS, TO THE CENTERLINE OF A 40 FOOT DRAINAGE EASEMENT GRANTED TO THE STATE OF WASHINGTON BY INSTRUMENT RECORDED UNDER RECORDING NO. 6233536; THENCE NORTH 50 °38'32" WEST ALONG SAID DRAINAGE EASEMENT CENTERLINE 224 FEET, MORE OR LESS, TO THE WEST LINE OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SAID SECTION 26; THENCE SOUTH 00 °56'36" WEST ALONG SAID WEST LINE TO THE SOUTHWEST CORNER OF SAID SUBDIVISION; THENCE EAST ALONG THE SOUTH LINE OF SAID SUBDIVISION TO THE TRUE POINT OF BEGINNING; TOGETHER WITH ALL RIGHTS IN THOSE CERTAIN 15 FOOT EASEMENTS RESERVED IN DOCUMENTS RECORDED UNDER KING COUNTY RECORDING NOS. 7701050685 AND 7701050686; SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. RECEIVED 0 AUG 11 0 1995 DEVELOPMENT Q CI PAGE 6 0860877 • EXHIBIT C BUSH, ROED & HITCHINGS, INC. AUC 0 199` D _�rwlE��ll• NO BUILD EASEMENT DESCRIPTION THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE INTERSECTION OF THE SOUTH LINE OF SAID • C. EXHIBIT D FiFCEdVED BUSH, ROED & HITCHINGS, INC. AUG 1 fl 1995 r NO BUILD EASEMENT DESCRIPTION • �� ✓ _,� ar'tv�Nl` IVERSON PROPERTY THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE INTERSECTION OF THE SOUTH LINE OF SAID SUBDIVISION WITH A LINE LYING 39.00 FEET NORTHWESTERLY OF THE CENTERLINE OF A RAILROAD EASEMENT 19.00 FEET IN WIDTH AS ESTABLISHED BY INSTRUMENT RECORDED UNDER KING COUNTY RECORDING NO. 6643573, THENCE NORTH 16 °18 EAST 54.99 FEET ALONG SAID PARALLEL LINE TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 16 °18 "55" EAST 37.37 FEET TO THE CENTERLINE OF A DRAINAGE EASEMENT 40.00 FEET IN WIDTH GRANTED TO THE STATE OF WASHINGTON BY INSTRUMENT RECORDED UNDER KING COUNTY RECORDING NO. 6233536; THENCE NORTH 50 °38 WEST 38.15 FEET ALONG LAST SAID EASEMENT CENTERLINE; THENCE SOUTH 02 °22'40" WEST 13.22 FEET TO THE BEGINNING OF A CURVE CONCAVE NORTHEASTERLY HAVING A RADIUS OF 60.00 FEET; THENCE SOUTHERLY AND SOUTHEASTERLY 52.42 FEET ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 50 °03'22" TO THE TRUE POINT OF BEGINNING. Lit . SITUATE IN THE CITY OF TUKWILA, KING COUNTY, WASHINGTON. 104 .,,, PARKWAY PLACE CNI NI A A . N ! C ; WILLIAM A. HICKOX, P.L.S. & 4,� 0V W 1141,4T- p BRH JOB NO. 94187.02 • 0 s MARCH 6, 1995 . `. , } bt . i l . ° 1 k. • EXPRE5 WIT/ EXHIBIT F • / NO BUILD EASEMENT DIAGRAM • / 7 I'VERSON PROPERTY / / . / / / / / 'ARKwA.‘r . / / 20' WSDOT ACCESS EASEMENT PROP Ti FS/ / v..! l N • " AREA ON IVERSON PROPERTY p(� / :` NEEDED TO ACHEIVE 60' isl SETBACK FROM (ALONG, Li !J6/ / f.4, REQUIRED FOR vN CONSTRUCTION TYPE, : ;� SPRNKLERED, UNLIMITED AREA, SHOWN SHADED raw . 20 FRONT YARD SETBACK / / �_ / / —___. rixt , ^-- Q -• •a =-"r.� 1 1. 4 1, °:•=-�" itt :Uir -i ( } DUMPSTER & RECYCLING / ••'') - AREA 1700 SF �O + 3 1 -���� I k _,-, iv 8' • " i F...4 - ____) / -......„, I _ �Y _ _._ T— .., �� • �.... ........- �,....,...�n��,� 1 7~ _J-, (- E PROJETPAPJ P TURNER & SZ IA. SETH CALF: 1 8420 24th Pbce N.E. Seotlb WA 98155 .._ -_._ 7 �cALE: T' - 30' -0 AhCITECTS ® // T0: ROY BENNON : � Fax 682 -1040 ~T~ TEL (206) 365 -7431 FAX: (206) 365 -7504 r 9507210283 AMENDMENT OF EASEMENT AUG 1 0 1995 ("Amendment") 2,0 +'IA day of R: OF EASEMENT Amendment is entered into this 3, 1995, by and between PACIFIC NORTHWEST GROUP A. a joint venture consisting of State r. n of California Public Employees' Retirement System and California State Teachers' Retirement System ( "PNGA "), and P- 3/PARKWAY L.L.C., a Washington limited liability company ( "P -3 "). RECITALS A. By that certain Special Warranty Deed, Assignment of Rights and Assignment of Lessor's Interest in Lease dated December 29, 1989, and recorded under King County Auditor's File No. 8912290859 (the "Special Warranty Deed "), PNGA conveyed certain real property to Shidler/West 5-' Finance Partners III Limited Partnership ( "Shidler/West "), reserving unto itself an ingress /egress easement over the real property legally described on Exhibit A attached hereto and incorporated CJI herein by this reference (the "Easement "); and B. P -3 has succeeded to the interest of Shidler/West under the Special Warranty Deed; t; and C. The parties hereby desire to amend the location of the Easement. NOW, THEREFORE, in consideration of the mutual promises contained herein and other valuable consideration, the receipt of which is hereby acknowledged, the parties hereto agree as follows: AGREEMENT 1. The legal description of the Easement shall be and hereby is amended to read as set forth in Exhibit B, attached hereto and incorporated herein by this reference, as shown on Exhibit C attached hereto and incorporated herein by this reference. 2. Except as modified by paragraph 1 above, all of the rights and interests deeded, granted. assigned and reserved under the Special Warranty Deed remain in full force and effect. 3. This Amendment may be signed in any number of counterparts, all of which together shall be deemed to be one and the same document. IN WITNESS WHEREOF, the parties hereto have executed this Amendment of Easement on the day and year first above written. PACIFIC NORTHWEST GROUP A, a California joint venture COPY RECEIVED By: STATE OF CALIFORNIA PUBLIC EMPLOYEES' RETIREMENT SYSTEM, JUL 21 1995 Joint Venturer KC RECORDS , By: Its: MO GAGE VESTMENT FFICER -1 1, NIKGiPNGX.EkS1;A.NIND.CLC • • CALIFORNIA STATE TEACHERS' UF-CEIVE RETIREMENT SYSTEM, Joint Venturer AUG 1 fl 995 A,C120 "Loetv1ENT Bv: Its: ClaciArrq c‘44q..g.\--N4.6c22A-k-u)Q- P-3/PARKWAY L.L.C., a Washington limited liability company By: Ili '■11110 • Sandorffy, Manager - 2 - 1.VINIKCAPSONEASEANIND.CLC . . • RE V' E% ° EO State of California AUG 1 o 1995 ss. County of Sacramento ) EV DEVELOPMENT On July 19. 1995 , before me, Carol Javma, Notary Public , personally appeared Roger Franz , personally known to me (or proved to me on the basis of satisfactory evidence) to be the person whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity, and that by his signature on the instrument the person, or the entity on behalf of which the person acted, executed the instrument. WITNESS my hand and official seal: ,,; OFFICIAL SEAL . W CARO WWSON 5 0,7,5 ` ' NO TARY PUBLIC - C atio_e Lcakisvv-- MISS COMION N 0481130 M 1►Ccmm mISS Ems. Nov. 29, 1995 • R AUG 1 0 STATE OF e,,, .�.tw ) �, ,..,:�.�.�, Y ) ss. DEVELOPMENT COUNTY OF I certify that I know or have satisfactory evidence that // &e t.i y 01404- is the person who appeared before me, and said person acknowledged that .<4 signed this instrument. on oath stated that ,S, r,, was authorized to execute the instrument and acknowledged it as the Qepo -{z, C ED of CALIFORNIA STATE TEACHERS' RETIREMENT SYSTEM. to be the free and voluntary act of such joint venturer for the uses and purposes mentioned in this instrument. DATED: 7/7/75 (Signature) MARY E. W i 86 M l f f / /e S :.w' v ' COMM . t 1019670 z V�',_,.. Notary Public — eaarorr,la (Please print name legibly) SACRAMENTO COUNTY My Comm. Explres APR 19. 1998 _ NOTARY PUBLIC in and for the State of c*/,4o2Nm residing at 7667 /smn R /dc/ 54x4,, My commission expires !/f �___ .4_ :NII:o‘r::c,\*EASEAMi .D CLc STAT$ OF WASHINGTON ) AUG .1 ® 1995 ) ss. COUNTY OF KING ) (..,...—. °•–•,, , Y DEVELOPMENT I certify that I know or have satisfactory evidence that MICHAEL SANDORFFY is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated . that he was authorized to execute the instrument and acknowledged it as the Manager of P- 3/PARKWAY L.L.C. to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. DATED: e S o stouite fq ignature) ,� ...�... �t Mar em K. G l o To • '� (Please print name le wi • s w� ; � NOTARY PUBLIC in and for the 11 iS 7 0 ', State of Washington, residing $ 0, F ... ... r Y v, •'` . p,, at ?p it- ft)t'1 ti►i Attwde My commission expires 2 6 1 • 5 .NIKCPNCIANEASEANIND CLC R E C E N P D EXHIBIT A TO ; li6 i 1995 AMENDMENT OF EASEMENT OEVELM of Easement in Special Warranty Deed Easement for ingress and egress described as follows: Beginning at the northeast corner of the northeast quarter of the northwest quarter of Section 35, Township 23 North, Range 4 East, W.M., in the City of Tukwila, County of King, State of Washington; Thence N 87 °45'57" W along the north line of said northeast quarter of the northwest quarter a distance of 481.05 feet to the west margin of Southcenter Parkway as established in King County Auditor's File No. 6343848; Thence S 11°59'33" E along said west margin a distance of 41.27 feet; Thence N 87 °45'57" W a distance of 210.00 feet to the true point of beginning; Thence continuing N 87 °45'57" W a distance of 19.11 feet; Thence S 42°30'27" W a distance of 26.38 feet; Thence N 11°59'33" W a distance of 336.32 feet; Thence N 02 °14'03" E a distance of 108.30 feet; Thence N 11°59'33" W a distance of 519.86 feet; Thence N 88°51'25" W a distance of 152.31 feet to the centerline of a railroad easement as described under King County Receiving No. 7711090221; Thence northerly along said centerline on a curve to the right, the center of which bears S 89°05'19" E having a radius of 410.28 feet, an arc distance of 24.01 feet through a central angle of 03°21'11 "; Thence leaving said centerline of the railroad easement S 88°51'25" E a distance of 78.65 feet; Thence N 01°08'35" E a distance of 198.66 feet; Thence S 88°51'25" E a distance of 20.00 feet; Thence S 01°08'35" W a distance of 198.66 feet; Thence N 86 °40'03" E a distance of 274.13 feet to the west margin of Southcenter Parkway as established in King County Auditor's File No. 6343868; Thence southerly along said west margin on a curve to the left, the center of which bears N 85°13'08" E having a radius of 991.37 feet, an arc distance of 40.00 feet through a central angle of 02°18'42"; Thence leaving said west margin of Southcenter Parkway S 85 °12'11" W a distance of 182.00 feet; Thence S 11°59'33" E a distance of 502.04 feet; Thence S 02 °14'03" W a distance of 27.67 feet; Thence S 87 °45'57" E a distance of 189.56 feet to the west margin of Southcenter Parkway as established in King County Auditor's File No. 6343867; Thence S 11°59'33" E along said west margin a distance of 56.74 feet; Thence N 87 °45'57" W a distance of 203.50 feet; Thence S 02 °14'03" W a distance of 25.63 feet; Thence S 11°59'33" E a distance of 320.70 feet to the true point of beginning. J: \'MKC PNOA EAST AMND.CLC A -1 RECEIVED E EXHIBIT B BUSH, ROED s: HITCHINGS, INC. i\US 1195 INGRESS AND EGRESS EASEMENT DESCRIPTION THOSE 6 I F THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 26, AND OF THE NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 35, ALL IN TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF SAID NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 35, THENCE NORTH 87 °45'57" WEST 481.05 FEET ALONG THE NORTH LINE OF SAID NORTHEAST QUARTER OF THE NORTHWEST QUARTER TO THE WESTERLY MARGIN OF SOUTHCENTER PARKWAY AS ESTABLISHED IN KING COUNTY AUDITOR'S FILE NO. 6343848; THENCE SOUTH 11 °59'33" EAST 41.27 FEET ALONG SAID WESTERLY MARGIN; • THENCE NORTH 87 °45'57" WEST 210.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 87 °45'57" WEST 19.11 FEET; THENCE SOUTH 42 °30'27" WEST 39.46 FEET; THENCE NORTH 47 °26'18" WEST 174.12 FEET; THENCE NORTH 02 °22'40" EAST 195.73 FEET; THENCE NORTH 32 °15'24" EAST 38.14 FEET; THENCE NORTH 02 °22'40" EAST 225.95 FEET; THENCE NORTH 27 °37'12" WEST 38.00 FEET; THENCE NORTH 02 °22'40" EAST 129.78 FEET; THENCE NORTH 11 °59'33" WEST 204.12 FEET; THENCE NORTH 87 °37'20" WEST 172.34 FEET TO THE CENTERLINE OF A RAILROAD EASEMENT ESTABLISHED BY INSTRUMENT RECORDED UNDER KING COUNTY RECORDING NO. 7711090221; THENCE ALONG SAID CENTERLINE THE FOLLOWING TWO COURSES: THENCE NORTH 00 °19'15" EAST 12.66 FEET TO THE BEGINNING OF A CURVE CONCAVE EASTERLY HAVING A RADIUS OF 410.28 FEET; THENCE NORTHERLY 31.86 FEET ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 04 °26'59 "; THENCE LEAVING SAID CENTERLINE SOUTH 76 °49'59" EAST 80.19 FEET; THENCE NORTH 01 °08'35" EAST 211.75 FEET; THENCE SOUTH 88 °51'25" EAST 20.00 FEET; THENCE SOUTH 01 °08'35" WEST 198.66 FEET; THENCE NORTH 86 °40'03" EAST 274.13 FEET TO SAID WESTERLY MARGIN OF SOUTHCENTER PARKWAY AND THE BEGINNING OF A NON — TANGENT CURVE CONCAVE EASTERLY HAVING A RADIUS OF 991.37 FEET (A RADIAL LINE THROUGH SAID BEGINNING BEARS SOUTH 85 °13'08" WEST); THENCE SOUTHERLY 40.00 FEET ALONG SAID CURVE AND WESTERLY MARGIN THROUGH A CENTRAL ANGLE OF 02 °18'42 "; THENCE LEAVING SAID WESTERLY MARGIN SOUTH 85 °12'11" WEST 182.00 FEET; THENCE SOUTH 11 °59'33" EAST 209.11 FEET; THENCE SOUTH 02 °22'40" WEST 126.24 FEET; THENCE SOUTH 27 °37'12" EAST 28.00 FEET; THENCE SOUTH 02 °22'40" WEST 162.06 FEET; THENCE SOUTH 87 °37'12" EAST 245.95 FEET TO SAID WESTERLY MARGIN OF SOUTHCENTER PARKWAY; 1/2 BUSH, ROED & HITCHINGS, INC. THENCE SOUTH 11 °59'33" EAST 40.26 FEET ALONG SAID WESTERLY MARGIN; THENCE LEAVING SAID WESTERLY MARGIN NORTH 87 °37'12" WEST 255.94 FEET; THENCE SOUTH 02 °22'40" WEST 38.26 FEET; THENCE SOUTH 32 °15'24" WEST 38.14 FEET; THENCE SOUTH 02 °22'40" WEST 63.32 FEET TO A POINT HEREINAFTER REFERRED TO AS POINT "A "; THENCE SOUTH 87 °37'20" EAST 78.66 FEET TO A POINT HEREINAFTER REFERRED TO AS POINT "B "; THENCE CONTINUING SOUTH 87 °37'20" EAST 20.65 FEET TO A POINT WHICH BEARS NORTH 11 °59'33" WEST FROM THE TRUE POINT OF BEGINNING; THENCE SOUTH 11 °59'33" EAST 214.59 FEET TO THE TRUE POINT OF BEGINNING; EXCEPT THAT PORTION THEREOF DESCRIBED AS FOLLOWS: COMMENCING AT POINT "A" DESCRIBED ABOVE, THENCE SOUTH 02 °22'40" WEST 18.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 87 °37'20" EAST 83.27 FEET TO A POINT WHICH BEARS SOUTH 11 °59'33" EAST FROM SAID POINT "B "; THENCE SOUTH 11 °59'33" EAST 35.76 FEET; THENCE NORTH 87 °37'20" WEST 92.15 FEET TO A POINT WHICH BEARS SOUTH 02 °22'40" WEST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 02 °22'40" EAST 34.65 FEET TO THE TRUE POINT OF BEGINNING; ALSO EXCEPT THAT PORTION THEREOF DESCRIBED AS FOLLOWS: COMMENCING AT SAID POINT "A ", THENCE SOUTH 02 °22'40" WEST 70.65 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 87 °37'20" EAST 96.76 FEET TO A POINT WHICH BEARS SOUTH 11 °59'33" EAST FROM SAID POINT "B "; THENCE SOUTH 11°59'33" EAST 112.43 FEET; THENCE SOUTH 42 °30'27" WEST 18.47 FEET; THENCE NORTH 87 °37'20" WEST 18.58 FEET; THENCE NORTH 47 °26'18" WEST 123.28 FEET TO A POINT WHICH BEARS SOUTH 02 °22'40" WEST FROM THE TRUE POINT OF BEGINNING; THENCE NORTH 02 °22'40" EAST 43.49 FEET TO THE TRUE POINT OF BEGINNING. SITUATE IN THE CITY OF TUKWILA,.KING COUNTY, WASHINGTON. °` A. lfi�, RENTON VILLAGE ASSOCIATES ,� PARK K PLACE WILLIAM A. HICKOX, P.L.S. ' BRH JOB NO. 94187.02 • �',• 4 et. APRIL 18, 1995 • L LAIC' RECEI\ /ED 71 4 2/2 "`'" .,._.......�_..... � AUG a 1995 449 C . I DEVELOPMENT , . . , . . . . . • . • ,... ,,„„..... ,...— . • •........... . .... 1 (- - . - . , , , • k. . 1 1 •, 1 1 .g. • 11).1 . .:•:: 1 .... • .!,:, i # 1 . Aut.; 1 01995 :::: - -1 , . .. . 11. . ( . 7Alirr ,,,,e•IL: ,, r ...... if.:NT • t . ..... • r % • I I i 1.) 0 .... ..... ..: , . , , , , , , , . . • ;-)*,4-.,-.)---; . , • • ,,,,,,, 1.- 1 I ....i r r 1 1 n ---\ • n r . 1 lj \ • i . 1 ... ,..., - ... . . 1-4-i ..... • 1 ri ,,--\ ..... 1 n ) __ • , 1 . , r 1 1 T / i r /7 N. . . • ,, 4 1 A4r 1 , , , , • . , , .0. , L . , • . /77Tr ; '....En,l,',(a, i ...... — U . I VA . . . {I -- . L3 , • IllilffIlf1 I ; II L). ... ..... .., . %,,,,, c...... ..........: , ..,..... ,,,. EXHIBIT C AMENDMENT OF EASEMENT : , , At1V..‘\■.../ .■ 'T Survey Showing_Amended Easement , . . . • ------ 9507210282 ' P RECEIVED r JUL 2 1. 1995 DECLARATION OF RESTRICTIVE COVENANT aUii fi U 1995 KC RECORDS `, ..Vi { T �. DEVELOPMENT c. THIS DECLARATION OF RESTAICTIVE COVENANT (the "Restrictive Covenant ") is made and executed this ?.o -f'lt day of , 1995, by and between PACIFIC NORTHWEST GROUP A. a joint venture consisting of State of California Public Employees' Retirement System and California State Teachers' Retirement System ( "PNGA "), and P- 3/PARKWAY L.L.C., a Washington limited liability company ( "P -3 "). e c- RECITALS A. P -3 is the owner of the real property in King County, Washington, described on L Exhibit A attached hereto (the "P -3 Property "). PNGA is the owner of the adjacent real property described on Exhibit B attached hereto (the "PNGA Property "). B. In order to (1) preserve and protect the value of such properties, and (2) permit the construction of buildings falling under the "Unlimited" category (as that term is used in the City of Tukwila Uniform Building Code) on such properties by ensuring the existence of a distance of not less than sixty feet (60') between buildings, P -3 and PNGA desire to impose the Restrictive Covenant set forth in Section 1(a) on those portions of the properties described on Exhibit C (the legal description of the restricted area for P -3) and Exhibit D (the legal description of the restricted area for PNGA) (collectively, the "Restricted Areas "), The Restricted Areas are shown on Exhibit E (the drawing of the restricted area for P -3) and Exhibit F (the drawing of the restricted area for PNGA), and the Restrictive Covenant with respect thereto is for the benefit of the P -3 Property and the PNGA Property. NOW, THEREFORE, in consideration of the mutual terms, covenant and conditions set forth in this Restrictive Covenant, and for other good and valuable consideration, the receipt and sufficiency of which is hereby acknowledged, P -3 and PNGA hereby mutually agree and declare as follows: 1. Restrictive Covenant (a) Restrictive Covenant. The P -3 Property and the PNGA Property are now held and shall be transferred, sold, encumbered, rented, leased, conveyed, used, and occupied subject to the restriction that no building or other structure may be constructed, placed or installed on the Restricted Areas. (b) Permitted Uses. This restrictive covenant will not prevent the construction of roadways, parking lots, sidewalks, gardens, landscaped areas, railroad tracks or underground utilities of any sort either upon, under or across the Restricted Areas. 2. Modification or Termination of Restrictive Covenant (a) Building Code Chance. In the event that the City of Tukwila reduces or removes the Uniform Building Code requirement for a sixty foot (60') yard surrounding buildings falling under the "Unlimited" category, this Restrictive Covenant shall be deemed modified or terminated accordingly. -1 J. "M11:G \PNG. +.IRFSTFJCT.CLC .e(b) Damage or Destruction of P -3 Property Building. If the building contemplated to be built on the P -3 Property at the time this Restrictive Covenant is executed (1) is built substantially as planned, and (2) is thereafter damaged, destroyed or demolished, and (3) is not rebuilt or restored within two years from the date of such damage, destruction or demolition, then this Restrictive Covenant will terminate and be of no further force or effect. 3. Miscellaneous (a) Runs with Land. This Restrictive Covenant will run with the land and be binding upon all parties having any right, title, or interest in the P -3 Property and the PNGA Property or any part thereof, their heirs, successors and assigns. (b) Applicable Law: Costs. This Restrictive Covenant will be governed by and construed in accordance with the laws of the State of Washington. It is agreed that the venue of any legal action brought to enforce this Restrictive Covenant will be King County, Washington. In the event of any litigation to enforce or interpret the rights and obligations set forth herein, the substantially prevailing party will be entitled to an award of reasonable costs, expenses and attorneys' fees in connection therewith, at trial and on appeal. (c) Counterparts. This Restrictive Covenant may be signed in any number of counterparts, all of which together shall be deemed to be one and the same document. IN WITNESS WHEREOF, the parties hereto have executed this Restrictive Covenant on the date and year first above written. PRESENT OWNER OF THE PNGA PROPERTY: PACIFIC NORTHWEST GROUP A, a California joint venture By: STATE OF CALIFORNIA PUBLIC EMPLOYEES' RETIREMENT SYSTEM, Joint Venturer RECEIVED AUG 0 1995 By: y DEVELOPMENT Its: . :L: MIT J � , CALIFORNIA STATE TEACHERS' • RETIREMENT SYSTEM, Joint Venturer By: Its: MORTGAGE INVFSTMEW Cf R 2 J.VAMKGVNGA\RESTRICT.CLC • • • 1(b) Daman or Destruction of P -3 Property Buildine. If the building contemplated to be built on the P -3 Property at the time this Restrictive Covenant is executed (1) is built substantially as planned, and (2) is thereafter damaged, destroyed or demolished, and (3) is not rebuilt or restored within two years from the date of such damage, destruction or demolition, then this Restrictive Covenant will terminate and be of no further force or effect. 3. Miscellaneous (a) Runs with Land. This Restrictive Covenant will run with the land and be binding upon all parties having any right, title, or interest in the P -3 Property and the PNGA Property or any part thereof, their heirs, successors and assigns. (b) Applicable Law; Costs. This Restrictive Covenant will be governed by and construed in accordance with the laws of the State of Washington. It is agreed that the venue of any legal action brought to enforce this Restrictive Covenant will be King County, Washington. In the event of any litigation to enforce or interpret the rights and obligations set forth herein, the substantially prevailing party will be entitled to an award of reasonable costs, expenses and attorneys' fees in connection therewith, at trial and on appeal. (c) Counterparts. This Restrictive Covenant may be signed in any number of counterparts, all of which together shall be deemed to be one and the same document. IN WITNESS WHEREOF, the parties hereto have executed this Restrictive Covenant on the date and year first above written. PRESENT OWNER OF THE PNGA PROPERTY: PACIFIC NORTHWEST GROUP A, a California joint venture By: STATE OF CALIFORNIA PUBLIC RECEIVED EMPLOYEES' RETIREMENT SYSTEM, Joint Venturer AIM II 1 01995 DEVELOPMENT By: Its: CALIFORNIA STATE TEACHERS' RETIREMENT SYSTEM, Joint Venturer 2 k r' CAuRF cam►,- ., crF -C 1:\' M1 tiG.PNGA\RESTRICT.CLC • • PRESENT OWNER OF THE P -3 PROPERTY: P -3 /PARKWAY L.L.C., a Washington limited liability company B,. \ e, Mich: el Sandorffy, Manager STATE OF ) ) ss. COUNTY OF ) I certify that I know • ave satisfactory evidence that is the person who appeared bef. - me, and said person acknowledged that signed this instrument, on oath stated that was authorized to execute the instrument and acknowledged it as the of STATE OF CALIFORNIA PUBLIC EMPLOYEES' RETIREMEN YSTEM, to be the free and voluntary act of such joint venturer for the uses and purposes me. ioned in this instrument. ►� ATED: (Signature) � ^-y RF_'QEIV'ED (Please print name legibly) AUG 0 1995 NOTARY PUBLIC in and for the to V ".. State of DEVELOPMENT residing at • My commission expires 3 vNIKO\P\OAIRESTNCT.CLC • • State of California ) ss. County of Sacramento ) On July 19. 1995 , before me, Carol Lawson, Notary Public , personally appeared Roger Franz , personally known to me (or proved to me on the basis of satisfactory evidence) to be the person whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity, and that by his signature on the instrument the person, or the entity on behalf of which the person acted, executed the instrument. WITNESS my hand and official seal: , 948180 ;; '.; y &M AL SEAL i t'��: CMOL UWISON �� y { ` . � NOTARY PUBLIC • C/LLA�OF?IIIA /� \ COMMISSIO 1 N ev-o-Q r` tN"v SACRAMENTO COUNTY MY Commission Exp. Nov. 20, 1965 RECEIVED AUG 1 0 1995 t/1..ftV11V.v 1 7 DEVELOPMENT . ( C . �.. 1 • 1 • STATE OF (� a ,,c.u.. ) ss. COUNTY OF } (Jdktgeng ) I certify that I know or have satisfactory evidence that Aflee) y' ()k4d4- is the person who appeared before me, and said person acknowledged that ALA,t✓ signed this instrument, on oath stated that ,Q,d.,e_ was authorized to execute the instrument and acknowledged it as the /0.. p.0 C el) of CALIFORNIA STATE TEACHERS' RETIREMENT SYSTEM, to be th free and voluntary act of such joint venturer for the uses and purposes mentioned in this instrument. DATED: 7/7/9.5 . Ata-1-- '" - - - (Signature) ~ COMM i 1 8676 z M 4 ( . �/ ( S Z ; Nvotary Public — Cdltomla > Please print name le tbl SACRAMENTO COUNTY ( p g y) My Comm. Expires APR 19. 1998 NOTARY PUBLIC in and for the State of 444e_A /k residing at 71,107 PdsmH 1,:3 hid, r P.¢ , My commission expires zi//g/fr RECEIVED • AUG 9 0 9995 G1/4...,,,,....... V, I Y DEVELOPMENT 1:\\1KG P\GA'.RESTRICTCLC STATE OF WASHINGTON ) ) ss. COUNTY OF KING ) I certify that I know or have satisfactory evidence that MICHAEL SANDORFFY is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the Manager of P- 3/PARKWAY L.L.C. to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. DATED: '2D lk, 1115 � (Signatur , M�r�u����io�e) j ��, K 81*. • MCLj'.Q/1/1 C?Qy fCh' , ��� •' ; � � 4 � (Please print name legibly) 1 • NOTARY • ? NOTARY PUBLIC in and for the -� ` : , e .¢'; e State of Washington, residing ".,..., % Fr , ` at. R "AkfOrl " est ,� l WA � ° My commission expires 2 `q l 0g RECEIVED ALS 1 X31995 DEVELOPMENT { 1 UKO`PNOVRESTRICT.CIC • E &,EIVED EXHIBIT A AUt 01995 Y L. v tLOPMENT LEGAL DESCRIPTION 262304 67 POR SE 1/4 OF SW 1/4 SEC 26 -23-04 & OF NE 1/4 OF NW 1/4 S,r C 35 -23-04 — BEG NE COR SD NE 1/4 OF NW 1/4 TH N 87 -45 -57 W 481.05 F T TO W MnGN SOUTHCENTER PARKWAY TH S 11 -59 -33 E 41.27 FT TH N 87 -45 -5 7 W 210 FT TO TPOB TH CCNTG N 87 -45-57 W 19.11 FT TH S 42- 30-27 W 53 7.51 FT TAP ONALN19. 5FTSWLYOF C/L OF19F1WDERR ESMT TNft.Y ALG A LN WCH IS CONCENTRIC & PLW SD C/L ,ALG CURVE 70 RGT CENTER BEAR ING N 48 -31 -03 E RAD 429.78 FT ARC DST 433.55 FT TE RU C/A 57 -47 -52 TH CONTG ALG SD PLL LN N 16 -18 -55 E 50.03 FT TO S LN OF SD SEC 26 TH S 87 -45 -57 E 20.10 FT TO C/L EXISTING RR ESYIT TH N 16 -18 -55 E 154.16 FT TH ALG CURVE TO RGT RAD 661.74 FT ARC DST 184.73 FT ' T HRU CIA 15- 59-40 TH N 00 -19 -1S E 528.93 FT TH CONTG ALG SD C/L ON CURVt TO ROT RAD 410.28 FT ARC DIST 239.28 FT TI-RU C/A 33 -24 -54 TH S 88 -51 -25 E34 .64 FT TH S 01 -08 -35 W 198.66 FT TH N 86 -40 -03 E 274.13 FT TO W ISSN SOUTHCENTER PARKWAY TH SLY ALG SD W MGN ON CURVE TO LFT CENTER BEAR ING N 85 -13 -08 E RAD 991.37 FT ARC DIST 40 FT TI-RU C/A 02 -18 42 TH S 85 -12 —11 W 182 FT TH S 11 -59 -33 E 261.67 FT TH S 88 -25 -35 E 115.17 FT TH N 11 -59 -33 W 91.74 FT TH S 88 -25 -36 E 66.85 FT TO W MGN SOUTHCENTER PARKWAY TH S 11 -59 -33 E 53t16 FT TH N 87 -45 -57 W 210 FT TH S 11 -59 -33 E 235.54 FT TO TPOB LESS POR WITHIN U P RR ESMT & AKA PARCEL B OF CITY OF TUKWLA GORY LN ADJ NO BLA 8 -79 RECORDED 7908230752. • ' C E V E EXHIBIT B AUG `s 01995 , „ „V IYIVIVI Y DEVELOPMENT PARCEL B: A PORTION OF THE SOUIHWESr QUARTER OF SECTION 26, TO SHIP 23 NORTH, RANGE 4 EAST, W.M. , IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLt S: BEGINNING AT THE SOCTII QUARTER CORNER OF SAID SECTION 26: THENCE NORM 87'45'57” WEST ALONG THE SECTION LINE A DISTANCE OF 481.05 r t:u1' '1U THE WEST MARGIN OF S�7? PARKWAY; THENCE NORTH 11 '59'33" WEST ALONG SAID WEST MAIN A DISTANCE OF 725.43 1.111.:= '10 A BUUNDARY WITH ATM= CONVEYED BY DDD RECORD • a FILE NUMBER 8912290859 AND THE 11 JE POINT OF BF]GINVING; THENCE CONTINUING NORTH 11'59'33" WEST ALONG SAID WET MAIN OF SC TIHG. ITM. PARKWAY A DISTANCE OF 105.15 rr rrl' TO A POINT OF A CURVE; THENCE ALONG SAID CURVE TO THE RIGHT HAVING A RADIUS OF 991.37 r r.1:l' TEM A CENTRAL ANGLE OF 4'53'59" AN ARC DISTANCE OF 84.78 rr'r:I' '10 THE SOUTH BOUNDARY OF A CCMMON DRIVEWAY EASEMENT (EASEMENT' NUMBER 1 AS RESERVED IN DEED RECORDED UNDER 8912 FILE NUMBER 8912290859) ; THENCE LEAVING SAID WEST MARGIN OF SCUTHCENTER PARWAY, SOUTH 85'12'11" WEST A DISTANCE OF 182.00 FEES'; THENCE SOUTH 11'59'33" EAST A DISTANCE OF 261.67 FEET; THENCE scum 88'25'36" EAST A DISTANCE OF 115.17 FEET; 'giE 10E NORTH 11'59'33" WEST A DISTANCE OF 91.74 tt :1.'; THENCE SOUTH 88'25'36" EAST A DISTANCE OF 66.85 rr 1' TO TIM WEST MARGIN OF SUJI iCE lma PARKWAY AND THE POINT OF SDG2NNING. EXHIBIT C RECE%VED BUSH, ROED & HITCpINGS, INC. At.k5 r 1995 NO BUILD EASEMENT DESCRIPTION THAT POR J,QN,,QD SOUTHWEST QUARTER OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTH QUARTER CORNER OF SAID SECTION 26, THENCE NORTH 87°45'57" WEST 481.05 FEET ALONG TEE SOUTH LINE THEREOF TO TH WEST MARGIN OF SOUTHCENTER PARKWAY; THENCE NORTH 11 °59'33" WEST 725.43 FEET ALONG SAID WEST MARGIN TO A BOUNDARY WITH A TRACT CONVEYED BY DEED RECORDED UNDER FILE NO. 8912290859 AND A POINT HEREINAFTER REFERRED TO AS POINT "A "; THENCE CONTINUING .NORTH 11°59'33" WEST 105.15 FEET ALONG SAID WEST MARGIN OF SOUTHCENTER PARKWAY TO THE BEGINNING OF A CURVE CONCAVE EASTERLY HAVING A RADIUS OF 991.37 FEET; THENCE NORTHERLY 84.78 FEET ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 4 °53'59" TO THE SOUTH BOUNDARY OF A COMMON DRIVEWAY EASEMENT (EASEMENT NUMBER 1 AS RESERVED IN DEED RECORDED UNDER FILE NO. 8912290859) AND THE TRUE POINT OF BEGINNING; THENCE LEAVING SAID WEST MARGIN OF SOUTHCENTER PARKWAY, SOUTH 85°12 WEST 182.00 FEET TO A LINE HEREINAFTER REFERRED TO AS LINE "An THENCE SOUTH 11 °59'33" EAST 261.67 FEET ALONG SAID LINE "A" TO A LINE HEREINAFTER REFERRED TO AS LINE "B "; THENCE SOUTH 88 °25'36" EAST 115.17 FEET ALONG SAID LINE "B "; THENCE NORTH 11 °59'33" WEST 91.74 FEET TO A POINT WHICI -? BEARS NORTH 88 °25'36" WEST FROM SAID POINT "AR; THENCE SOUTH 88 °25'36" EAST 66.85 FEET TO SAID POINT "A "; THENCE SOUTH 11 °59'33" EAST 143.17 FEET ALONG SAID WEST MARGIN OF SOUTHCENTER PARKWAY TO THE EASTERLY PROLONGATION OF A LINE LYING PARALLEL WITH AND 50.00 FEET SOUTHERLY OF SAID LINE "B", AS MEASURED AT RIGHT ANGLES THERETO; THENCE NORTH 88 °25'36" WEST 233.45 FEET ALONG SAID EASTERLY PROLONGATION, SAID PARALLEL LINE AND THE WESTERLY PROLONGATION THEREOF TO 'r±; SOUTHERLY PROLONGATION OF A LINE LYING PARALLEL WITH AND 50.00 FEET WESTERLY OF SAID LINE "A ", AS MEASURED AT RIGHT ANGLES THERETO; THENCE NORTH 11 °59 WEST 96.26 FEET ALONG SAID SOUTHERLY PROLONGATION AND LAST SAID PARALLEL LINE; THENCE NORTH 02 °22'40" EAST 57.82 FEET; THENCE NORTH 87 °37'20" WEST 14.81 FEET TO LAST SAID PARALLEL LINE; THENCE NORTH 11°59'33" WEST 197.83 FEET ALONG LAST SAID PARALLEL LINE AND ITS NORTHERLY PROLONGATION TO THE WESTERLY PROLONGATION OF THE NORTHERLY LINE OF SAID COMMON DRIVEWAY EASEMENT; THENCE SOUTH 86°40'03" EAST 237.49 FEET ALONG LAST SAID WESTERLY PROLONGATION AND NORTHERLY LINE TO SAID WEST MARGIN OF SOUTHCENTER PARKWAY AND THE BEGINNING OF A NON - TANGENT CURVE CONCAVE EASTERLY HAVING A RADIUS OF 991.37 FEET (A RADIAL LINE THROUGH SAID BEGINNING BEARS SOUTH 85 °13'08" WEST); THENCE SOUTHERLY 40.00 FEET ALONG SAID WEST MARGIN AND CURVE THROUGH A CENTRAL ANGLE OF 02 °18'42" TO THE TRUE POINT OF BEGINNING. SITUATE IN THE CITY OF TUKWILA, KING COUNTY, WASHINGTON. A GO A • ! RENTON VILLAGE ASSOCIATES ' • t- PARK PLACE < f w�� p. �► r WILLIAM A. HICKOX, P.L. '•'� BRH JOB NO. 94187 o APRIL 3, 1995 • j ."4- dr • ��'... CEIVED EXHIBIT D BUSH, ROED & HITCHINGS, INC. At.k 1 01995 Y LOPMEN•T NO BUILD EASEMENT DESCRIPTION THAT PORTION OF THE SOUTHWEST QUARTER OF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTH QUARTER CORNER OF SAID SECTION 26, THENCE NORTH 87 °45'57" WEST 481.05 FEET ALONG THE SOUTH LINE THEREOF TO THE WEST MARGIN OF SOUTHCENTER PARKWAY; THENCE NORTH 11 °59'33" WEST 725.43 FEET ALONG SAID WEST MARGIN TO A BOUNDARY WITH A TRACT CONVEYED BY DEED RECORDED UNDER FILE NO. 8912290859; THENCE CONTINUING NORTH 11 °59'33" WEST 105.15 FEET ALONG SAID WEST MARGIN OF SOUTHCENTER PARKWAY TO THE BEGINNING OF A CURVE CONCAVE EASTERLY HAVING A RADIUS OF 991.37 FEET; THENCE NORTHERLY 84.78 FEET ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 4 °53'59" TO THE SOUTH BOUNDARY OF A COMMON DRIVEWAY EASEMENT (EASEMENT NUMBER 1 AS RESERVED IN DEED RECORDED UNDER FILE NO. 8912290859); THENCE LEAVING SAID WEST MARGIN OF SOUTHCENTER PARKWAY, SOUTH 85 °12'11" WEST 182.00 FEET; THENCE SOUTH 11 °59'33" EAST 251.38 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 02 °22'40" EAST 90.55 FEET TO THE BEGINNING OF A CURVE CONCAVE NORTHEASTERLY HAVING A RADIUS OF 60.00 FEET; THENCE NORTHERLY AND NORTHWESTERLY 71.12 FEET ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 67 °55'01" TO A POINT WHICH BEARS NORTH 11 °59'33" WEST FROM THE TRUE POINT OF BEGINNING; THENCE SOUTH 11 °59'33" EAST 150.87 FEET TO THE TRUE POINT OF BEGINNING. SITUATE IN THE CITY OF TUK'WILA, KING COUNTY, WASHINGTON. •-- t.- .- ---� -. RENTON VILLAGE ASSOCIATES wws A. fj PARK PLACE �t .ti C � ' WINNERS PARCEL g ` O k �, O . ,� c WILLIAM A. HICKOX, P.L.S. • - din: O BRH JOB NO. 9 418 7 n MARCH 31, 1995 • EXMAE5 3%171 • : ° 3 -31-15 • • "'" '' * o' ,.. • ,,,,,,,,,,,, ■ . ... ,. ,,... ....— , • • •• • ( • • EXHIBIT E (--; 1 E i LI E,(Ae V,A-eil • 7."--7C...%17-7-AVED 46 3 4- 2.37 ( ." t. z rtioe .v.Atm,i- 6917:19 9 '1 AUG 1 0 1995 .b.. .f39 IT It NY OEVELOPMENT %34 ea.. ..-4... ( rt• . cgr . .1 -..P. ,%. I /i7 7 I ZOW blial '''. V ■... 1 i r ,tu ;,'' 7 a , ... - e,.... 66 •1 " _ ' • ) ,=- ...at. •••i" ...5Z) c., fiej.17 • u• • IV Bbw Zs' 36'iw 2.34 4,5 • I • . ' No Sc-Pt-if I 1 Post-tr Fax Note / Fite4-4-1 l' egt.' I r 4:3i 11 Ri?..kpx. 1 Tog9cA ER..micA Co/Dcot. 1 Primo 41 Prsone 44 Fily, bin 1040 Fall' 11 • , . . _ , I : 1 1 _ D I , 1W4 tr, - .3._ • ja • =4 i l____ I —_,,,,— — --- _ 11.1"All • < TT 1711 ----- I i i, ___,, , '#, i ., .:-.. 1 ;- lipi- - _ 4. ,,,- J � 14 S • , t :I i.1440 ; 4 11 D „wig f r F Is � \ 1 1 I \ ../.- •-•*,, • 1 1 - -- \ 727. /( R tY .. rEpcm D. - ' • ► F OR / 1-N T . lin 1 :v i trt cas�taiclal • - $ r tri P 9P ?Lt. �' 1051 1N X --: IV , / V V - 1 do v . IV 'N's V°13 :03 ____ — . 1 • j in . • z L NO BUILD EASEMENT /� 5 3'.. c _ w DIAGRAM p,,_ • yam-` lig : „ 0, ......- __- _ . fee SO 0 I. 7....) In TI ACE, „--___________ --- °V) -\-\ • /9351 PROJECT: PARK PLACE TURNER & ASSOCIATES _ DATE sr 0' -0' ARCHITECTS 00 ,. .. . _ _____________.... SCALE: f s � 78420 th Place N.E. Seattle WA 98155 ._. PAGE NO. OTTO ROSENAU & ASSOCIATES, INC. 6747 M.L. King Way S., Seattle, WA 98118 Phone (206) 725 -4600 Tacoma (206) 627 -4477 Fax (206)723 -2221 /J � , �'� ) a = d! /o PROJECT: `�� ` PERMIT' ADDRESS: ARCHITECT: ENGINEER: CONTRACTOR: SUB- CONTRACTOR: INSPECTION AT: /340,e, 41 C / e' .2— INSPECTION OF: A DATE: / - cJ INSPECTOR: APPROVED PLANS/PERMIT ON SITE: X YES NO. IF NO, PLEASE CALL THE BUILDING DEPT. AV" �/t " /i4 41 J ( J /4/. //t/ IJG// G / /47/95 G� ,� , - r - c .(22-,r./s 5 '�i� 7 Z -/ .G' /C/G 7 �� c1� Arc?! ,44 / . / /� { �/� (1 1/z// (P/ )//` / 4 /LI 6(, /4 / / , / d G r p / //7 / 5 /,&: ,fir �, •fit / (//,,/ 7 40/1/ , /91 //L (V tic r .j± d sa -7 , • CIT1' F.FR 2 1 1996 FifiRMIT CENTER • 3U\I ni •nliNKU, 3 ; L - 10 - du ; 1.d; 1U t ftlt\KU J Nu Lt(1r113 ;n J/ u • 4141... 4141. '...•..41.., 41. •.41 1 1 • . - .4.10 - (74) . AV • I unto »oil /LLBc42u — :Mb 224 9576:# 2/ ff / \\ • 1 " - VULCRAFT7 -1 A Olraaion of Nucor Corporation P.O. Box 637 - Brigham City, Utah 84302 - Telephnna (801) 7344433 - Fax (801) 7234423 Repair Detail DATE: January 21, 1996 14 i 741 . ,: i6 r l sl ,, ••7"7:(11 9:1117!'. PROJECT NAME: PARK P LACE 41 °i:14P�!L'C:ra•m•...� lt i ::4 1�� F i ` li ��;t!�ISllt•:r; �: %: 1�rt:•c• :+4141.. 4141. .•.. .: i r :i i:...;.rc ::c!�it ;; ^j4 1:r.Eiai:a�.:: " ; 6 - !" ! ; � ' i: !. ::` . .�_,,�.�.!.,.....•,. s 41 r; •4 7 7, '{rya- -f :':' 4141 •,u. n ' VULCRAFI FILE NUMBER: 30 5 0267' ;,h' `� i i1! : 3 11 , 11 w , a a:: : : g fy ie n P r i A•J ;, J f• . ( PROJECT LOCATION: TUKWILA, WA ,3: ° • 1 CT LOCATI N: , a� 4 �1� y 11 ,./ • I. ':19!131:1 CUSTOMER NAME: Powers West Corp. • ". " °' ` • 1 • 1! 41 41 �:� , :,,. k L- c .•w::_ : � 41,:41,.: ∎. : 'H!gn':;ig::ll :?' ar : . .d� :a ri L.:i;,�:ni•:k' PREPARED BY: T. Bo P E• !s ,..d., v ^ n s :. ;YAK d P.,. ♦ `."'•". •• • ° ' • J y 1 G " 6 ciale� il is 1:'7E8 v71! Vi %'�7iiTi:'''4 4 a g y 1 m j9I At;i',aar J!R hkl , r SEALER BY Larry T Boer, P.E. 11;::411, , ;:.: ; ; r,, ja �, a... ; i •; �.i:. i f'r�t V -'.7 1 J t n ; A401 1 ,441 7 .: 1Y'�; a,r ; .:. i ^C 4141 ,A' 41 41 41. 4141.. This repair contains 6 total sheets including this cover sheet. These repairs are based on information provided by Powers West Corporation. All additional components and connections for these repairs have been sized using Py -R S0 ksi material and welds using E70XX electrodes, unless noted otherwise, The Professional Engineers Seal affixed hereto indicates only that this repair if properly followed, will ensure that the open web steel joists and/or joist girders in question will resist the loads indicated on the Bill of Material from which it/they were fabricated. Please contact Vulcraft if: • Repairs can not be made in accordance to these deatils. + • Field conditions differ form those shown in these details. • There are any questions with regard to these details. • Vulcraft is not responsible or liable for the field repair workmanship and quality. Therefore, it is strongly recommended that this repair be preformed by individuals experienced and qualified to do such work. It is also recommended That independent inspection and verification be preformed on these repairs as well, Extreme care must be tdken while preforming this repair so as to not adversely affect the integrity of the other components and connection on the joist or girder, Please note that Vulcraft is not liable for any delays or costs aaaasiated with these repairs. • .. •. _41_41 PERMIT CENTeR 5.3‘°1'i2444 DEC 26 '95 15:10 POWERS WEST CORP • ( 206) 284 - 5576 . _ . _ • . P:1, . . 4 ' R • . 4 . t VASH 1 NGTON • Powers West/RGC Corporation OREGON • Powers West1Wy'East Corporation a7 (206) ,.31.0500 ($03) 244.4612 • A: FAX TRANSMITTAL SHEET. = iY '' Date: ...1 :K,,k.• • To: \1J ( L.t _;21, Re: .�__ t __ ,,m � .;.,. ..'41,. ,x. • }'* '' = A, 1' 4` . �1 , .'"'' • • _._. , Fax Number. , ( — f � • �' `f' 4a 3 ' ,k , _. ,! t : e. 1 r ..3,1: ■ ... . . •. 0nciuding this cove sncet) .#: 1 tt tt 7 �f 1 \ A f�? '� , �i �,� �+ f�'( -1 �tJl . } `' � '� ' • r • T '' ........LetwPe...4....." . .....7/ :a:r...........41.1.71." .1±6S erf...C&-I .4 '' ' H , ~ ,. •. I y.. r� . ' •,, • • -..A., FMK, .,. 7 4/2 CITY OF TUKWI . LA .+y . . FEB 2 1 1996 . : FAX (206) 284-9576 PE RMIT CE NTER • Mailing Address • P.G. Box 1949S Seattle, Washington 98109 Sir :es Address • 1200 Westlake Avenue North. Suite 603 Seattle, Washington 98109 2'';` . .. iVliatt - 47 PCNEPr-T T pR (. 801723T • 206 284 I.P....Z*4 1/ 6 VUI CRAFT A Division of NtcorCarpccatipn O. Box 637. nrignam City. Utah 84:1U2 - Telephone (8131) 7344433 - Fax (801) 7294423 TELECOPIER COVER SHEET date: December 71, 1995 to: Togo Powees project: PARE PLACE firm: Powers West Corp location: TUKWILA, WA fax no. (206) 284 file no. 80-5-0267 from: LarryT.Boyer,P Sale P.4.2ineer / am iranamiiiiiiK paga('), including this toner Arai, from a Xtfro:r 7l131 T lf you do nor raw/le all pages, please call u as soon co possible at (801) 734-9433. CQMIYLVTS , EOLLOWING ARE TI IE REQUIRED FIELD MODIFICATION DETAILS FOR JOIST MARKS .117, .121, .1'31, J'I J2B, /33, 135, J106,.110$, AND .1110: JOIST MARKS J20 AND J104 A) OK AS 1S. IF TI-IF.R1 ARE ANY QL'ESTIONS. PI :V.ASE coNTAcw me, • RECEIVED CITY. OF TUKWILA FEB 21 1996 PERMIT CENTER • • . • .. /fAXKs .I11 ,113 J2� ,��� �-_ - 1 w�, y 9 ,F•' f r } co a! N am SA - ... W __ . -1. - :7' . 1 !)! ,a) i _la ., : ,.. CI :IN: - WO cV �- • • ` a a • 2 TAGGED END I- i = _ / - - : I s ID . • fjl Q - _ - . Sr. & /eV 1 . . 1S / Zy- 124 1 _ _ . . in . _ ' q 9R t G i� : — g , / - i:. SrM -) - ;� / ALL MWBERS FOR MODIFICATION H. it A A 3N SIZED USING Fy -16 Ica/ 3 1 a PATERIAL Al ' WELDS mama E7027C :. C UNLESS HOT D 0TEERNISE. 0 APP 2 /1� ` r_."J��F�D_ , yummy' IS NOT RS8F0la8IBLR FOR 35:..) REPAIRS NORENAN88IP- THEREFORE, TT IS REQUIRED THAT C1L SUPERVISION OF THIS «CRIC ln- • I iX « ;G ' v , A — �j AS NELL AS (7.RHFVL INSPECTION A . ` EL?IYICATIOR OP REPAIR BE MADE. . C J- /{ ' 7 CI EXTREME CARS NUS? BS TAB I DORIz ?3 &3DAIR 80 AS NOT TO AFFECT THE .-+. - INTEGRITY OP TEE CHORD ANGLE /�rMEkz -. IA VULCRAFT IS NOT LIABLE FOR ANY DRLT.:S OR COSTS INCURRED HITS <l c ,; - - 7IIIS MOl9IFICJA ?ION. nJ, 5 --- CONTACT WL FT CRA: l� _ ) i1�7�11t ETAIL. ! I. IF REPAIRS CAN'T DS MADE IN .Ti cEi' WCR TO TIME DETAILS_ • L7 2. IF FIELD CONDITIONS ARS ROT !N ACCORDANCE TO MSS `(c. 1 I i' SNOW IN THESE DETAILS. 6 0 3. IF THERE A RE ANY QUESTIONS Hilt: R 3ARD 70 THESE DETAILS _ at . h w - '� cl • V ry � i f! li ds .t�ttGlE� 3 ¢ '9- ga n fi ��e D ET•�l, C I � z �� A U J • w No dIP - 14 i 0 I.- MN< _5 J3 J32 1323,;133 ¢ J35 N cc �n — LL kJ NI �r� go r � y - � ei . c7 C1 t- • r-1 i o . `° TAGGED 1 a - END , � �tX Nt ,� N JEu v • N w 3 xN N • ' co MATERIAL AND EELOS USING E7OEX ELECTRODES, MASS NOTED O T7MIRNIS8. ��j r ( 3 N i VULCRATT IS HOT RESPONSIBLE TOR zrm.° REE -A3 BOREMANZHIP. + Z X • L X j • U j THEREFORE, IT IB REQUIRED THAT CLO8S S1P.:..VIzI OF THIS MORE, ./. tfN,L °S , • W AS NELL AS CARETUI, INBPECTIOi4 AND VEQIPIC s a'Y3 OT REPAIR BE l9LDI. A J{ .r • 3 EXTREME CARS MIST Si TAKEN DUR REPAIR 1 z4S NOT TO I+JTKCT THE / � 7 CL INTEGRITY OP THE CAD ANGLE HIMBERS. J /\ _ Rj WLCRAIT I8 NOT LIAR A FOR AITT DILATE OR C. St8 INCURRED RITE A / \ - T3it8 61OOIFICATION. A A In CONTACT YtfLCRAFT - -� -. ' 3.. If REPAIRS CAN'T 98 HARE IN ACCORDANCE TO THESE DETAILS. � �, i 2. IF FIELD CONDITIONS ARE Mi07 IN ACCORDANCE TO 'MOSS - • - ---• - . r + 5 BROWN IN TOM D E TAI LS. N 3. IF THERE ARE ANT QUESTIO WITH REaMD TO THESE DET • • L) DETAILl _. • vi . . U N i i _ ..jy. f o - -. .. ` �.. - w.- f i_. a W i ot �1Jl1 s - • ; ULL c�I 2 .,r w g V t / • vv U LL t \I ■ • i �' . - • t Z • • 0: CHECK W EL!? r«.1 ii/go G WfIJCI1 N(EP5 Z.4 ' -: iT E R A W EAIO. APP tC KE Q'o. s 44. • / f co a / 7k-- tUE$ t o.. a • • 1464 4v • ' o ENO L / 3* � �Er . IN I W ALL EMBERS MR MODIFICATION ID �% - 3N SIZSD V2INQ FFyyt36 k8i • 3 MATERIAL AND 1(RLD8 USING ETD= t6,yt:.lCDES, U LESS 2if}?8D OTRERRZSL n ` i(US.t.'RI1FI 18 NOT RESPONSIBLE FOR J D REPAIRS RORRliANSHIP. ID i11EREFORE, IT IS REQUIRED TH T mr.ti� SUPERVISION DT THIS MORK, C'1 AB NELL AS CAREF IR8PECTIOH 1.I0 -- R1FICR ?IOM OP REPAIR SE MADE. . Z EXTREME CARL KUST RE TAXER DURIK.; .:PAIR SO AS NOT TO AFFECT' THE B I s t1 • 3 ` 1 4 IiTIEQRITY OT 7HE CHORD AMIE HLfi!t?'::^- U, Z ! 2 it, - ` , S u r2. rXcer7) VULCRAFT 18 NOT LIABLE FOR Aar w >•:c.8 OR COSTS INCURRED NI7H ri 4 ' ' '� J THIS MODIFICATION. rV . • CONTACT VULcRAITi ti D - 11ETA /L t , 1. IP REPAIRS CAN'T ES MADE IN rr-,;C.F RCE TO THESE DETAILS. a 2. 1P FIELD CONDITIONS ARE NOT a CCORDANCE TO THOSE n . SRONII IN THESE DEDIILS. - 3. I7 THERE ARE ANY QUESTIONS T1.7 ?SOARD TO THESE DETAILS. e o y = - -- - - • - - -- - --- • 4 •- '.I ' seE 7 7'•3!L^ Pte{ 4. /110 8 - Tr Allt • U � i n c :- iAlEillarar N . i . - R T AGGED . . Ci END O ; I 1 ; . Q BM ar Ott • . 1 'm j 3 ' ` 16 F •• _, _ • r1., NOTRSt .� A g � ' A , 0. ALL MEMBERS TOR MODIFICATION > - SPEW 81111:0 USING X36 Rai W j ' MATERIAL AND WELDS USING EIGHT : UNLESS NOM OTHERWISE. . APP 2 r *I LES a_ - rr • :r v / i VIILCBAI ?.IS nor RHBBO?I828LE PL Y to REPAIRS WO8dMAHSHIP. „ J _ THEREFORE. IT IS REQUIRED THAT '� �, 1i* 4 g 3 :SZ SUPERVISION OF THIS WORE. . �j AS WELL AS CAREFUL I108FECTIO!t '.-� :'. tIEIG7IOtt OF REPAIR BE AIDS. Q vie r . j y .t Exam E CARE !MUST BE TANEN DUR .7-3 Y,.PAIR 80 AB NOT 70 AFFECT THE .--,. 7x t 3R t i :_ . IttrIORITY or THE CHOat> ANGLE meta z.. i �' VITXRATT IS NOT LIABLE FOR RNY 02.*.!.B OR COSTS INCURRED WITH • u�y isIS 190DIYICATIOtt. � 5 . ___ _ __ corm? VULCRAFY: W i g; AU i - 1. IF REPAIRS CANT EN HAVE IN.ACCOORDANCE TO TRESS DETAILS. +4�- 2. IF FIELD CONDITIONS ARE } 7P IN ACCORDANCE TO THOSE �� SHORN IN WISE DETAILS. V: 3. IP THERE ARE ANT QUESTIONS SIB IZEDA,RD TO THESE DETAILS. 0 • • • sepEC • 21 • „ 95_1x:27 POWER' ' CARP ( 206)284 -9576 801723( 3- .,., tub„ 284 . f . ..7;:# . 6/ .. 6 SALES DEPARTMENT SHEET S s� i sire, to PRo c . r MR,� YL/I sos N o. del* 5-� 24 7 /z r . • I . w 1. \ . ,..,4,. g , • i . .. • 1 .... I... , �,�. . . E M it .411111111 - . : N t - ----....: k , .... ,. -44. . . .. III? . .....„, . ''''..r• . !■ • • Ali 1CI . • . 111 411 WAWA 11 11 il ig 1 _A • . pi . ... it.m 1 4"1 Olb N K • f d t ta l l gi 11 Phi 2.42 g r ttlt..4.. a , Itivitli - .1 , . !EN .. g � r � • L's RFig i ii Ili !El . , . . v, tt J Z gi ii w v !” .i. Cir ECENED Op 8 1e . 8 8 .1.q -1 : Z TUKw/ c , 9 -- to lot 4 . i d ° c PERMIT � ENTEFI . x t .m i i 1 8 1 / ` ..... .. 4 8 .2 i • • • • '• DEC 26 '95 15:10 POWERS WEST CORP (206)284 -9576 2 r • ` . Ma SHUTI + _' :or Ili, .Gt_ P .2 • • INPI ® ` CONS►. (NG .. NW 11 1111111111111 t NGtNE INC SHEET NO. Oar ^— � l]00- 114t>7 Ave SE, Suite 250 c *Lcuu►t er. ' I DATE. _. /Y'fr etticwe, WA 98004 CHECKED er . DATE (206) 450 // 1, FAX 4504076 SCALE ' �Q j• (7 • - - : _... : ._ 2 -- ;....,69..:..:_( :...... :• -•.•. c •. • .... _,.c� ' ., J /� '' ' ..._ . �� =.9. i ' ' ; ''j,.� ;'" ...2 . • • ,, . ,.• ' 1 /6 '. ' ( --• �Q! Ik _. . • � i Y . � . I C l i ... asu uoo� ' a''+' i . • • .. ... 3 be) 4 i . . . . . . . 1 . . . . . . . .... I , • • .0, 6 -4)% . . . • . I _..• ... . .. i II `� ys Z ai I Er �.w..... _ �... - -- I f ; • i : . I : ' , L.A . ‘ it . I.S a 0. la . .. ; It " . '" . 1 ;. Wi s +,, ' • 1 s i : , ;.,11P i : : : . r _:•?..........:••• :' — 1' — , ' + + � 11 y REC cl � l {� p �u « . 8 ,14 ' " . . .. R vi Vie: Flaw ionic. • : a.• . : : I e rr - ' EN ze i i - ....,. -i.' I.. ..,•- . _ • • .. .... l j • ? • • } • 1 • DEC 26 '95.15 :11 POWERS WEST CORP (206)284 -9576 T f ' l _ I A ` oi • f121 ii," I. -.�. _ _ I . -7R � t 11 k ,, . ..r. . ,- :.:..,.. hi / :44 z ..1 - g ..........1( CC, v a , ^ ;; I .c.) - . *t 11 `r ,y� s ( ff < „g.,„,,,, , 4 ii.NL 2 s. I I 6 I • J g 4 - c► —� CO Q 4 6 , ii, • •• •• "mb”. I ,,,, - 1 i t il . 4 , L. VA _ it:: .. . . .. t. k . • „ A f I g �; L.: - 6. iti i czc. -r- t. .. .,, �.. .. .. �.4 - a ) 1. - ivu:8. , . . .• fl r. '. v....a w■.w e.7' • .�A; te . a ; L' t 1C'il _L-... t4 ,, II W . f'- Ss, � .� : :: 1' »... .w.. L Y +���+ / I CI , " I .. ' ��� ir h Y. . 1 •t� • 1 c .l I A 4:1 --1 4174 b . ti �r I I .a .ti A- 4; v Q / r1 ■f ■fF/ l • 1 I I I § i I CITY RECEIVED FEB 2 1 1996 .t =.•s ,1 -. ■c + .It - ..s "— -± ,It -.K i 7" PERMIT CENTER i ti ......-.%..--7 14 r Q a b 4. 4 DEC 26 1 95 15'11 POWERS WFS T CORP (206)284 " •� `" .:.... Q No c:%14A, \MAK. Recisa I _ `- I • , 1 I • . I •-d► r i t� _ 1 1 1 v6 j / . I K I I �'v I I K 1 o-t> ur-1ix•) t sir. 11141 ao' -ir Y • ) ^Sic•_��s') t g r I g • I l ■ I - - --- 11. %4I' i 1 — /2t�111 o -+ �t:tY�>+'l� 2�• -0►�•) NA , ....... ...... 4�10 a . s *SCUM BY _ I R 1 1 1 R 'ui .. , R -- . N • ( 2!•C7 37 a 4 - f j am 1 1 2111K1 • I / 42.:: .5 WI 2.2'. M. 1 �(Sl• - ,h•1 .114 ......... _ ...e .... _ _ __ _ .... ..... _ .... . _ _ � . .-�..- r —.... . .... i 6 -e I (11_ • 0 1 I� C ...• r1VL 0 it �� (( /23.-414-1 eaaau�c r • wnc L .- + ...... ...................... I MAO • v -1 n M - OMU 3 4.4 • ..... -........ I R R . A _ I e-s 1� >i w} i • fa1oblT a.+ ' • I 2C -3 V 2t• -5 h') 20 • I I. ! • H b' • r r'' -, .) u_ ,�,_� . II fi C Mai . . r IrEIVIWAR:ria'1,r0A 10•41 M. • •••-r• ■ i • r—fra, , • 2111`.111 II 0 -7 7 ("I l'..7 •-7 O-'/ •r 1 -+ P . • rr•r anq MN • ' I a IL A.)6 D . : ,p . :._. _ . _.... ._ ._.___.__.___.._...... � :. �. /$96 . . . • "Nt4p 1 ur rler O. HSOG 1 ULe . LYJbbb:J fa10g• ( .: TURNER & ASSOCIATES 18420 24t11 Place N.E., Seattle, WA 98155 (206) 365 -7431 February 19, 1996 BY FAX Mr. Duane Griffin Building Official Department of Community Development City of Tukwila 6300 Southcenter Blvd, Tukwila, WA, 98188 • RE. Park Place Tukwila, WA Permits B95 -0110 it 011v1t Structural Observation 9,1 UBC Sec. 307. Dear Duane, This letter is to confirm that I have visited the site periodically, and have observed that the buildings appear to have been constructed per the Construction Documents. To my knowledge, any changes that were required were reviewed by the structural engineer, sketches were prepared, and reviewed by the City's inspectors. Sincerely, Howard R. Turner, AIA cc: Joe Shutter, PE, engineer of record • RECEIVED • FEB 2 0 1996 COMMUNITY DEVELOPMENT Turner fi. Associates 2063657504 P.01 TURNER & ASSOCIATES 18420 24th Place NA., Seattle, WA 98155 (206) 365 -7431 .Fax: (206) 365 -7504 - -*. FACSIMILE COVER LETTER To: Duane Griffin Company: City of Tukwila Phone: (206) 431 -0179 Fax: (206) 431 -3665 From: Howard Turner Company: Turner and Associates Phone: (206) 365 -7431 Fax: (206) 365 -7504 Mobile: (206) 714 -9131 Date: February 19, 1996 Pages including this cover page: 3 Comments: Here is the letter as required on the back of the building permit BP95 -0110. It applies equally to BP95 -0111: Let me know if this is adequate. Thax kyou HRT RECEIVED FEB 20.1996.: r EVE COMMUNITY ... . ur / .u•r• a r. L. .� _It� -, r' u CITY OF TUKWILA Address: 17535 SOUTHCENTER PY Permit No: B95 -0110 Suite: Tenant: PARK PLACE RETAIL BLDG A Status: ISSUED Type: B -BUILD . Applied: 04/12/1995 Parcel #: 262304 -9067 Issued: OB /18/1995 ** *******irn**********************ti t*******• k **4********* * * ** ** *k * * * * * * * •. * * Permit Conditions: 1. No changes will be made„,to,7,theSNlaris 'u'rile.s3, approved by the Architect or En,ginee►< and the " "Tuk on. 2. Plumbing permits 11="be obtained through th .`Seattle -King County Departments :...of" Public Health;='\ Plumbing 1, be y" I nspected by agent , '`•i,nc'.luyi.ing all gas pipi (296 -4722) .••., •••'' .; \ ., ) :•'' fir' • 3. Electrical tsY4alla l l be robteaiiirzd' ••through'• th'e, Washington State D i.v f.Ol otr of, �Labor-�,and Industries acid 4a 1 1 e ecer, i c a9 work wi,1f1.,be.Rinspected that %a9,ency (2413 - 6630)'.0 \y e . 4. All mechOn i ca l r s r worF: ,c :lie l l . b 1 ti Undeeparate pemi t I sSued the C,i�t`v Tukwila. of Tki 1a ';, iti:l 5. All permits: insp'ectign;,re and approved plans sha3 be..' ' available..at'� - job site priiir''to,.the start of any• cdri,r. , struction. }•hese docuinents...are to be' maintained and ably •unti1,f1nA1 inspection a 11prova,1:.,.isogr 6. All :'structural conc l ee s inspected (UBC. ' Soo.306(a)•1) , ,. :• • — .._ • _ .: 7. Al 1 : s.tructural weld'{ng"sh'al i ; be done. bY.. W' :'A "� B.O, certified • welders and special irl,spec t,ed;•(UBC • -' Sec'.'"'306Ce) 5) i3. Ail,' high str• ength••bolt•ing ; l.,be• spe.cial.a :inspected •CUBC - Sec.' 306(a76) . % -.. 9. Bolts installed in concrete shall be special inspected (UBC - Sec.i"306(a)2) . 10. When'specla,l ',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 subiiiitted to the Building Division An a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. ' 11. The special inspector shall submit a final signed report 0� . 6jr stating whether the work requiring special inspection was, arm) to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable ilq/ workmanship provisions of the UBC. 12. Readily accessible access to roof mounted equipment is required. 13. Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and siqnatur•e of a Washington State Professional Engineer•, 14. Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 15. Subqrade preparation including drainage, excavation, compaction, and fill requirement shall conform strictly with recommendations given in the soils report. 16. A statement from the roofing contractor verifying fire LenVe...i $1M‘ retardant class of roof will be required prior to final if inspection (see attached procedure). i ce• � Q 17. All construction to be done in conformance with approved Wit (.$ stet lice • RECEIVIED FEB 2 0 1996 COMMUNITY DEVELOPMENT burner c, Associates 20636575d4 P.03 FEB-19 -96 MON 7 ;35 BOSNICK ROOFING INC FAX NO, 2065661659 P, 01 1'4rrisr & Ad.Aocio.ted 206365 ?504 f'. 0 TURNER & ASSOCIATES 15420 Z4t11. Placa N.E., & go, WA 9B 155 (206) 365.7431 February 19, 1996 BY PAX Mr. Terry Duncan Resnick. RoiAng 2915 68th Ave W Tacoma WE. 98466 • Fax; 206 565-1659 RE, Park Place kerttul Ceder Tukwila, WA Jkoof CIAS9 Dear Terry, Concerning the above mentioned project, the City of Tukwila. requires that the roofing contractor submit verification of the roof comics elassi cation per the UBC 1991, Chapter 32. The minimum requirement for !bus project is fbr aroof Classc C based on Table 32 -A., The Buildings' Type of Construction Is VN, and the Occupancy is B2. My understanding of the Malerky M4 -13/10 is that it conforms to n Class A Rating, well in excess of the Class C r jitcd per Code. Please sign below if this all meets with your approval, scud I will forward it on to the Building O1lioial. Sinoerely, 'Toward R. Turner, MA. Terry Duncan, Bosnick Roofios I IA__ D.-_ { -k.4 • RECEIVED FEB 2 0 .1996 COMMUNITY' DEVELOPMENT . . . . ... , ,, .. ',—,-: ' ' .;. • ... ,.....,., .,,, ,.,, .,..• ,. sr, -: •. ''' . '‘` ''',.'. •• '1' 7' , , , ,' , ':'.'' , .N , ' ,•,.'", ' ',,, 1' , , s s• ■ . „ . . .,.. RECEIVED CITY OF TUKWILA I I CITY OF TUKWILA FEB 1 1996 6300 SOUTHCENTER BOULEVARD PERMIT CENTER TUKWILA, WA 98188 1 i 1 * * REV'S!. N SUB .\,'") ITT A L. * * i 1 1 4 DATE 711 1 1 ‘o ; l PROJECT NAME Nx. q wk., c.610641L %Nita . . I ADDRESS [ S 60-0/-itAStxrgt P1414.4 :i CONTACT PERSON cftjac2f)Ija PHONE ° 3 (d5 74 i I 1 g 1 ARCHITECT OR ENGINEER PLAN CHECK/PERMIT NUMBER S1(5.- 0 11 11 iA TYPE OF REVISION: . i.Aie... les-rkilth PetAri 5 2 ,,. e oa\rock, kkowner A - TO r rw r Qi /14 1.( . -cg,3 , SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: j...EN) Nitit 66„ ) NPPR"" it . 1995 : . ----BOIL NG DIVIS1010 , . F 1 HR RATED CEILING CONSTRUCTION SEE _ v °C" ATTACHED CUT SHEET '� .�: cs Z Cr 7,-5, : 1 0=� Q ' -5 3/8" WALLS TO BE 1 HR ,��RATED CONSTRUCTION • 1 -1-: PER WP 1206 IN FIRE _ - Q RESISTANCE DESIGN "in MANUAL 48" CLEAR Y \ i _ 2 SCALE DETAIL SECTION © CEILING C° 43 6 1/2 _ T . ... .. • 0 0 �� t, 1 I :1:, 1 Lo 15' -9 1/4" 4' -6" STAIR PLAN BELOW LANDING 4' -11 3/4" _ 1 SCALE. 1/2 " =r-0" _ r PROJECT: PARK PLACE TURNER & SKETCH . . . - ' : DATE: 2/13/96 SCALE: 1/4" = 1' -0° 18420 • 24th Place N.E. Seattle WA 98155 ARCHITECTS 132 _ _ - . TO: - FAX _ TEL (206) 365 -7431 FAX: (206) 365 -7504 Turner & Associates 2063657504 P.01 TURNER & ASSOCIATES 18420 24th Place N.E., Seattle, WA 98155 (206) 365-7431 Fax (206) 365 -7504 FACSIMILE COVER LETTER To: Bob Benedicto Company: City of Tukwila Phone: (206) 431 -0179 Fax: (206) 431 -3665 From: Howard Turner Company: Turner and Associates Phone: (206) 365 -7431 Fax: (206) 365 -7504 Mobile: (206) 714 -9131 Date: February 12,1996 Pages including this cover page: 5 Comments: Here is one way to acheive additional protection for the 1 -hour stair enclosure. Please call when you have had a chance to review this with Dave Larson, this PM if possible. Thankyou IRT cc: SK- 132,133, & 56 (reduced) USG cut sheet 1 HR RATED CELMG CONSTRUCTION SEE m ATTACHED CUT SHEET 'a I i 7' -6 ' -5 3/8" I WALLS TO BE 1 HR Li ��RATED CONSTRUCTION _ Q PER WP 1206 IN FIRE I m M ( RESISTANCE DESIGN MANUAL N 00 ti in 48" CLEAR 1 t MK M u N I � 6 SECTION @ CELJNG I SCALE 1/2".1-0 I 0 I a 0 0 0 e I 0 II ` in 1 _ a 1 _' I� 1 L 15'- 91/4" 4' -6" I i— ,-m 1 . ,, 4- -11 3/4" R PLAN BELOW LANDiNO .1- U PROJECT: PARK PLACE TU RATER & ASSOCIATES DATE: 2/12/96 SCALE: 1/4` = 1'—a" t8420 24th Face N.E. Seattle WA 98155 ARCHITECTS 132 T0: FAX: i TEL: (206) 365 -7431 ( FAX: (206) 365-7504 , ., . . .._ Turner e. Associates 2063657504 (. . _ ..-,-. ..--- .,-....,..1-0" -- .... 0 1 e ■./1 ; 1 \`-.....,.• , 5 I " —1 , VI IPIi . 1 ....■.... 3 ........... ; 2 0.; _ 13 610 — g 0 . -41-11 i d i . / :// ----- ..... 0 _ I .. J th 0, ____ .11 P . . • • 1 t f P ". '''' ./....■■••■ .., L A / :::--- •••. 1 1 i 1 I ; 2 2 1 4 I ... 1 ___.. .., _..... '..•■• arm m•.... ••••••••• ...". "r \ . • _ .......• -:.: r II, I 1 < I --1jr- . ...... ____..._________--- ....4., vo• ...so ••■•••• Jf it !:::._ 7C 4 .71 / .. ,J4 .ziti_ -.L.L:2,. ________________.,.......•-•-••-:' .' • ": 4 . ) I 4 1 1 IN1 it . 0 i 4 -- •• .•. "•:... •...•. • ..., ..,..... • • .. '24' -.. -1." .0 •:::.....-..L 1 I II - --1,P. 1.1 • 1 1 1 1 \ 11 ji 0 - leMgentavismasse ,..,T n 11 4 ii It 1.1 1 g 4.■ 7C \N .15 ■.) f ke a I E14 1 I - .—.— .,i tviii I e i Ir 101 .••• 1111 A ' i a I /1 . ----!"--WW■t■-- ---------- 0 : . I ii'•p Ul 11 i f .1 i k ir.rh li a 11 ti — — —... .. ...................... . Turner & Associates 21363657504 P . 05 FEB 12 ' 96 11:22 t .3 SEATTLE ( 3r35 Pta2 Limitations Plir, fire ruled eesonibly i USG C-H Studs are not oesIgneo to carry live loads or free HER 258) a mechanical equipment or provide material storage area. 2 Maximum stud spacing Is 24" o.c.; maximum spans are shown USG Steel J- runner t ^S HEET OCR bard in table below. P ;�•"',�'.;,;;•�'� "' �,r "'y T h wall liner Limiting Spans- Horizontal Shaft WaHs+tl power- aclualed /'`- `' '-r' '�'"� " "''` Qypsum spar( stnpi;091 Deebiea. n T, ysr fasteners neri 24" o,C. USG steel 1: M fted stet t • x• g invia pmelt, n T ? gypsum pualem t1• g pods* (300.lb. shear) - stud 24 o c. 2 126H2s 6 e' 6'5' E1 ,,, , • -..•• 1 „ ,, :- s" SHEETROCKbrarN Zt1!CMZ2 � 9 r e'e" 711' I'•. ' . memo t 10'3' 9.r I e'3' gypsum 060018, i00cers 4'6 -- � r 7'10' a•6• sealant FIRECODE C core 1000420 _ L11'6' 1:1 12'0' 6 GH2o ^ i� e- ' ' • Ti3 ' -- •' • '• . &uddertdl►rtg wad &tairsolllt (1) g .e 1J240(dwabtl dartoction u+c JR2d ninnu, (2 A nowabls I stscI MIS reduced 54%, 13)1811,1W stress t0owed bald on ASTM e110, power -a :lusted fasteners 24 - o.c.(Sbear k4I?. lytld ISSOmbly and wllhdrewal res+slonce as reuuired by ! • (fire tested both sides) specific design conditions) + 24i, Ills rated assembly {- - - : r 1r • •"sealant rid d surface type S ism )YEO2581 ) max. dimension pan head screws �., 1.. j ' .dl. SHEETHOCK USG steel based on sorew \ 12 screws I , •y r '. t. • . me trim C - stud USG steel connection and \ every 24" o.c.) • I ' 1 24 "o.c J- runner •fh, ,,' • framing capacity 1; - . � t" SHEETRCCK brand • t s 1 .' USG steel '^ - , gypsum filter panel r - \ C - H stud \,• tiso tt fasteners 24" 0.0. � ;_ : �.._ :,�,- 1. steel r' ' 1 (350 lb. shoat) - ; �. I , ' USG steel ..:.,..:t 7.4.,„ •.- , : l' stud —.. ll • ~ ^ • ^' r - ._ J• runner 1 t , • �' I sealant ^J \ ! 'i "SHEETAOCK , SHEETAOCK For Salk soffit Norltontalmernbiene gypsum panels. , camel ; Or nistal duet ant /ours FIRECODE C core reinforcement Vent Shaft Enclosure USG Vent Shaft System provides a vent enclosure for vertical shafts in apartments and other types of multi -story bulloings. The 2 hr. fire rating meets UL Design U529, This shaft assembly Is particularly • suited for structures having 0 number separated mechanical, service and ventilators and widely ,, to a 4 WV shaft slaw2Han , gra,totanIeHna RM1p,p nu.....' Iin.....nro. a • N CI a 1 Plz,/k-FT-i . 'Ir ; r 1" TYPE S -12 DRYWALL m , SCREWS 0 12" O.C. in TYPE S -12 DRYWALL Z ro ."....-. SCREWS AT 12" O.C. — , — ' vo - - - - - - [ - EXISTNG 5/8" a SEALANT V �l GYPSUM PANELS 1 USG STEEL C —H STUD 24" O.C. f s 1" SF-EETROCK BRAND m USG Si ELL J- RUNNER GYPSUM SHAFT WALL LINER d 0 0 e • i L o L 3 F SECTiON AT CEILING OF STAIR ENCLOSURE ) SCALE: 1 T/2" =1' ^" J PROJECT: PARK PLACE MICH I , DATE: 2/12/96 TURNER & ASSOCIATES 'S CALE: 1 1/2" = 1' -0" 48420 24th Place N.E. Seattle WA 98155 ARCHITECTS 1 To: 33 )FAX: TEL: (206) 365-7431 FAX: (206) 365 -7504 . . ,., O 1 1 ,.. 4 �I� • j t ; City of Tukwila John W. Rants, Mayor ,, mss.. ila I .',= Department of Community Development Steve Lancaster, Director 1908 _ - January 30, 1996 Mr. Howard Turner Turner & Associates 18420 24th Place NE Seattle, Washington 98155 Re • Park Place Revisions to 895.0110, B95 -0111 • Sheets L1 - L5, Sk 71, 78, 79, 80, submitted 1/4, 1/12 & 1/19 /9it • Rockery survey dated 1/12/96 & corrections dated 1/24/96 • Sk 88 dated 1/3/96 • Letter from Turner & Associates dated 1/3/96 Dear Howard: Gary and I have reviewed the above submittals on behalf of the Planning Division, Li , .. ;.:•warded the drawings and files to Public Works. I've enclosed here a copy of the mark -ups, fa , ..:.a iniormation. Please coordinate with the Building Division to ensure that these changes get incorpora■.: Li Lr,to the permit set, and constructed in the field. For your information, notes and corrections include the following: L1 Pylon sign is approved for center of median, not on either side of median. Rockery schedule in keyechto.northwest rockery. Corrections made in 11' x 1. i" + ..),:leery drawing apply to southwest rockery. Note that sections A -A, B -B and C -C apply to permit B96 -0019. L2 Note corrections to basin detail on Section at Berm detail. Note note about planting temperatures; refer to note on sheet L5. L5 Hardscape (paving, planters, benches) shown here is superseded by hardsca;,.y details on SK 70. Do not plant Katsura tree right against curb. Move it over at least two feet, aria I airiove a cedar tree if necessary. Sk79 Remove planters, as previously agreed. Make sure all crosswalks are striped. Do not duplicate door and window schedules between TI drawings and sh :il i:. ; drawings. Sk80 Make sure all crosswalks are striped. • prmt:prkttr59 • 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 Place four bollards only in front of Building D, and do not block pedestrian flow with placement. • The City is not concerned with the fact that the tenant 'has not agreed to reduce the number of bollard [sic] in front of their store.' This was not a part of the BAR review, and it is not considered necessary in the City of Tukwila. Six bollards is excessive in an area where we have taken care to expedite pedestrian flow. If you have any questions, please feel free to give me a call, Sincerely, . Diana Painter Associate Planner cc Roy Bennion Shawn Parsons Steve Lancaster Duane Griffin Joanna Spencer file • acaubve • • prmt,prkltr59 t ' C. , WI kV , C. • C)1 °t2 City of Tukw 1,1 `�._ f Z John W. Rants, Mayor 1, ,d ) _ `••. , Oa/ Department of Public Works Ross A. Earnst, P. E., Director y908 NOTIFICATION OF UTILITY PERMIT ACTION TO: PERMIT CENTER FROM: PUBLIC WORKS ENGINEERING DATE: January 29, 1996 SUBJECT: Park Place 17501 Southcenter Parkway Project No. PRE94 -020 Plan Check No. B95 -0110 & B95 -0111 Activity Nos. PW95 -0224 & PW95 -0225 Contact Person: Roy I. Bennion Phone No. (206)682 -6868 THE•FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON JANUARY 29, 1996: Permit Fee pN95-022q Landscape Irrigation $ 25.00 P � 95 _ 2 . Water Meter/Exempt:- One, Size: 2" Water Only (Irrigation) $ 1450.00 Total: $ 1475.00 Two copies of the confirmed Utility Permit Application Form are attached for inclusion in the permit file. JJS /jjs Attachments a/s cf: PW Utilities Inspector. (w /copy of application /plan) Development File (w /copy of application /plan) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 4310179 • Fax (206) 431-3665 . RECEIVED CITY ..." CITY OF TUKWILA JAN ,0 4 1996 CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD /I, CENTER TUKWILA, WA 98188 ,c f1 . * ` ~ REVI EONI SUENTTAL *y'' / - -fo DATE f 4k p PROJECT NAME PNix, ?L i 14v P•i t,,d CENYIEL ADDRESS CONTACT PERSON PHONE ARCHITECT OR ENGINEER M; PLAN CHECK/PERMIT NUMBER ,1 JC O I l O 1 6c15 TYPE OF REVISION: C.5- 4t L r(1iSQ 6, .. AL QL Cr Gr) �', ,e,( )• . I .ch:t5g /L G Ib J -A . I 1,S�� iY-J 9E5eN bed 5' C.0m/MI sle, FY6 N d1 .q.0 6 * _ ?I t`tx G 0 / ' v Tut 1$1,19, a ; 15 t,Vt..GI S c • ni.v t srLr $ t c(. ;ea VAAWSIAII-to, t K _i pp.A vti e . � vlc 1 4c o SHEET NUMBER(S) (,,,,I - L. �r.. I S. " •� Q • b R, 1 A "Cloud" or highlight all areas of revisions and date revi ions. Lt 6 T'N , 6 ) 1154 (1, $ til SUBMITTED TO: rpl. 1..p) Qiik Q)yittnAly. rf L ,.. ,tie4 -live. -c ct p o \-..S\but►O tk.t.it ore k,,E.ac r • CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * AEVE1VON SLEEDATTAL DATE JOU IL lq, 8, PROJECT NAME t • ,a ADDRESS 1. 5tsl, GouTti-arc64 Vitio • CONTACT PERSON k7,J(?.L) T?.&7 PHONE ao 5 14 ) ARCHITECT OR ENGINEER StYJACZO kto 1-.Y340 A PLAN CHECK/PERMIT NUMBER t i o /0 ■ ok, a2/0 TYPE OF REVISION: ___c?abLQ LA et IV_ cvon Grs)asumg2.6 Ara ) 1/GIWCOurit5 L u , SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: Vi,,e cnig6s, CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 g `' ' " REVIS ON SUBATTAL * * DATE %./(14 l-' / 9) /),(# PROJECT NAME /QVI//( P/ z 7e /t6'LL, Ce/ .) ADDRESS / 76Z7 ,Se?X haAte /1 PaA4e,,Q�C U CONTACT PERSON l d a.. 4 &K/? L-- PHONE 3 - 74. 3 / ARCHi'1'ECT OR ENGINEER Ht 1 t 7GGYIw s16411 tq - PLAN CHECK/PERMIT NUMBER 396 0110/01(1 TYPE OF REVISION: % ` 1/ /5ed ....5/..e 6f 4f ‘1 doee 44I `7/(} QG 7 t tC Ifr t U 1 MQ - 40e/&14,c06 1 .Cdol,en ,X6 " SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: Geo$ Eng1neers t\ I. • January 17, 1996 Consulting Engineers and Oeoscientists • Office.¢ in Washington, Mr. Roy Bennion Oregon, and Alaska 800 Fifth Avenue, Suite 3700 Seattle, Washington 98104. Addendum to Ocotechnical Consultation " Ultrablock" Retaining Wall East of Building A Park Place Project 17101 Southcenter Parkway Tukwila, Washington File No. 3944- 004 -01 -1130 This letter is an addendum to our letter dated January 12, 1996 in which we summarized our geotechnical consultation related to an Ultrablock retaining wall to be installed along the east side of building A at the Park Place project site in Tukwila, Washington. We have made a further review of the drainage requirements for the wall as shown on the cross- section prepared by Landplan, P.S, The primary sources of infiltration into the drainage • material behind the block wall will be irrigation water or rainfall. The pavement above the wall will be sloped to drain away from the wall. As such, the volume of Water collecting in the drainage material behind the wall will be small and will not, in our opinion, require a tight line disposal outlet. We recommend that the following design changes be made to provide for the relief of any water which may collect behind the wall; • The block wall should be constructed with the toe set back three inches from the adjoining property line, In order to accommodate this setback without changing the planned alignment of the top of the blocks, the batter of the face of the blocks should be steepened to 1 (horizontal): 6 (vertical). This will not materially affect the stability of the wall. • The base row of blocks is to be founded on a layer of the same clean, free - draining , granular material placed behind the blocks. The area along the wall alignenent should be excavated to permit placement of a zone of this material to a depth of at least six inches below the base of the blocks. This zone should also extend to the adjoining property line. • After the lowest course of blocks has been set, the space between the face of the blocks and the existing pavement along the wall should be filled with the free- draining granular po qs 04aaq CuoEn ine. °, 0a45 RECEIVED _, ' ' Mr. Roy Bennion (.. January 17, 1996 Page 2 '' 0 a1araoN1aaeta Fua to, 394{:4X1441.1130 '" MEP pcs,c41%4 JLLlioftwiftporm.„iftp4wirsttortaywqou.atatiamoysyttimiw.vamatuasotifirivs. 4..,A,40,44.7weftwisansino LOW COST EASY TO INSTALL An attractive alternative to a plain concrete wall was provided for this subdivision in Ferndale, Washington using rock-laced blocks. Quick construction time allowed the wall to be built without damage to the house above. The block wall will also support , a new concrete driveway beside the house. Block slept provide the ; } ` �. perfect transition between the �. • • /�� '�: • — �- ” A small headwall was construct( pedestrian walkway and the "••; • i �, tdla,to accomodate a so water on the north side of " f l . California Dept of Trar Vancouver harbour. _ , . p ..• J4, . ' r . 4 i `:`;,':fie.. . J WARNI No construction sho without profession This wall accomodatedanextra lane for a bus stop ., '` _ specifications for. the In Imperial Beach, California. The wall was erected v using standard construcUon equipment of proper I and a regular construction crew. STANDARD LOCK - BLOCK'" CONF�GURATlON SIZE 29.5' x 29.5 x 59•, (750mm x 750mm x 1500mm) approx. 2.5' x 2.5' x 5' WEIGHT 1880 kg (4320 lbs.) • —� ;� ;� �� kill �� CLEARANCE AROUND 1/2' (12mm). The chamfered comers provide �^ ""' �.�/ NET approximately 8 Inv of drainage use per block ♦ / LIFTING PROVISION A standard 7 strand steel loop attopcentreof each block I BENCH I MINIM MADAM OF 29m (75') for walls one block thick LL HALF BE C It HALF BENCH SURFACE FINISH Standard Grads: 1 full face without labile blemishes Utility: All laces may contain large surface blemishes 4I. such at honeycomb, chips, etc. Reek Faced: Inset granite with rustic trowel Joints, CONCRETE STRENGTH Blocks are manufactured with return concrete and strength levels will vary. FLAT TOP HALF FLAT TOP N.. T NEON UNf T SfTION Extra charges will be quoted for guaranteed concrete strength, N required. �`� AVERAGE PLA TIME 10 blocks per hour (bottom few), 2bac water conditions 0 blocks liill per tour dra (other. rowsthe ) ie h ......_ r � CHAMFERED LOCK - BLOCK' SPECIFICATIONS MINIMUM DESIGN CONSIDERATIONS FOR I ty , QUAUFIED ENGINEERS INCLUDE: \ • TRANSITION LEFT BENCH TRANSITION RIGHT BENCH TRANSITION u `� 1. Always use free draining gravel or sand and _ _ to allow occur In inage. Where naWi high . � :'r' � •� r. T + T - gro chimney or blanket drains may Ira ■ 2. Coulomb (sliding wedges) or Ranidne (earth rai pressure) analysts can be used to determ ne adequate resistance to sliding and overturning l EFT CORNER CORNER a of the blocks. BENCH BENCH 3 CROSS BEAM kwo n 3. Analysis must Include additional loafing �.:��v: `•� effects of sloping bacldW. � _ 4. Additional al siert or permanent loads 5 B� capuhy of foundations ll ho �- ammo bade from b acldW on waN should be PLANTER HALF PLANTER GUTTER ■ _ y w 8. My red• I ent of filter mloal an of Doer through wall by use Blocks are normally available for Immediate delivery, however, some configurations 7. Prevent mor mig g ration of NNW. Into bacl�e. may not be in stock and will therefor require advanced notice. Granite facing can be ad to one surface of the block upon request o Maw wok own mil d Consider ba and ov of well, 1 1.800 -3 a area of very poor saturated i4 r�' ' \ \ I . -.-,-• -....- • • Always use clean free draining 1 1 backflll adjacent • to wall, to 4 1 t Clean free•dra1nlng a back ill compacted i In lifts• p + s Drain urroun ded by Excavate to drain rock. suitable sub-grade arxi prepare a well . �� Length of Oeogrid ._� _ • • • determined by engineer. •_ : • . i : .� Drain pipe . + • • � , R. surrounded by • drain rock. • ' Excavate to suitable sub -grade and prepare N a well compacted granular base. A vertical or near vertical wall is possible if a soil re•Inforcing geo -grid Is added The greater the batter Into the flU, the higher the wail can be built without the - to the bacldW at ev ery re of blocks. Very high loads can be surrted with need to increase the width of the base or adding reinforcing geo -grid to the this type of construrJ�ott. bacifiU. '7 -3877 ... . Waterfront property protection and Innovative boat access. Blocks shore up railway lines In an area of unstable substrata. INSTALLATION TIPS 1. Always start with a smooth base, joint lines in the wall can only 7. Non right -angle corners, or corners where walls have be as straight as the base on which they are placed. A six Inch different batters are achieved more easily by building the 2 wails blanket of granular material, compacted and raked or screeded independently and pouring the corner afterwards. Chamfer strips smooth is normally a sufficient base, attached to the inside of the formwork will blend the corner In with 2. If possible, prepare the entire base before placing blocks so that a the rest of the wall. visual Inspection can be made to minimize bumps and hollows. 8. If desired, the wall can be curved either vertically, horizontally, 3. If the location is not level or has a stepped bottom surface, place or both. the lowest blocks first, taking care to align the front face of the wall. 9. For speed & convenience a track mounted hydraulic excavator 4. As the surface finish of the blocks Is variable, the best face of is the best machine to place the blocks. the block should be turned out 10. Pressure washing a sealing the surface will minimize 5. IMPORTANT - Begin placing the second layer after no more algae growth and erelong new appearance. than 5 or 8 bottom layer blocks have been placed, again 11. Some useful tools to have on the job -site include: taking care to align the front face of the wall. ( remember, there is approximately lirr of clearance In every direction In the Nt • A transit to lay out a level base. - Shovels and rakes for base of the keyways) preparation. 8. Should the clearance become tight for the second row of blocks, • A lifting jig to hold blocks at the correct batter. merely place the next block along the bottom row, with a slight gap (1/4°), the second and subsequent rows will then have sufficient ■ A broom to clean the keyways before placing the next layer. clearance. Continue placing subsequent rows, taking care to align the front face • ■ One or more 5 foot pry bars for jostling the blocks Into position. 1_5---,c Z 11/ioa 114 WO.. ULTRABLOCK TM -,,,,,cosiii7.4",!...A. :N."?...,,37'.::10. 0 .., a •t to ,.,,,.0.,1•,,,, ; .� , � .a U Manufacturers of the ;� �' LOCK -BLOCK • t .:. TM Retaining Wall System 1- 800 - 377 -3877 a e I . > Geo - Engineers ‘\> RE(F!\'ED CITY OF TUKWILA A RS JAN 2 1996 311.,r41 \f' � January 12, 1996 Consulting Engineers PERMIT CENTER and Gcoscientists Offices in Washington, Mr. Roy Bennion Oregon, and Alaska 800 Fifth Avenue, Suite 3700 Seattle, Washington 98104 Geotechnical Consultation "Ultrablock" Retaining Wall East of Building A Park Place Project 17501 Southcenter Parkway Tukwila, Washington File No. 3944- 004 -01 -1130 This letter summarizes our geotechnical consultation related to a retaining wall to be installed along the east side of building A at the Park Place project site in Tukwila, Washington. We have reviewed various concepts for the wall which have been developed by Turner & Associates in conjunction with Shutler Consulting Engineers, Inc., Bush, Roed & Hitchings, Inc. and Landplan, P.S. The preferred concept includes a concrete ( "Ultrablock ") wall used to retain structural fill for the parking area east of building A. The wall will have a length of about 78 feet, and will extend along the southeast property line (near the adjacent furniture store). We understand that the maximum grade difference between the new parking area and the existing parking area for the furniture store will be about 6 feet. This grade difference is being confirmed by Bush, Roed & Hitchings. Cross section A -A, prepared by Landplan, P.S., shows the proposed "Ultrablock" wall with a wall height of 4.5 feet and a backslope of about 2H:1V (horizontal to vertical). The total horizontal distance from the toe of the wall to the edge of the new pavement will be 6 feet. The wall is shown as two blocks high (each block having a height of 2.5 feet) and a batter of 1H:4V. • The backslope is to be covered with topsoil. We understand that ornamental trees might be 1,;‘" yV planted at intervals just behind the wall. Based on our review and experience with various types of retaining walls in this area, we 1 conclude that the concept shown in Section A -A is generally adequate. We have the following \ r �' recommended modifications: 6.7 • The backslope behind the wall should be inclined no steeper than 2H:1V, ■) • The wall face batter could be steepened to 1H:6V, if needed. This would help achieve a 1\ �' flatter backslope. ivqt,-(tivis.1-jav GeoEngineers, Inc, O � �� 8410 154th Avenue N.E. ;Rugs Redmond, WA 98052 poo ft5 - o N S Telephone (206) 861 -6000 Fax (206) 861.6050 Mr. Roy Bennion ( (, January 12, 1996 Page 2 • Any loose or disturbed soils on the slope face along the alignment of the wall which result from construction should be recompacted, if practical, or removed and replaced with suitable structural fill soil that is compacted to a firm, unyielding condition. It may be most effective to remove this material and replace it with compacted drainage material as the blocks are placed. • Root balls for the ornamental trees to be planted behind the wall should be placed into flat - bottomed notches cut into the existing fill slope, rather than placing the topsoil cover around the root balls on an inclined existing fill surface. • The perforated pipe shown in Section A -A can be bedded in the same granular soil used as a base beneath the wall and can be terminated in a french drain sump in the landscape island located near the east end of the wall. Based on the limited size of the catchment area behind the wall, the flow of water in the perforated pipe should be relatively low. -fita • 0 We trust that this information meets your present needs. If you have any questions concerning this letter, please contact us. Yours very truly, ( %' � , ;`� f `�' • ,t I 1 GeoEngineers, Inc. 94144 a, Herbert R. Pschunder, P.E. � ,• Senior Engineer LAvo �� EXPIRES OS— 21 -9i j W r Jack K. Tuttle, P.E. Principal HRP:n. Document ID: 3944004.BLK Two copies submitted cc: Mr. Howard Turner (2 copies) Bush, Roed & Hitchings, Inc. Turner & Associates 2009 Minor Ave. E. 18420 - 24th Pl. NE Seattle, WA 98102 -3513 Seattle, WA 98115 Attn: Mr. John Anderson Jack R. Bennett, Inc. Landplan, P.S. 927 N. Northlake Way, Ste. 330 600 Main St., Suite D Seattle, WA 98103 Edmonds, WA 98020 Attn: Mr. Jack Bennett Attn: Mr. Shawn Parsons GeoEngineers File No. 3944-004-01-1130 • GeoEngilleers January 17, 1996 ConsultingEngincers and (leosclentlata _ Of fice.4 in Washington, Mr. Roy Bennion Oregon, and Alaska 800 Fifth Avenue, Suite 3700 Seattle, Washington 98104 . Addendum to Qeotechnical Consultation "Ultrablock" Retaining Wall East of Building A Park Place Project • 17,501 Soutbcenter Parkway _.. Tukwila, Washington File No. 3944 -004 -01 -1 130 This letter is an addendum to our letter dated January 12, 1996 in which we summarized — our geotechnical consultation related to an Ultrablock retaining wall to be installed along the cast side of building A at the Park Place project site in Tukwila, Washington. We have made a f review of the drainage requirements for the wall as shown on the cross- section prepared by Landplan, P.S. The primary sources of infiltration into the drainage material behind the block wall will be irrigation water or rainfall. The pavement above the wall will be sloped to drain away from the wall. As such, the volume of water collecting in the drainage material behind the wall will be small and will not, in our opinion, require a tight line disposal outlet. We recommend that the following design changes be made to provide for the relief of any water which may collect behind the wall; • The block wall should be constructed with the toe set back three inches from the adjoining property line. In order to accommodate this setback without changing the planned alignment of the top of the blocks, the batter of the face of the blocks should be steepened to 1 (horizontal): 6 (vertical). This will not materially affect the stability of the wall. • The base row of blocks is to be founded on a layer of the same clean, free- draining , granular material placed behind the blocks. The area along the wall alignment should be excavated to permit placement of a zone of this material to a depth of at least six inches below the base of the blocks. This zone should also extend to the adjoining property line. • After the lowest course of blocks has been set, the space between the face of the blocks and the existing pavement along the wall should be filled with the free - draining granular CuoEnglneers, Inc. 8410 154th Avenue N.E. Redmond, WA 98052 1I 1ephone (206) 861.6000 fax (206) 861.6050 i • Mr. Roy Bennion • • January 17, 1996 Page 2 material. This will create a free path for seepage if water should collect in the drainage zone behind the blocks. By creating a flow path for seepage in this manner, the level of any saturated backfill'behind the . blocks will be limited to the level of the lower adjoining pavement. Any seepage at the edge of the pavement will be minor and, during the wet season, likely indistinguishable from rainfall collecting on the surface. The amount of irrigation water applied during the summer months can be limited to avoid seepage at the base of the wall. p We trust that this information meets your present needs. If you have any questions concerning this letter, please contact us. • Yours very truly, GeoEngineers, Inc. I � ' / • Jack K. w og 'Tuttle, P.E. . �. Principal ��'"�s�atST�'� t� ,vl 1/7/94, • q• a >Q o i a►• e• File No. 3944-004-01-1130 (4) BOLLARDS 0 TRANSFORMER VERir Y EXACT LOCATION WITH UTILITY (3) BOLLARDS 0 TRANSFORMER (2) BOLLARDS © (2) BOLLARDS 0 2 VERIFY LOCATIONS IMPSTER CORNERS ( OODUTT DE DE C2CO)RNERS WITH UTLITY (2) BOLLARDS © .--------- (4) BOLLARDS 0 STORAGE FENCE (1) BOLLARD 0 STAR FENCE 11 DWG - ----- WNGS f (1) BOLLARD 0 DUMPSTER �fullli t �� (SEE SK 84) (2) BOLLARDS 0 4*__ t j) p I 1 II I I I I I I I I 111 I .'-- I: t - i' OH SEE T DOOR - 2 ) BOLLARDS ®2 cAS METERS ge:/..,,___.--- ' (1) BOLLARD DWG (2) BOLLARDS E- �c STAR (SEE SK 82) - — END OF RETAM'IG 0 SPIER = ( ) WALL N RI sEE T1 _ . DRAWINGS _ _ i = \ (2 ! Ill i I II I I I t l B LARD E SEE SIC 71) • r \ � M11111111111111 �- ticISTAINIS_E4r2S-CFER_TREs I1u111llu .r 11 i s--, Q ' • N 2 P �' BDL TAB SS STEEL TEEL LARDS •© TSA • \' \ - ' - ' • . \ ON 11 CONTRACT) 10 HOSE BIBS -+ \ ( SK 80)� -� 10 STAhLESS STEEL BOLLARDS .'' 12 PETSMART EXTERIOR BOLLARDS 1 oit .• - 2 PETSMART INTERIOR BOLLARDS 20 20 SHELL EXTERIOR BOLLARDS 44 TOTAL BOLLARDS RECEIVED BOLLARD AND HOSE BIB LOCATION PLAN CITY OF TUKWILA r .jSCALE: NTS JAN 0 4 1996 PERMIT CENTER PROJECT: PARK PLACE TURNER & ASSOCIATES SKETCH y DATE: 1/3/96 SCALE: NTS 18420 24th Place N.E. Seattle WA 98155 ARCHITECTS 0 8 8 TO: FAX: TEL: (206) 365 -7431 FAX: (206) 365 -7504 II - NOTE ALL 90' CORNERS TO BE CHAMFERED 3/4" PROVDE VERTICAL WEAKENED 0 PLANE JOINT AS SHOWN O BITUMNOUS WATER PROOFING . ON INSIDE OF PLANTER, HOLD O PAINT DOWN 5" FROM TOP OF PLANTER r BALANCE PER SECTION . I H -1, SHEET S -1 WEAKENED WEAKENED WEAKENED; PLANE JOINT ® PLANE J0 NT © • . • PL PL- I ALL NDICATED ALL NDICATED to LOCATIONS LOCATIONS 2 - #4 CONT. \ - (BOTH 16" PLANTERS) TOP m TOPSOIL #4x2' -2" Q O.C. ©16 "0.C. 3/4" 2-#4 CONT. ___.\ TOP .. r ' Il i '' •I j • I ##4 HORIZ 11 _111 � 1�l! "�# I • 16 O.C. 1 1 ll }11- "7 1 # L to ##4x1' -8" ° =! Ul Ill a 4 Q16" O.C. • T ® 1 6" O.C. - l }l ' �f I CENTERED TOPSOIL � - I Jll �Irl � \ #4 L016' O.C. N .1 -'111 1 71 -I I If- . 11- , 1J �J1/ '• 7 ' � -} I CENTER "' I = I m -- : 111 11 = 1 *1- 1/4" EXPANSION lll - . �! 11_ i Ili -If- - 11 - 1irf": } v j7 . . la u� • 1. • / " i' 4?r',11. 11= JT . I 1 4 EXPANSN 1. Il l llJ_ /!f� }lt it *J.- JI Vs. 1 JONT , I J `111 �1!_ }� fJ!_ � I iii :1// �f }l= ='1 - -I . 1 - Z- V i 111 - - irl L 1111 I X111_ 1 11 - }- , f�-` 1 11 1,1 • - 1 1 1_ • , ° � } = %l ll llf a� l� , 'trl ;x !11 , -»�— �,�_ 1 _ 7 I I. ,11. - �1.. f , %. —111_1 71 -ut. = �• .. � - . . 11 /h . _ o ��— l - if j l : Al - !1 a . �l= - I Ill_ s 5 1 • a t - 'f . • • .4 1 'lll r_: �� = 1 -1. �Ul :� 11, 7111 11= 1 T I -Ill- 111 „ ; r —' =1 11_j ,,I 1 ll !�- ' r_N1_ 111 11 -1i,. !ll - 111 — 11� I 111 . 111 » 1 1 1111 I 11 1 11 -- r , I. »,. 1 11 11 !! 111 1 111 ll: 111 =111— c . l =1 %I �ll _lll_j 111 - 11 lur 111_ n ,. ! 6 „ 6 ., 1' -°" '11,11 illI UI_i,',_- - 111 -i , 9.. ,,.. -„ 1-11,_ � , 1' -6" 1, 3 - #4 CONT. 2 ' -0 �� 3 - #4 CONT. BOTTOM BOTTOM Q 16" HIGH PLANTER r, - ) SECTION @ 32" HIGH PLANTER • � SECTION SCALE: 1/2 " =f-0" REF: SK 71 2 SCALE 1/2' =1 - REF: SK 71 PROJECT: PARK PLACE TURNER & ASSOCIATES SKETCH # DATE: 1/3/95 SCALE: 1/2" = 1' -0" 18420 24th Place N.E. Seattle WA 98155 ARCHITECTS • 1 0.2 i l TO: FAX: TEL: (206) 365 - 7431 FAX: (206) 365 -7504 • COLORED CONC. UNCOLORED CONC. < / > PATTERNED CONC. SMOOTH FINISH BRUSHED FINISH (SLATE FINISH) W/ TOOLED EDGE W/ 2" TOOLED EDGE 18" / VARIES 6� j / • d o p tko08 o o p 60 o O Qo0 � o O • 0 0 Q � Q8 0O �0 o ,08� �O �� QoO o(P Qoo o o O� O� o 111 111 ��f ��� ��1 ��l Q11 ��� 111 ��9 1 11 111 = 111 = 111 111-111-111-111-111-111 • /4" EXPANSION JOINT @ FINISH TRANSITION . sIDEwALK SCALE 1 1/2 " =1' -0" PROJECT: PARK PLACE SKETCH # TURNER & ASSOCIATES DATE: 1/2/95 SCALE: 1 1/2" = 1' -0" 18420 24th Race N.E. Seottle WA 98155 ARCHITECTS 104 T0: FAX: TEL: (206) 365 -7431 FAX: (206) 365 -7504 TURNER & ASSOCIATES 18420 24th Place N.E., Seattle, WA 98155 (206) 365 -7431 January 3, 1996 RECEIVED CITY OF TUKWIIA Ms. Diana Painter JAN 0 It 19 Associate Planner PERMIT CENTER Department of Community Development City of Tukwila 6300 Southcenter Blvd. Tukwila, WA. 98188 RE. Park Place Retail Center 17858 Southcenter Parkway Tukwila, WA Dear Diana, In response to your letter of December 29, see the attached revised architectural drawings rev 1/3/96 and landscape drawings rev 1/2/96: S. side yard landscaping; Trees are being provided as requested, at 30' on center. A continuous rockery will be installed at the bottom of the slope for approximately 145', to provide a more gentle slope for planting. The height of the rockery is to be 2' -5" at it's tallest, tapering to 2' as it moves east. The top of the rockery will be a minimum of 2' from the edge of the parking. stalls. The adjacent asphalt on the project side as well as on the Levitz side all slopes away from the rockery, assuring that storm water is not introduced into the rockery soils. The rockery will receive no surcharge of vehicle weight from the parking lot, as illustrated with a dashed line and note in sections A -A and B -B on the landscape drawing L -1. No guardrail is required at the edge of the rockery per Section 1712 of the 91 UBC, which excepts vertical offsets less than 30 ". North side yard landscaping; Landscape and irrigation plans have been changed. Site Furnishings & amenities; All trash receptacles, bike racks, and benches have been coordinated between the architectural and landscape drawing. Exterior building lighting and parking lot lighting tear sheets are being forwarded under separate cover. The fixtures are the same as the ones shown on the permit drawings, and have been delivered on the site. Wetland planting & SAO mitigation; The wetland buffer area shall have additional "on- site" topsoil installed to an approximate minimum depth of 9 ". Soil will meet the existing asphalt elevation and provide a more uniform slope down to the fabric fencing at the bottom of the slope. At the southern end of the wetl and buffer are, existing alder and underlying blackberry bushes will be removed. The area will be grubbed out and rough graded to provide a more gentle and uniform slope to the fabric fence as well. Moving north along the west property line„ the steepest area will receive 6" to 12" of on -site soils with the existing quarry spalls dispersed. More soil will then be added adjacent to the filter fabric to lessen the slope. The triangular area shall have an existing "ridge" portion flattened to provide a more gentle and uniform slope. Rough grading with "on- site" soils will provide uniform sloping throughout. Proposed plantings as shown on drawings shall be adjusted in the field as necessary to provide the best match between growing media, environment, and plantings. Total number of plants to remain the same; however, locations may vary. Monitoring plan; See sheet L4 & 5 Bonds; Work is to begin immediately, but may be affected by weather. City and owner will re- review level of completion at time of final inspection, and then decide whether to bond or not. Screening of loading areas; Landscape and irrigation plans have been changed. London plane trees; Landscape and irrigation plans have been changed. Aggregate planters; Landscape and irrigation plans have been changed. Pruning of evergreen trees at entry; Landscape and irrigation plans have been changed. Specialty paving; Architectural plans have been changed. See SK 71, 102, 104. The dark gray /green color is being used. Additional sidewalk area;,.Architectural plans have been changed. See SK 71. Landscape and irrigation plans have been changed as well. Transom bar detail, C2; Architectural plans have been changed. See SK 71. Vertical mullions, C1 & C2; Architectural plans have been changed. See SK 71. The spacing was dictated by Office Max's vestibule. The need for symmetry between C 1 and C2 will require that Borders TI drawings be changed to meet the mullion spacing. Entry opening size; The change in opening size from 12' to •14' will not change the structure of the building. Clock; Architectural plans have been changed. See SK 71. Colored renderings of the clock will be provided by Tubeart, the manufacturer, under separate cover. Bike racks; Architectural plans have been changed. See SK 71. Landscape plans have been changed as well. ADA requirements; Architectural plans have been changed. See SK 71. 78, 79, 80. • Bollards; TSA has not agreed to reduce the number of bollard in front of their store. See the attached SK 88 for all on site bollard locations, both stainless steel types in front, and painted steel types at utility areas. Storefront entries; At this time, it appears that all but Linen n Things entry will be completed. Every effort will be expended to install the tenants door; however, due to long lead time, it may be necessary to bond around this one. We will keep you informed of our progress. If, at the time of the shell final inspection, the door has not been delivered, we propose securing the opening with a good grade of painted plywood. Lighting fixtures; Exterior building lighting and parking lot lighting tear sheets are being forwarded under separate cover. The fixtures are the same as the ones shown on the permit drawings, and have been delivered on the site. Sincerely, • a Gam. ward R. Turner, AIA encl.: SK- 71,78,79,80, all revised 1/3/96, L1 through L5 revised 1/2/96 cc: Roy Bennion, P3 Shawn Parsons, Landplan Steve Norman. WGC • MEMO To: File B95 -0110 File B95 -0111 From: Diana Painter Subject: Changes to building permit drawings Date: January 26, 1996 Correspondance regarding changes to the above building permits affecting the design conditions for the project, and requested by the applicant or required by the Planning Division due to changes made in the field are documented in the correspondence file for the project, filed with L95 -0084, the original Design Review file. cc Jack Pace Steve Lancaster Duane Griffin Joanna Spencer files prmt:prkltr58 1/26/96 . ,,,,, - JAW ILA, �s 1+ c vo.., C ,�I � - Cit of Tukwila ; G � John W. R nts, Mayor ., 3 � ; 1 � �: ?s Department of Community Development Steve Lancaster, Director 1908 December 29, 1995 Mr. Howard Turner Turner & Associates 18420 24th Place NE Seattle, Washington 98155 Mr. T. Shawn Parsons Landplan PS 600 Main Street, #D Edmonds, Washington 98020 Re: sketches 71, 78, 79, 80 L1, L2, L3, L4, L5 The following comments reflect discussions In our meeting of December 27, 1995, comments made on the mark -ups to the above sketches on December 22, 1995, and comments made in my letter of December 21, 1995 on requested changes to landscape plans. They represent changes I anticipate in the final drawings, which will constitute revisions to building permits B95 -0110 and B95 -0111. Please give me a call if you have any comments or additions. South side yard landscaping >/ Deciduous trees will be added. The embankment created by final grading appears to be a real problem In terms of future planting. It may not even meet UBC code. It also appears to be a problem In terms of future maintenance and liability. Please advise as to how to solve this problem. North side yard landscaping Additional landscaping will be added, so that there is one 6' walkway through the landscaping, at the appropriate location. Site furnishings & amenities Tear sheets for the benches were submitted. The same manufacturer is making the trash receptacle. We still need to get tear sheets for exterior building lighting and parking lot lighting. Wetland planting & SAO mitigation Gary met on -site with landscape architect and others. Steve visited site to inspect wetland area. Roy and Steve discussed changes to wetland planting plan and fill. Gary will follow up with landscape architecture team. Monitoring plan Gary made suggested changes to monitering plan language. Shawn will revise. Bonds Gary would prefer that wetland planting and tree replacement planting be done, rather than bond for the whole amount. Roy agreed. Gary and landscape architect and contractor will proceed with work, and landscape bonds will be amended accordingly. • yy s'f 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax (206) 4313665 The amended amount of the cash assignment for the Linden trees was approved. Cash assignment will be established prior to issuing C of 0. Screening of loading areas Deciduous trees are being added to the side yard at the south end. Shawn has added columnar trees at the loading dock for Building D. London Plane trees Larger caliper trees are going to be added to compensate for the existing London plane in the southwest corner that was going to be moved, and now has been removed. Aggregate planters These planters will be removed from project. Pruning of evergreen trees at entry Pruning of these trees will be modified according to site specific conditions. Specialty paving Specialty paving will be changed to a large square pattern, so it will be easier to detail and execute. Finish will be slate texture and dark grey patina, with 'semi - gloss' finish. Additional sidewalk area Please respond to suggestion for additional sidewalk area between Building C2 and Building D (Sheet L5, Sk 71). I think this would be an improvement for pedestrian flow, and would not negatively impact , planting plan if Katsura tree could be moved over and replace one of the cedars. Please comment. Transom bar detail, C2 Howard will add an aluminum strip to make C2 look like 01. Modification of original plan is necessary because different doors have been ordered for different tenants. Vertical mullions, 01 & C2 A demising wall made it necessary to change the location of vertical window mullions. Entry opening sizes, C1 & C2 These minor modifications won't affect the structure of the building. Clock Howard will supply a scale drawing and colored rendering of this feature for City review. The clock will appear on revisions to Sketch 71. Bike racks Remove northernmost bike rack when add sidewalk in this location. ADA requirements Handicap parking stalls on south side of Building B will be moved to east side of Building B. All handicap walkways from parking lots will have ramps or depressed paving areas to sidewalk. All ADA features will meet code requirements. Bollards Bollards are ok as proposed. Reduce number of bollards at Building D from six to four if possible. Put bollards only in front of buildings that need them. 2 Storefront entries Storefront entries must appear finished for final inspection. Lighting fixtures Supply City with tear sheets for all exterior building lighting and parking lot lighting. These must be installed for final inspection. Please call me as soon as possible if you have any comments or suggestions, or if your understanding Is different from mine. Sincerely, 7, Diana Painter Associate Planner cc Roy Bennion Steve Lancaster Duane Griffin Jack Pace Gary Schulz 3 fi TURNER & ASSOCIATES 18420 24th Place N.E., Seattle, WA 98155 (206) 365 -7431 November 17, 1995 RECEIVED Ms. Diana Painter Associate Planner NOV 1 7 1995 Department of Community Development City of Tukwila D COMMUNITY NT 6300 Southcenter Blvd. Tukwila, WA. 98188 51 _ __ P rmil e 615°111 ' RE. Office Max TI Permit # $95=633$ Park Place Retail Center, 17858 Southcenter Parkway �""" Tukwila, WA ,�.... —�-�"" HVAC screening TI/Shell drawing coordination Dear Diana, In response to your comment letter dated November 15, the attached sheet HVAC-C1 has been prepared to show that the HVAC units are screened. In addition, I will cross -out on the two permit drawing sets any information which has been shown on the Shell permit drawings, including fenestration and site furnishing. Thankyou in advance for your expeditious review of these last remaining TI issues. Si cerely, CS el Howard R. Turner, AIA encl: HVAC -1 cc: Roy Bennion, Mike Schillaci • r... Efs Q6)/// Vl . G .0 LARK Building Relationships Through Queiiff Work...Since 1910 CONSTRUCTION CO. FAX TRANSMITTAL To: Dave Larson Company: City Of Tukwila - Department of Community development Phone: 431 - 3670 Fax: 431 - 3665 From: Park Place -- W.G.Clark job office Phone: 575 - 6670 Fax: 575 -6463 Date: 10 - 16 - 95 Total pages w! cover: 3 Regarding: Random cracking on the surface of the panels. Attachments; THANK'S RECEIVED HANK OCT 16 1995 cc; Steve Norman, Duane Elverud D Y NT 400 Aurora Avenue North, Seattle, A 98109 0 • ' : • . 070 FAX ' 575.64:1 WG•Q, AG'3TONO Equal Cppori ngy Emp Dyel . , TO •d ZZ6LZ8690Z NOIlonais oo )INW 13 .1 M Z2:60 NOW G6-9t -10O INSPECTION RECORD 1 � ag,is Retain a copy with pe rmit 0 1 1 PERM' ' NO, CITY AP TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., # Tukwila, WA 98188 (206) 431 -3670 Addt 'l .54 t i F. x • SpeInstructions: Date "ant:. � -24�- ° tea Requester PAtJ'A. phone Now '� ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: / l i III i �' i► i � V -IL 41111111111.1, r ' nspector: , � e. . ��' - .PP" ❑ p.00 REINSPECTION F REQUIRED. Prior to relnspection, tee must be paid at 6300 Southcenter Suite 100. Cad to schedule reinspection. : i 9r +• • • • ny ZO ' d zz64zes9ez NO I I0M4.LSNOO ) Id•13 3 M E2:60 NOW G6-91-100 — . . 'SHUTLER ENGINEERS TE No.2064504076 Oc' 16.95 9:17 No.001 P.03 EMS SHUTLER CONSULTING ENGINEERS, INC, 1700.11411i Avr. S.l',.. Suite 250. Hollow. WA 98004 • (206) 450.4075 • (206) 450.4076 MEMORAN1AL. . DATE: 10.16-95 TO: Mr. Steve Norman W.G. Clark Construction Company 408 Aurora Avenue North Seattle, WA 98109 FROM: Joe Shutter RE: Park Place 17501 South Center Parkway Tukwila, Washington Dear Steve, As requested, I have visited the site to observe some tilt -up panels with what appear to be shrinkage cracks. The panels I observed had some random cracking on the surface of the panels which 1 believe to be the result of shrinkage of the concrete during the curing process. All panels 1 observed are satisfactory structurally and should be capable of supporting all design loads. Please review this and contact me if you have any questions regarding this matter. Sincerely, C..444/ Joseph J. Shutter, P.E. cc: Howard Turner, Turner & Associates Architects c: 115\doeprkp12.dcti £0 - d 036LZ08900 NOIJ:0ldJ.SNO0 )121110 9. 19 22 :60 NOW 26- 9T -J.00 ( r` • L.. ■ ,�J;�;,,,4, wqs�,,, MS-. , - Olif a 4 �� �I . City of Tukwila John W. Rants, Mayor Wit ��1/�`� : -a; ' :, , iliV :� Department of Public Works Ross A. Earnst, P. E., Director 1908 NOTIFICATION OF UTILITY PERMIT ACTION i TO: PERMIT CENTER FROM: \ PUBLIC WORKS ENGINEERING , DATE: AUGUST 14, 1995 : , SUBJECT: PARK PLACE RETAIL CENTER :, 17501 Southcenter Parkway Bldgs: B, C1, C2 and D Project No. P95 -0065; Activity Nos. PW95 -0248 (B), 0249 (C1), 0250 (C2), 0251 (D) - PW -FLH :k PW95 -0252 (B), 0253 (C1), 0254 (C2), 0255 (D) - PW -SSS ; PW95 -0256 (B), 0257 (C1), 0258 (C2), 0259 (D) - PW-WM PW95 -0260 (BCD) Contact Person: Mr, Roy Bennion Phone No. (206) 682 -6868 1 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON August 11, 1995: , / � PERMIT FEE 1 t) PW95 -0248, 0249 0250, 0251 Fire Loop Hydrant 4 x $25 = 100.00 00,c6 PW95 -022, 025, 024, 02 Sanitary Side Sewer 4 x $20 = 80.00 PW95 -06, 0257, 0258, 0259 Water Meter 2'�s�zE) 4 x $1450 = 5,800.00 (� PW95 -0260 Storm Drain C 1 x $25 = 25.00 TOTAL: $6,005.00 Two copies of the confirmed Utility Permit Application Form with a set of plans are attached for inclusion in the permit file. If there are any questions that may arise, please advise me at the number below. JJS /mv Attachments a/s cf: PW Utilities Inspector (w /copy of application/plans) Development File(w /copy of application/plans) a, ,w is ii 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 - 0179 • Fax (206) 431.3665 I 1$urtuOtt4.16 t.:0°D cs CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * REVDSk. SUE ATTAL *° DATE SS PROJECT NAME ? ?LACS fie CENTEA ADDRESS ji b 1 SO \j a low? CONTACT PERSON 10 PHONE 2605 145 ARCHITECT OR ENGINEER • e PLAN CHECK/PERMIT NUMBER IS 1 1 1 N/I�j� • TYPE OF REVISION: •� � I M L Z • clui INO • Q(6'3 t CX L. LAkC60447e, CivItr SET EIKEthear4 jlo . SHEET NUMBER(S) - r , ; I, a - "Cloud" or highlight all a . '� - *Mons • "� • is ns. ` • eJ46 9018 SUBMITTED TO: VAN* Ofie•iw ?wit Oftilitwarc dor %%04 ,A WSeh9,. • { JIM gin SHUTLER ®® . CONSULTING OW ISM ENGINEERS, INC 1300 -114th Ave SE, Suite 250, Bellevue, WA 98004 • (206) 450.4075 • FAX (206) 450.4076 August 9, 1995 I 0111 RECFJVED Mr. Howard Turner Turner & Associates AUG 1 Q 1995 18420 - 24th Pl. N.E. Seattle, WA 98155 DEVELOPMENT Re: Parkway Place Retail Tukwila, Washington Dear Howard, r • Persuant to your request, 1 have prepared the attached sketches showing the addition of two 7' -10" wide, non - structural knock -out panels to the front of building "B ". It is my understanding that these two panels were required by the City of Tukwila Planning Department to reduce the opening in the front of building "B" from 60' -0" to 44' -4 ". • The panels, as presently detailed on the attached sketches, extend only to the bottom of the soffit joist and may be removed in the future without any adverse leffect on the structural integrity of the building. Please review this letter along with the attached sketches and contact me if you have any questions. Sincerely, , 4 of wAS�-l�� • Jos ph J. Shutter, P.E. rn • z .o : �, i74 JS:bs '� o�s'4,c2oa2 vis �v • . ;sio cc: Roy Bennion, P -3 Partners NAI. E [EXPIRES 09 / 12 / 94°7 civi O F U p u C 16 1995 t�t.111. • D INC^ tVIS t� r ® SHUTLER • CONSULTING NW WM . ENGINEERS, INC 1300 -114th Ave SE, Suite 250, Bellevue, WA 98004 • (206) 450-4075 • FAX (206) 450-4076 August 9, 1995 F7CF VED Mr. Howard Turner Turner & Associates AUG 0 1995 18420 - 24th PI. N.E. , y Seattle, WA 98155 DEVELOPMENT Re: Parkway Place Retail Tukwila, Washington Dear Howard, Persuant to your request, I have prepared the attached sketches showing the addition of two 7' -10" wide, non - structural knock -out panels to the front of building "B ". It is my understanding that these two panels were required by the City of Tukwila Planning Department to reduce the opening in the front of building "B" from 60' -0" to 44' -4 ". The panels, as presently detailed on the attached sketches, extend only to the bottom of the soffit joist and may be removed in the future without any adverse effect on the structural integrity of the building. Please review this letter along with the attached sketches and contact me if you have any questions. Sincerely, J. S �Qv WAS ' v >> • ic 0 C/ " FT Jos -ph J. Shutter, P.E. ," ri Z o .p 20429 - ww • . 0 3 JS :bs �� f G v 11A1. cc: Roy Bennion, P -3 Partners EXPIRES 09/12/ 94 1 ©1995 All rights reserved. No part of this document may be reproduced. in any form or by any means, without permission in writing from Shutter Consulting Engineers. Inc. ammosimorm j-.m o ill 0 4 O ,, ►-. • w n' `.' Cr III III 1 O trJ n to ..P.- H IV C Z O x o , � - c CD z 1. NEW 5 Y2 "P.C. KNACK -OUT I o o m s r 0 Z 2' -C" 5' -10' PANELS TO BOTTO OF 7' -10' " { . . SOFFIT JOIST SEE SECTION - on Z - A /SKS -2) C "" ' I F4.5 - _ ....tz (1) = — Mr — m x r ' 4 10: 1 - j d,,S74-; o -1 la 1 A /SKS -2 1' -6" (TYP) F6.0 F4.0 . ,. cc. Az. r ' ji � ! 4 I�J ; r _ f f > _ + �.� F4.0 �* ri i f 6.5 + � + "'�� + ,� } F4.0 N , = ' C'' 0 464 t -6 , 6' , D -3 ttl j l, �;Oy s 03 > n = > _ 21' -10" 11' -2" 34' -0' + i 1' - - - c a m ° 7 3' -0'/ 2' -5'-" 2' -5'J "-3' -0" 3' -0 `2' -5" . -2' -5 r u --I o A- • 72' -0" • a Cji ViS -1 = > r =21 ° M BUILDING '8 tZ g� 7. rri 5 ' rn � A PARTIAL FOUNDATION PLAN u.., N o Pi > SCALE: 1/16" = 1' -0" (I)m co to co . r -a. P NOTES: 1) SEE CONSTRUCTION DOCUMENTS FOR BALANCE OF e LP FOUNDATION PLAN, NOTES, AND CALL -OUTS. -► 2 �4 11° BM " Sc WALL 4 VARIES 1 1111111 BALANCE PER SECTION G -7 J.. i i_ CONN. PER SECT. F -7 EACH JOIST. � 3 — #10 SCREWS "'`- pi,......: I. .. lYP EA. 3 OFFfT JgST TO S5 CO N P• �/ • 1:11 S L -7 EA. END CONT. PLATE PER SECT. C -6 r. PER ARCH. illnismill 5 P.C. PANEL �� ",!ii, REINF. w/ #4 14" o.c. EA. WAY >,6 SEE ARCH DRWG FOR g 9 SIDEWALK PER ARCH ' SIZE AND LOCATION. Is i .0 1.1111111113111 , 0. 1 U �f Am [Clk. a ti 1 (PER PLAN) : . A i • 1•,i m0 • ,, t 0 . 11 =11= 1 b • = 1 SEE SECT. A -1 1 o •0 SECTION A/SKS-2 1 SCALE: 1/2" =11 -0" b 7 ® AMIN SHUTLER o CONSULTING JA‘ .J• w t r•.. + r 17501 SOUTH CENTER PARKWAY PARK PLACE t _ !CO �'w • 1.I s r g ENGINEERS Inc. " E v`J 01 ,,, � � ` TUKWILA, WASHINGTON RA 1300 -114th Avenue S.E., i ; ' Client: TURNER AND ASSOC. �' g Suite 250 ; . � , Ri d �lv` 1 . 18420 24th PLACE NE 0 Bellevue WA 98004 � , -ors, i, t SEATTLE, Washington 98155 • 0) , 5 (206) 450 - 407:. ~ DATE: JOB No: SHEET: g FAX: (206) 450 -4076 E.xl' +a 09 / 1� 1 - lr 8 -9 -95 94 -64 SACS -2 . ... ......... ...... .. .. r .:..,..,:.:..,-:..,. y,. t: ,..:n:...., ,......._.._... ... ... _...,............._M..,ir , w, ,. ,.,.. ...,�_...,M. ,... .,..,.a ,,.. r,. mnu++ ew.^_- vn. n.. ros. s-, m v..». a.-> m..:,., „....,....�....,.,w+rr.rt�'.J7 Cv. (. P -3 /PARKWAY, L.L.C. 800 FIFTH AVENUE • SUITE 3700 • SEATTLE,-WASHINGTON 98104 -3122 • (206) 682-6868 • (FAX) 682 -1040 RECEIVED AUS 1 0 1995 20 July 1995 tiiJIVi1V! U! V I i y DEVELOPMENT Mr, Duane Griffin Building Official Department of Community Development City of Tukwila 6300 Southcenter Blvd., Suite #100 Tukwila, WA 98188 Dear Mr. Griffin: Please find enclosed signed and recorded "yard” easements required to establish a minimum 60' zone of non building around the proposed Park Place retail center. The easements, legal descriptions and sketches depict the same areas as were reviewed and found acceptable by your department previously (the "Iverson" property and the "Winners" restaurant property). We understand that these easements are necessary for the 5 -N building rating and issuance of a building permit, Thank you for your cooperation. Sincerely P -. ' A ' AY, LLC 1 . ' • •, . Bennion 1 ,g 4 TURNER & ASSOCIATES 18420 2411 Place N.E., Seattle, WA 98155 (206) 365 -7431 June 6, 1995 Mr. Duane Griffin Building Official CITY ECEIVED A Department of Community Development City of Tukwila JUN i? 7 1"o i 6300 Southcenter Blvd. PERMIT CENTER Tukwila, WA. 98188 RE. Park Place Tukwila, WA Entry Revision Submittal Dear Duane, The attached revised architectural plans, structural plans and calculations reflect changes made per tenant requirements. These are being submitted at this time to hopefully keep you and your staff up to date on the most current design. The changes involve relatively minor changes to the entry canopy shapes, and to the shape of the second floor at building C2. These changes have occurred since your structural plan review consultant approved the plans as initially submitted last month. The changes are reflected in a coordinated fashion on the revised sheets. The entry canopy at Building A has been widened. Planning stair asked that the entry doors, entry canopy, and walkway canopies, be maintained symmetrically and at the center of the building. The tenant, Petsmart, needed the doorway to remain in a fixed location relative to the floor plan, so the entry canopy and the south (left) side of the walkway canopy were shifted to the south. This resulted in an additional return of the walkway canopy around the SW corner of the building, extending 51' towards the west along the south elevation. This all met with planning staff approval. This is reflected in this revision submittal The entry canopy at Building B has not changed, but the width of the storefront has. The entry canopy at Building C has changed shape. The shape of the second floor plan, the location of the exit stairs, and the elevator pit in Building C2 have been re- engineered to fit the current tenant design (Borders Books). These changes are shown on these revision submittals to fit to the forthcoming TI drawings. The entry canopy at Building D has not changed shape. • It is my understanding that TI permits are to be held off until the shell permit has been approved. Your department has received TI permit submittals for Building D (The Sports Authority._ If possible, if you could hold onto these plans instead of returning them to MPR, the TSA architect, it would help out with landlord/tenant relations. Sincerely, �� I , �' c�.. Howard R. Turner, AIA encl: see revision submittal form attached cc: Roy Bennion • !HUTLER ENGINEERS TEL No.2064504076 Jun 4,95 9 :31 No.001 P.01 AMAMI - SI BUTLER CONSULTING 111111,1111111111101 ENGINEERS, INC 1300 -114th Ave SE, Suite 250, Bellevue, WA 48004 • (206) 4504075 • FAX (206) 450.41)76 FA X 11111101sosir Date 4. ' 9 s Number of Pages el"' um•WININIP AIL rsior TO: FROM: 1>Inw�'� j1��art. •.lcd' • - PHONE NO.: - G O 7 b RE: A -- REMARKS: afl�G 6-Z e/x #0060 pi 2 ;t 4.663 (ii,crd,3v = Ldvoro0 » Dar►, Sa�U r/ o n1 L _ �.._ —__ 2E U�5e+y a S Pc ' At- ,U64 'G. • 04 V , 6e0 Forel 6 o OA g 13 4 OG $ " y h 2�r U�sp 4_itkivt'y 1404 G. t g4 ,Gr /ot) - r K,6ftG .• d,o G 7 to , • 4 � do 441 a "J46 "S - . t) /Sc 1.77tz s. A.) /00.1 .- -8 - o !' a - -e). 2601 t 0 wUew r*s ci ' e/it: e/cc. ,p SHUTLER ENGINEERS TEL No.2064504076 Jun 4,95 9 :31 No.001 P.02 armanum SHUTLER 11111%7111111 CONSULTING ENGINEERS, INC 1300-114th Ave SE, Suite 250, Bellevue, NN 98004 • (206) 4504075 • FAX (206) 450.4076 FAX Date Ntunber of Pages O TO; FROM: PHONE NO.: RE: A ___ABOIMIIIMMINIMIM REMARKS: . (op G 4e34e5 .1.43 i t)poeD f & t/ ! S G'd dd...r/a s.) s — -/ L/• / I) if 0 de. / • AJS • . y CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 RE.CENEa Gtr o '(UK`N'� pti 0a �`� ,� .�. * PeRM1 �EN"(ER REVISION SUBMITTAL DATE (. .5 iqc • PROJECT NAME !N1. i1A'Ge TPft C LS1) '1 ADDRESS 115 r I SOU )C • 1.1 CONTACT PERSON PHONE 3CoS /4S I tj ARCHITECT OR ENGINEER PLAN CHECK/PERMIT NUMBER a7 "'• ® r a n Vic • t) II TYPE OF REVISION: ' V1 P-e .vr Tet4I7 1 J7 POD CAcJ o V ra $ LJ1T1-J sA4E vol.rr PeAwelkAga.rr eeQi tQEO €4 C.rr 61 . At t. c c e. woe 4,t~oui7C secs A`r u ) r- 4 3't ci a2M.• 6 C. , 4 .A 11 "N DU eat v2Ail,. AAA rAmea A r q:5. r •. a; 45..r.0(.4 SHEET NUMBER(S) AU AZ .2 j A2,'. Ari Ai, ( ,A4, S Ai.L SI t:c "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: 1 )p L . IVU,) l\. R O B R R T 1 I'ROFESSIIIG U. 1010 \QRr0\ l)t II.Dl \( 116 SQL TII HOTEL STREET SERI ICES 801 SECOND 'ARM. E 5CITF; 202f, F O 11 CORI'OR \TIO\ SE MIX. 11lSlll \QTO \98104 111) \01.1 LC. 11 11 910113 TELEPIIO \E: 12013) 621•1803 T l,E111O \E: (8081 533.61199 r\ S S 0 C I r1 T E S F3 \: 12(1(1) 621-9740 F \\: (8081 543.2200 CI) \SCI,Tl \O ENGINEERS May 8, 1995 Turner and Associates Architects 18420 24th Place NE Seattle, WA 98155 Attention: Mr. Howard Turner` Reference: 95 -T -06 (Park Place Retai - Bldg BCD) RFA #95102 -06 Dear Mr. Turner: We have received additional information on the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code as adopted and amended by the 1992 Washington State Building Code. We have no additional comments. We have forwarded all project information to the City of Tukwila for their records. Please forward a copy of this letter to the structural engineer. Best regards, ROBERT FOSSA ASSOCIATES, INC., P.S. Sandra B. Stampfli, P.E. SBS:2 cc: Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RECEIVED CITY OF TUKWILA MAY 0 9 1995 PERMIT CENTER • 95T06 2.DOC 5/8/95 R . >. A ®• SHUTLER - CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suile 250, Bellevue, WA 98004 • (206) 450.4075 • FAX (206) 450.4076 May 1, 1995 ( P : 9510Z, -0(0 Mr. Howard Turner Turner & Associates RECEIVED 18420 - 24th PI. N.E. Seattle, WA 98155 MAY 5 1995 Re: Park Place Retail ROBERT FOSSATTI ASSOC. Building B,C,D Tukwila, Washington Dear Howard, I am in receipt of the plan review comments by Robert Fossatti & Associates dated April 20, 1995. The following drawing changes and /or clarifications are submitted in response to the comments. 1) Structural note revised. 2) Tie spacing revised, see sheet S -13. 3) Lateral support is provided by the roof at the top and the concrete columns. See attached calculations and sketch. 4) See new detail sheet S -12. 5) Architect to incorporate reinforcing into detail 10/A1.3. 6) See revised sheet S -4. 7) See added details on sheet S -7. 8) See revised drawings. 9) See revised drawings. Please submit this response with the revised drawings. Sincerely, Joseph J. Shutler, P.E. JS:bs . . . . . . , , „ . .. .. .. . . . . . . .. . . , AIM MEI MIN( JTLER MIN . CONSULTING JOB---2( IOW MEN - . - - ENGINEERS, INC SHEET NO. rim-16 OF CALCULATED BY . DATE 4 1(5 0 • gr 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 CHECKED BY DATE (206) 450-4075 FAX 450.4076 SCALE 1 1 / L i I I I 1 , 1 1 t....., I ! f I 1 ; 1 ■ t I / 121 I *Tr; ..1 ; ■ ,.! i , 1 : 1 ( ''-'1 7 3 . 11 +•■.1 17 Xit Wia n!■1 ...1-0-■ike* --. p- i., . ..- -.J I 1 LL 1 - 4 . .. 1 - * I -----.---.-" - ---.'...+ I i I I r11'---1-1 1 1 MIMI mi i lirisalmumm I I I I II I - 1 - 1 . _ , i . _ ____4 ._ __1____4 J - , i ____,...._ III . 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DATE �J -- Bellevue, WA 98004 CHECKED BY DATE (206) 450-407S FAX 450 -4076 SCALE i i' 1 j i' ;; i,;;!'; I, I I; i i i i 1 1 0 ....• � 4 i 1 1 1 1 1F t 1 t T T+ II , ) , , 0 , 1 , 1 1 ' . 1 . , c 3 4 6 Elliala Ill L t i i m i li!r' . 44 i i 4 0 fr , , Milli] IHIMIIII 11111=11 A) 4 Ill II , „„„,...4441will rE tN$75N l -.df i I2/ -'%1i� - I 1 1. I 1 , 1 �3 1 i I I • 1 ' : , ` ■ ! 1 � ' _ ! ' I I l I + i : 1 ' 1 1 i I i i i! — • i I I 1 i _ I i i —t— , -- I j 1 . I I L T L 3 I 11 p A ) C ! 1 , ! 1 ' 1 1 t , I ` ! j i 4 1 i i ! 1 1 :- -- -� -.-- _.__ - : _ . rt - _ _^ .1 -? - - ------ .. 1 --. -- i .-: -- 4.... _.T_ __._''----4.- -i__ _..,_- A , ..._. 4 j .__ ._. -__._- - ! L____ ■ i 7 ` �- _ _-- , 1 1 ( ; I , I I _r— r i -- - - -- ` '-- •------ - -..�_ ! __,_ __-i__ — 4_ . .. _... ,..L.,_.,.1.., -.., -_ ___ _- 1 -__ - -:- ; __4- 1 k { t i i 1 1 I I + , , -- i 1 7 1 ! 1 i _ 1 T 1 `► I ' 1 } i I l 1 i I 1 ! 1 t i�_ 1 1 t , i i I. - i I I, 1 1 1 1 ,1 I i ! , i 1 I i I 1 • i , ! 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HAWAII 5)0(313 TEI.EI'I IO \E: 12061621.1803 TELEPII0 \'E :18081333.6699 A S S O C I A T E S FA \: (2061 621.9740 FAX: 0308)3.13 -2200 CO \SCLTI \(i EXGIXF:ERS RECEIVED APR 4 April 20, 1995 2 1 1995 CMMUNI DE Turner and Associates Architects 18420 24th Place NE Seattle, WA 98155 Attention: Mr. Howard Turner Reference: 95 -T -06 (Parkway Place Retail - Bldg BCD) RFA #95102 -06 Dear Mr. Turner: We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code as adopted and amended by the 1992 Washington State Building_,Code. Our comments follow: 1. Revise "Steel Joists and Joist Girders" note on Sheet S -1 to require that shop drawings and design calculations be sealed by a licensed Washington structural engineer. 2. Provide minimum tie spacing for concrete columns (shown in details on Sheet S -13) in accordance with Section 2607(k)33. 3. Clarify how lateral support is being provided for precast spandrels shown in' Sections M -6 and N -6. Provide additional calculations as required for review. 4. Provide standard hooks at ends of transverse wall reinforcement where required by Section 2625(f)3E. 5. Provide a detail for exterior stair on grade as referenced in Detail 10 on Sheet A1.3. 6. Provide missing detail references along Gridline 1 on Sheet S -4. 7. Provide missing detail references at roof canopies shown on Sheets S-4 and S -5. Clarify how canopy lateral forces are resolved to TS columns. 8. The Second Floor Plan on Sheet S -8 shows TS columns at Gridlines I -9 and I- 11. .These columns are not, however, .reflected on the Foundation Plan on Sheet S -3. Coordinate drawings and provide: additional details as required. 9. Provide complete details (and clearly reference connections) for drag members along Gridlines 9, 11 and J (both at high and low roofs). See Sheet S -4. 95T06 1.DOC 4/20/95 �., 95 -T -06 (Parkway Place Retail - Bldg BCD) RFA # 95102 -06 April 20, 1995 Page 2 • Please note that the roof structure has not been designed for the effects of drifting snow as recommended the Structural Engineers Association of Washington. The engineer of record, Mr. Joseph Shutler of Shutler Consulting Engineers, Inc. has submitted a letter dated December 23, 1994 indicating that he feels the consideration of drifting effects to be unnecessary for this project. We understand that this is an acceptable policy for the City of Tukwila. Please forward a copy of this letter to the structural engineer and respond to the above comments in itemized letter form. Resubmit two copies of revised drawings and one copy of revised calculations to our office as required. Best regards, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Agri , • • Sandra B. Stampfli, P.E. SBS :1 cc: Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 95TO6,1.DOC 4/20/95 ~ vJILA, s, L • ' City! ou1 Tukwila John �i' , `1 - of Tk W. Rants, Mayor ',, N •. �;���;? `� Department of Community Development Steve Lancaster, Director 1908 April 13, 1995 Robert Fossatti Associates Consulting Engineers 1000 Norton Building 801 Second Avenue Seattle, WA 98104 Regarding: 95 -T -06: Park Place Retail Bldg BCD (B95 -0111) Please do structural review per U.B.C., 1991 Edition. Sincerely, Shellie L. Bates Permit Technician 6300 Southcenter Boulevard, Suite #100 • ` Tukwila, Washington 98188 • (206) 431:3670 , • Fax (206) 431:3665 ( w ouj Plum e. t' l td 3 D CITY OF TUKWILA Id: ACTP130 Keyword: UACT User: 1671 04/07/95 Activity Maintenance - Valuation Calculator BUILDING PERMIT Permit No: EST95 -01 Status: VOID Valuation Summary Date of Table used: 04/01/1994 Occupancy Type Factor Sq. Feet Valuation ?Stoked 't Type : V,l ie 0 33'.193 136,6I9,' 4 x'.6 Subtotal: 136,619 4,616,356.01 Multiplier 1.00: 4,616,356.01 Addl Fixed Amount: .00 Total;. Valuation :' 4,616,356.01 Enter factors or F2= Select Occupancy ESC =Exit Val Calc CITY OF TUKWILA Id: ACTP125 Keyword: UACT User: 1671 04/07/95 Activity Table Processing BUILDING PERMIT Permit No: EST95 -01 • Status: VOID Type: B -BUILD Vers: 9101 Screen: 02 Fee Information Bulldng'µFee (Y /N) • Y ; x : 1`0;`:7.;73 "50 EXIST BLDG SQFT: Other Bldg Fee (enter $): .00 NEW BLDG SQFT..: Plan Reviefit Fee" (Y /N) • Y 4,00278 " CONST AREA SQFT: Other Plan Rev (enter $): .00 # OF STORIES...: _' Bti l di g Surcharge (Y /N) ..: Y '` Calcul�1t ®d' Fee`: a7;786":,78' - .r78 � � Archive Date...: / / Microfilm Date.: / / Additional Fees Work w/o a Permit (Y /N).: .00 Inspect After. Hrs (hrs).: .00 Radon Monitor #: Reinspections (hrs) • .00 (see comments for multiple Other Inspections (hrs).: .00 radon monitors issued) Add'l Plan Review (hrs).: .0 .00 No. Radon Monitors • .00 TOTAL% PERMIT ''FEE: WPAQUAV F7= Update, F2= Previous Line, F1= Screen Index, ESC = Cancel Update s y City ()It Tukwila p FIRE DEPARTMENT 41, 444 A n d over P ark E as t p Tukwila, Washington 98188 -7661 2 (206) 575 -4404 . 1908 . John W. Rants, Mayor May 31, 1995 Fire Department Review Control #B95 -0111 (512) Re: Park Place Retail - 17501 Southcenter Parkway, Buildings B, C and D Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinets, or set on shelves (NFPA 10, 1 -6.9), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1 -6.9) Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC 10.505A) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the City Of Tukwila FIRE DEPARTMENT 444 Andover Park East ' 00 1 8 Tukwila, Washington 98188 -7661 (206) 575 -4404 John W. Rants, Mayor Page number 2 company or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10A -4 -4) Maintain fire extinguisher coverage throughout. 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 3303(d)) Exit doors shall swing in the direction of exit travel when serving any hazardous area or when serving an occupant load of 50 or more. (UBC 3304(b)) 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 12.106(c)) 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 12.104(a)) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. Exit hardware and marking shall meet the requirements r ILA � ' q � .. . sy City of Tukwila y FIRE DEPARTMENT ..J 0 444 Andover Park East Q 0 Tukwila, Washington 98188 -7661 W N (206) 575 -4404 198 . John W. Rants, Mayor Page number 3 of the Uniform Fire Code. (UFC 12.106- 12.111) Internally illuminated exit signs shall have both bulbs working at all times. (UBC 3314(c)) When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 3314(A)) The color and design of lettering, arrows and other symbols on exit signs shall be in high contrast with their background. Words on the sign shall be block letters 6 inches in height with a stroke of not less than 3/4 inch. (UBC 3314(b)) Aisles leading to required exits shall be provided from all portions of buildings. The width and spacing of aisles shall be maintained at all times. (UFC 12.104(b)) Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle at floor level. Fixtures required for exit illumination shall be supplied from separate sources of power for Group 1, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 3313 (a)(b)) When exit signs are required by The Building Code (see U.B.C. section 3314(A)), additional approved low level exit signs which are internally or externally illuminted, or self- luminous, shall be provided in all interior exit corridors serving guest rooms of hotels in Group R, Division 1 occupancies. The bottom of the sign shall not be less than 6 inches or more than 8 inches above the floor level. For exit doors, the sign shall be on the door or adjacent to the door with the closest edge of the sign within 4 inches of the door frame. (UFC 12.111(e)) fA i i••/ o Y4 a � wILA City of Tukwila 0 y FIRE DEPARTMENT - .J 0 444 Andover Park East 0 Tukwila, Washington 98188 -7661 N (206) 575 -4404 1908 . John W. Rants, Mayor Page number 4 Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 3303(e)) When two or more exits from a story are required and when two or more exits from a room or an area are required by U.B.C. Section 3303, exit signs shall be illuminated. (UBC 3314(a)(c)) The power supply for the exit pathway illumination shall normally be provided by the premise's wiring system. In the event of its failure, illumination shall be automatically provided from an emergency system. Emergency system shall be supplied from storage batteries or an on -site generator set and the system shall be installed in accordance with the requirements of the Electrical Code. (UBC 3313(b)) Manually operated edge- or surface - mounted flush bolts and surface bolts are prohibited. When exit doors are used in pairs and approved automatic flush bolts are used, the door leaf having the automatic flush bolts shall have no door knob or surface- mounted hardware. The unlatching of any leaf shall not require more than one operation. (UFC 12.106(c)) Combustible material shall not be stored in exits or exit enclosures. (UFC 11.303(b)2) 3. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1646) All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to The Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department r iLA .(. City Ot Tukwila ti FIRE DEPARTMENT —1 444 Andover Park East N - 0 Tukwila, Washington 98188 -7661 (206) 575 -4404 1908 • John W. Rants, Mayor Page number 5 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 #1646) Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13 -4- 4.1.3.2.1) All control, drain, and test connection valves shall be provided with permanently marked weather -proof metal or rigid plastic identification signs. The signs shall be secured with corrosion- resistant wire, chain or other approved means. (NFPA 13- 2 -7.3) All sprinkler systems, fire hydrant systems, standpipe systems, fire alarm systems, portable fire extinguishers, and other fire- protective or extinguishing systems or appliances shall be maintained in an operative condition at all times and shall be replaced or repaired when defective. All repairs and servicing shall be made in accordance with recognized standards. (UFC 10.504(a)) The fire department connection (FDC) shall be equipped with a 5" Storz fitting(s). (UFC 10.506(a)) Sprinkler systems shall be maintained in an operative condition at all times. Sprinkler systems and their component parts (including hose stations) shall be inspected and tested per N.F.P.A. 13, N.F.P.A. 14 and N.F.P.A. 25 at a minimum frequency of every twelve months. A copy of inspection, test and maintenance records shall be forwarded to the Tukwila Fire jCit YfTukwiIa Z FIRE DEPARTMENT ...I 444 Andover Park East 0 Tukwila, Washington 98188 -7661 tl) - o s .Z° (206) 575 -4404 1909 . John W. Rants, Mayor Page number 6 Prevention Bureau. 4. An approved manual fire alarm system is required for this project. The fire alarm system shall meet the requirements of the Americans With Disabilities' Act, chapter 51 -20 WAC (Chapter 31 Accessibility), NFPA 72 and the City of Tukwila Ordinance #1646. Fire alarm systems shall be maintained in an operative condition at all times. Fire alarm systems and their component parts shall be inspected and tested per manufacturer's specifications and N.F.P.A. 72 at a minimum frequency of every twelve months. A copy of inspection, test and maintenance records shall be forwarded to the Tukwila Fire Prevention Bureau. (NFPA 72 (7 -3.2, 7- 3.2.1)) (City Ordinance #1646) Local U.L. central station supervision is required. (City Ordinance #1646) All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1646) (UFC 10.503) Remote alarm annunciation indication is required if the control panel is not visible from the main entrance, (City Ordinance #1646) (UFC 10.501(a)) When the control panel is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Fire Alarm" or "Fire Alarm Control ". (City Ordinance #1646) Key box - When access to or within a structure or an area is unduly difficult because of secured openings or where immediate access is necessary for life- saving or fire- fighting purposes, the Chief may require a key box to be installed in an accessible location. The key box shall be a type approved by the Chief and 64 1;1 � �s City of Tukwila Q 1 FIRE DEPARTMENT — N , 444 Andover Park East 0 Tukwila, (206) Washingt -4 o 98188 404 -7661 • 190$ . John W. Rants, Mayor Page number 7 shall contain keys to gain necessary access as required by the Chief. (UFC 10.302) Call the Tukwila Fire Department at 575 -4407 for approval of any system shut down. Have job site address, name and the Tukwila Fire Department Job Number available to confirm shut down approval. (City Ordinance #1646) 5. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 6. 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 10.601) The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 42 -8 of The Uniform Building Code. (UBC 4204(a)) Your street address must be conspicuously posted on - the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 10.301(a)) Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn - around area. Access shall be within 150' of all portions of the buildings. (UFC 10.203,204 as amended) 1 % `v40 City of Tukwila FIRE DEPARTMENT ..I 444 Andover Park East , 0 Tukwila, Washington 98188 -7661 (206) 575 -4404 1908 John W. Rants, Mayor Page number 8 Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating nut. Tukwila City Ordinance #1671 provides that the required width of any fire apparatus road (fire lane) shall not be obstructed in any manner, including the parking of vehicles. Minimum required widths and clearances shall be maintained at all times. 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, The Tukwila Fire Prevention Bureau cc: T.F.D. file ncd • ,. ! '.i:: .:.`. .. .. . ,} t Y. :(:'. ..?; 1....t .. .x ., — ,.,....._ .. .. ... ..........,.. ... r: . r.. .;r. .. .• .,.cfi:4P:r3?A.Y7Pn.L•>1.^rRS!i i<VA }Gts TURNER & ASSOCIATES 18420 24th Place N.C., Seattle, WA 98155 (206) 365 -7431 April 12, 1995 Mr. Duane Griffith Building Official Department of Community Development City of Tukwila 6300 Southcenter Blvd. Tukwila, WA. 98188 RE. Park Place Tukwila, WA No -Build Easements Dear Duane, At the time of submittal for a building permit the negotiations with adjoining property owners to obtain required no -build easements necessary to build this building as shown on the plans have not been completed. It is understood that these easements will have to be officially completed, filed, and copies presented to the Building Department before the building permit will be issued. We further agree that we are asking that the plan review proceed at our own risk, and if the required easements are not obtained the plan review and pertnit application will become null and void: • Sincerely, -,-4 Howard R. Turner, A cc: Roy Bennion . ,.. .... .,., :, ... .. .. .. ,. ., ..., ,:.u., .... .. .. sera. S' TO: BLDG OF1 L AT THE TIME OF SUBMITTAL FOR A BUILDING PERMIT THE NEGOTIATIONS WITH AJOINING PROPERTY OWNERS TO OBTAIN REQUIRED NO -BUILD EASEMENTS NECESSARY TO BUILD THIS BUILDING AS SHOWN ON THE PLANS HAVE NOT BEEN COMPLETED. IT IS UNDERSTOOD THAT THESE EASEMENTS WILL HAVE TO BE OFFICIALLY COMPLETED, FILED, AND COPIES PRESENTED TO THE BUILDING DEPARTMENT BEFORE THE BUILDING PERMIT WILL BE ISSUED. WE FURTHER AGREE THAT WE ARE ASKING THAT THE PLAN REVIEW PROCEED AT OUR OWN RISK IF THE REQUIRED EASEMENTS ARE NOT OBTAINED THE PLAN REVIEW AND PERMIT APPLICATION WILL BECOME NULL AND VOID. • • \ � J �w t . , y 4.,- o City of Tukwila Pre - Application Process "'¢_ MEETING ATTENDANCE RECORD mos City of Tukwila Departnnent of Community Development - Building Division 6300 Southcenter Boulevard, 11100 Phone: (206) 431 -3670 Tukwila, Washington 98188 Pre- Application PRE94 -020 Project: PARKWAY PLAZA File Number Meeting Date: JUNE 30, 1994 Timc: 2:30 Site 17051 SOU''HCENT lR PY Address: Date Checklist JULY 1, 1994 By: SYLVIA A. OSBY Mailed: CITY STAFF PRESENT DEPARTMENTS PRONE #'s NAMES /TITLES X Building 431 -3670 13013 BENEDICTO, SENIOR PLANS EX 1MINER X Fire 575 -4404 MIKE ALDERSON , FIRE MARSHAL X I Planning 431 -3680 DENNI SHEFRIN, ASSOCIATE PLANNER X Public Works 433 -0179 RON CAMERON, CITY ENGINEER Parks & Rec 433 -1843 1 Police 433 -1804 . Environmental' 431 -3680 • I Permit Center 431 -3670 Other: APPLICANT /REPRESENTATIVES PRESENT CONTACT Name: MICHAEL SANDORFFY Phone: 206 624 -1444 PERSON Company/Title: SFIIDLER/WEST FINANCE PARTNERS III Street Address: 800 5THAV113700 City /State /Zip: SEATTLE, WA 98104 OTHERS Name: RANDY BOSS Phone: 206 858 -5100 • PRESENT Company/Title: SEATTLE PACIFIC REALTY, INC. •. Street Address: 3400 56TH ST N. W. City /State /Zip: GIG HARBOR, WA 98335 Name: ROY 13ENNION (with Mr. Sandorffy) Phone: 206 325 -8527 Company/Title: BENNION COMPANY Street Address: 1150 22ND AV E City /State /Zip: SETTLE, WA Name: HOWARD R. TURNER Phone: 206 365 -7431 - Company/Title: TURNER &ASSOCIATES Street Address: 18420 24THPL N.E City /State /Zip: SEATTLE, WA 98155 Name: Phone: Company/Title: • Street Address: City /State /Zip; • Name: Phone: • • Company/Title: Street Address: City /State /Zip: a a:�.. ;;: ,r , ;:. PR �: F, P -L CATJdN CHECKLIST • " � ,,,,,, •1 R l o g t?. CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT P U Q UK WORKS 6300 Southcenter Boulevard, Tukwila, WA 98188 BUILDING DIVISION - PERMIT CENTER Telephone: (206) 431 -3670 PRE - APPLICATION FILE NO PRr94 =020 :: PROJECT. PARKWAY PLAZA' MEETING DATE: 06/30/94 TIME 2: act ` SITE ADDRESS: 17501 . olrrllcr PY • PUBLIC WORKS DEPARTMENT /C +•ly��'i Y ;rt�s:�a • . , v n _ •, . ;;a ;•. .,'1;• rr�. .m r... w. YC .�).':•�',::'`fr. ✓ { : .'i��� }�'Y'SS: i •: t �4! ry . ,. r V,•t.. h , - .J .-, ;;;!,. ,.'.t:s�'t, . Thi i oirr ' •=itts�are •aitii n' ' , rillmin + .r Gw r r~ • ,�r r, , ,; ; . • ;, 4 t �{ ` �Z7' t .i ",, � 'it Y �St , 1 '. ✓(. 1 j1'N, .11 .A:!• /JY', r {�.. !" ✓�!^SSaq S Y'.� �,f.A� ,i'A, i t.. . a - '. 4 ,9r ma ttFIR a' " �/ y n W d%: if fgr f e e ll iT TP RI M RWilla,y. / i a t'ta" tp�, •. � ^' T... � i fir .It, r' . :.. 3. �M r:,.•�}.� „J'�: #. �� a . +r�'•�..r4�.lkT. ?.•�� �7 .�. "�,. ;.1•Yt .?.• :: }• T,C v.•,v - 1: Ki 1. Apply for and obtain the following permits /approvals through the City's Permit Center: ( Channelization /Striping /Signing (s4-4-• ?-) O Sewer Main Extension (private) /Va. /6) X Curb Cut/Access /Sidewalk(see'No. (7)( ) Sewer Main Extension (public) 0 :-;=-- ...,_:::::_ :::: Storm Drainage (s.E /O. 2z) (7) Fire loop /Hydrant (main to vault) J � Water Main Extension (private) Q Flood Zone Control (SEE No. /9) 0 Water Main Extension (public) Hauling (2.000 Bond. Cert. Ins.)( 0 Water Meter (exempt)(/,c- // A77a/✓> Landscape Irrigation(6'O no. %.o) j�j Water Meter (permanent)(ss'E NO. 29) 0 Moving an Oversized Load • n Water Meter (temporary) Sanitary Side Sewer(„r4 No, 29 • Other: 2_,4n/V 447 W/may (EA No- zi) a_ E 2. Hauling Permit required prior to start of any au ing � of mat� :fir on public right -of -way ($2,000 bond, $1,000,000 certificate of insurance, route map and $25.00 permit fee required). X 3. All applications and plan submittals must be complete in order to be accepted by the Permit Center for plan review. Use the Plan Submittal Checklist provided on the reverse of the ~ application forms to verify t at all the necessary m t erial ands, information has been supplied. `, Cdr L". 'VA W tiiM Jr C....01C....01.1 O' v/vn, �' a cl P T r TYtcr )11 r H 4 Water and sewer assess ents may apply and wi11 be determin r utility plan review `- process.C;i4 ,-. ,0P4)/ /v 2 ed i// 8//,C y,�f�:� /SZGyr.c y' //✓ . 2:: : Ec:"'e•!7C' ✓ 'c,. ;: r' .. ,�, •(,(---".4.2,' !q.. i e. ` 1 Z 5. Provide sidewalks per Ordinance Nos. 1158, 1217 and 1233, or obtain waiver.(s56 p7) -- 6. Provide Hydrological - Geotechnical analysis. COs 42/c-4//,v /1'EI' s'ori. j, 44' 5 444/1/19 .447 R//l.:;.` 7. Provide erosion control plan as part ofd permit application. 1 2 8. Identify building elevation above 100 year flood elevation per FIRM maps (u e NGVD datum arrd r- •. s' � Ex /S / /c M 9. Provide traffic analysis /trip generation stu for: ,- %o � /,e6 • � ._ P ' E �`' s .. ;��`� 10. Provide developers agreement for: � ,-,v4/2) t ..9a /.224=7 Y•/7/41// - C.• *0} Ere,c p 4N JNOY✓ O/V 'i Air - P(4/V S FDA' .4A// v774/rites ,4CGr-B 11. Provi the following easements and maintenance agreements: mac, 1.�,r7%/ .o,1zb ,c,2n / ` cm/ 7X,:5 1'.<'.;, ; A C 4-AJZ/7Gi /7J ivEEz / 7b B'- � ./NCO ,c/v a / i. • 4, _A 1 4 - = - r .' •,__/(/fit✓ '' 4/Yf.:NT:' c; .1";r.A ,K'/rs /i}. -- 12. Provide water /sewer availability letters or certificates from districts serving your development. ' (ni/cw/"...4) 13. Obtain METRO Waste Discharge permit or approval (684- 2300). a.a_r /4/4:I1 Lt„y'CL4.00770/✓ G 14. Complete tazitsittattkaatEERasecT and return to METRO (self addressed and stamp provided). ® 15. Review the following City studies when designing your project and preparing your plan submittal: ca saw t /7QQOEE /3.44, co/ u ,- v 47 J- / t Y.AN JWC47 '/v` c /TY 7/t -.a/✓s Am..7 N E /N4 eA A-‘24 7Y/v/644.. /51oW4.WW4Y • 16. -7:- r , "/ A4 • - . • Y ._- . F=, r • // /'�,� A// Zr v o o4"o::"/4./v /•S 7.0e,5 4e-e.4 , . ccn/.rv.e7 w's3•D ..5-41).... 7-447; /r'4. /4 o/C' lid -- 7 '' 17. . l.3.. S/S/iC2L 6- - ? !r1/Y./ /%;fi .�.�►L. �1J' / ) irf. 'i 4sQ�'.ri - s//d/y / /,' q44 '2' //t::" L.:t:.'/'' LOC.oT/> 's. t-- 4 /. 7; ,Air,72*C; Oav644' eruker • 18. ..iis.f.tzwrr.4,l eQ1v a.•rr�nc.��. •,•rOle;•ieV:47: "fe i:444y AE/p.1/+c • r-, FE//// N4 /.''47Z zzw.. - X ,x /sarr off ,/r6. AO her j/.�R/ .41,.<04-4 is P",;./.4 /t/�.".4�.v,4y_!_-'" � <' 19. 7 - 420.0 Oa'Yt.,A.A•'. /r'e"5 /..1/ 77:/.;" Zecer.?,S` '7:70/!/ ,r.-7:,r.-7:-^,9,4e2 es- )ev'r'•.�Zk il �' . �j� ,o•POe/rier 4 /Y/J/vi - /''zee,/ /7'/ / / /�/'fL- /lZC' 4, .✓eA 4.'.:t�D, /F /`'.Ve/1 /1/1 ;: /7 //C'/,'/ 4 % /PA/ I �[ I 20. ,z /cer /f' /eve /2 /_I x - 1.. O T r -.- - . .4.. - /' . ! -- . * , - , ° / Checklist prepared by (staff): • . . 7' .7. -/ Date:. ' ?/the i • • . . • • • ' • • .er,("/Nc; 49E710 r1 . ..0.6 1 •1 0 2/. 44 Pe 41 /A , e/r .4 ,4 A!.0 Az7.6 ':‘"'" e /vEI-1/ z.", 42 i/i/o 7V4� i:E" . ioe.a.skw,o77o/t/ / ,',C 4: .r r eAze.c- 4.40 Avy; 22. ca,144 P447± 0/444/47Zrie ..r4 70 /‹ . Re syVa 2 ,f , 4 - ,Ks - 7 - --r - /-," 4/ P.4 • /0 // /74 /;1./ 0/v 4:5 .r/4,....5* ar". C fi4ele A/4 Y. 1%.Pex.r4F1) 12 om PvE-s sv ,4/o- A �VEO .,:r) A: .. A 4/.4-Av 0 14/41 k ate 52" e.445A( ,y4etws 1 25 7 ; 4 /ER 4- Y &E 4 ca ..durrm-- 77,44:" , 2e4L'ar .ev/z..evn, ,. • • • • __.._ • . . . _ . . . • : ; . _ ; . . ..• .„ . . • . • . . • • • - • • " . ( ■;:. • • Business Declaration --- Part 1 Fill out this form, fold it so the business -reply portion is showing and return it to Metro's industrial waste section. If you need to use additional sheets of paper, please mail the entire package of information in a separate envelope. Mail to: Metro, Water Pollution Control Department, Industrial Waste Section, 130 Nickerson Street, Suite 200, Seattle, WA 98109 -1658. Company name: Contact person at your company: Title: Telephone: Mailing address: Type of business (What does your firm manufacture or produce ?): Number of business sites: Address of each business site __. -_ . No. of employees at site: • 1. 2. 3. • Use additional sheets if necessary. . (.1) • Part I I Please circle the correct answer as it applies to the business site given below. If you have more than one business site, please copy this page and fill out a form for each site. Company name: Site address: Contact person: • Title: Telephone: 1. Does your company use water for cooling, production, manufacturing, washing, rinsing or ' cleaning floors in production areas? El Yes El No 2. Does your building have floor drains, catch basins, sumps or sinks in production areas or any other outlets to the sanitary sewers? Yes IJ No 40077 3. Does your business' ire or mix liquid chemicals? 13 Yes No If yes, are they for resale? 0 Yes C3 No 4. Does your company use solvents or flammable substances? El Yes fp No If yes, do you recycle them? C3 Yes El No 5. Does your company process food or animal matter? tJYes 0 N 6. Does your company use metals or metal solutions in manufacturing, processing, treating waste, etc.? ID Yes 1:3 No 7. Does your company pump or discharge groundwater for construction dewatering or groundwater remediation? Cl Yes J . No 8. Does your company have uncovered storage areas or outdoor activities, such as vehicle maintenance,equipment - washing and drum - cleaning? El Yes No 9. How many gallons of industrial wastewater does your company discharge each day? (check one) None El Less than 5,000 gallons ED 5,000 - 25,000 gallons tJ More than 25,000 gallons Thank you NO POSTAGE NECESSARY IF MAILED IN THE UNITED STATES BUSINESS REPLY MAIL FIRST CLASS PERMIT NO. 10919 SEATTLE, WA POSTAGE WILL BE PAID BY ADDRESSEE METRO INDUSTRIAL WASTE SECTION amminesmit WATER POLLUTION CONTROL DEPARTMENT isurrimmmer KING COUNTY DEPARTMENT OF METROPOLITAN SERVICES • MS IHW 821 2ND AVE SEATTLE WA 98104 -9986 IIIIi�llilili�IIIIIiII II 1111 II1I1IIIiI ■ I . • r ii} :•:' .....•, . i•, PRE - APPLICATION CHECKLIST ..mod •• - • .' r ' 4 ' v '� : 1 61,_ CITY OF TUKWILA DEPARTMENTOFCOMMUNITY DEVELOPMENT 6300 Southcenter Boulevard, Tukwila, WA 98188 BUILDING DIVISION -- PERMIT CENTER • Telephone: (206) 431 -3670 • PRE - APPLICATION' FILE NO. - :.. ' PROJECT:PARKWAY PLAZA MEETING DATE:06/30/94 TIME2:30 SITE ADDRESS:1i5o1' PY y,�.p,,Yn +• & v >K S�' . �ltR✓Yi%.Z!,f,� t ^c J� . ry tlF•G � C a nPrt : r•• �aoown. ' Y. 1'i1r <• r s. , f • a v s " i + '', 'k " ' � s , eo /lordr9►�om�ria > a�d;:gn ,:p�'el q ve?t. r r t 1, M'r �'!. ,k ,4rt w'n, /.ii t^..'f rfr* Y M . � it .J , • !r 5+l r :[ i , r S,.• � i 3�rrt. f x, It• - +.. aW� r� <! ' ` t ;Amur ,., ;4Idd t o aI) nfgrmpt ionrmay(11eneeaed�y•ONrerre uI eme t slJr�w{'/ p ons *ii�a ` e'e�d.�t� e� e t ` K � �i a Q • {l��N .Kd ✓Y. . S.n•„ .. y�, ..� .,•�;T:,• .. t J.. -r ,y •/r - �h•IYi.rM�•,, i rrt:••r• ���:e T•:: Ma•e (II��� �y:: nY•Nr.lf.•r... . M'S:•1.'�r: ,'.r it. 1L r?fr; 7�,,1_1i7'. ••tr.�w'�'l;2... POLICE DEPARTMENT RECttvEp CITY OF TUKWILA CRIME PREVENTION O 01 2 9 1994 SECURITY RECOMMENDATIONS PERMIT CENTER 1. Doors: Doors should have quality locking mechanisms with minimum one inch deadbolt locks. All exit doors shall be operable from the interior without the use of a key or any special knowledge or effort. The Crime Prevention Unit should be contacted for information regarding correct hardware usage at 433 -1823. 2. Security Alarm: Recommend installing a security alarm system during construction that would report a robbery in progress as well•as a burglary in progress when the business is closed. 3. Security Camera System: Recommend that a good quality . surveillance video camera system be installed during construction. The cameras should have sufficient quality to be able to identify a subject from the video recorded tape. It is a deterrent to potential thieves and great for prosecution to have the actual crime on tape. .. - - 4. Restrooms: Recommend that the restrooms that are open to the general public not have 'false ceilings. There have been. problems with subjects hiding in the ceiling area and then dropping down later to do robberies. Also ceiling areas have been used to hide merchandise wrappings. 5. Windows: Consideration should be given to providing hardened coverings (such as security film, etc.) for ground level windows where glass breakage would allow for access to building interiors by burglars. 6. Orientation of Windows: Windows should be located so that the 'parking lot area can be easily surveyed by employees inside the business. Also the windows should be located so that a ... patrol car passing by can easily survey inside the business. 7. Graffiti Prevention Program: It is important to win war against the graffiti '!!artist" and keep your building attractive fdr customers. New non -stick anti- graffiti water - based or wax like coatings are now available to make an effective barrier against graffiti or other potentially staining substances., Contact the crime prevention unit 433- • • 1823. 8. Landscaping: Plant materials should be placed and maintained i so to provide visibility and prohibit hiding places for unauthorized people around ground level door and window areas. Sticker shrubs may discourage crime activities. Low shrubs • and umbrella trees (where the canopy is maintained above five (5) feet . from t he ground) will allow surveillance opportunities, hen "reducing the potential for criminal behavior. 4 • • 9. Lighting: Eiriergy efficient security lighting is a relatively low -cost, yet extremely effective way to protect your business. By providing sufficient lighting in the parking lot and around . your building you will discourage burglars and vandals who don't like light, preferring the cover of darkness for their dirty work. Also the • lighting will provide_. a legitimate sense of security for not only you, but your employees and customers. Checklist prepared by T. Kilburg (433 -1823) 6/29/94 • • 1`y: d,- .4.;: PR -AY PLICA l'JN CHECKLIST 1- i ;f , —,,1 ,,,,,•: ,, , . CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 Southcenter Boulevard, Tukwila, WA 98188 BUILDING DIVISION - PERMIT CENTER Telephone: (206) 431 -3670 PRE - APPLICATION FILE NO. PRL94 -020 PROJECT: PARKWAY PLAZA MEETING DATE: 06/30/94 TIME: 2:30 SITE ADDRESS: 17501 SOUTITCENTER 1'Y mow* ;f�,,;y.;r r } ; �t tiy3�� t r•.7:ui{� + M. �Y, ti' Y.t "i "r�r ':Ar . rT.S�r..�H� ��;.:•, ry l• : v �a r r !.' aJ�e.•. c�• Qi o. _ { •' .• >y' � l n t ry �' \ 1: • .� ii ,. { '.�. + r .„ !!4 / : 10,0r / , f } r J tg � y 'My •Il t�., y ,,�� 9 f y t �� .� - ��.t • �. ' '~'y � .N � 1 •�i , I A Y f' C , T. 1.• \�.rl..}r r .tom. F..� �f �..�1 2. ti V "` �L � 21t`: � � & •J� •k'•'1 M,.'YTd4 ,F F ry�:lk'.. ,y..�.,.x Si:L,rk.:. r.;. n(,,W � ,,.• 1'.. H "� yre.�. ,,''1l,����,pp[[.�., : ��, dd o . dNan ay,� twig f r. i me ritsi 4ii ito iti ne ' = .a .:7,„ •n11:,,,,,w;GU,,..,: ,-., :•.,a��+i .:• ,• 2:+:dL^•y:t,•: ::!ar'l 1 r d,•:w.'a,: .`?A.. .NT; ,I1�. 0 n1 i^ :.7ot> 4 b.r J':•�. :ettc ia:,e. � G1d.vtw.Nt.:1.:4 iS�t rol. �:�k ^ PLANNING DIVISION -- Land Use Information `� ( 1. Comply with Tukwila Municipal Code (zoning, land use, sign regulations, etc.) 2. Obtain the following land use permits /approvals: ._ n Boundary Line Adjustment ( ) Rezone Building Site improvement Plan in Shoreline Management Permit `J Comprehensive Plan Amendment ( ) Shoreline Management Permit Rev. Conditional Use Permit ) Short Subdivision ` ----- ".--- - ni Design Review , j Sign(s) Design Review - Interurban Subdivision Environmental (SEPA) (3-1P Crl,tLl' ( Unclassified Use �--, h�57 ,- 'W : ::, f Plan Mixed Use Development 1 ---- Ai , - ( j Variance Planned Residential Development J Other: `---• , 3. Zoning designation: Site located in sensitive area? Yes I No C Z .. 4. Minimum setback requirements: Front:_CCU' Side: 0' Side: 1l% ' Rear: l0 ---_.• 5. Maximum Building Height: ", i-\. - j� _ Height exception area? ' Yes ., No -, 6. Minimum parking stalls required: 7 Handicap stalls required: -_______' 7. No more than 30% of required parking stalls may be compact. No landscape overhangs into compact stalls are permitted, although no wheel stops prior to hitting the curb will be required. �-,. 5:'/` Minimum landscaping required: Front: _\D Side: 5' Side: "L Rear9 . • -------- 9. Landscape plans must be stamped by a Washington State licensed landscape architect. All landscape areas require a landscape irrigation system (Utility Permit Required). ----- 10. Roof -top mechanical units, satellite dishes and similar structures must be properly screened. Provide elevations and construction details as part of building permit application submittal. --Q 11, Trash enclosures and storage areas must be screened to a minimum of 8' in height. Provide elevations and construction details as part of building permit application submittal. . `�-"--, 12. Building permit plans which deviate from that already approved by the Board of Architectural Review may require re- application for design review approval. ------- l 13. . f.. ) °Q -= — -- - _ "' )== 17 1 4 D r )/ . N c \ 111:,\r•.) c'\.PN t \ EC11 l PE A,7tp ln::*'h! 1=1 __ / r.: ; ' . • i ' ‘\ 1 15. _IQ_ ly 0 1 nJ (,'\ - f) ' .:., p 4:;F e 1 =∎, t rw .: r.�> ,� i 1 6 . 1,\Z--ft e p o . P \ 1 , F 4 - ) - e c '; \ L 0 -1 c s.1.'i L.. = 1 ,tom:: ) ( I. - 1 -:C't. -71 l 4).,c;; 17. 'CV.,-/e. : :"NAl\. :" -?3 11 18. 017n (i- .0:5;1) vE .\ L\IN V < �1 i1z_0.r'tl'0 //' (\ ! 1 -';'' 0 .r1'1 , • I'1' I ;) 4 L CL.: t1ljf 4 l I I 41-� f : ,' "..%. ::. - , I ;' ;, <� •)6` �.. - .+�,�' i •� 11 1 , I \ ) p 1 . ., ! J 19 . -4-- s:. � �; r _ 1 t l' t � : ; - r`�.,. �a 1 °'i - , �' �'1. ^:c .1 ^I -f _ . _._. `'-- I 20. _G fe.' lY_- _{:..'! \2:i..' � _ 1\ . . . L ► , �.�1 ia: "T / , '- It ::<:: i1 r>.---,.- .. /: /: ; e F f,1_,) Checklist prepared by (staff) :D , ..._. Date: -. r n' . • Z "1.tAY, to P �w.)61,G ° 1. 7.1No Cto C Q ) r., :v,tiAlc''- ' - ty't__.. • • • • • • • • • • k.jn:• t .17,. ( PRE- APPLICATI N CHECKLIST ----- r l4•rYi:1F � CITY OF TUKWILA ` • DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 Soulhcenler Boulevard, Tukwila, WA 98188 BUILDING DIVISION — PERMIT CENTER .. Telephone: (206) 431 -3670 PRE - APPLICATION; FILE NO. PkE94 -020 PROJECT: `: MEETING DATE: 06/30/94 TIME :2:36 "-SITE ADDRESS: _1750i sorinictizzrrt rY : { •'S ' �.. lb' l .�',. L: . h �e n+,, 74'7 N!R 'tf•`•7. riwM t Y 'tt! � 5 y.. :9714: ,.::4 ri gs ' !0� j - r. > , p • , :.1 J -1j : . 1 '7'� e . , , . ' , ' ,t �'f ! -.. y , , •�': k , i��i.r {{YY � ' // .j •tip v I/ t y� /� t �y ilf�y + . �a�, / t,�, •'j,.; -t��{� /�z'7/, y fy „r,.' / ' �f / J M �/(f/ J � / { fi r ! ) 8 ;t.Y- i�; � �1, "�y/e" ^ {a. f W Iii. '` , ;.;.�...5. V . A':•`:1 , .z. �.1+.N�n[M.•.T! 11. ' J Al. : .: ",�',S 44! ti .:4.dr it J r �/,R.�t�y 4 I, f ' ,. .04,91 .(1011, .. ! I ��Ii... 1ti :�.�..� • FIRE DEPARTMENT - Construction Information y 1. The City of Tukwila has adopted the 1991 Uniform Fire Code. This and other nationally recognized standards will be used during construction and operation of this project. (TMC 16.16.120) ( vi 2. Fire hydrants will be required. (City Ord. #1626) . Required fire hydrants shall be approved for location by the Fire Department, approved for purity by the Water Department, and fully in service•prior to start of construction. By line of vehicular travel a fire hydrant must be no further than 150 feet from a structure; and no portion of a structure to be over 300 feet from fire hydrant. (UFC 10.301 and City Ord. #1646) 17 1. 4. Automatic fire sprinklers, audible and visual devices, and a minimum of one pull station per floor' are required for this project. Sprinkler system and fire alarm shall comply with N.F.P.A. #13, #72, and ADA requirements. Sprinkler plans shall be submitted to Washington State. Surveying and Rating Bureau, Factory Mutual or Industrial Risk Insurers for approval prior to being submitted to Tukwila Fire Marshal for approval. The fire alarm plans are to be submitted directly to the Tukwila Fire Marshal for approval. • Submit three (3) sets of drawings. This includes one for our file, one for company file, and one for the job site. (City Ord. #1626) • 5. Maximum grade is 15% for all ZIL Hose stations are required. (City Ord. #1646) 7. A fire alarm system is required for this project. (City Ord. #1626) Plans shall be submitted to the Tukwila Fire Marshal for approval, prior to commencing any alarm system work. Submit three (3) sets of complete drawings. This includes one for our file, one for company file, and one for the job site. . PRE APPLICATL CHECKLIST r. tr'..• .r - IY J.'c r "bl.,' 1�S4MJii CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT . 6300 Southcenler Boulevard, Tukwila, WA 98188 BUILDING DIVISION — PERMIT CENTER Telephone: (206) 431 -3670 PRE - APPLICATION FILE NO PRE94-020 : " PROJECT.. PARKWAY :PLAZA ...:'.:::: >:• ; ;• MEETING DATE: 06/30/94 TiME:2.30 ' : 'SITE ADDRESS. 17501 SOUIHCENTLR PY "'jk' '4J ,+ "'� 'r. •ro , .l�:•L;,� , u - :�-'C �riJ+l.'� TM'k,-.. 3 ,,;.•. 7 sYJ n 4 ' �'+- . APT r. , G` °� {(; p f >. �. � + , � • i .` �`� ;`�' era ' J s J ' �r��: J . ��i ns � . ,y -� '' - -� '�`� � � ,�ti 1 : 11 • .G , V> r ,.. n A' •t A:! + r. ".0 1 ! � ,. ti , k •f4'f J � �4, h+ t1. 21P . . , �.t • ., .� •►. W< 'h t.. 7'.. � F y . (.0#4 ►, J -3„e Jr;;Ji 1 �� 4'te � t5� ! 1�, ' y11.1.. y: •Nil+' .Y! v New O'+ , ti. .. Wl. +1 > • n. ,[ w.+f 4, D�:7t�� n a•, 4/•w FIRE DEPARTMENT - Construction Information 1. The City of Tukwila has adopted the 1991 Uniform Fire Code. This and other nationally recognized standards will be used construction and operation of this (TMC 16.16.120) 2. Fire hydrants will be required. (City Ord. #1626) Required fire hydrants shall be approved for location by the Fire Department, approved for purity by the q Y pp Y P app p Y Y Water Department, and fully in serviceprior to start of construction. By line of vehicular travel a fire hydrant must be no further than 150 feet from a structure; and no portion of a structure to be over 300 feet from fire hydrant. (UFC 10.301 and City Ord. #1646) K 4, Automatic fire sprinklers, audible and visual devices, and a minimum of one pull station per floor are required for this project. Sprinkler system and fire alarm shall comply with N.F.P.A. #13, #72, and ADA requirements. Sprinkler plans shall be submitted to Washington State. Surveying and Rating Bureau, Factory Mutual or Industrial Risk Insurers for approval prior to being submitted to Tukwila Fire Marshal • for approval. The fire alarm plans are to be submitted directly to the Tukwila Fire Marshal for approval. Submit three (3) sets of drawings. This includes one for our file, one for company file, and one for the job site. (City Ord. # 1626) 5. Maximum grade is 15% for all projects. .... rgi Hose stations are required. (City Ord. #1646) 7. A fire alarm system is required for this project. (City Ord. #1626) Plans shall be submitted to the Tukwila Fire Marshal for approval, prior to commencing any alarm system work, Submit. three (3) sets of complete drawings. This includes one for our file, one for company file, and one for the job site. R 8. Special installations of fixed extinguisher systems, fire alarm systems, dust collectors, fuel storage, etc. • require separate plans and permits, Plans to be submitted to the Fire Marshal prior to start of installation, (UFC 10.301) V 9. Portable iire extinguishers will be required In finished buildings per N.F,P.A. #10. (Minimum rating 2A, 10 BC) 10. Buildings utilizing storage of high piled combustible stock will require mechanical smoke removal per , Section 81 of the 1991 UFC. M I 1. During construction, an all - weather access will be required to within 150 feet of the building. (UFC 10.207) 12. No building will be occupied, by people or merchandise, prior to approval and inspection by Fire and Building Departments. 13. Adequate addressing is required; Number size will be determined by setback of building from roadway. Four inch numbers are minimum, Numbers will be in color which contrasts to background. (UFC 10.208) 14. Designated fire lanes may be required for fire and emergency access. This requirement may be a established at the time of occupancy and /or after the facility is in operation. (UFC 10.207 as amended) K 15. Special Fire Department permits are required for such things as: storage of compressed gas, cryogens, dry cleaning plans, repair garages, places of assembly, storage of hazardous materials, flammable or combustible liquids or solids, LPG, welding and cutting operations, spray painting, etc. (UFC 4.1 of ) A 16. Fire Department vehicle access is required to within 150' of any portion of an exteriorwall of the first story. Fire Department access roads in excess of 150' require aturn around. Fire Department access roads shall be not less than 20' wide with an unobstructed vertical clearance of 13'6" (City Ord. #1632). r i 17. Adequate fire flow availability will need to be demonstrated for this project. 1 1 18. Checklist prepared by (staff): 1 ,( 44, ,og.cfr_ / Date: G /7/l ,,,,,. . 401004 . ? R -APPLICA 9 I N CHECKLIST .„,.1.....,.. . CITY OF TUKWILA OF COMMUNITY DEVELOPMENT 6300 Southcenter Boulevard, Tukwila, WA. 98168 BUILDING DIVISION - PERMIT CENTER Telephone: (206) 431 -3670 PRE - APPLICATION FILE NO. PRE94 -020 PROJECT: . PARKWAY PLAZA MEETING DATE: 06/30/94 TIME: 2:30 SITE ADDRESS: 17501 SOUTIICENTER PY w b � r•.: + Y 1 � r, r p l y 'r Z ,' 'Y <Y t � ...� L n.. 4' ' L t• Y.rt d 7tt, tN•• "y 1 .•F ••f. ...y � vr; �r;.^f".;: Q3!..,.. .. tt�: .,;��r; .. •' 't �- '�7: \' � $ l � .�� T •'a ,�~x :� x AI c Wile At ;< , ,'1i rp3 i i 1`i� �,r.� iii i iii 44 �e;� 1 a n r t O Mit tiali gii ri VQ''' , ` , : f; g,' 43 , gin'. - •fi r n, • Vf , , ,, )w, .1 •Y.., ,,,A4, H ^if" „ISIS .. , r ., ,,- o.r Y hl.,. ( 1 , .1. d +.'.. M.14. t lL. : 4* tCT' r. t..r'4 ..f ����� t ,� k ; {., M. dk � 41'11 l.' } •.yi'1 •'11 t. r • ti 'y 7, � {....j'.htix; �R r J n ri' rr.�, }, i • � w t�r� ](�>,t;, AAc d fi��ioh :�in e e deal f;�Ot�i dfF.cu remen IjrigU n11.111031r t b, . e P5 r. r '�,,•',i4.'\.. 1.CI! ii1 �I...M..i .•.f.� f'• ..f•Y::,fM... RIr = lit•.. \k1N. Y. 3� �.� <..i(�V.,. wf:.: rvrr!::• { }j�.. ..h�r:�._r. . Frt. •, y.. y,: �, n:. .)��•�J�!•ar.o'.��1'::..J:t A::. .i ?,>1.�4:r<bT: vhsi.:� r:.....t.•r <�L,;.� E3UILDING DIVISION N1. Comply with the Uniform Building Code, 1991 Edition. 6 ti.UG1..UDUSC 1JAS-1-aTF MGtApME-t Ts) N 2. Comply with the Uniform Mechanical Code, 1991 Edition. C{ 1,\C1 -4,..\1)1 4C-, WA o AK - c.) 140t1 . 42E611:5sWT1A• 1 - 1 4 in' tesT 3. Comply with the Washington StateYEnergy Code, 9 1-Se Edition. Provide energy calculations stamped by a Washington State licensed architect or engineer fsee -a sa-ssLle at -. 4. Comply with Washington State Barrier Free Code, 1991 Edition. 13:1S,G, GRR-pTEC:ZI, AS 4.1%,\E...140,--13 "Z,c( Loa rA- ,; Lot we cvvS- CcviCA L , 5. Apply for and obtain the following Building Division permits and approvals through the Permit Center: 0Buiiding Permit C)Rack Storage G Mechanical Permit QDemolition (building) . e Other: 6. All applications and plan submittals must be complete in order to be accepted by the Permit Center for plan review. Use the Plan Submittal Checklist provided on the reverse of the application forms to verify that all the necessary materials and information has been supplied. X 7. Construction drawings must be stamped by a Washington State licensed architect. Z 8. Structural drawings and calculations must be stamped by a Washington Stated licensed structural engineer. l ‹ 9. A boundary survey prepared by a Washington State Registered Land Surveyor must be submitted as part of the Building Permit application. 10. Temporary erosion control measures shall be included on plans. Normally, no site work will be allowed Until erosion control measures are in place. 11. Rockeries are not permitted over 4' in height. Retaining structures over 4' in height must be engineered retaining walls, and require .a permit, X 12. All rack storage requires a permit and rack storage over 8' high must be designed for Seismic Zone 3. A Washington State structural engineers stamp will be required on plans and•structural calculations submitted • • for rack storage over 6' high. X 13. Construction documents shall include special inspection requirements as specified in Sections 302(c) and 306 of the Uniform Buildino Code.. Notify the Building Official of testing lab hired by architect or owner prior to permit issuance date. The contractor may not hire the testing lab, X 14. Construction documents shall contain soils classification information specified in Table 29 -B of the Uniform Building Code, stamped and signed by Washington State licensed architect or engineer in responsible charge of the structural design work. 15. Demolition permits are required for removal of any existing buildings or structures. i 16. Comply with UBC Appendix Chapter 35, Sound Transmission Control (R -1 occupancy group). 17. Obtain approvals and permits outside agencies: '5 ELECTRICAL PERMIT /INSPECTIONS are obtained through the Department of Labor and Industries `��' (248- 6630). 4 Et PLUMBING PERMiT /INSPECTIONS are obtained through King County Health Department (Inspec- tions: 296 -4767; Permits: 296- 4727). KING COUNTY HEALTH DEPARTMENT must approve and stamp plans for public pools /sp �s and food service facilities prior to submittal to the Tukwila Building Division (296 - 4787). . El FIRE PROTECTION SYSTEMS plans are reviewed through the Tukwila Fire Department (575 - 4404). ' I i 18. 0_.: �r 4M �rnegTs 2 (�61:F.�.NA -!�P ta _Pa lMtED . CA AA __._.._ ! 19. "7-040/ o / _.3 423 0�,G,p, -ATG 'P�4 -txc Cot . C� tam IL, Ott, ,Mpt6.., 4.4. 5 __ X 20. / .4?-.G. 3.0 �tU.P. t_t:.UAl1 ti ALL E.. .�.� �._C�,_t eoW_iL{.LTA . � c �16 I Checklist prepared by (staff): J - 6r L _ _�..y , D'te: - j N t ^_.,.___ r r�� � �u (.?RE-APPLlCATl€ N CHECKLIST • • Ir CITY OF TUKWILA' • DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 Southcenter Boulevard, Tukwila, WA 98188 BUILDING DIVISION -PERMIT CENTER •.Telephone: (206) 431 -3670. PRE - APPLICATION. FILE. NO PBE94 -020 PROJECT PARKWAY PLAZA • MEETING DATE: 06/30/94 TIME: 2:30 SITE ADDRESS:, 17501 SOUTI10ENTER PY .:31,'�i'F'( Y.air 1 e G }7 ��'1'��..1.�, •gine�...h�. �.�.�.!'n•f T.:W,'.�rY�.. ��a•[niq {•r •j'trv;.nu.; :•.rC.tr?ir +, �. Y;ir 7, e'. 1 i•:�4✓ y �1�.. :ry.. p,,, y (. Wp:: 1. t 3)T• � {• 'if;•tcr ;,d', y1' y�dwC � � c ;:z i i meh�s , eased fin pr lirrynaryrrev . , tl, ,S.::h:�•:n• J't.'.�: r iG�.;:." w" '" � `•e:;'.•A�i'✓x'Fi`C•r5 °•:•. \� ;J`•`>i�7. :'�'/�. q' <:: r.:i• r:�'r.J r .r :� ., ti:. �.. h, �. f: ' ��. ., �Y.: � 1 `^� t r a , ana'r0,643eeded r Oi 0,/, * uirethents r :may:ne . e./ P A e:m , �: ..��.,.�, : /.:- �'dS�r�. •n'•:.. ..�..l.y,: ;:'4'.•.�y; »r.. F�...�.,r ...._ . .... ..t:.1�:..........,.1�.�... ..�.. _.....,'�.�..•.. •.. ...�......1 .�A..a....• : �4.+,u •'A..e .a. _,-a oa • PARKS 4V ANL RECREATION' !O/Y DEPART E i R' .. The Parks and Recreation Department requests the developer consider a "park --like area" with several picnic tables within the landscape areas, perhaps to the western side of the site and in an appropriate area. It's purpose would be to serve workers and shoppers that want to rest or have lunch in the outdoors. • • • . 08/,18/95 , 08:37 FAX 206'11'82 7126 Y.G. 1 CLARK CONST Z001 • { TO DIS PLAY CERTIFICATE -. DEPARTMENT OF LABOR AND INDUSTRIES ; .• THIS CERTIFIES THAT THE PERSON NAMED HEEEON IS REGISTERED AS PROVIDED BY L W AS A i i. ;' '.' r!Y'r a;4'.�.a:' Ly•:l, l.. •4t•::`;wii,�: •', " . . •� �• • •. • '":7 CltiV. ` :• GENE iQ i" �: t :;yA �,�;i:'.:�iirtr:'t •'.:.. -'= ;Fate -; ' F ;.� .4.f.5 -� .,;.,.4� - :•r =;; ING . 5 r • , 1*„ L f STATE OF WASH TON .,C•, Irf�� CITY OF TUKWILA I''�:•. RECEIVED , 4x`8 ; 1.,4• .1 ∎7 • �.. 1' r; S • •••‘. :�f�- = ' ' • � '� �•,:'.��•', ''S'� SEA.T.TLEE: 14A 98'i:Q 9' AUG 1 8 1995 I PERMIT CENTER • - �- - - .. F625- 052.ODO (3- ) • i / J iJ isv� isDll ilTf.. viTrrir�Si� ./.'�J /J /fJ!/Y /7?iTriG _ _ .. !l.JlJ �A!/l ���iiJis liYNrllwn.'Y.. ii�iGiwiivi - �.-.. DEI•ACh' TO DON-- '''9F?TW1CA1E.. • • • • • • • • • • • • • eau ■ ' ( . ,------- ''--- .. ___ PARK PLACE •. . . . . . _ ., 17501 SOUTHCENTER PARKWAY PROJECT MANUAL 4/10/95 4104 T tD VOLUME Af� REGIS CH EF 1 T -.04. 11,1f`/ _ ,-•10 -.• ( SOILS REPORTS TATS OF R. TURNER STATE OF WASHINGTON STRUCTURAL CALCULATIONS RECEIVED APR 1 4 1995 � ;e ROBERT FOSSATFI ASS )C. ,,,w 7r C , � ''`d�fi � M. 10 CITY O F T UKWILA oax the l � �C. ^, - : ■ 1 2 ,..,: , pc' PERMIT CENTER r, y., u TURNER & ASSOCIATES ‘.0 18420 24TH PLACE NE ARCHITECTS SEATTLE, WASHINGTON 98155 (206) 365 -7431 Olt. 6CD . 13 5 o C1III ' PROJECT MANUAL INDEX PARKPLACE RETAIL CENTER VOLUME I 1. SOILS REPORTS 2. STRUCTURAL CALCULATIONS VOLUME II 1. TECHNICAL SPECIFICATIONS 2. LIGHTING POWER ALLOWANCE FOR SITE TURNER INDEX - PARKPLACE RETAIL CENTER 1 i , • .cr • S. j • J. .i'i a i 4-. :yc }.v • ' r . yt �T: J '' ' t l ' lC'$ #- ; j!rK6:j.. n C' ;'w+ r Y• H . r .. ▪ >� w IJStw •.1 .1 J w.r.r. �t�+�h lt� s'i` r•rr -: ue r. . J •a •�'• : fie i .:''•: ;: •.hl r'u ^VC ;•�•l.+:.•i ^`.•: .:. •... .. ! • .i1 ., " i•ii•t i • i• .•f � i f>Y • 1;. 1 . � , • � �;1 .J. .�.., s... `'YL6•v' • '•ti`• _.o; _r ir+ . r. _ '�,c- te ,[.• a = • z•J °l .. _ , v � j • a T r T: , :l � 7 h J t } . is S =T � Y-i • r 'r• ▪ 'Y ee V Ci . ETI T3. �:' :�'� -� Geotechnical �Geo °\s�' ' M Report of Geot ch al ' '"':" ' ' Engineering Consultation • Proposed Parkway Place • F , ' 17501 Southcenter Parkway ... i Mi W iP s r j e t r'�k 6( .. :t i ln' 1 Y r • r h n r i( ,+ y ' a a • ▪ i s rr.^ • ' V) '^'�r y F�;" v '. ^. r? rv.: },!,7•.' ;.. t .r' � `�.V.• " •. ; _'� z " „° "1 . = Tukwila, Washington ton '' �r } : ; „ , S+' y'r * ,:.� :`' .: a , .. s i::.y hg :, ::: =� • •Fr , }p ? =, September 15, 1994 • • • fL r t 1t %Y• J S s % +' • • Geokv Engineers September 15, 1994 Geotechnical, Geoenvironmental and Geologic Services Sandorffy/Mattison/Shidler Investment Corporation 800 Fifth Avenue, Suite 3700 Seattle, Washington 98104 -3122 Attention: Mr. Michael Sandorffy Report of Geotechnical Engineering Consultation Proposed Parkway Place 17501 Southcenter Parkway Tukwila, Washington File No. 3944 -001 -RO1 INTRODUCTION This report addresses issues related to site geologic, soil and ground water conditions as they are expected to affect design and performance of four new buildings proposed for the site now ,occupied by the nine -story office building at 17501 Southcenter Parkway in Tukwila, Washington. Use of demolition debris from the existing building in site grading is also addressed. The conclusions presented below, have been derived from the results of previous explorations on and in the immediate vicinity of the proposed building sites, personal experience of our staff in the studies for the initial grading of the site, design and construction of the existing building, and consultation for the Boeing Company, as tenants of the building, regarding dewatering requirements to maintain a dry basement level. A design level geotechnical engineering study will be required to address slope stability considerations for the planned regrading of the slope to the west and to define foundation soils in those areas of the proposed new buildings not covered by previous explorations. PROJECT DESCRIPTION The planned project will create a retail store development similar in nature to other developments in the immediate area. Demolition of the existing nine -story office building will be accomplished. It is planned to crush the concrete and brick rubble to a gradation satisfactory for use as structural fill thus eliminating a major waste disposal problem. In order to avoid GeoEngineers, Inc. ( . 8410 154th Avenue N.E. Redmond, WA 98052 Telephone (206) 8616000 Fax (206) 861.6050 .. _ .`�. r*- rt•r.,t -.Jr'J L.'kr,,wrn� ',r vv'PB `-cfp. -- �•r,. PfIIMOd On (BCr*PE01f ' ' —.77 ..... , i , r r r�_'i� z .. > �.:-a , art y..i� N V '�� t.3ttL��k !�Z�"li`s3. Sandorffy/Mattison/Shidler Investment Corp. September 15, 1994 Page 2 construction over the weak, compressible soils, it is desirable to extend the building pad area to, the west by as much as 65 to 70 feet. This will require resloping the hillside or constructing an appropriate retaining structure. Modification of the slope would also allow the shifting of the three- building complex to the north to reduce the need for removal and replacement of alluvial deposits at the south end of this building area. The proposed layout of the project is shown on Figure 1. SITE HISTORY The existing site has been substantially modified from the natural slope conditions which existed prior to the mid 1960s. The natural valley wall was cut back both in the area of the building at 17501 Southcenter Parkway and where the existing Levitz Furniture store now stands. After extensive analysis of the stability of the reshaped hillside, a cut slope of 1.75 (horizontal) to 1 (vertical) was recommended and the slopes were graded to this inclination. The more than 25 years of satisfactory performance of these slopes indicates the appropriateness of the chosen slope configuration. The regrading of the hillside in these areas exposed competent glacially consolidated soils on which both the Levitz building and the nine -story office building have been successfully supported on shallow spread foundations. The excavation for the office building extended below the static ground water table necessitating dewatering for foundation construction and to maintain, a stable subgrade of the basement floor slab. Subsequent to building completion, it was necessary to install two permanent dewatering wells to maintain a dry basement slab since gravity flow in the slab underdrain system was not adequate. SITE CONDITIONS GENERAL The soil conditions in the general building area for the planned new structures and in the hillside to the west have been the subject of several studies. As a result, the conditions which will be encountered in accomplishing this project can be fairly well defined in advance of the final design geotechnical study. The locations of the various explorations in the building area and near vicinity are shown on Figure 1. Some of the pertinent borings on the hillside were located just beyond the limits of this drawing but are sufficiently close to provide information of value to this assessment. GEOLOGIC CONDITIONS The soils in the hillside to the west of the building are glacially consolidated strata which have been subjected to at least two episodes of glaciation. As a result, these soils possess high strength and low compressibility characteristics. Relatively steep slopes, such as the 1.75:1 • inclination to which these have been graded, have proven they will stand satisfactorily. The a e o E n g i n e e r s File No. 3944-001 -R01 Sandorffy /Mattison/Shidler Investment Corp. September 15, 1994 Page 3 conditions a short distance to the north where major instability of the hillsides was experienced, particularly when hillside borrow was accomplished in 1960 near 54th Avenue South during site work for the northerly portion of Andover Industrial Park and subsequently during grading for construction of the I -5 freeway. SOIL CONDITIONS The soils which comprise the hillside to the west and which underlie the major portion of the proposed building sites consist of strata of sands and silty sands often with varying amounts of gravel, and silts and clays. As noted above, these strata have been overridden by glaciers at least twice and, as a result, are generally dense, very stiff, or hard. In the area between the southernmost proposed building and the three- building complex to the north, there is a shallow trough of alluvial soils which were deposited in a stream channel incised into the more competent soils by flow from the hillside. Explorations in this area indicate that a depth of about 4 to 5 feet of weaker, more compressible soils likely extends into the southern portion of the planned site for the three- building complex. Weaker soils also exist to the east of the proposed three - building complex site. Keeping the building location as far to the west as possible is preferable to avoid these soils. Other than this, excellent foundation support conditions are expected. GROUND WATER CONDITIONS The ground water level in the area of the existing building has been observed to be on the order of 8 feet below the surrounding yard grade although there are seasonal variations in the level. These variations are not directly timed to changes in seasonal rainfall. The source of recharge to the water bearing layers which underlie the site is at some distance from the site, probably as much as several miles, so that there is a lag between heavy rainfall in the recharge area and a rise in the water level in the water bearing layer at the site. An excavation made into the hillside to create a larger building area could intercept water bearing layers that could generate more than just a limited amount of flow. If this were to be the case, provisions would have to be made to collect and divert this flow to an acceptable disposal point. Other than the possible interception of water bearing strata in cutting into the hillside, ground water is not expected to be a significant factor during construction. DESIGN CONSIDERATIONS SITE PREPARATION General Construction of the proposed project will involve two elements of site grading. One will be the regrading of the area of the existing building together with some filling in the surrounding G e o E n g l n e e r s File No. 3944-001 -R01 Sandorffy/Mattison/Shidler Investment Corp. September 15, 1994 Page 4 area. The other element will be the excavation into the hillside to create an expanded building area. The manner in which this is done must be predicated on maintaining a stable hillside condition. Both of these elements are discussed in the following paragraphs. Existing Building Area Grading Demolition of the existing building will leave the basement area to be backfilled to establish building floor grades for the new structures. In addition, the depressed grade of the present railroad spur line at the rear of the present building will need to be raised. Present plans call for using crushed concrete, glass, and brick from the existing building for portions of this fill. In our opinion, this is a feasible plan. Demolition of the building columns, shear walls and interior walls to basement floor slab level should be accomplished throughout. Removal of perimeter basement walls may not be necessary at all locations; however, these should be removed along the alignment of new wall foundations or where individual column foundations would be located over a wall. In other areas, the basement walls should be cut down to permit placement of at least 2 feet of structural fill between the top of the remaining wall section and the bottom of the new slab. The basement floor slab should be broken or perforated by drilling 4- inch - diameter holes on about an eight -foot grid to prevent water from ponding on the slab. We recommend that the demolition debris to be used in fill placed 2 feet or more below footings or floor slabs be crushed to a gradation of between 1 to 3 inches in size. This material should be placed in lifts not exceeding 12 inches in loose thickness and compacted to a dense unyielding state with vibratory equipment. This zone of debris fill is to be capped with a 12 -inch -thick layer of debris crushed to 1 -inch minus to choke the voids in the larger graded material. This zone should be placed in two lifts of equal thickness and compacted as indicated above. The final layer of structural fill should consist of clean pit run sand and gravel which is placed and compacted to at least 95 percent of the maximum dry density (ASTM D- 1557). Hillside Excavation The second phase of site grading is to avoid weaker soils at the front (to the east) of the building by cutting into the hillside in the area behind the existing building and north of the Washington DOT right -of -way which traverses the site to the south of the present building location. This excavation will make it feasible to shift the building location to the north to minimize, if not eliminate, locating the new construction over the zone of alluvial soils identified in past explorations. The existing slope has been cut to an inclination which is judged to be the steepest for which a reasonable factor of safety against sliding can be achieved. Thus, there are two basic ... Q e o E n g i n e e r s File No. 3944. 001 -R01 Sandorffy/Mattison/Shidler Investment Corp. September 15, 1994 Page 5 alternatives for extending the building area to the west: (1) reconfiguring the slope by grading it back to the required location at a slope of 1.75 (horizontal) to 1 (vertical), or (2) constructing a retaining structure with sufficient resistance to replace the mass of soil removed from the toe of the slope. Regrading the hillside to the same slope as now exists would require clearing and would result in a net export of soil from the site. It would also, of course, require that the slope be cleared of all vegetation. Grass and tree growth would be expected to reestablish relatively quicldy, but erosion measures, such as benching and possibly localized collection of seepage or springs, would be required along with hydroseeding and other plantings. No design study has yet been accomplished for the retaining structure. This structure would be installed in advance of excavation from the toe of the slope so that the stability of the hillside would be maintained at all times. FOUNDATION SUPPORT Shallow spread footing support of all buildings will be appropriate. The building areas will be underlain by competent soils, if not at foundation level, a short distance below. the latter condition would exist only if the building areas cannot be moved to avoid the zone of alluvial soils identified to the south of the existing building. In that case, excavation and replacement of these soils with structural fill would provide satisfactory support for shallow foundations. Settlement behavior of single story buildings of the type proposed for this project will be relatively small and certainly less than settlements of comparable ( structures founded over the valley alluvial soils in the immediate area to the east. 0 G e o Engineers File No. 3944001 -R01 Sandorffy/Mattison /Shidler Investment Corp. September 15, 1994 Page 6 This report has been prepared as a planning document and is not intended to be adequate for final design of the project. The conclusions and recommendations presented above must be verified or modified, as appropriate, by a design study which includes explorations to provide supplemental data in areas of critical construction such as the area of proposed excavation into the hillside. Yours very truly, GeoEngineers, Inc. Jack K. Tuttle, P.E. Principal JKT:wd Document ID: 3944001.ROE ASl 2) 4;4/ Attachment . � IA MB Two copies submitted �w 4 , 07477 9 / /f � W o • co °/STSS ti= 6 S‘ • cc: ✓Turner and Associates (three copies) Attn. Mr. Howard Turner EXPIRES io�, -INN 18420 - 24th Place N.E. Seattle, Washington 98155 a e o E n g i n e e r s. File No 3944- 0014801 T I Existing Rail Spur 19 Right-of-Way \/ C _r /-------- ----- t 11 T 7 Proposed Three Building Building Proposed Complex -' \ B -3 5 - - 27 f X22 - ` 2 B 2A - ' . / / 1 1 26 17 12 - B -2 -- 28 Property Line Existing N / � � 4 Building 16 * 3 *29 1 3-18 m 24 k 20 * 2 1 - 23 16 13y'� Existing - Budding 4- *10 14 1111111111MMION -�11m...- B76 -2 1 Q `( • G 0 100 200 PLAN eference: Drawing entitled Site Plan. Parkway Place. Tukwila. Geo ff Enoineers FIGURE 1 by Turner and Associates. dated 09/15/94. s ... 1 . .. 7 , 1' 1 t. ,...._ ________ (Th 19* Existing Rail. Spur __-, . _ / �� —1 ------1 Right-of -Way ____ l. / / \, / ,T 7 Proposed Proposes Three N Building Building Complex _ N \ ' / - 1 4-B-3 * *27 . El.. . S 4.22 1 B -2A . \1-2 'i� �, 26 1 12 B -2 - 41-28 B -1 _ Proper I Existing N *4 Building x N 16 /-29 1 18 r $-24 f` /20 l'F'23 23 8 6 L _ \ ---E0- 15 __ - __--- 13 - Existing Building - .10 14 i B76-2 ' 1 P PR tz\NIV �� —Ja I �. - ��iGE o 100 2 Sav I -43- -.... SCALE IN FEET 25 EXPLANATION: � B - TEST BORING BY OTHERS • 1 * TEST PIT BY OTHERS ,----- EDGE OF COMPRESSIBLE ALLUVIAL SOILS " 1 . ..• SITE PLAN Reference: Drawing entitled Site Plan. Parkway Place. Tukwila Geo kola' Engineers FIGURE 1 by Turner and Associates, dated 09/15/94. i I i . • r , ' , . . , ' . r • , Report • . . . ,• . , Geotechnical. Engineering Services ' , . ' Proposed Parkway Place • ' • 1750'1 Southceriter Parkway • Tukwila, Washington . ,. ' •• • November 10� :1994 ' • • ', . .., ,. . , ; , . s . . A. r "' • ' - For •. .. _ - • Mr. Roy Bennion , _ • • (•... _ • , • G e o E n g• I n e e r s File No. 3944- 002•R01/111094 rt Geok, En November 10, 1994 Geotechnical, Geoenvimnmental and • Geologic Services Mr. Roy Bennion • ; 800 Fifth Avenue, Suite 3700 Seattle, Washington 98104 -3122 Dear Mr. Bennion: • GeoEngineers, Inc. is pleased to submit three copies of our "Report of Geotechnical Engineering Services, Proposed Parkway Place,. 17501 Southcenter Parkway, Tukwila, • Washington." The scope of our services is described in our proposal dated October 20, 1994. Mr. Roy Bennion provided • verbal authorization of our services on October 28, 1994. ' Preliminary information has been provided to you and other members of the design team as our findings were developed. We appreciate the opportunity to work with you on this project. If you have any questions regarding the contents of this report or need additional information, please contact us. We look • forward to assisting you during the construction phase of this project. r° • Yours truly, - oEng eers, Inc. ck K. Tuttle, P.E. • rincipal HRP:JKT:cms Document 1D: 3944002,R cc: Turner and Associates (three copies) 18420 - 24th Place N.E. Seattle, WA 98155 Attn: Mr. Howard Turner File No. 3944 - 002 -R01 GeoEngineers, Inc. 8410 154th Avenue N.E.. + I Redmond, WA 98052 Telephone (206) 861.6000 Fax (206) 8616050 . Printed on rmcled paper. CONTENTS • Page INTRODUCTION 2 PROJECT DESCRIPTION 2 SCOPE OF SERVICES 2 SITE DESCRIPTION 4 SITE HISTORY 4 GEOLOGIC CONDITIONS 4 SURFACE CONDITIONS 5 SUBSURFACE CONDITIONS 6 Level Portion of Site 6 Hillside Portion of Site 7 ' f CONCLUSIONS AND RECOMMENDATIONS 8 GENERAL 8 SITE PREPARATION AND EARTHWORK 8 FOUNDATION SUPPORT 11 FLOOR SLABS 12 SLOPE RETENTION 13 t• SLOPE STABILITY 15 SURFACE DRAINAGE 16 PAVEMENTS 16 UNDERGROUND UTILITIES 16 LIMITATIONS 17 FIGURES Figure No. Vicinity Map and Street Map 1 Site Plan 2 Generalized Subsurface Cross Section A -A' 3 APPENDICES Page No. Appendix A - Field Explorations and Laboratory Testing A -1 Field Explorations A -1 Laboratory Testing A -2 0 e o E n g i n e e c .. s • File No. 3944-002. 801/111094 &2 : CONTENTS (continued) • APPENDIX A FIGURES Figure No. • Soil Classification System A -1 Key to Boring Log Symbols A -2 Logs of Borings A -3 ... A -10 • Logs of Test Pits A -11 ... A -13 Moisture Content Data A -14 Gradation Curves A -15 l • Direct Shear Test Data A -16 Appendix B - Slope Stability Analysis Results • • t • i . , • • f ' G e o f n g i n e e .. r s 11 File No. 3944. 002 - 8011111094 '•7 REPORT GEOTECHNICAL ENGINEERING SERVICES PROPOSED PARKWAY PLACE 17501 SOUTHCENTER PARKWAY TUKWILA, WASHINGTON FOR MR. ROY BENNION INTRODUCTION This report presents the results of our geotechnical engineering services for the proposed Parkway Place development at 17501 Southcenter Parkway in Tukwila, Washington. The site location is shown on the Vicinity and Street Map, Figure 1. These services are a continuation of our involvement on the project, which includes geotechnical consultation services summarized in our letter dated September 15, 1994. PROJECT DESCRIPTION The planned project will create a retail store development similar in nature to other developments in the immediate area. This development will include the demolition of an existing nine -story office building and construction of four new buildings, three of which will be located in approximately the same area as the existing building. Three of the buildings (Buildings B, C and D) will be combined into a complex, while the fourth building (Building A) will be located in the southwest portion of the site, adjacent to an existing furniture store. The buildings will each be two stories in height, based on architectural plans prepared by Turner and Associates, Architects. Building A will measure roughly 187 feet by 166 feet, while the three building complex will measure roughly 590 feet long by 210 feet wide. The buildings will be located to avoid construction over weak, compressible soils encountered in previous explorations at the site. The existing nine -story office building will be demolished and the resulting rubble crushed to a gradation satisfactory for use as structural fill in the depression remaining after demolition and for support of building floor slabs. This will eliminate a major waste disposal problem. A truck access and fire lane will be located along the west side of all four buildings. This will require excavation into the adjacent hillside and construction of a retaining wall. Based on the most recent site plan made available to us, we understand that the wall will be up to 600 feet long and about 25 feet high. Other site improvements include modifications to the existing asphalt paved areas, and relocation of existing and installation of new utility lines. SCOPE OF SERVICES Our previous consultation addressed the general site history and subsurface conditions based on the results of previous explorations by others on and in the immediate vicinity of the site, GeoEngineers 2 File No, 3944-002- RO1/111094 personal experience of our staff during the design and construction of the existing office building, and consultation for The Boeing Company as tenants of this building regarding dewatering requirements to maintain a dry basement level. The results of this consultation were presented in our September 15, 1994 letter. The services provided for this current study are intended to develop sufficient additional subsurface information for use in geotechnical design of the various elements of the project. The major portion of our study is directed to defining subsurface conditions in the vicinity of the proposed retaining wall and accomplishing analyses to define • design parameters for the retaining wall. Supporting analytical information is included in this report to facilitate the review of our conclusions and recommendations by the city of Tukwila and WSDOT (Washington State Department of Transportation). Our specific scope of services includes the following tasks: 1. Review available geotechnical information prepared for past development activity at the site and also by WSDOT for constniction of the I -5 corridor at the top of the hillside. • 2. Explore subsurface conditions in portions of the site not covered by previous explorations, including portions of the four building sites and along the general alignment of the retaining wall. A total of seven borings and three test pits were made. 3. Accomplish laboratory tests on representative samples obtained from the explorations, • including moisture, dry density, gradation and strength tests. 4. Provide recommendations for site preparation and earthwork, including processing of building demolition debris for use as fill, use of on -site soils as structural fill, criteria for • imported soils to be used as fill, fill placement and compaction criteria, and allowable 1 ,. _ rv; temporary and permanent cut and fill slopes. 5. Develop recommendations for foundation support of the new buildings, including allowable bearing pressures, minimum footing sizes and embedment depths, settlement estimates, and • < subgrade preparation procedures • ' 6. Provide recommendations for the retaining structure west of the three - building complex, including wall type, active and passive pressure values, backfill criteria and drainage requirements. 7. Evaluate the overall stability of the slope for static and seismic conditions after design and construction of the retaining wall in accordance with our recomlendations. 8. Provide recommendations for site drainage, including control of seepage during retaining wall construction and surface drainage adjacent to buildings and in parking areas. 9. Present our findings, conclusions and recommendations, with supporting field and laboratory data, in a written report. 10. Attend design consultation meetings prior to starting our field exploration program and following submission of our report to assist in application of our recommendations and preparation of responses to reviewing agencies if and as appropriate. 3 G e o E n g i n e e r s 3 File No. 3944 - 003- R01/111094 If SITE DESCRIPTION SITE HISTORY The site has been substantially modified from the natural terrain that existed prior to the mid- 1960s. The west wall of the Green River valley was cut back to the present configuration in the mid -1960s exposing glacially consolidated soils in the area of the existing nine -story building and in the area of the existing furniture store located just south of the site. The depth of cut exceeded 100 feet in portions of the site. This material was used as borrow for retail developments located on the east side of Southcenter Parkway. After extensive analysis of varying slope configurations for the reshaped hillside, a cut slope of 1 3 H:1 V (horizontal to vertical) was recommended and the slopes were graded to this inclination. The 30 years of satisfactory performance of these cut slopes indicates that the chosen slope configuration is appropriate. Construction of Interstate 5 also took place in the 1960s. The segment of freeway west of the site and north of the South 178th Street undercrossing involved construction of a significant cut through the east -west trending ridge and significant fill embankments over deep ravines flanking the north and south sides of this ridge. Large diameter storm drains extending down the axes of the these ravines were apparently constructed prior to placing the fill embankments. The regrading of the hillside in the vicinity of the site exposed competent glacially consolidated soils on which both the furniture store and the nine -story office building have been successfully supported on shallow spread foundations. The excavation for the office building extended below the static ground water table necessitating dewatering for foundation construction and to maintain a stable subgrade for the basement floor slab. Subsequent to building completion (which occurred sometime after 1979), it was necessary to install two permanent dewatering wells to maintain a dry basement slab since gravity flow in the slab underdrain system was not adequate. GEOLOGIC CONDITIONS The geologic conditions at the site are largely the result of deposition and erosion during and following the most recent episodes of glaciation in the Puget Sound region. Glacial and interglacial deposits underlying the hillside in the western portion of the site include primarily pre - Vashon fine- grained lacustrine deposits that were later overridden by several thousand feet of glacial ice. Geologic maps dating back to the early 1960s indicate that the hillside that existed prior to grading was underlain by kame terrace deposits that were left behind by glacial melt water flowing along the edge of the ice that filled the Green River valley near the end of the Vashon glaciation. These deposits apparently have been completely removed from the lower portion of the hillside which includes this property. The upper portion of the valley wall probably is underlain by glacial till, a very dense, unsorted deposit of silt, sand, gravel and cobbles. The glacial deposits possess high strength and low compressibility characteristics. G e o E n g i n e e r s 4 File No. 3944 - 002- R01/111094 During early post - glacial time the area of the present Green River valley was a marine inlet, which was subsequently filled by sediment from the river. Throughout postglacial time the • glacial deposits in the west valley wall have been subject to weathering and erosion, resulting in deposition of sediment at the base of the valley wall. The ravines which flank the hillside in the western portion of the site are examples of such erosional features. The deposits at the mouth of these ravines and in the eastern portion of the site include alluvial soils with generally high compressibility and low strength. Figure 2 shows the approximate limits of the compressible alluvial soils within the site. These soils generally include loose sand, soft silt and peat, although more competent alluvial soils, primarily medium dense sand, occur closer to the mouths of the ravines. Considerable change has occurred within and adjacent to the site within the past 30 years. These changes include the extensive grading of the hillside, placement of the fill embankments for Interstate 5 across the upper portions of the ravines and placement of general site fill over areas underlain by alluvial soils. The city of Tukwila geologic hazards maps designate the majority of the hillside as a Class 3 landslide hazard area. This designation includes all areas sloping more steeply than 40 percent. Class 4 areas, which include areas of known mappable landslide deposits, do not occur within • or near the site. Also, the subsurface conditions approximately 3/4 mile north of the site where major instability of the slopes near the I- 405/1 -5 interchange was experienced do not occur at the • subject site. SURFACE CONDITIONS The majority of the site is level and surfaced with asphalt concrete pavement. Ground • surface elevations within the pavement area are generally between Elevation 30 and 35 feet (1929 NGVD datum). The existing nine -story office building occupies the central portion of the site. Numerous landscaped "islands" exist within the asphalt -paved areas. A satellite dish with related facilities is located on the south side of the nine -story building. An abandoned rail spur extends along the base of the hillside; this spur is depressed about 2 to 3 feet below general pavement grade. The hillside extends from the abandoned rail spur up to the end of an east -west trending ridge at the western property line. The hillside is generally inclined at about 1.75:1 (horizontal to vertical). From the westerly property line, the ridge extends about 300 feet to the edge of northbound Interstate 5. The crest of the ridge is at about Elevation 220 feet. A cut of about 10 feet was made through the ridge for the northbound lanes. The topographic form of the hillside can be described as pyramidal, with the east- facing side including the graded slope above the site flanked on both the north and south by the deep natural ravines. As described above, the ravines are crossed by extensive fill embankments placed for Interstate 5. The hillside facing the site includes at least two benches that are the result of grading. One bench is at approximate Elevation 50 to 55 feet, while the second bench is about 50 feet higher. These• benches extend the full width of the slope. A third bench is located' at about Elevation G e o E n g i n e e r s 5 File No. 3944. 002 -R01 /111094 • 140 feet, near the western property line; this bench is also probably the result of grading. Vegetation on the hillside consists primarily of deciduous trees with dense underbrush and scattered evergreen trees. Some of the deciduous trees are leaning in a downhill direction, which in a natural slope might be indicative of shallow soil creep. In our opinion, however, the trees are leaning primarily a result of seeking light rather than soil creep, since hard and dense soils underlie the slope at shallow depths. Numerous underground utilities exist within and near the site. Major storm drain lines carrying flow from the area of Interstate 5 extend down both ravines. These lines tie into a 48 -inch storm drain which extends in a north -south direction beneath the western portion of the future three - building complex. The storm drain turns to the east near the southwest corner of the proposed three - building complex and continues to the east outside of the south edge of the complex area. A 12 -inch sanitary sewer also exists in the same general location. Both of these lines will be relocated during project construction. Other utility lines include water, power and natural gas lines which serve the existing nine -story building. These lines approach the building from the east. • SUBSURFACE CONDITIONS The subsurface conditions near the base of the hillside and in portions of the four building areas were explored by drilling seven borings and excavating three test pits at the locations shown in Figure 2. Also shown in Figure 2 are locations of previous explorations accomplished by others for various phases of past site development, including borings drilled for the nine -story building. A description of the field and laboratory testing programs along with the logs of our current explorations and boring A from a previous study are presented in Appendix A. We also reviewed available boring logs on file with WSDOT for the Interstate 5 corridor in the vicinity of the upper portion of the hillside. Subsurface conditions for the level portion and the hillside portion of the site are discussed separately below. Level Portion of Site Subsurface conditions in the vicinity of proposed building A consist of 1.5 to 2.5 inches of asphalt concrete pavement underlain by a 1- foot -thick layer of gravel with sand fill. The fill is underlain to a depth of 4.5 feet below the existing ground surface by medium stiff to stiff silt. Bard silt with scattered organic zones and very dense sand underlies the medium stiff to stiff silt. No ground water was encountered during the drilling of these two borings. Previous test pits excavated near the building location encountered similar soils at depth, although the original surficial soils were probably removed during initial site development. Slight ground water seepage was encountered in test pit 2 for a previous study at depths of 1, 9 and 11 feet below the former ground surface. Subsurface conditions within the proposed three- building complex area were evaluated primarily by reviewing the logs of previous borings and test pits in the vicinity and by drilling borings B -6 and B -7 to fill in gaps between the previous explorations. In general, the planned GeoEngIneers 6 File No. 3944. 002- R01/111094 e; • " ' complex avoids the identified areas of weak, compressible alluvial soils indicated in Figure 2. • Our recent borings indicate that the building footprint outside of the existing nine -story building is surfaced with 2 inches of asphalt concrete pavement and underlain by 1.5 to 3 feet of granular fill consisting primarily of medium dense silty sand and gravel fill. The fill possibly extends to a depth of 11 feet below the pavement in boring B -6. The previous borings for the nine -story building also encountered fill to depths ranging from 2 to over 10 feet below the former ground surface. • • The test pits excavated for a study accomplished in the mid -1970s indicate that dense sand and silty sand and hard silt underlie the three building complex at relatively shallow (within a few feet) of the ground surface that existed prior to initial filling of the site. These soils were encountered at depths of 11 and 7.5 feet in our current borings, respectively. The ground water level in the area of the existing building has been observed to be on the • order of 8 feet below existing pavement grade, although there are apparently seasonal variations • of a few feet due to fluctuations in the amount of recharge coming from the hillside to the west. Ground water seepage was also observed in the previous explorations in the vicinity of the three- . . building complex area; however, the placement of fill over the ground surface after these explorations were accomplished makes only a rough estimate of the depth to ground water in these areas possible. In general, the depth at which ground water was encountered in our current explorations appears to correlate with the 8 -foot depth noted above. Our current boring B -6 encountered ground water at a depth of 4.5 feet. Hillside Portion of Site Generalized subsurface conditions within the hillside are depicted in Figure 3. The soils which underlie the hillside consist primarily of strata of hard silt with varying amounts of sand and clay. As noted above, these strata have been overridden by glacial ice, probably on at least two occasions. Borings B -1, B -2 and B -3, along with the associated test pits TP -1, TP -2 and TP -3 encountered fairly uniform conditions. The combination of a test pit and a boring at each location on the lowest bench provided a stratigraphic record over a total vertical distance of about 70 feet, with a corresponding range of from 10 feet above the planned top of retaining wall to about 35 feet below the planned base of cut. The test pits encountered less than 1 foot of loose or soft surficial soil with organic matter.. The majority of the soils encountered in the test pits and borings consist of silt, sandy silt and silt with clay, with occasional layers and lenses of silty sand and sand. Some of the upper 10 feet of silt underlying the slope exhibits "some fractures which might be the result of stress relief following excavation of the original hillside within the last 30 years. Our observations of the samples obtained from the explorations indicates that no movement has taken place along these fractures. The log of boring A drilled in 1964 indicates that the hard and dense glacial consolidated soils extended up to at least Elevation 150 feet in the hillside. This boring was located in an area >k ... i where the hillside was cut to near the present level grade. No borings were apparently drilled G e o E n g i n e e r s 7 File No. 3944. 002- R01/111094 within the Interstate 5 corridor where it crosses the east -west trending ridge above the hillside; however, nearby borings indicate that glacial till with a thickness on the order of a few tens of feet caps the upper portion of the valley wall in the general vicinity of the site, as indicated in Figure 3. Ground water was encountered in each of the three hillside borings during drilling and also measured a few days after drilling in piezometers installed in the borings. Observed and measured ground water levels ranged from 23 feet to 31 feet below the bench level. These levels generally correlate with the ground water level observed in the vicinity of the existing nine -story building. CONCLUSIONS AND RECOMMENDATIONS GENERAL We conclude that the site can be satisfactorily developed for the proposed retail buildings, provided that proper design and construction procedures are used to minimize the potential for destabilizing the hillside. The proposed buildings can be supported on shallow foundations bearing either on undisturbed hard or dense native soils, or on compacted structural fill. This fill can consist of crushed concrete, brick and glass created by demolition of the existing nine - story building. Some measures to control inflow of ground water into the depression resulting from demolition as it is being filled may be needed. Site preparation and earthwork should take place during periods of dry weather because of the moisture - sensitivity of the on -site soils, particularly if the soils excavated from the toe of the hillside are to be used as structural fill for the building pads. If these activities take place during wet weather, it might be necessary to use more imported granular soil instead of on -site soils for structural fill. Care should be taken during construction of the retaining wall to keep disturbance of the slope above the wall to a minimum. A detailed discussion of our recommendations for site preparation and earthwork, foundation and floor slab support, retaining wall design and construction, slope stability, drainage and other considerations is presented in the following sections. SITE PREPARATION AND EARTHWORK Demolition of the existing nine -story office building will result in a depression where the basement is now located. This depression will be filled to establish floor grades for the three - building complex. In addition, the depressed grade of the existing abandoned rail spur along the toe of the hillside will be raised. Present plans call for using crushed concrete, glass and brick from the existing building for portions of this fill. In our opinion, this is a feasible plan. It also might be desirable to break up the asphalt concrete from areas of pavement to be removed for use as fill: • GeoEngineers 8 File No. 3944-002- R01/111094 Demolition of the building columns, shear walls and interior walls down to the basement floor slab level should be accomplished where necessary. Removal of perimeter basement walls might not be necessary at all locations; however, these should be removed along the alignment of new wall foundations or where individual column foundations would be located over an abandoned wall. In other areas, the existing basement walls should be cut down to permit placement of at least 2 feet of structural fill between the top of the remaining wall section and the bottom of the new floor slab. The existing basement floor slab should be broken or • perforated by drilling 4- inch - diameter holes on about an 8 -foot grid to prevent water from ponding on the slab. The existing floor slab, if left in place, will provide a stable working surface for equipment working within the depression. We recommend that the demolition debris to be used as structural fill placed 2 feet or more below footings or floor slabs be crushed to a gradation of between 1 and 3 inches in size. This • material should be placed in lifts not exceeding 12 inches in loose thickness and compacted to a dense, nonyielding state with a vibratory roller. This zone of debris fill should be capped with an additional 12- inch -thick layer of debris crushed to 1 �A inch minus to choke the voids in the underlying larger graded debris. This zone should be placed in two lifts of equal thickness and compacted as indicated above. The final layer of structural fill should consist of clean pit run • sand and gravel which is placed and compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM D -1557. Ground water will likely be encountered in the depression remaining after demolition. We recommend that ground water inflow into the depression be controlled during construction by pumping from a series of sumps placed around the perimeter of the depression. Existing asphalt concrete pavement can be left in place in new building areas, if its presence will not interfere with installation of footings and utilities and provided that it will be covered by • at least 2 feet of structural fill and that it is broken into relatively small pieces (less than 1 foot maximum dimension) as necessary to promote drainage. Otherwise, the existing asphalt can be recycled for use in the lower portions of structural fill pads, provided that it is broken into pieces that are Iess than 4 inches in maximum dimension and that it is mixed with sufficient import or on -site fill soil so that no open voids are created. We understand that the segment of 48 -inch storm drain which underlies the western portion of the three - building complex will either be abandoned in place or removed and crushed in a manner similar to the existing building. If the line is to be abandoned in place, it should be completely filled with CDF (controlled density fill, a weak concrete mix). The storm drain should be removed, however, if any portion of it will underlie foundations for the new building. The 12 -inch sanitary line should be treated in the same manner as the 48 -inch storm drain. Any voids or new depressions (other than from the existing building demolition) created during site preparation should be cleaned of loose soil or debris and backfilled with structural fill. Depending on the depth of the depression, it might be necessary to dewater the excavation by pumping from sumps. GeoEngineers 9 File No. 3944-002- R01/111094 a1 The surficial soils at the site are moisture - sensitive and will be more difficult to work on or compact during prolonged wet weather. It will be preferable to schedule site preparation and earthwork during periods of dry weather when these soils will be less susceptible to disturbance and will provide better support for construction equipment. However, these activities may be accomplished during the late winter and early spring months provided that appropriate measures are taken by the contractor. If construction activities take place during prolonged periods of wet weather, it might be desirable to leave the existing asphalt pavement intact temporarily to provide a stable working surface for construction equipment. In areas where soils are exposed by site preparation and excavation activities, it might be necessary to protect the subgrade from disturbance by providing a crushed rock or clean sand and gravel working surface. After demolition, removal of existing pavement and void filling are complete, we recommend that building and new pavement area subgrades be proofrolied with heavy, rubber - tired construction equipment if site preparation is done during prolonged dry weather.. If this work is done during wet weather, it will be more prudent to keep all but lightweight construction equipment off the subgrade and evaluate the exposed subgrade areas by probing. Any soft, loose or otherwise unsuitable areas detected should be recompacted, if practical, or removed and replaced with structural fill. We recommend that the probing and proofrolling of subgrade areas be observed by a representative of our firm to identify areas needing remedial work and to assess the adequacy of subgrade conditions. We expect that hard silt and sandy silt will be encountered in the excavation made in front of the retaining wall. This excavation should be able to be accomplished using conventional earthmoving equipment. Light ripping might be required to excavate some of the more hard or dense deposits. The excavation might encounter seepage zones. The contractor should be prepared to collect this seepage with a system of swales and drainage ditches around the base of the excavation so that softening of the exposed subgrade is minimized. All new fill in building and pavement areas should be placed as compacted structural fill. Demolition debris and broken asphalt concrete should be processed, placed and compacted in accordance with the recommendations presented above. All other structural fill should be placed in horizontal lifts not exceeding 10 inches in loose thickness and mechanically compacted to a firm, nonyielding condition. All fill placed beneath foundations and floor slabs should be compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM D -1557. Fill placed in pavement areas or in utility trenches within 2 feet of the finished grade should also be compacted to at least 95 percent. At depths greater than 2 feet below the finished subgrade, the fill in pavement areas and utility trenches should be compacted to at least 90 percent. All structural fill soil should be free of organic or made -made contaminants and rock fragments larger than 6 inches in maximum dimension. Particle sizes larger than 3 inches should be excluded from the top 1 foot of fill. The suitability of soil for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (soil passing GeoEngineers I0 File No. 3944. 002- RO1/111094 • • the No. 200 sieve) increases, soil becomes increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. We recommend that structural fill contain no more than about 5 percent fines for placement in wet weather. The percent fines can be higher for placement in dry weather, providing that the fill soil is moisture- conditioned as necessary for proper compaction and that is properly protected from saturation and subsequent softening during wet weather. The soil that will be excavated from in front of the retaining wall contains a substantial percentage of fines and will be highly moisture - sensitive. This soil should be considered for use as structural fill only if it will be worked during periods of dry weather. Completed fills should be capped with a layer of clean sand and gravel fill wherever possible. We recommend that a representative from our firm observe the placement and compaction of debris and soil structural fill. An adequate number of in -place density tests should be accomplished as the fill is being placed to determine if the specified degree of compaction is being achieved. The settlements of debris and soil structural fill placed and compacted in accordance with our recommendations should be minor, probably less than 1/2 inch. Most of this settlement will occur as the fill is being placed. The general excavation along the toe of the hillside should not be accomplished until the shoring is in place. If any temporary cuts of limited extent are planned to be made without shoring, we recommend that our firm be retained to evaluate the stability and other potential impacts of this action. Heavy plastic sheeting should be used to protect exposed soils on slopes from erosion during wet weather. Ditches or swales should be installed along the top of all cut slopes to intercept runoff and divert it to suitable disposal points. We recommend that any permanent cut slopes in the existing hillside be made no steeper . than 134 H:1V. The use of rockeries is considered appropriate only for cuts into the hillside which do not exceed 6 feet in height.. Unprotected cut and fill slopes will be subject to erosion until vegetative cover is well established. We recommend that all slope surfaces be planted or seeded as soon as possible. If planting will be delayed after a cut or fill slope is created, we recommend protecting the exposed soil temporarily with plastic sheeting or straw mulch during wet weather. FOUNDATION SUPPORT We recommend that footings for the buildings be founded on the hard silt and medium dense to dense silty sand, or on compacted structural fill. We expect that a variable thickness of existing fill will be encountered in footing excavations, and that it might be necessary at some locations, depending on the condition of the existing fill, to excavate to at least 2 feet below footing grade and place new structural fill. All spread footings should have a minimum width of 2 feet and a depth of embedment below lowest adjacent finished, grade of 1i feet. Footings designed and installed as \..,.:r recommended may be proportioned using an allowable bearing value of 4,000 pounds per square Q e o E n g i n e e r s 1.1. File No. 3944 - 002 - 801/11 foot (psf) for undisturbed native silt or silty sand and 2,500 psf for compacted structural fill, including existing fill which is determined by field testing to meet the criteria for compacted structural fill. These values apply to the total of dead plus long -term live loads, exclusive of the weight of the footing and any overlying backfill. An increase in these values of up to one -third may be made when considering short-term live loads such as wind or seismic forces. Settlements of footings supported as recommended are expected to be small. We estimate that settlement of footings supporting column loads typical of two -story retail buildings will be on the order of 1/2 to 1 inch. These settlements should occur rapidly as loads are applied. Differential settlements between equally loaded adjacent column footings supported on debris fill and compacted structural fill is not expected to be more than about 1/2 inch. We anticipate that the exposed bearing surfaces in the excavations for footings will become softened or disturbed if not carefully protected during other construction activities. Therefore, we recommend that these excavations be made during periods of dry weather and that all footing excavations be evaluated by a representative of our firm prior to forming footings and slabs or placing structural steel. If footing excavations are made entirely in the hard or dense native soils, it might be possible to cut the excavations so that the footings can be poured neat without forming. If this is attempted, it will be necessary that concrete placement follow excavation within a few hours. It is imperative that the footings be founded on undisturbed native soils or compacted structural fill, as the recommended bearing pressure and settlement estimates are based on this condition. Any loosened, softened or otherwise disturbed soil present in footing excavations should be removed and replaced with compacted structural fill. To prevent deterioration of footing subgrades in the hard silt and dense silty sand due to construction traffic and precipitation, we suggest that 2 inches of lean concrete or 4 inches of clean crushed gravel be placed to protect the bearing surface as soon as it is determined that footing excavations have been properly prepared. FLOOR SLABS We recommend that slab -on -grade floors be supported on a layer of clean, free - draining sand and gravel containing less than 5 percent fines relative to the fraction passing the 3/4 -inch sieve. This free - draining layer should be at least 6 inches thick. We recommend that a vapor barrier be placed between the slab and the free - draining soil layer to minimize the potential for condensation within the underside of the slab, particularly if floor coverings that are sensitive to moisture are used in the buildings. The vapor barrier should be protected by a cover of 2 inches of clean sand to reduce the potential for damage to the barrier by construction worker foot traffic. We estimate that the settlement of floor slabs loaded up to 250 psf and designed and constructed as recommended will be small, probably less than 1/2 inch. G e o E n g i n. e e r' s 12 File No. 3944- 002•R01/111094 • SLOPE RETENTION The existing slope has been cut to an inclination which is judged to be the steepest for which a reasonable factor of safety against sliding can be achieved. Reconfiguring the slope by grading it back to provide sufficient access area on the west side of the three- building complex is feasible from a technical standpoint but unacceptable for reasons of preserving the existing vegetative cover on the slope. Thus, it will be necessary to construct a retaining structure at the toe of the hillside with sufficient resistance to replace the mass of soil removed from the toe, In addition, this wall must be constructed in advance of or concurrently with excavation from the toe so that the stability of the hillside will be maintained at all times. As discussed in.a subsequent section, the retention structure must extend below the planned base in order to maintain the factor of safety at a satisfactory level. A cantilever or tieback soldier pile and lagging wall is considered the most viable option for slope retention. One or more rows of tieback anchors will probably be required because of the depth of cut to be made and the backslope of 1.75:1 above the wall. We recommend that at least 2 feet of freeboard be provided at the top of the wall to provide protection against soil and vegetative debris which might ravel down the slope. We recommend that the lateral loads imposed on a soldier pile and lagging 'system be determined on the basis of a triangular soil pressure distribution based on an equivalent fluid pressure of 70 pcf (pounds per cubic foot) for the upper 10 feet of the wall to account for the presence of fractures in this zone as detected in our explorations. Lateral soil loads below this upper zone and extending down to the base of the cut should be determined using a uniform lateral soil pressure equal to 60 H, where H is the distance from the ground surface at the top of the wall to the base of the excavation. These values take into account the 1 3 H:1 V backslope above the wall, and are based on the requirement that hydrostatic pressure above the base of the • cut is prevented by installation of recommended drainage measures. An equivalent fluid pressure of 23 pcf should be used for lateral soil loads acting on the embedded portion of the soldier piles. Passive resistance available on soldier piles extending below the level of excavation can be determined using an equivalent fluid density of 300 pounds per cubic foot applied to a width equal to 2.5 times the diameter of the soldier piles or the spacing between the piles, whichever is less. This equivalent fluid density value includes a factor of safety of 1.5. We recommend that the soldier piles be embedded a minimum of 15 feet below the planned base of excavation for the reasons discussed in the section, "Slope Stability." The vertical capacity.of the soldier piles to resist the downward component of anchor loads and other axial • loads can be evaluated using an allowable end- bearing value of 12 kips per square foot applied to the base area of the drilled hole into which the soldier pile is concreted. If additional downward resistance is required, an adhesion value of 800 pounds per square foot can be used. These values both include a factor of safety of about 2.5. The allowable .capacities may be increased by one - third for short-term loads, such as seismic forces. G e o E n g s n e e r s 13 File No. 3944-002 - 801/111094 The holes which are drilled for installation of the soldier piles will likely encounter seepage. Measures might be necessary to prevent sloughing, caving, or "running" of soil into the drilled hole. The contractor should be prepared to use casing or other techniques, as necessary, to stabilize the drilled holes. We estimate that settlements of soldier piles designed and installed as recommended will be on the order of 1/2 inch or less. Settlements will occur rapidly as loads are applied. . Timber lagging should be installed between the soldier piles as the excavation progresses downward to limit spalling and loosening of soil in back of the wall and to provide a smooth surface against which to place drainage material. The permanent facing for the wall (such as cast -in- place, precast or sprayed concrete) can then be installed against the drainage material. We recommend that tieback anchors consist of augered and grouted anchors extending far enough into the hillside so that all load- carrying capability is developed behind a "no- load" zone which represents the zone of yielding within the hillside to develop active pressures. This "no load" zone is defined as that area behind the wall for a distance of one - quarter the height of the wall measured horizontally at its base and then extending upward at an angle of 60 degrees from the horizontal until this line intersects the ground surface. We recommend that the tieback anchors be installed no flatter than 15 degrees below the horizontal so that the potential for failure along the horizontally oriented layers of silt can be minimized. Tieback anchors should be double- corrosion protected since they will support load on a • permanent basis. They should be designed and installed in general accordance with the criteria presented in the following documents: 1. U.S. Department of Transportation, Federal Highway Administration, "Permanent Ground Anchors," Report FHWA- DP- 68 -1R, 1984. 2. U.S. Department of Transportation, Federal Highway Administration, "Tiebacks," Report FHWA/RD- 82/047, 1982. 3. Post - Tensioning Institute, "Recommendations for Prestressed Rock and Soil Anchors," 1980. Tieback anchors may be sized using a frictional resistance between the grout encasing the anchors and the surrounding soil of 650 pounds per square foot. A 30 percent increase in adhesion value can be used when considering seismic loads. We recommend that spacing between tiebacks be at least 3.5 times the anchor hole diameter to minimize group interaction. The friction value presented above includes a factor of safety of about 3 but should be confirmed by proof testing all anchors to 135 percent of design load. Selected anchors should be tested to 200 percent of design load to confirm design values. We suggest that at least six anchors be loaded to this higher level. Anchors that do not meet the test criteria should be rejected and replaced or modified by the contractor at no expense to the owner. After. completing the performance and proof tests, the anchors should be locked off at 80 { percent of the design load or . at the load which results in 1 inch of movement of the top of the soldier pile into the slope, whichever is less. G e o E. n g i n e e r• s 14 . File No. 3944 - 002 - 1101/111094 • We recommend that a member of our staff observe the installation of the soldier piles and tieback anchors, as well as monitor, record and evaluate all performance and proof testing of the anchors. The lateral soil pressures presented in this report assume that drainage will be provided through or behind soldier pile walls such that hydrostatic water pressures do not build up against the walls. Several types of drainage systems can be considered for walls on which the permanent facing is installed directly against the soldier pile and lagging. For planning purposes, we • • anticipate that Alidrain, Miradrain, or an equal system might be used to provide drainage for permanent soldier pile walls. The drains must be hydraulically connected to an appropriate collection system at the base of the wall. SLOPE STABILITY The overall stability of the hillside following grading in the 1960s was evaluated by Dames & Moore using strength parameters developed from laboratory testing of samples obtained from several borings drilled in the hillside. Based on these analyses, Dames & Moore concluded that the factor of safety for the slope inclined at 1 3 H:1V is 1.25 under static conditions, with the factor of safety decreasing by 0.1 to 0.2 with a seismic force equivalent to 0. lg. The satisfactory performance of this slope appears, to confirm the assumptions and analyses accomplished by si Dames & Moore. We evaluated the stability of the existing' and modified hillside configuration using the computer program XSTABL developed by Sunil Sharma of Interactive Software Designs, Inc. f and based on the STABL program developed at Purdue University. This program has the capability of analyzing slope stability for a wide range of slope and failure surface geometries with multiple subsurface layers and ground water levels. The slope profile, soil conditions and ground water level used in our analyses are shown in Figure 3 and also in graphs included along with computer printouts in Appendix B. The first step in the analyses was to back- calculate soil strength values which resulted in a factor of safety of about 1.25 for the existing slope under static conditions. When a horizontal acceleration of 0.1 g is included, the factor of safety of the slope, using the back - calculated strength data, decreases to about 1.03. Based on these results and on strength tests accomplished for the Dames & Moore study and our current study, we selected a friction angle of 37 degrees and a cohesion of 25 pounds per square foot for our analyses. The second stage in our analyses was to use these soil parameters to evaluate the effect of excavation at the toe of the hillside. Analyses were run for a retaining wall with and without • embedment below the depth of cut. Factors of safety for a soldier pile embedment of 15 feet below the base of the cut are 1.8 for static conditions and about 1.2 for a horizontal acceleration coefficient of 0.2g. For a wall with little or no embedment (for example, a soil nail wall or a gravity wall), the factors of safety decrease to 1.26 and 0.95, respectively, for static and dynamic conditions. • G e o E n' g i ' n e e r s 15 File No. 3944-002 - 801/111094 A buffer between the hillside and the west edge of the three- building complex will not be required because of the presence of the retaining wall which, if designed and constructed in • accordance with our recommendations, will maintain the stability of the hillside. In addition, the wall will be designed with at least 2 feet of freeboard to provide protection against ravelling. SURFACE DRAINAGE A drainage swale or ditch should be installed just above the retaining wall during and following construction to intercept and control any surface water flowing down the hillside. The swale or ditch should be sloped to drain toward both the north and south away from the center of the wall. A suitable drainage system should be installed in conjunction with the proposed buildings. This drainage system should be capable of collecting runoff from the buildings and surrounding pavement areas and directing it to an appropriate disposal system. PAVEMENTS Pavement subgrade areas should be prepared as recommended under "Site Preparation and Earthwork." We recommend that the design pavement section in automobile parking areas consist of 2 inches of Class B asphalt concrete, 4 inches of crushed rock base course, and an appropriate thickness of clean pit run sand and gravel. In truck and heavy traffic areas, the design pavement ti. section should consist of 3 inches of Class B asphalt concrete, 6 inches of crushed rock base course, and an appropriate thickness of clean pit run sand and gravel. ATB (asphalt- treated base) can be substituted for the base course to provide a working surface and staging area for construction. Areas of ATB that experience severe cracking during construction should be repaired or replaced ana the entire surface releveled prior to placing the asphalt surfacing. The thickness of pit run required beneath new pavement will depend on the time of year of construction, the presence of existing asphalt pavement, and the difference between finished and existing grades. We can provide more specific recommendations for pit run thickness once finished grades and construction schedules have been determined. UNDERGROUND UTILITIES We expect that trenching for most of the underground utilities on the site will encounter existing fill or hard and dense native soils. Relatively shallow ground water levels might also be encountered, depending on the depth of the utility and the time of year for construction. If utility trench excavations extend below the ground water level, we anticipate that trench boxes or other means of shoring will be necessary. Depending on the depth of trench, dewatering might also be necessary. G e o E n g i n e e r s 16 File No 3944-002- RO1/111094 In our opinion, normal bedding requirements should be satisfactory. This will include surrounding all pipes with a minimum of 6 inches of pea gravel or other granular soil. Utility • backfill should be compacted as recommended in "Site Preparation and Earthwork." LIMITATIONS We have prepared this report for use by Mr. Roy Bennion and the design team in design of a portion of the project. The data and report should be provided to your contractor for • estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are any changes in the loads, grades, locations, configurations or types of facilities planned, the conclusions and recommendations presented in this report might not be fully applicable. If such changes are made, we should be retained to review our conclusions and recommendations and to provide written modification or verification, as appropriate. When the design has been finalized, we should also be retained to review the final design drawings and specifications to see that our recommendations have been interpreted and implemented as intended. The scope of our services does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's 'methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the locations of the explorations and also with time. A contingency for unanticipated conditions should be included in the project budget and schedule. We recommend that we be retained to provide sufficient monitoring, testing and consultation during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with the contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No other conditions, express or implied, should be understood. GeoEngineers 17 File No. 3944-002•R01/111094 The conclusions and recommendations in this report should be applied in their entirety. If there are any questions concerning the report or if we can provide additional services, please contact us. Yours very truly, 7 ' 0 71 C.) �� W A S /i GeoEngineers, Inc. 1•; . `;T x • , • C n � ti � ,� ww.. Herbert R. Pschunder, P.E. s`'GNAL �G ,, / / Senior Engineer J l tEXPIRES J o . ,h- y S Jack K. Tuttle, P.E. Principal HRP:JKT :cros Document ID: 3944002.R • • G e o En g i n.e e r s. 18 File No. 3944. 002 -R01 /111094 . • 1 ,, VICINITY MAP i TO AWASH NGTO TO BELLEVUE SEATTLE _ //. %.. / / y SEE s STREET • • , RENTON MAP O ,, INSET Al TO SEAT RPORT AREA /6 9 0 TUKWI LA S 411 3 1 / 111 111111V - 0 LONGAC• ■ • SOUTHCE °' PETROVITSKY Rte` i TO .140 _ SW.. 43RD__ TACOMA No Scale STREET MAP GRADY WAY • 1 NTERST ATE 405 SOUTHCENTER 816, r LONGACRES l • RACETRACK SOUTH BAKER 'j ''' j CENTER • �� • W . 4 STR ANDER > • BLVD. 4; If) W PARKWAY W • ,. 1 PLAZA(SITEY - • a 17501 SOUTHCENTER • > ti PARKWAY . " c~ 402 STRANDER BLVD. a TUKWI LA, WA > r ev TUKWI LA, WA. co 0 0 t • SW 43 RD STREET S. 180TH STREET (2' 0 ( 1 Reference: Drawing entitled 'Site Plan, Parkway Place, by Turner and Associates, Architects, dated 09/15/94. ID VICINITY MAP AND STREET MAP Geo ' Enoineers �.,� 0 FIGURE 1 -% ca `a, 9 0 A' h° 6 4 �:; 4 ::.�; Mi,h �t Q (,4 0 5 `r o _ � � `l° m'fi;\ 4 `: . \\\\ Ili 1 ( i' / 5 0 ' \ O / .) — / 2 .--- '41 ___1* o, � Proposed \ \___ -------___ \ I ----Retaining — �� min Wail �' Pr — 9 `\ o os TP 2 p \ . f- Retaining Wall= -2-19 _ 'N ► B -1 _ _B -2 °----- g _��� TP -3 } 1 _�` . 1.11 \_� y B -3 Property Line -- Proposed Three -6-- B-5 Building Complex Existing Rail Spur Proposed t 7 (Buildings B. C and D) Right -of -Way Building A 1 +, A -5 $ B -7 - 27 ' 3 Existing Nine A -�- B -6 Story Building L_ j �' B -2A *2 1 ______J 26 ' -$-17 x 22 /7"------..._ u�- - / � $B -2 X28 1 -�-B -1 .. �g Existing 3 -} 4 Building , 1 ,� 29 -- - 16 *18 VG FOR CURRENT STUDY ' 20 - 21 -{- 24 *23 - DR CURRENT STUDY 8 NG BY OTHERS 5 1 3 - 6 Existing 1 ., \ . :1 *__________2 (-t r Y OTHERS Building $ - 10 14 ' 4TE EDGE OF $ ABLE ALLUVIAL SOILS B76� �A' c-noN A SR PI\ N oul- 413-25 • 0 100 200 i ' SCALE IN FEET SITE PLAN �� ;. 1. Drawing entitled Site Plan. Parkway Place. Tukwila: G eo N o0 En by Tumer and Associates. dated 09 /15/94. FIGURE 2 2. Topographic site plan prepared by Chadwick Surveying & Engineering, dated 10126 /94- _ . a ca v 0 u A' h° � 5h k4 `\` t'�1ha • A o�� �l�p\a��� � � y o � \ (���� � j�a.t y i p 55 ? i ) ( I /// Ao s ______---_-__. ______:_l_A LI _/'-- _—__ - --_____________ ,- Proposed \ *-______ Retaining Wall WP i Pro ose -P d ry / 19 �( �- B -1 — _ TP -2 - Retaining Wal 113 _ - -� -- ' \c i ` - ' = _ _ B -2 ° -� t 11 \ _ -_`_ ,� Pro. / - � s Proposed Three - - 3,s .., $'� B - - e$-B -5 7 Building Complex ' Proposed (Buildings B. C and D) Existing of Way : Spur • li ' Building A ' * 5 -* B -7 7 B -6- 13 -3 Exis Nine A 4- �_ — Story Building - t' N 4-2 L \ ` _ y , 17 -z 12 22 B:,2A __I 26 / +8-1 '-B -2 x }- 28 - s-- Existing I -3 *4 Building t *16 * EXPLANATION: r18 [ .3 B - TEST BORING FOR CURRENT STUDY 20 - - -th-21 24 1 � TP - TEST PIT FOR CURRENT STUDY 8 `7 L B - TEST BORING BY OTHERS 1 5 13c- � Existing i: -, < 14 TEST PIT BY OTHERS Building ���� APPROXIMATE EDGE OF 1 $ 4.. Z COMPRESSIBLE AU.UVIA._ SOILS j B76 - i 1 Q CROSS SECTION 1 R �K�AY i � A 4 4A' --- EN-�E P�` G i2 0 100 200 I ; �' SCALE 24 t-e. t Li Aik References 1. Drawing entitled Site Plan. Parkway Place. Tukwila.' , SITE PLAN L by Turner r and Associates, dated 09015/94. ( �� � L�O��rs 2 Topographic site plan prepared by Chadwick �J \ar/ b FIGURE 2 Surveying & Engineering. dated 101-26/94. ■ L c 7 A' a a - a 0 250 d Approximate Existing Ground Surface Northbound 1 -5� • 1 -200 Very dense silty sand with gravel and cobbles (glacial till) - - 1 m` 150 c H ard sandy silt and silt with clay and interbedded layers of silty sand - > r W -100 N — _ N _ _ _ - ' J HORIZONTAL AND VERTICAL SCALE 1" = 50 1 d Three • i ? ' EXPLANATION: •50 Complex Proposed BORING - Retaining Wall I '- CV i _ in •0 I - - _ - - GROUND WATER ELEVATION s 1: Elevations are based on survey information developed by Chadwick Surveying & Engineering, using 1929 NGVD datum, and on City of Tukwila Public Works Department Geologic Hazards Maps. ' 2: This cross section is a diagrammatic interpretation of subsurface conditions based on ''extrapolation of data from widely spaced borings: Actual conditions are substantially more cornptex than depicted. GeoEngineers does not represent the conditions illustrated as exact. GENERAT I7ED SUBSURFACE CROSS SECTION A- A' w Geo Engineers FIGURE 3 ig J a M J i A v P. ' o 250 a Ground Surfaisting Northbound I 200 ti Very dense silty sand with r' gravel and cobbles (glacial till) ►7 m - r CD a Z 1 ? i j 150 m Q ---- • m C Hard sandy silt and silt with clay o and interbedded layers of silty sand — — — o 6 11 100 -W. - 7 ;�-, , ._ N - _ — HORIZONTAL AND VERTICAL SCALE V = 50 - - - Proposed Three -- - - EXPLANATION: 50- - Building Complex -- ropose — Proposed - - - - - Retaining Wall I BORING ?- - - _ - N 7. I , ; 0- — 1 L i - - - - - GROUND WATER ELEVATION q tQ f= k i3 Notes: 1. Elevations are based on survey information developed by Chadwick Surveying & L o Engineering, using 1929 NGVD datum, and on City of Tukwila Public Works Department i k Geologic Hazards Maps. 2. This cross section is a diagrammatic interpretation of subsurface conditions based on [ j . extrapolation of data from widely spaced borings. Actual conditions are substantially more . Li complex than depicted. GeoEngineers does not represent the conditions illustrated as exact. M GENERALIZED SUBSURFACE _ CROSS SECTION A :- A G eo Engineers FIGURE 3 r . _ Neljell L • • • .I 1I • • • • - .. . . - • • r ' • • • r , . . APPENDIX A,. ' . . r . . • ,. - _ i� - . . ., . . , . . ' • , .• ' • . • - . - • . . : . �' N. • • •. . • • r • . • • APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTING FIELD EXPLORATIONS Surface and subsurface conditions at the project site were explored by conducting a geologic reconnaissance, drilling 7 borings and excavating 3 test pits. These field activities were accomplished between November 1 and 4, 1994. The exploration locations are shown in Figure 2. These locations were determined by taping from existing site features. Figure 2 also shows the locations of previous explorations accomplished by others in the vicinity of the planned construction. Ground surface elevations at the exploration locations were determined by interpolation from contour lines shown on topographic survey plans prepared by Chadwick Surveying and Engineering. These elevations are based on the 1929 NGVD datum. Exploration locations and elevations should be considered accurate only to the degree implied by the methods used. • • The borings were drilled on November 3 and 4, 1994 to depths ranging from 9.0 to 49.0 feet below existing grade using a truck - mounted, continuous- flight, hollow stem auger drill. The locations of borings B -1 through B -3 were chosen to coincide with the locations of test pits TP -1 through TP -3. A track - mounted excavator was used to prepare an access route to these three boring locations and also to dig the corresponding test pits. Representative samples were obtained of each soil type encountered in the borings. These samples were obtained using a 2.4- inch - diameter, split - barrel sampler. The sampler was driven into the soil using a 300 -pound hammer free - falling 30 inches. The number of blows required to drive the sampler the last 12 inches, or other indicated distance, is recorded in the boring logs. The test pits were excavated upslope from the Iowest bench on the hiIIside using the track - mounted excavator. The excavator boom was able to reach about 20 vertical feet above the bench level. Test pit depths ranged from 17.3 to 22.0 feet measured relative to the upslope end of the test pit. The explorations were continuously monitored by a representative of our firm, who identified the exploration locations, classified the soils encountered,, obtained representative disturbed and undisturbed samples of the various soil strata, observed seepage and ground water conditions, maintained a detailed log of each exploration, and assisted in the installation of piezometers in the borings. Soils were classified in general accordance with the classification • system described in Figure A -1. A key to the boring log symbols is presented in Figure A -2. Logs of the borings are presented in Figures A -3 through A -9. The log of boring A, which was drilled by others in 1964 before the site was graded to the present configuration, is included as Figure A -10. Test pit logs are presented in Figures A -11 through A -13. The exploration logs are based on our interpretation of the field and laboratory test data and indicate the various soil G e o E n g t n e e r s A- 1 File No. 3944- 002- R01/111094 i I r t types encountered. They also indicate the depths at which these materials or their characteristics change, although the change might actually be gradual. If the change occurred between samples, ,r • it was interpreted. w• _�.- 1 Observations of ground water conditions were made as the explorations were accomplished. In addition, piezometers were installed in borings B -1 through B -3 to monitor ground water levels • following drilling. The ground water levels in these piezometers, as measured on November 7, 1994, are presented on the boring logs. LABORATORY TESTING All soil samples were brought to our laboratory for further. examination. Selected samples were tested to determine their moisture content, dry density, gradation and shear strength characteristics. The results of the moisture content and dry density tests are presented on the • boring logs and also in Figure A -14. Gradation tests were accomplished on two samples. • Results of the gradation tests are presented in Figure A -15. Strain - controlled direct shear tests were accomplished on several samples obtained from the borings. Direct shear test results are summarized in Figure A -16. • . • ( ) G e o E n g i n c e r s A. - 2 . Fiie No. 3944002- R01/111094 • ....•.. SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS SYMBOL GROUP NAME GRAVEL CLEAN GW WELL- GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE GRAVEL GRAINED GP POORLY - GRADED GRAVEL SOILS More Than 50% of Coarse Fraction GRAVEL GM SILTY GRAVEL Retained WITH FINES on No. 4 Sieve GC CLAYEY GRAVEL More Than 50% Retained on SAND CLEAN SAND SW WELL-GRADED SAND, FINE TO COARSE SAND No, 200 Sieve SP POORLY-GRADED SAND More Than 50% of Coarse Fraction SAND SM SILTY SAND Passes WITH FINES No. 4 Sieve SC CLAYEY SAND FINE SILT AND CLAY ML SILT GRAINED INORGANIC SOILS CL CLAY Liquid Limit Less Than 60 ORGANIC OL ORGANIC SILT, ORGANIC CLAY More Than 50% SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT Passes INORGANIC No. 200 Sieve CH CLAY OF HIGH PLASTICITY, FAT CLAY Liquid Limit 50 or More ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification Is based on visual examination of soil Dry - Absence of moisture, dusty, dry to the touch in general accordance with ASTM D2488-90. Moist • Damp, but no visible water 2. Soil classification using laboratory tests is basod on ASTM D2487•90. Wet - Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and/or test data. 0 0 SOIL CLASSIFICATION SYSTEM 00 Geo 1 En ineers -�--- --- tZI '� Nf r ' U FIGURE A -1 • 1 LABORATORY TESTS: SOiL GRAPH: AL Atterberg limits SM Soil Group Symbol CP Compaction (See Note 2) CS Consolidation DS Direct shear GS Grain -size ..._. Distinct Contact Between %F Percent fines Soil Strata , HA Hydrometer analysis Gradual or Approximate SK Permeability Location of Change SM Moisture content Between Soil Strata • MD Moisture and density SP Swelling pressure S/ Water Level TX Triaxial compression UC Unconfined compression Bottom of Boring CA Chemical analysis • BLOW COUNT /SAMPLE DATA: • 22 4 Location of relatively undisturbed sample Blows required to drive a 2.4 -inch i.D. split- barrel sampler 12 inches or other indicated distances using a 12 ® Location of disturbed sample 300 -pound hammer falling 30 inches. 17 0 Location of sampling attempt • with no recovery 10 al Location of sample obtained ._ in general accordance with Blows required to drive a 1.5 -inch I.D. Standard Penetration Test (SPT) split- barrel sampler 12 inches (ASTM D 1586) procedures or other indicated distances using a 140 -pound hammer falling 30 inches. . � 26 CO Location of SPT sampling • attempt with no recovery ®• Location of grab sample "P" indicates sampler pushed with weight of hammer or against weight of drill rig. NOTES: • 1. The reader must refer to the discussion in the report text, the Key to Boring Log Symbols and the exploration logs fora proper understanding of subsurface conditions. 2. Soil classification system is summarized in Figure A -1. NOM KEY TO BORING LOG SYMBOLS Geo r Engineers Q) FIGURE A -2 ca • • TEST DATA • •BORING B-1 • l., DESCRIPTION Moisture Dry Content Density Blow Group Surface Elevation (ft.): 54.6 Lab Tests ( %) (pc() Count Sam les S mhol • 0 11111 ML Gray silt with occasional fine sand (hard, moist) «_ O • ` ML Orange and gray sandy silt (hard, moist) ( MD 24 95 35 !r _ 1 5— -5 i - - DS, 38 82 20 ■ - - MD - ML Light grayish brown sandy silt with a trace of clay (hard, moist) ' 10— —10 l 1 - MD 26 95 31 r 15— —15 z MD, 26 98 40 I ML/SM Brown sandy silt with intcrbeds of silty fine sand (hard /dense, - f - ti - GS moist) l — 20 et 20— - 39 R 't M L Orange and brown sandy silt (hard, moist) 1 ._ 25— —25 le. •i J - MD 25 101 66 II ML Brownish gray sandy silt (hard, wet) x x 30— —30 _ 0 N ML Dark brown silt (hard, moist) • MD 27 97 64 1 ML Orange and brown silt with a trace of fine sand (hard, moist) �.: 35— • —35 j I A _ I SP•SM Gray fine • sand with silt (very dense, moist) ' ,r 40— —40 .: r v ^ Note: Sec Figure A-2 for explanation of symbols LOG OF BORING �;` • C Geo jEngineers \/� FIGURE A -3 ..1 [7 : ,,,, ., ., . . • • ,—..----- TEST DATA BORING B-1 • • 0/00 Eng • Geo psiEngineers ( I ' ••• .... FIGURE A-3 , • i 1 TEST DATA BORING B -2 DESCRIPTION Moisture Dry 1 Content Density Blow Group Surface Elevation (ft.): 57.6 Lab Tests (%) • (pct) Count Samples Symbol 0— 'SP Gray fine sand with a trace of silt (dense, moist) 0 ML Dark brown silt with organic matter (very stiff, moist) - 1 - - ML Light greenish gray silt with a trace of line sand and occasional jj - MD 29 94 51 1i fractures (hard, moist) 1... 5— —5 1 1 [1 - - DS, 34 89 83 . MD - - 1 H - - MD 27 96 50/5" i SM Gray silty fine to medium sand (very dense, moist) C � 15— —15 ' u. • H • z - 5015" , ML Gray sandy silt (hard, moist) a I _ p 20— • —20 • 5 0/4' ■ , • SM / ML Interbedded layers of gray silty fine sand and sandy silt (very 1 - dense/ hard, moist) - "� 25— —25 y DS, 42 77 SO/4' 111 - - ML Dark brown organic silt (hard, moist) _ - MD Gray silt with clay (hard, moist to wet) 1. ;;J: & 30— • —30 1 N - I t ML Gray sandy silt (hard, moist to wet) 1 ' MD 24 ' 102 5014' ■ - e . - 7 35— —35 p • l $ N 50/3" ■ CD 40-- —40 L :: '" Note: See Figure A -2 for explanation of symbols • j . gyp" LOG OF BORING Geo 1eEngineers FIGURE A -4 • 1• ,1 — • ;i TEST DATA BORING B -2 (Continued) • DESCRIPTION a oiuure Dry C Content Density Blow Group 40r LabTests (%) (pct) Count Samples Symbol 40 I • • - 50/3' • 11 - 45— — 45 I .. ^ 72 I Boring completed at 49.0 feet on 11/04/94 50— Ground water seepage encountered at 28.0 and 38,0 feet during —50 drilling I - Piczometer installed at 48.0 feet - Ground water level measured at 29.6 feet on 11/07/94 - i. .t - y n 55^ —55 u. w p 80- —80 ;f _ I _ 65— —85 1 - e - .. 1, g 0 i $ 70— —70 y _ • - I � 75— —75 AR. —80 1 L , Note; See Figure A -2 for explanation of symbols . .t -441 LOG OF BORING k. Geo NO Engineers FIGURE A -a • I • TEST DATA BORING B -3 (... [ • • . . . . . „ .... . . , . ... „ . _ .. . . .. ... .. . . • • ''': • 1 TEST DATA BORING B-3 (Continued) . • . ,, ... DESCRIPTION : ; [ ,. Moisture Dry ; r '-" Content Density Blow Group Lab Tests (%) (pet) Count Samples S mhol 40, — —40 i • I 1 - • . 1 ' •i - i . ' , 1 5 MD 22 105 73 I pr CL Greenish gray sandy clay (hard, moist to wet) ■ ,' 1 , • { . ' I ' 1 I . _ 1 ' 1 i . . 1 ' _ 32 a 400,4 ME IISM Brown silty fine sand with occasional medium sand (dense, wet) _ ; . - ' Boring completed at 49.0 feet on 11/04/94 n. 50— ' Ground water seepage encountered at 27.5 and 34.0 feet during 7. • 1 : ' ; • _ drilling - : . Piczometer installed at 49.0 (eet ,., i i ..1 . - _ Ground water level measured at 23.0 feet on 11/07/94 - - - - . . • .' - i 55 — . . —55 [ Z z _ . ./. - 1 • • t - ca 60— —60 ...., . . ... . 1 . 65— • —65 ! : 1 i - - e - i . •: E - _ 70— '• — 70 x i eri el - fe) - I, Gi I I. 1 • — . . . „ .... • . 75— —75 - - i . . • ..— • i 80— • —80 Ar el • Note: Sec Figure A.2 for explanation of symbols i '' I •.:, 1 -€1111* ' LOG OF BORING • . v. ) 1 .:. Geo roil Engineers • . 1 , ..% .••• FIGURE A-5 l f, i P i i •A . i I . . TEST DATA BORING B-4 ,1 'I ( ;; : TEST DATA BORING B -5 DESCRIPTION' Moisture Dry .. • TEST DATA BORING B -6 P) Note: Sec Figure A -2 for explanation of symbols -,t�. LOG OF BORING ,...., Ge ' veers . • , FIGURE A -8 • TEST DATA BORING B -7 • ,. ::: . 1 i ; ' WIL AIuB a MOORS • APPLIED EARTH SCIENCES . '.. [ • . • PICTURE e _in ' ._............_......,...._....................._ ...............................................,„..„...............,...............,.......................... _.........,,.........,..............._..........__________._ _ • No, 411UNINIIIMIIMMINIIINIMILIMIllik ' ' .....< gist LOG OF TEST PIT 1 , -.- Geo ` O Engineers FIGURE A -13 k. ) 1 1 I • • TEST PIT MOISTURE CONTENT DATA • • , i • Test Depth of Moisture Pit Sample Soil Content Number (feet) Classification maw lavoinsor MIIIIMON•111111111111111111111•11111E1111, ▪ 4 TP-1 1.0 ML 32 ' TP-1 4.5 SM , 8 . TP-1 14.5 ML 32 TP-2 2.5 ML 31 TP-2 4.0 , SM 4 •••• TP-3 4.3 ML 29 . . • 1 i • • lt!) MOISTURE CONTENT DATA Geo 4,0 Engineers 4I kge FIGURE A-14 ! --_ -__-' ' - - _--_' _- -_-_-- _ - ----_- -_ ' - - ____ ___-_-_ - . | ! ---� ---` � �-- _�� _ _` ' _ . � � ` � � .� , ! ' - T. 39*4-002-R01enpJKncnu11/09/8*(39*42op3) U.S. STANDARD SIEVE SIZE ' , mr 1.5' 9/4^ nmr #4 #10 #20 #40 #60 #100 #200 ! 1oo ^ - , ' � ^ ' ' ---------'------�--����� ' ! ` nm 0 _ f. - i oo — � Nit _ --_�~'-_ -- � _--__-- � " 70 - � � | = - , � ` � mn ______ , i CD , i CD �� . . co 1,..1 k '^-~-- ---°-^ ) V) U 50 _ � -� ___ ' �6 . � � �� - -'--_- `° _ . i � - t-. -.4 �----�� '-'-- � so � - _ --� _---'----_~--'—^ ---------- ---- | — ------�-----'— ---- �' ` _-_--�-'' . - ��_���� ��� / ' nm ------'---- ------- ----'-�-- -- --- . � ` 1 ----'- ^ _-----_-__-_ � | � ^ i vo — • •-•.•••• --- -- 4 - ''-~----- ^ ~--- 1 ' 33 0 . 1111 I '..... ` . /".'. I ' 1111111 I ' |'''''' ' ' |'''''' ' ' 1,000 100 10 1 0.1 0.01 0o01 • GRAIN SIZE IN MI0MBERS : zm 0 | in Z GRAVEL �w� COBBLES ' • �[TORC�Y ; %~ ' COARSE | FINE COARSE' MEDIUM | FINE ' -. ' ' wp 7E1 ' m ` SAMPLE 1 � mm SYMBOL ____ DEpTM���� _____ am�nsno�p�om � | . � � Silty occasional 7I�3 3Jj ��neoandv���Qoo�Y�SW� ' !. � A 13-1 1g.0 Silt with a trace ot sand (MQ � .. U i • � ^ x � f ~ ` ' � • • i i. � i � � `- `- � . ' I i i 1 Y. 1 3 i 1 1 GE! 85-85 Rev. 05/93 i i I CD DIRECT ;.HEAR TEST DATA O 1 , Confining + It Sample Moisture Dry Coing Yield t Boring Depth Sample Content Density Pressure Strength* - Number (feet) Description ( %) (pci) (Psi) (psi) i '=� 1 8.0 ML 38 82 2,000 2,000 A D C 4,000 3,800 2 8.0 ML 34 89 2,000 2,500 4,000 5,000 2 28.0 ML 42 77 3,000 3,000 6,000 5,000 3 3.0 ML 24 96 2,000 2,000 4,000 4,000 v o �_ *Samples sheared at a strain rate of 0.04 inches /minute. 1 G) C m m m - v7 1 1 D .. ! D I { ......1:■•••■•■] . _ i • . • ,: . • • . _ r - •. . i .. • • 7-. ' ; ; . ! ; ' + ` APPENDIX ' B;' / , r • • • . - T • • • • • . �, .._. • i • • .. . • • • • • :.. _ /..-- - ......, - . - • — .- i SMS-1N3 11-07-94 12:57 I . 7 ! . 1 e, 3944-002--R01 INITIAL CONDITIONS 450 _ 10 most critical surfaces, MINIMUM BISHOP FOS = 1.256 . . • i - 360 _ i • : . w 270 _ a) .4- : ...... (n _w 1 .- >< — - -. _. .-- --- <C 180 _ -__- - ..---....---- .. ..--- i i , 90 r' . , 0 , , , , , , , , , , i , i , i , , 0 . 90 180 270 360 450 540 630 720 X (feet) - i - I . I .. , . , . . XSTABL File: SMS -IN3 11 -07 -94 12:57 • *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * X STAB L * •.. * * * Slope Stability Analysis * • * using the * * Method of Slices * * * * Copyright (C) 1992 d 94 * * Interactive Software Designs, Inc. * * Moscow, ID 83843, U.S.A. * * * . * All Rights Reserved * * * * Ver. 5.005 94 x•1237 * *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Description : 3944 - 002 -RO1 INITIAL CONDITIONS SEGMENT BOUNDARY COORDINATES 3 7 SURFACE boundary segments 3 Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment • 1 .0 135.0 200.0 135.0 1 2 200.0 135.0 237.0 160.9 1 3 237.0 160.9 250.0 170.0 1 4 250.0 170.0 428.0 240.0 1 5 428.0 240.0 468.0 245.0 1 6 468.0 245.0 510.0 275.0 1 :3 7 510.0 275.0 700.0 300.0 1 • •s ": ISOTROPIC Soil Parameters 1 1 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface 'No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 115.0 115.0 25.0 31..00 .000 .0 1 1 Water surface(s) have been specified Unit weight of water = 62.40 (pcf) Water Surface No. 1 specified by 3 coordinate points f *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PHREATIC SURFACE, ` *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Point x -water y -water No. (ft) (ft) 1 .00 127.00 2 200.00 127.00 , 3 700.00 215.00 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 100 trial surfaces will be generated and analyzed. 10 Surfaces initiate from each of 10 points equally spaced along the ground surface between x = 196.0 ft and x = 205.0 ft I , Each surface terminates between . x = 240.0 ft and x = 280.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = .0 ft * * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * * 5.0 ft line segments define each trial failure surface. k ANGULAR RESTRICTIONS : The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit -45.0 degrees Upper angular limit := (slope angle - 5.0) degrees Factors of safety have been calculated by the : * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 14 coordinate points Point x -surf y -surf No. (ft) (ft) • 1 200.00 135.00 2 204.68 136.77 ( } 3 209.28 138.72 4 213.80 140.86 5 218.23 143.19 • 6 222.56 145.69 7 226.78 148.36 8 230.89 151.20 9 234.89 154.21 10 238.76 157.38 11 242.50 160.70 12 246.10 164.17 13 249.55 167.78 14 252.32 170.91 * * ** Simplified BISHOP FOS = 1.256 * * ** • J ; ' The following is a summary of the TEN most critical surfaces Problem Description : 3944 - 002 -R01 INITIAL CONDITIONS FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x -coord y -coord x -coord x -coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. 1.256 158.75. 251.22 123.32 200.00 252.32 1.928E +06 2. 1.268 175.86 221.77 90.07 200.00 249.06 1.491E +06 3. 1.270 140.49 285.76 161.53 202.00 255.20 2.303E +06 • 4. 1.280 180.17 216.75 82.86 203.00 247.19 1.095E +06 5. 1.288 103.48 •338.58 225.30 200.00 255.22 2.798E +06 6. 1.296 178.71 211.94 79.05 202.00 241.66 8.025E +05 7. 1.297 124.37 315.00 194.05 205.00 255.85 2.239E +06' 8. 1.301 13 7. 79 308.15 183.67 201.00 265.38 4.644E +06 �..• 9. 1.303 160.38 273.65 142.32 205.00 263.10 3.223E +06 10. 1.306 164.13 231.93 103.05 201.00 241.89 8.854E +05 * * * END OF FILE * * * . ••• •••••••,• ••• _.... ..... :, • • •••••• •••• q..r.- .M........_- • • , .,:.,........_••. ••••■• .7 SMS -1N4 11 -07 -94 17:13 ti i -. F 3944- 002 —R01. INITIAL Ah =0.1 g 450 _ SIMPLIFIED BISHOP, FOS for Specified Surface = 1.034 =" 360 _ i 270 _ N X Q 180 _ _ 90 _ 1 0 90 180 270 360 450 540 630 720 X —AXIS (feet) • , XSTABL File: SMS -IN4 11 -07 -94 17:13 • *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * X S T A B L * � ..... * * * Slope Stability Analysis * * • using the * * Method of Slices * * • * * Copyright (C) 1992 A 94 * * Interactive Software Designs, Inc. * * Moscow, ID 83843, U.S.A. * * * • * All Rights Reserved * * * * Ver. 5.005 94 A 1237 * *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Description : 3944 - 002 -R01 INITIAL Ah =0.lg SEGMENT BOUNDARY COORDINATES 7 SURFACE boundary segments ' Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment • 1 .0 135.0 200.0 135.0 1 2 200.0 135.0 237.0 160.9 1 3 237.0 160.9 250.0 170.0 1 4 250.0 170.0 428.0 240.0 1 5 428.0 240.0 468.0 245.0 1 6 468.0 245.0 510.0 275.0 1 7 510.0 275.0 700.0 300.0 1 ISOTROPIC Soil Parameters 1 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter .Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 115.0 115.0 25.0 37.00 .000 .0 1 1 Water surface(s) have been specified Unit weight of water = 62.40 (pcf) Water Surface No. 1 specified by 3 coordinate points (, .... *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PHREATIC SURFACE, • *• ** * * * * *,t*** * * * * * * * * * * * * *** * * * * ** Point x -water y -water ' . No. (ft) (ft) 1 .00 127.00 k ; 2 200.00 127.00 3 700.00 215.00 A horizontal earthquake loading coefficient of .100 has been assigned A vertical earthquake loading coefficient of .000 has been assigned ' A SINGLE FAILURE SURFACE HAS BEEN SPECIFIED FOR ANALYSIS ' Trial failure surface is CIRCULAR, with a radius of 123.32 feet Center at x = 158.75 ; y = 251.22 ; Seg. Length = 5.00 feet The CIRCULAR failure surface was estimated by the following 14 coordinate points : Point x -surf y -surf No. (ft) . ; (ft) • 1 200.00 135.00 • 2 204.68 136.77 3 209.28 138.72 4 213.80 140.86 5 218.23 143.19 6 222.56 145.69 7 226.78 148.36 8 230.89 151.20 9 234.89 154.21 10 238.76 157.37 11 242.50 160.69 12 246.10 164.16 • 13 249.56 167.78 14 252.32 170.91 ******************** * * * * * * ** * * * * * * * * * * * * * * ** * * * * * ** SELECTED METHOD OF ANALYSIS: Simplified Bishop ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ***•****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUMMARY OF INDIVIDUAL SLICE INFORMATION ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Slice x -base y -base' height width alpha beta 'weight (ft) (ft) (ft) (ft) (lb) ' r 1 202.34 135.88 .75 4.68 20.70 34.99 405. ( •I • 2 206.98 137.75 2.14 4.60 23.03 34.99 1132. . 3 211.54 139.79 3.28 4.52 25.35 34.99 1706. fl 1 4 4 216.01 142.03 4.18 4.43 27.67 34.99 2130. 5 220.39 144.44 4.84 4.33 30.00 34.99 2409. 6 224.67 147.02 5.25 4.23 32.32 34.99 2549. 7 228.84 149.78 5.41 4.11 34.64 34.99 2558. 8 232.89 152.70 5.32 4.00 36.96 34.99 2444. 9 235.94 155.07 5.09 2.11 39.29 34.99 1235. 10 237.88 156.65 4.86 1.76 39.29 34.99 984. 11 240.63 159.03 4.41 3.74 41.61 34.99 1894. 12 244.30 162.43 3.58 3.60 43.93 34.99 1482. 13 247.83 165.97 2.51 3.46 46.26 34.99 998. 14 249.78 168.03 1.82 .44 48.58 34.99 93. 15 251.16 169.60 .86 2.32 48.58 21.47 230. SLICE INFORMATION ... continued : Slice S c -value phi U -base U -top Q -top Delta (psf) (psf) (lb) (lb) (lb) 1 60.7 25.0 37.00 0. 0 0. .00 2 180.0 25.0 37.00 0. 0. 0. .00 3 272.1 25.0 37.00 0. 0. 0. .00 4 338.9 25.0 37.00 0. 0. 0. .00 5 381.8 25.0 37.00 0. 0. 0. .00 6 402.4 25.0 37.00 0. 0. 0. .00 7 402.4 25.0 37.00 0. 0. 0. .00 8 383.4 25.0 37.00 0. 0. 0. .00 9 354.4 25.0 37.00 0. 0. 0. .00 10 337.9 25.0 37.00 0. 0. 0. .00 11 294.6 25.0 37.00 0. 0. 0. .00 12 228.2 25.04 37.00 0. 0. 0. .00 13 149.5 25.0 37.00 0. 0. 0. .00 14 99.4 25.0 37.00 0. 0. 0. .00 • t 15 39.2 25.0 37.00 0. 0. 0. .00 For the single specified surface, Simplified BISHOP factor of safety = 1.034 Resisting Moment = 181.57E +04 ft -lb WARNING - This method is valid only if the failure surface approximates a circle . :. , - . ...... . . - . .SMS-1N5 11-07-94 17:07 .. - 3944-002—R01 SOLDIER PILE WALL 450 10 most critical surfaces, MINIMUM BISHOP FOS = 1.801 _ . - 360 _ e•—■ . 15 2 7 0 _ - ,. ID 4— •-•.--" (f) W 1 ; --- :' X --- ---- ---- -- ---- i < 180 _ ........, -- - ------ !, 90 _ • - i 7 . : . 1 _ . . I I - - 0 1 I , I 1 I I I 1 I 1 1 1 1 1 I i 0 90 180 270 360 450 540 630 720 X—AXIS (feet) i - - ...._ . . , . . i - 1 -....... -,....... :=•••■•■■•■ XSTABL File: SMS -IN5 11 -07 -94 17:07 • *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * X S T A B L * * * * Slope Stability Analysis * • * using the * * Method of Slices * * * * Copyright (C) 1992 a 94 * * Interactive Software Designs, Inc. * * Moscow, ID 83843, U.S.A. * * * * All Rights Reserved * * * * Ver. 5.005 94 a 1237 *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Description : 3944 - 002 -R01 SOLDIER PILE WALL SEGMENT BOUNDARY COORDINATES 7 SURFACE boundary segments •f: Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment • ( .... 1 .0 135.0 236.9 135.0 1 2 236.9 135.0 237.0 160.9 1 3 237.0 160.9 250.0 170.0 1 4 250.0 170.0 428.0 240.0 1 5 ' 428.0 240.0 468.0 245.0 1 6 468.0 245.0 510.0 275.0 1 7 510.0 275.0 700.0 300.0 1 ISOTROPIC Soil Parameters 1 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface ' No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 115.0 115.0 . 25.0 37.00 .000 .0 1 1 Water surface(s) have been specified Unit weight of water = 62.40 (pcf) Water Surface No. 1 specified by 3 coordinate points *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PHREATIC SURFACE, ' *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Point x -water y -water No. (ft) (ft) 1 .00 127.00 2 200.00 127.00 3 700.00 215.00 • BOUNDARIES THAT LIMIT SURFACE GENERATION HAVE BEEN SPECIFIED UPPER limiting boundary of 2 segments: Segment x -left y -left x -right y -right No. (ft) (ft) (ft) (ft) 1 236.9 120.0 236.9 135.0 2 236.9 135.0 237.0 160.9 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 100 trial surfaces will be generated and analyzed. 10 Surfaces initiate from each of 10 points equally spaced along the ground surface between x = 150.0 ft and x = 200.0 ft � J Each surface terminates between x = 280.0 ft and x = 350.0 ft Unless further limitations were imposed, the minimum elevation • at which a surface extends is y = .0 ft * * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * * 8.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS : The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit : -45.0 degrees Upper angular limit (slope angle - 5.0) degrees Factors of safety have been calculated by the : ( * * * * * SIMPLIFIED BISHOP METHOD * * * * * • a ' The most critical circular failure surface i is specified by 27 coordinate points Point x -surf y -surf No. (ft) (ft) 1 166.67 135.00 2 173.62 131.05 3 180.85 127.62 4 188.31 124.73 • 5 195.96 122.38 6 203.76 120.60 7 211.67 119.40 8 219.64 118.77 9 227.64 118.73 10 235.62 119.27 11 243.54 120.39 12 251.36 122.08 13 259.04 124.34 14 266.53 127.16 15 273.79 130.51 16 280.79 134.38 17 287.49 138.75 18 293.85 143.60 19 299.84 148.91 20 305.43 154.63 21 310.59 160.74 22 315.2% 167.22 7 23 319.50 174.02 24 323.21 181.11 ( 25 326.38 188.45 26 329.02 196.01 27 330.55 201.68 * * ** Simplified BISHOP FOS = 1.801 * * ** • The following is a summary of the TEN most critical surfaces Problem Description : 3944 - 002 -R01 SOLDIER PILE WALL FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x -coord y -coord x -coord x -coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. 1.801 224.24 228.33 109.66 166.67 330.55 3.867E +07 2. 1.805 228.78 205.02 86.63 177.78 314.80 2.627E +07 3. 1.806 222.02 242:59 123.63 161.11 339.83 4.723E +07 4. 1.810 224.11 205.35 87.42 172.22 310.69 2.528E +07 5. 1.810 223.60 189.45 71.17 177.78 294.72 1.654E +07 6. 1.814 234.19 230.90 111.26 177.78 342.69 4.448E +07 7. 1.818 223.96 244.43 126.20 161.11 344.47 5.160E +07 8. 1.818 233.93 206.40 87.51 183.33 320.97 2.852E +07 9., 1.825 235.38 232.52 113.26 177.78 345.82 4.726E +07 10. 1.825 230.88 226.98 109.09 172.22 337.55 4.292E +07 * * * END OF FILE . * * * • ■11111■ :.... . ... : . . . I.. .. . SMS-1N6 11-07-94 17:11 .,. 3944-002—R01 S.P. Wall Ah=0.2g 450 _ SIMPLIFIED BISHOP, FOS for Specified Surface = 1.229 360 _ . 1 - 1 ...--, . li 270 _ ,. U) • 4-- : cn - _w .....- --- 5< • ........,— ...- .< 180 • _ _- ...-- -- -- ...-- I ..- _- ---- — -. _-- ....-- ....- -- . ...- 90 _ • o_ , I , I , • I , I , I , I , I i I 0 90 180 270 360 450 540 630 720 X —AXIS (feel) , . • - , - : . ( • ; . .•,.. -......„ A XSTABL File: SMS -IN6 11 -07 -94 17:11 ..• *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * X S TAB L * * * * Slope Stability Analysis * • * using the * * Method of Slices * * * * Copyright (C) 1992 a 94 * * Interactive Software Designs, Inc. * * Moscow, ID 83843, U.S.A. * * * * All Rights Reserved * * * * Ver. 5.005 94 a 1237 * • *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Description : 3944 - 002 -RO1 S.P. Wall Ah =0.2g SEGMENT BOUNDARY COORDINATES 7 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment . 1 .0 135.0 236.9 135.0 1 2 236.9 135.0 237.0 160.9 1 3 237.0 160.9 250.0 170.0 1 4 250.0 170.0 428.0 240.0 1 5 428.0 240.0 468.0 245.0 1 6 468.0 245.0 510.0 275.0 1 7 510.0 275.0 700.0 300.0 1 ISOTROPIC Soil Parameters 1 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 "" 115.0 115.0 25.0 37.00 .000 .0 1 1 Water surface(s) have been specified Unit weight of water = 62.40 (pcf) r Water Surface No. 1 specified by 3 coordinate points • *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PHREATIC SURFACE, 1 , ** * ** SAC ** * ** * * ***** * * * * *** * ** *** ** Point x -water y -water No. (ft) (ft) • 3. .00 127.00 '� ... 2 200.00 127.00 3 700.00 215.00 A horizontal earthquake loading coefficient of .200 has been assigned • A vertical earthquake loading coefficient of .000 has been assigned BOUNDARIES THAT LIMIT SURFACE GENERATION HAVE BEEN SPECIFIED UPPER limiting boundary of 2 segments: • Segment x -left y -left x -right y -right No. (ft) (ft) (ft) (ft) ' 1 236.9 120.0 236.9 135.0 2 236.9 135.0 237.0 160.9 • A SINGLE FAILURE SURFACE HAS BEEN SPECIFIED FOR ANALYSIS • J` 7 Trial failure surface is CIRCULAR, with a radius of 109.66 feet Center at x = 224.24 ; y = 228.33 ; Seg. Length = 8.00 feet The CIRCULAR failure surface was estimated by • the following 27 coordinate points : •4 Point x -surf y -surf No. (ft) (ft) 1 166.67 135.00 2 173.63 131.05 3 180.85 127.62 4 188.31 124.73 5 195.96 122.38 6 203.76 120.60 7 211.67 119.40 8 219.64 118.77 . 9 227.64 118.73 10 • 235.63 119.27 11 243.55 120.39 12 251.37 122.08 13 259.04 124.34 14 266.53 127.15 15 273.79 130.51 16 280.79 134.38 17 287.49 138.75 18 293.85 143.60 ' 19 299.85 148.90 (..) • 20 305.43 154.63 21 310.59 160.74 0 22 315.29 167.22 23 319.50 174.02 24 323.21 181.11 25 326.39 188.45 26 329.02 196.00 27 330.55 201.68 ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SELECTED METHOD OF ANALYSIS: Simplified Bishop ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUMMARY OF INDIVIDUAL SLICE INFORMATION ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Slice x -base y -base height width alpha beta weight (ft) (ft) (ft) (ft) (lb) 1 170.15 133.03 1.97 6.96 -29.58 .00 1579. 2 177.24 129.34 5.66 7.23 -25.40 .00 4707. 3 181.65 127.31 7.69 1.60 -21.22 .00 1413. 4 185.38 125.86 9.14 5.86 -21.22 .00 6157. 5 192.14 123.55 11.45 7.65 -17.04 .00 10069. 6 197.98 121.92 13.08 4.04 -12.85 .00 6076. 7 201.88 121.03 13.97 3.76 -12.85 .00 6040. 8 207.71 120.00. 15.00 7.91 -8.67 .00 13643. 4 9 215.66 119.08 15.92 7.98 -4.49 .00 14599. 10 223.64 118.75 16.25 8.00 -.31 .00 14953. 11 231.63 119.00 16.00 7.98 3.87 .00 14691. L 12 236.26 119.36 15.64 1.27 8.05 .00 2293. 13 236.95 119.45 28.50 .10 8.05 89.78 328. 14 240.27 119.92 43.27 6.55 8.05 34.99 32576. 15 246.77 121.08 46.66 6.45 12.23 34.99 34625. 16 250.68 121.93 48.34 1.37 12.23 21.47 7588. 17 255.20 123.21 48.84 7.67 16.41 21.47 43098. 18 262.78 125.75 49.28 7.49 20.59 21.47 42441. 19 270.16 128.83 49.10 7.26 24.77 21.47 41013. 20 277.29 132.44 48.29 7.00 28.95 21.47 38873. 21 284.14 136.57 46.86 6.70 33.14 21.47 36101. 22 290.60 141.12 44.84 6.22 37.32 21.47 32072. 23 293.78 143.55 43.67 .14 37.32 21.47 720. 24 296.85 146.25 42.17 5.99 41.50 21.47 29059. 25 302.64 151.76 38.94 5.59 45.68 21.47 25028. 26 308.01 157.68 35.13 5.16 49.86 21.47 20835. 27 312.94 163.98 30.77 4.70 54.04 21.47 16625. 28 317.40 170.62 25.89 4.21 58.22 21.47 12542. 29 321.36 177.56 20.50 3.71 62.40 21.47 8737. 30 324.80 184.78 14.64 3.18 66.58 21.47 5352. 31 327.71 192.23 8.33 2.64 70.76 21.47 2526. 32 329.79 198.84 2.54 1.53 74.94 21.47 445. SLICE INFORMATION ... continued : Slice Sigma c -value phi U -base U -top Q -top Delta (psf) (psf) (lb) (lb) (lb) 1 366.0 25.0 37.00 0. 0. 0. .00 ( • 2 932.6 25.0 37.00 0. 0. 00 0. 3 1171.0 25.0 37.00 0. 0. 0. .00 4 1296.4 25.0 37.00 446. 0. 0. .00 5 1363.8 25.0 37.00 1721. 0. 0. .00 6 1385.7 25.0 37.00 1313. 0. 0. .00 7 1429.9 25.0 37.00 1471. 0. 0. .00 •• 8 1348.5 25.0 37.00 4047. 0. 0. .00 9 1246.2 25.0 37.00 5168. 0. 0. .00 � .. . . 10 1121.6. 25.0 37.00 6011. 0. 0. .00 , 11 977.2 25.0 37.00 6572. 0. 0. .00 12 871.7 25.0 37.00- 1093. 0. 0. .00 13 2230.5 25.0 37.00 86. 0. 0. .00 14 3787.2 25.0 37.00 5669. , 0. 0. .00 15 3976.2 25.0 37.00 5654. 0. 0. .00 16 4155.2 25.0 37.00 1183. 0. 0. .00 17 4059.4 25.0 37.00 6539. 0. 0. .00 18 3994.5 ....25.0 37.00 5957. 0. 0. .00 19 3897.2 25.0 37.00 5093. 0. . , 0. ' .00 • 20 3769.2 25.0 37.00 3951. 0. 0. .00 21 3612.2 25.0 37.00 2539. 0. 0. .00 22. 3428.4 25.0 37:00 863. 0. 0. .00 23 3411.6 25.0 37.00 0. 0. 0. .00 24 3132.3 25.0 37.00 0. 0. 0. .00 25 2737.6 25.0 37.00 0. 0. 0. .00 26 2325.0 25.0 37.00 0. 0. • 0. .00 • • 27 1902.5 25.0 37.00 0. 0. 0. .00 28 1479.5 25.0 37.00 • 0. 0. 0. .00 29 1066.8 25.0 37.00 0. 0. 0. .00 30 677.2 25.0 37.00, 0. 0. 0. .00 31 326.4 25.0 37.00 0. 0. 0. .00 32 65.9 25.0 37.00 0. 0. 0. .00 For the single specified surface, Simplified BISHOP factor of safety = 1.229 • Resisting Moment = 361.26E +05 ft-lb { WARNING - This method is valid only if the failure surface approximates a circle . , I • ... • ....+•....... -... +..... .. .-..w .... . . . -.. •.• • w•w. - r..w -... wl ....w ...wrw. . .. .. . a _ e� •wt+. +.•c'. V.. . MY••9•.^iw,v . .. .... ... : .. : , SMS-1N7 11-07-94 17:48 . ... _-. 3944-002—R01 WALL WITHOUT EMBEDMENT - 450 _ 10 most critical surfaces, MINIMUM BISHOP FOS = 1.256 _ 360 ..----.. . -l- a) 270 _ 1 U) 9- %......" , , CO - • ....... _W 1 ---- ...--- --- - --- --- < 180 _ ....- -- : 00/1 --- --- -- - - - . , >- ‘. .,- -- _ -- - ....- ..- I , i . j . i - 1 , i 0 , I 1 4 I 4 I 4 1 4 I . I 4 I 3 3 0 90 180 270 360 450 540 630 720 1 X —AXIS (feet) I ' 1 I ; 1 . i . . 1 - i • XSTABL File: SMS -IN7 11 -07 -94 17:48 . *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * X S TAB L * F * * * Slope Stability Analysis * * using the * * Method of Slices * * * • * Copyright (C) 1992 fi 94 * * Interactive.Software Designs, Inc. * * Moscow, ID 83843, U.S.A. * ' * * * All Rights Reserved * * * • * Ver. 5.005 94 fi 1237 * *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Description : 3944 - 002 -RO1 WALL WITHOUT EMBEDMENT SEGMENT BOUNDARY COORDINATES 7 SURFACE boundary segments ' Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 .0 • 135.0 236.9 135.0 1 2 236.9 135.0 237.0 160.9 1 3 237.0 160.9 250.0 170.0 1 4 250.0 170.0 428.0 240.0 3. 5 428.0 240.0 468.0 245.0 1 6 468.0 245.0 510.0 275.0 3. ' •„ '7 510.0 275.0 700.0 300.0 1 . ISOTROPIC Soil Parameters 1 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 115.0 • • 115.0 25.0 37.00 .000 .0 1 1 Water surface(s) have been specified Unit weight of water = 62.40 (pcf) 1 i Water Surface No. 1 specified by 3 coordinate points ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * : PHREATIC SURFACE, ,y y y.y y * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Point x -water y -water No. (ft) (ft) 1 .00 127.00 2 200.00 127.00 3 700.00 215.00 BOUNDARIES THAT LIMIT SURFACE GENERATION HAVE BEEN SPECIFIED UPPER limiting boundary of 1 segments: Segment x -left y -left x -right y -right No. (ft) (ft) (ft) (ft) 1 236.9 135.0 237.0 160.9 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 100 trial surfaces will be generated and analyzed. 10 Surfaces initiate from each of 10 points equally spaced along the ground surface between x = 190.0 ft and x = 230.0 ft • Each surface terminates between x = 260.0 ft and x = 300.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = .0 ft * * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * * 6.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS : The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit -45.0 degrees Upper angular limit := (slope angle - 5.0) degrees Factors of safety have been calculated by the : �' * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface ' is specified by 17 coordinate points S Point x -surf y -surf No. (ft) (ft) 1 207.78 135.00 . 2 213.63 133.69 3 219.60 133.02 4 225.60 132.99 5 231.56 133.61 . 6 237.43 134.86 7 243.13 136.73 8 248.60 139.20 9 253'.77 • 142.25 10 258.58 145.83 11 262.98 149.91 12 266.92 154.43 13 270.36 159.35 14 273.24 164.62 15 275.54 170.16 . 16 277.24 175.91 17 278.18 181.08 * * ** Simplified BISHOP FOS = 1.256 * * ** The following is a summary of the TEN most critical surfaces Problem Description : 3944 - 002 -R01 WALL WITHOUT EMBEDMENT s' FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x -coord y -coord x -coord x -coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) • 1. 1.256 222.86 188.81 55.88 207.78 278.18 4.565E +06 2. 1.332 223.21 199.24 66.07 207.78 287.61 6.775E +06 3. 1.351 222.89 204.15 70.78 207.78 291.35 7.740E +06 4. 1.38 213.50 209.84 78.45 190.00 287.83 7.977E +06 5. 1.364 229.88 185.95 51.70 221.11 281.34 4.870E +06 6. 1.364 230.16 184.48 50.30 221.11 280.32 4.668E +06 7. 1.370 225.71 190.35 58.18 207.78 283.43 6.045E +06 8. 1.374 214.46 202.86 72.13 190.00 283.85 7.166E +06 9. 1.377 220.77 196.75 65.51 198.89 284.92 6.976E +06 10. 1.384 221.53 208.68 75.90 203.33 294.34 9.014E +06 * * * END OF FILE * * * SMS -1N8 11 -07 -94 17:50 { 3944- 002 -R01 WALL W/O EMBED Ah =0.2g } 450 _ SIMPLIFIED BISHOP, FOS for Specified Surface = .953 - 360 _ • 6 270 N 1 - w1 I X Y�� ._..._ �- Qi 80 _ r -. .. t I - �- tor, �- 90 I I 0 / ' I I I I I I 1 I I 0 90 180 270 360 450 540 630 720 . X —AXIS (feet) XSTABL File: SMS -IN8 11 -07 -94 17:50 * * * * * * * * * * * * * * * * * * * * * * * * ** *fir * * * * * * * * * * * * ** * XSTABL * * * i * Slope Stability Analysis * * using the * * Method of Slices * * * * Copyright (C) 1992 A 94 * * Interactive Software Designs, Inc. * * Moscow, ID 83843, U.S.A. • Water Surface No. 1 specified by 3 coordinate points *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ( �..... ) PHREATIC SURFACE, • 1 ._......._ ........,.to. • _........_•.......... . ...............__......_ -....•• ..w._ ....... r...,..,......._......�._. ■ ,•M....._:..,, ..._. ......_...:......� ,•.R ••••,.., ^••: • ' *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Point x -water y -water No. (ft) (ft) 1 .00 127.00 2 200.00 127.00 3 700.00 215.00 A horizontal earthquake loading coefficient of .200 has been assigned • A vertical earthquake loading coefficient • of .000 has been assigned BOUNDARIES THAT LIMIT SURFACE GENERATION HAVE BEEN SPECIFIED UPPER limiting boundary of 1 segments: Segment x -left y -left x -right y -right No. (ft) (ft) (ft) (ft) 1 236.9 135.0 237.0 160.9 A SINGLE FAILURE SURFACE HAS BEEN SPECIFIED FOR ANALYSIS Trial failure surface is CIRCULAR, with a radius of 55.88 feet Center at x = 222.86 ; y = 188.81 ; Seg. Length = 6.00 feet The CIRCULAR failure surface was estimated by the following 17 coordinate points : Point x -surf y -surf No. (ft) (ft) 1 207.78 135.00 2 213.64 133.69 3 219.60 133.02 4 225.60 132.99 • 5 231.57 133.61 6 237.43 '134.86 7 243.13 136.73 8 248.60 139.21 9 253.77 142.25 • 10 258.58 145.84 11 262.98 149.91 12 266.92 154.44 13 270.35 159.36 14 273.24 164.62 15 275.54 170.16 16 277.24 175.92 17 278.17 181.08 ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SELECTED METHOD OF ANALYSIS: Simplified Bishop ******************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUMMARY OF INDIVIDUAL SLICE INFORMATION ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Slice x -base y -base height width alpha beta weight (ft) (ft) (ft) (ft) (lb) 1 210.71 134.35 .65 5.86 -12.58 .00 440. 2 216.62 133.36 1.64 5.96 -6.42 .00 1126. 3 222.60 133.01 1.99 6.00 -.27 .00 1374. 4 228.58 133.30' 1.70 5.97 5.89 .00 1166. 5 234.23 134.18 .82 5.33 12.04 .00 504. 6 236.95 134.76 13.19 .10 12.04 89.78 152. 7 237.22 134.81 26.24 .43 12.04 34.99 1310. 8 240.28 135.80 27.40 5.70 18.19 34.99 17962. 9 245.87 137.97 29.14 5.47 24.35 34.99 18316. 10 249.30 139.62 29.89 1.40 30.50 34.99 4810. 11 251.89 141.14 29.60 3.77 30.50 21.47 12833. 12 256.18 144.04 28.38 4.81 36.66 21.47 15711. 13 260.78 147.87 26.37 4.40 42.81 21.47 13346. 14 264.95 152.18 23.70 3.94 48.97 21.47 10737. 15 268.64 156.90 20.43 3.43 55.12 21.47 8060. 16 271.80 161.99 16.58 2.88 61.28 21.47 5497. 17 274.39 167.39 12.20 2.30 67.43 21.47 3230. 18 276.39 173.04 7.34 1.70 73.59 21.47 1430. 19 277.70 178.50 •: 2.40 .93 79.74 21.47 257. SLICE INFORMATION ... continued : 1. Slice Sigma c -value phi U -base U -top Q -top Delta (psf) (psf) (ib) (lb) (ib) 1 98.3 25.0 37.00 0. 0. 0. .00 2 210.6 25.0 37.00 0. 0. 0. .00 3 230.0 25.0 37.00 0. 0. 0. .00 4 178.1 25.0 37.00 ' 0. 0. 0. .00 5 76.1 25.0 37.00 0. 0. 0. .00 6 1293.3 25.0 37.00 0. 0. 0. .00 7 2576.9 25.0 37.00 0. 0. 0. .00 8 2494.0 25.0 37.00 0. 0. 0. .00 9 2458.6 25.0 37.00 0. 0. 0. .00 10 2334.1 25.0 37.00 0.' 0. 0. .00 11 2311.2 25.0 37.00 0. 0. 0. .00 12 2042.2 25.0 37.00 0. 0. 0. .00 13 1735.7 25.0 37.00 0. 0. 0. .00 14 1412.1 25.0 37.00 0. 0. 0. .00 15 1082.8 25.0 37.00 0. 0. 0. .00 16 760.6 25.0 37.00 0. 0. 0. .00 17 461.4 25.0 37.00 0. 0. 0. .00 18 204.7 25.0 37.00 0. 0. 0. .00 19 24.3 25.0 37.00 0. 0. 0. .00 For the single specified surface, Simplified BISHOP factor of safety = .953 Resisting Moment = 417.31E +04 ft -lb i ' WARNING - This method is valid only if the ` failure surface approximates a circle • • • • • •w... ... •.•. e • •.••. ••.• • .Y ••• •••.• v••r •'• •.r •• •■•••••• !•r•YjvN' •••••••/ •.fl 1. .•YT4'Y T1N.••fl ^1:• •1fMi .fir 2 • • • . , , t f.r • Geoi3OEngineerS Addendum to Report Geotechnical Engineering Services . Proposed Park Place 17501 Southcenter Parkway • Tukwila, Washington • March 6, 1995 . • `•..., • • • • • • Geo f; Engineers March 6, 1995 Geotechnical, Geoenvironmental and • • Geologic Services Park Place Partners 800 Fifth Avenue, Suite 3700 Seattle, Washington 98104 -3122 Attention: Mr. Roy Bennion Addendum to Report Geotechnical Engineering Services Proposed Park Place • 17501 Southcenter Parkway Tukwila, Washington GEI File No. 3944 - 003 -R01 INTRODUCTION This letter is an addendum to our "Report of Geotechnical Engineering Services," dated November 10, 1994, for this project. The information in this letter is supplemental to and, in .... some cases, updates the information presented in our November 10 report. In any instances where our recommendations have been modified from those presented previously, the • recommendations in this letter supersede those in our report. The primary purpose of this letter is to present an expanded scenario of the demolition and various phases of construction which involve significant earthwork activities. These phases are addressed in the following paragraphs. BUILDING DEMOLITION The existing nine -story building will be demolished and the structural elements crushed for subsequent use as select fill. Prior to demolition of the structural frame, all finishing materials such as carpet, floor tile, sheetrock, etc. will be removed. The portions of the structure which will be crushed for use as fill will be limited to concrete, brick and glass. The primary elements of the demolition, as they relate to site preparation and reuse of materials are described below. e Demolition of the building columns, shear walls and interior walls down to the basement floor slab level will be accomplished throughout the building area. Removal of perimeter GeoEngineers, Inc. 8410 154th Avenue N.E. Redmond, WA 98052 • • ' prieied in recycled Paper. - , • Park Place Partners % March 6, 1995 Page 2 basement walls down to at least 5 feet below the base of any wall or column foundation locations for the new building will be accomplished. In other areas, the existing basement `' walls will be cut down to permit at least two feet of structural fill between the top of the : Park Place Partners March 6, 1995 Page 3 prevailing weather conditions are favorable for placement and compaction, that the soil is not placed in areas where standing water is present, that the soil can be properly moisture - conditioned for compaction, and that the completed fill is properly protected from saturation and subsequent softening during wet weather. • If soils excavated from hillside cannot be effectively and efficiently moisture conditioned, stabilization using fly ash, kiln dust or portland cement should be accomplished to achieve satisfactory compaction and maintain the subsequent stability of structural fills. If weather conditions are too adverse to allow either moisture conditioning or stabilization treatment of these soils for compaction, it could become necessary to remove this soil from the site and import granular fill with a low enough fines content to achieve the specified compaction criteria. RETAINING WALL CONSTRUCTION Monitoring of construction of the permanent retaining wall will be provided by GeoEngineers, Inc. The nature of these services will be as follows: • Drilling operations for the soldier piles will be monitored to observe and maintain a record of the soils being penetrated and to provide consultation on modifications should the soil conditions encountered vary from those revealed in the borings drilled near the wall alignment. • Periodic examinations of the soils exposed as the slope is cut back will be made before shotcrete is placed. • We will monitor the proof and performance testing of all tieback anchors for conformance with deflection and load carrying criteria. BUILDING "A" FOOTINGS AND FILL PAD For the most part, the footprint of building "A" is expected to be underlain by glacially consolidated soil which was exposed when the adjoining hillside was cut back to the present • configuration in the 1960s. • Support all column and wall footings on hard silt or on compacted structural fill extending down to hard silt. It may be necessary to excavate loose or soft existing fill or alluvial soils in localized areas to accomplish this. Use crushed building rubble or imported clean granular soil as structural fill below footing grades in these areas. • Use crushed building debris or free - draining fill material as the capillary break, base course • layer on which the floor slab will be constructed. • Remainder of any structural fill required for the building "A" pad can consist of on -site glacial soils, with the same provisions for use, placement, and compaction of these soils as discussed above and in our November 10, 1994 report. G e o E n g i n e e r s File No. 3944- 003 -R01 ;* Park Place Partners March 6, 1995 Page 4 BUILDING "B /C /D" BASEMENT AREA, FILL PAD AND FOOTINGS The majority of the footprint of this structure will be located over an area of glacially consolidated soils which were exposed when the hillside slope to the west was cut back in the 1960s. A zone of alluvially deposited soils may be encountered at the southerly end of the :s. building area and along the east building wall near the north end. If these conditions are encountered, the alluvial soils are to be excavated and replaced with structural fill as described below. This fill should consist of either crushed building debris or imported clean sand and gravel compacted to at least 95 percent (ASTM D- 1557). Other elements of the earthwork procedures for this structure are as follows: • The existing dewatering well on the northwesterly side of the present building is to be kept operating until the basement area fill is brought to a grade even with the general surrounding area (about Elevation 30). • Initial filling in the basement area shall consist of placing and compacting, in lifts not exceeding 10 inches loose thickness, at least 18 inches of crushed building rubble or clean (less than five (5) percent fines) granular soil directly on the broken basement slab. • The remainder of basement area fill, with the exception of fill directly below footings, can consist of on -site glacial soils excavated from the hillside during retaining wall construction, again with the provisions described above for use of these soils. Place and compact this soil in layers to the criteria recommended in our November 10, 1994 report for structural fill. • At column and wall footing locations within the area of the existing basement, place and thoroughly compact crushed building rubble to provide a supporting zone extending a minimum of two (2) feet below footing grade. If there is an insufficient quantity of processed debris, imported clean sand and gravel should be used for this zone. This fill is to be placed in layers not exceeding 10 inches in loose thickness. These zones of crushed building rubble or granular fill are to extend two feet beyond the edges of footings. • Some column and wall footings will be located over the existing 48 -inch diameter storm drain which is to be abandoned in- place. Where column footings will be located within an area defined by a line drawn upward at a slope of 1H:1V from the edges of the pipe starting at the invert elevation, we recommend that the pipe in this area either be removed and the resulting excavation backfilled with structural fill meeting the requirements presented in our November 10, 1994 report or the section of pipe within an area defined by a 1H:1V slope drawn downward from the edges of the footing footprint be filled with grout. At locations where the pipe underlies the wall footing alignment, either of the above treatments can be used. Alternatively, the pipe can be spanned by extending a section of the wall footing on each side of the pipe down so that the bottom of footing grade lies below a line drawn upward at a slope of 1H:1V from the invert of the pipe. The t • Park Place Partners March 6, 1995 Page 5 • intervening distance between these two deepened footings would then be spanned with a grade beam. • Support all footings for building "B /C /D" (outside of the filled basement) on undisturbed native glacial soils or on a zone of compacted crushed building rubble or imported clean granular structural fill in any areas where alluvial soils are encountered at footing grades. The alluvial soils are to be excavated down to the surface of the underlying more competent soils before placing the crushed rubble or clean granular fill. The lateral extent of the zone of fill is to be as described for building A. • Use a layer of 6 inches of crushed building debris or free - draining granular soil as base course and capillary break for support of all floor slabs. • Remainder of pad for building "B /C /D" can consist of compacted on -site glacial soils with same provisions as above. FILL TESTING Sufficient monitoring and testing of the earthwork activities is an integral part of the geotechnical engineering services for a project such as this. These services will be directed to assessing the extent to which conditions encountered are consistent with those revealed by the explorations which have been completed and provide an opportunity to modify procedures and /or recommendations to the extent that this may be appropriate if changed conditions are encountered. �.., The basic components of our activities related to fill placement on the Park Place project will include: • Compaction of crushed building rubble will be evaluated on the basis of visual observation of the behavior of the material as it is being compacted. • Compaction of native on -site borrow and imported pit run fill soil will be evaluated on the Park Place Partners �•::''" March 6, 1995 Page 6 • ASPHALT CONCRETE LEFT IN PLACE Existing asphalt concrete pavement can be left in place in the new building areas if its presence will not interfere with installation of footings and utilities and provided that it will be ``• covered by at least 1 foot of structural fill and base course beneath the finished floor slab. All paving left in place is to be broken into relatively small pieces (less than 24 -inch maximum dimension) as necessary to promote drainage. Asphalt concrete pavement that will be removed for construction of new facilities can be recycled for use in the lower portions of structural fill pads, provided that it is broken into pieces that are less than 4 inches in maximum dimension and "' } that it is mixed with sufficient imported or on -site soil so that no open voids are left when placed as fill. • SURFICIAL STABILIZATION OF STRUCTURAL FILLS Structural fills of the native silty soils excavated from the adjacent slope will be subject to disturbance if left exposed to rainfall, particularly if subjected to construction traffic. To minimize this impact, we recommend that the surface of such fills be stabilized with portland cement. Stabilization is to be achieved by spreading portland cement at a rate of 10 pounds per square foot, thoroughly and uniformly mixing the cement with the native soils by tilling to a depth of not less than 9 or more than 12 inches, and compacting this layer to the required density. This stabilization should be done by placing the final loose layer of fill, adding the . `' cement and tilling before this layer is compacted rather than completing the fill and reworking the upper portion. The finished surface should be graded to a uniform smooth surface with sufficient slope to prevent ponding in the area. Construction traffic on stabilized areas should be minimized. In areas where heavy traffic will be imposed on the stabilized fill, it may be necessary to place a protective layer of crushed rock or small (four -inch minus) quarry spall to .. support loads such as cranes, concrete trucks and similar equipment. PAVEMENT SECTION DESIGN The base course requirement in areas where fill stabilization has been accomplished as described above can be reduced to a thickness of no less than 3 inches. Minimum asphalt • concrete thicknesses of 2 and 3 inches for areas of automobile and truck traffic, respectively, are still applicable. O ■ G e o E n g i n e e r s File No. 3944-003401 • ■ ANN ® SHUTLER Joe PARK PLACE . CONSULTING TUKWILA; WASHINGTON edif ISM ® ENGINEERS Inc. SHEET NO COVER OF 3 0 -114th Avenue S.E., Suite® cm_cuuTED BY JJS DATE 4 -10 -95 Bellevue, Washington 98004 SCALE Job No, 94 -64 (206) 450 -4075 FAX: (206) 450 -4076 STRUCTURAL CALCULATIONS FOR: �v, PARK PLACE 0 a'- --��� 17501 SOUTHCENTER PARKWAY Fed b 1`3 TU KWI LA, WASHINGTON 0 1 AUC 1 01995 PROPOSED BY: P -3 PARTNERS . 4 800 5th AVENUE SUITE 3700 SEATTLE, WASHINGTON 98104 (140.°41747:4 ���� ARCHITECT: o 4), �• 1• TURNER Sc ASSOCIATES / ARCHITECTS . LV,t1 18420 24th PLACE N.E. EXP 09/12/ 9 !0'"1 SEATTLE, WASHINGTON 98155 2aylsEo (206)365 -7434 FAX (206)365 -7504 6. . 6 4 s DESIGN CRITERIA: CODE UNIFORM BUILDING CODE, 1991 ed. ROOF LIVE LOAD 25 PSF SNOW LOAD SECOND FLOOR LIVE LOAD __ _ 100PSF WIND LOAD 80 MPH ZONE, EXPOSURE "B ". SEISMIC ZONE f, Z =0.3, Rw =6 FOUNDATION DESIGN BASED ON REPORT #3944- 002 --R01, DATED NOV. 10, 1994 BY GEO ENGINEERS. ALLOWABLE SOIL BEARING IS 2500 PSF PER THIS REPORT. ALL SOILS WORK IS TO BE IN ACCORDANCE WITH THIS REPORT. • r "-- �iLE ro v ,. . Mill — SHUTLER JOB PARK PLACE 0 • CONSULTING TUKWILA, WASHINGTON l agiii # ENGINEERS Inc. SHEET NO COVER aF 1300 -114th Avenue S.E., Suite 250 cALcuurm ©v JJS DATE 4 -10 -95 Bellevue, Washington 98004 SCALE Job No. 9464 (206) 450 -4075 FAX: (206) 450 -4078 STRUCTURAL CALCULATIONS FOR: A y, PARK PLACE o .0 17501 SOUTHCENTER PARKWAY � 1`-`t� f TUKWILA, WASHINGTON 1 C' 1 1 01995 �� +Q DE_ V LLU — Illi+._i J . r PROPOSED BY: P -3 PARTNERS .4 800 5th AVENUE , ^" l_ SUITE 3700 0. SEATTLE, WASHINGTON 9810. RE Li (SW i (- ARCHITECT: i r 'MIXT L TURNER & ASSOCIATES / AI I 18420 24th PLACE N.E. SEATTLE, WASHINGTON 9815 /1 pc $ P (206)365 -7434 FAX (206 f DESIGN CRITERIA: CODE UNIFOR i ed. ROOF LIVE LOAD 25 PSF SNOW LOAD SECOND FLOOR LIVE LOAD ___ 100PSF WIND LOAD __ 80 MPH ZONE, EXPOSURE "B ". SEISMIC ZONE III, Z =0.3, Rw =6 FOUNDATION DESIGN BASED ON REPORT #3944-002-R01, DATED NOV. 10, 1994 BY GEO ENGINEERS. ALLOWABLE SOIL BEARING IS 2500 PSF PER THIS REPORT. ALL SOILS WORK IS TO BE IN ACCORDANCE WITH ITH THIS REPORT. i � 41•1 SHUTLER 11111111111 _ CONSULTING 1111,11111 ENGINEERS, INC 1300 -114th Ave SE, Suite 250, Bellevue, VW 98004 • (206) 450-4075 • FAX (206) 450 -4076 DESIGN CRITERIA CONFIRMATION SHEET Project: Po Zie.tAh# v !"G oGg ,P0 7-0,G axJTxe Name 7.5 / vu�rfeeN> %?i41...&AJ 0 V Address 13Zwp A ( W4. City Building Dept. contacted: C/rY of T Kul 1e. 4 Name (i.e. DD city, county, etc.) Person contacted: -il )4c/ — goo./ S7(»,v1 r AlcdG i /- 3 G7o Name G Soo Scu ix , G'Im 134v /) # /O 7 4 W ?bias. Title DESIGN INFORMATION Code: model code & edition (i.e. UBC 1991) Roof live load or snow load: Q 2 psf Drifting criteria for snow load: 4 2L_)2e0'4, 07 -0e.N 0 G,ermcs�� Frost protection depth for footings: /45 inches Basic wind speed: ZoQ mph 1 I Wind exposure factor: Seismic zone: Percent of roof snow to include with seismic: __A oaa % Additional structural requirements: Shutler Consulting Engineers will proceed with the structural design based on the above information. If any party takes exception to this information or has additional requirements, please contact u- immediately. CC w ,t,lo 7:4,11,140.4 dir is 4 `Jy 4 4 40G "° • Pro . ect ngine : r AEI MN 11111111 SHUTtER CONSULTING ® ENGINEERS, INC 1300 -114th Ave SE, Suite 250, Bellevue, WA 98004 • (206) 450 -4075 • FAX (206) 450.4076 December 23, 1994 • Mr. Ken Nelson, Plans Examiner City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 • Re: Parkway Place Retail Center 17501 Southcenter Parkway Tukwila, Washington Dear Mr. Nelson, Persuant to our conversation, you indicated the City of Tukwila would not require the roof structure of the above referenced project to be designed for the effects of drifting snow if, in the opinion of the engineer of record, actual drifting effects to be experienced by the structure would be negligible in nature. In consideration of local historical snow fall data and the particular location and low elevation of the project, I feel the design for a uniform snow load of 25 psf without drifting effects is adequate for the snow loadings likely to be experienced by this particular structure. Please contact me at 450 -4075 if you have any questions on this. Sincerely, J • seph J. Shutler, P.E. JS:bs cc: Howard Turner, Turner & Associates • - 1111111411111 — - . SHUTLER doe ?" 4I411 V 91 ®$ • CONSULTING Q ®� ENGINEERS, INC SHEET NO. ,12-6 I OF 1300 -114th Ave SE, Suite 250 CALCULATED BY T 5 DATE +�'/� 1S I( Bellevue, WA 98004 CHECKED BY DATE (206)450 -4075 „ FAX 4504076 SCALE / ~ 4-0 li • ,. --..„--.4__ -.. _ LD....„___,....____ro ,........_;_...._:.(.k..._...;________&•)_.__,....._....o.._;_____,..___0 . . , , ; , ; ; , , ; . , .„.t, , ", : : , ! , , . . . :. . ; . . i" ., , I , • 1. I , f I I. •i, . , , .! . ,_........,. ,.__,..._...,........,._....____..,._, . ; � __._. 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I I — ,....... .........____--..-_—_1_._ - I — ..---t-- ; , 1 . 1 I I 1 1 - — ....: ..... 4:: -....... - . .... ..; ....: . --...._-_--.— - --i-----.---!- -4- —. - -4- ( 1 . i I I 1 1 i ; eal 1 14 ■ i 1 . r ---- i I 4- 0- 1-k) 6■:- ---:-- , ; , , : i i i ________L ______;.____:....__. ........_________..:.._,_' _.._.,...' ___;_________i_..-4- . ■ I i 1 1 .... ... —....4.--- 1 i . . , .. . . . ... .. VIIIMINNONIIMMIMNI■••■•■•i/IN! . .k ... NM iligl SHUTLER AL At1s JOB � ®® CONSULTING • ENV ISE ENGINEERS, INC SHEET NO. 4..• as OF e 1300 -114th Ave SE, Suite 250 C CALCULATED BY -.77S � i DATE 6 ' 1 6 - 75 ' Bellevue, WA 98004 (206) - CHECKED BY DATE N FAX 450.4076 SCALE � � '19 g . . , . ,0i 4 6 ' a S _____T I v -- _ .-T- -- is 1 ..c,' 9 ° �✓�—` �- { M . 1 k./ a i f.:1 • r 0 .-Irril2 --- .1.-- - % - . .. I o v? � .4 ... a r .� ` ... _ ` ..._ ._. _ it . .._ . � Q _ sl i t . � ve 4 .. 1 Iii -- -- - - -- - -- ■ •D 1 i___:____ i a N . . ..._...„.____...______:_:.............. . _, . , ; 1 . , _ .4% _. ( Sult-0/1.14 4 C 4 . . ., ... .. ... . . . . . i 1111111 Mil - _ SHUTLER JOB 74ee 0.-4 P. 44 4. glib III CONSULTING D �® , . ENGINEERS, INC SHEET NO N � � - OF �/ 1300 -114th Ave SE, Suite 250 CALCULATED BY J 3. DATE /' 9- S7 Bellevue, WA 98004 CHECKED BY DATE (206) 450.4075 „ = ' , FAX 450 -4076 SCALE „ " V I . A _- -s 0 in Cl• 4 .. a Q ... . .... . ... . . • _ 0 ____ ___ _ -_ . . a-_._: -_ .__ - _ 11 N 4 `�D ■ . .. • _:..To cK..7. P//AM , .S//oWN -.. _.. . 6-/P ..34 v 4. 7A/ • /ill . / / , 01) .... '), • • . h .1. • Type HSB-36 . High Shear B Deck-36" Wide /� • . 'erco's New Standard B Deck Acoustical \. ni lateral load capacity = /, '�. : 4 / . 0, •e---2(' r Vertical Webs Perforated With 45:" Diameter Holes Staggered 7 /1e" CIC 6• 1 2' /r' 3 ' /= Insulation Strips in Low Flutes Field Installed — L _; tv:' Absorption Coefficients Noise Reduction 125 250 500 1000 2000 4000 Coefficient L 36' .60 .99 .92 .79 .43 .23 .80 r NRC Determined By Tests In Accordance With ASTh1 Designation '�'� /"''" J'� C423 Conducted By Riverbank Acoustical Laboratories. UL. L...J Perforations do not significantly affect Properties or Shear Values. Standard button punch Overlapping side lap available side lap 24" or 30" wide — special order FACTORY MUTUAL APPROVED: STEEL ROOF DECKS, Class I Fire and I.60 or I.90 Windstorm Rated (Minimum) Factory Mutual Approved Spans for HSB Roof Deck Weight (Lbs.iSq. Ft.) I + S —S Gage 22 20 18 Ga , Prime Span' 6' -1" 6' -7" 7 -9" Painted Galvanized (IM ) WO) ) O) (In a ) 'Factory Mutual will allow these calculated spans to be extended by a 22 1.8 - 1.9 .175 .187 .198 maximum of 10% to satisfy the 11200 deflection, but only when the 20 2.2 2.3 .216 .235 .248 Insulation is mechanically fastened by the steel deck by screws and i VERCO MANUFACTURING CO, 3 ®® — SHUTLER JOB 7j7/ L4J)11 ? th ( IMIII CONSULTING p / MEW 1111 • . ENGINEERS, INC SHEET NO. g'" OF OF Q 1300 -114th Ave SE, Suite 250 CALCULATED BY J • DATE J/' /9- ( Bellevue, WA 98004 (206) 450 -4075 CHECKED BY DATE FAX 450.4076 SCALE ■ D Ros.!C _:. 4 ,/E_: _ a 40 =- •o?5 ff/ 6,4 .. 442... -: __ Psf --- _ -•_- - A f .� N4____ _____ _ _.._____. _a_. -_ //44.4 r/JA/_ . -_: - /- c'•/ -sf -_ Tour:...... __ - 2. . ?: ..._..__. . .S sPde/s : mit./ 2 ' s/9A/ rr ' _. -_-...._-_:_- ._. SPQI1iki-c , �.._....._._P•6.._ _ ___ ...__._ ... -....; _.... -? _._ 7.o pf T- .__ ,?6 f',1,' y ... %4 s_3Ur 6, ._. _. C. II /NG I.8.... 1/c d .- .11.5B . ;. .. _ /4,U. f.f. ..... _ 141.0.w .. LoN.D-._ ‘3 a— 7-0. sf' urt- D /i -/G+ g ....4 ..,.. 44 L (\)c): , 5J W pt. ° (6, .:)_' g / 2$.X7 I/.� / 1 MG.fs�' D %AG r 3 v A i 440 w TL z..? �-9. b . re- ''' e j2 / dac..uw L 4 * /7S / . . - •p O . , �N - dtl.ow R = -g97, >,277 o .v� _ ' J St'IJh.Ie) r / "O G - l! _61.2.7)(, � D .. w O L s (4.9a)( Jar) - ... ?a F.. ...... _'.. .. _. _ it hi_ u: 66.ga)42crsr") .s..,l ( �r .. ......., ......:.. x /f: ,2 ,r� ,G i �/� 3 77 /k,4aw T r . 4-c.,0‘..., LC. ' l78'�/ > /7-3 # 4 Q n _ 17$ 1, t�'✓�/ r gab �i j026, • • ®41111 - SHUTLER JOB pAt itgul )g y Pa 44E %Ms . • • CONSULTING 101,1111. ENGINEERS, INC SHEET NO 1 I L OF A 13 -114th Ave SE, Suite 250 CALCULATED BY "`J DATE 3'a b 7 s • r' Bellevue, WA 98004 CHECKED BY DATE (206)450 -4075 FAX 450 -4076 SCALE i /lr s ~ • S eM �_T _ _ 3o K 3 i � F ! ' aw �` " _ , • . . , % A LL 3G�, ,_ v d • o „ d Pq eq.. 6 N pro �T /v:c1 . .,. �.�^' .. l... t�" I. /..l ���V.���...'... /.D S /, -. .. .... A_ _(/',.� /^�.�! /e), :i /" 4 • . . , -.J/...._........__.. • . b' re (i, Si * )'" AE A,A/ : I. s. j • . . s ; i _ i . , . r • , .® ____ _:_ SHUTLER JOB I P. - U CONSULTING Q y � ® ®_ ENGINEERS, INC SHEET NO. r 4 " OF ..4 .5.. 1300 -114th Ave SE, Suite 250 CALCULATED BY °? s ' DATE 444/. Bellevue, WA 98004 (206) 450 -4075 CHECKED BY DATE FAX 450.4076 SCALE _ Ro_o. F m t ys SL: P ..__ , _ ' _ »? 1J) +/pRQ4 / /06 G _ � � _- l - -- ' _ y -- '_ _ ____ _. . � , .4 .6.. . 1. 4 7)( . / tvf': . .)'' .�i.L.ou) .TL R .3aa .. EX. � _ � _#1- 4 - X8.6 4 `/ W ' . _ • fin- _ /, /7_ /,69 � M47/7 si 4 PA,_ v . • . . Au..ow f = i ,?Bg . A uo fJ f, - _. . -- - 1 - ....._ :..._.._..:... -_._ _...... ...._ _- - )_..__/ -- - -- —�- : . _ 4 . f, oar, rt ..50rePn,uG C0aoEy _ - .. 1 ' ` . 11 - �- .097 -• ' �3 W ' &, 087(.'o / / .... _ u►iu' - � .�.�. .l, - 10: �3 14,o8)(.®V), 9 . p G '. ay .' g , .� ..6;t,)g' �:........... ,.._ -- _ .... _.. _. x�.....__ ... ; _..._ Gs4...:.. _ .._ 4 16 . . � � w e d � .. _ 2 -._. :._._... ` W e V" (a )(6. os . / ' Gi .rte.... —�� •• ,g 7 to u. w. - ,30� , - - SHUTLER Joe ! , P —■ CONSULTING p ��� ENGINEERS, INC SHEET NO. F- 3 c OF 1300 -114th Ave SE, Suite 250 CALCULATED BY ' DATE , 5 4 3 / -9( .. ( Bellevue, WA 98004 (206)450.4076 CHECKED BY DATE FAX 450-4076 SCALE . 1 ■ • , gu = as r . 4 . � DI I ■ f a 6L.' 7 l s) a - 1 sy i e C �' ■ ;off 3 •. .5,6 ve L. Ai 91z.t :(1 2 A ), -, . (.... : ":— • ' - —7 -- - ' P v�. �' . p . , x ... 3 :2 . immen ' , 4�N �,t3 , A .. .,5,00,3 - -"qj • p ,G7)( 36 - X.0/s)7oo6 - Y4 , G 2)�' 3,81/ ; 9 j c�7C� s'�� c��' 9 � ? .K • -: x ;3. , . { i (. - 7" - ; . . , i • • • MAIM ® SHUTLER JOB ' f, ®N ' CONSULTING 11111F1110 ENGINEERS, INC SHEET NO. /2_311 OF �j 1300 -114th Ave SE, Suite 250 CALCULATED BY �v DATE ' h r Bellevue, WA 98004 CHECKED BY DATE (206)450 -4075 FAX 450.4076 SCALE. g ob r 6 i,e )06-46 12,4 04 4 __ 1 7.7 _ ' : H: H i ' } ~ �I s I ' _- r f' (3 o)l t; °s a)l; n� s .t�G_.,,a- 3(, i4 : _.._._.. 5� c, ' �iJ��L '"137/ X02 ;fi ! SE $ 01E. r • b V li • 6 I.g p ...__ , .7 #. // ,_.._..._ - : _..._ � /6r 3 o vn,E j 3 5 � •2!4 3 • .__w. ..e. Do c .. ' .f .._/ 2 • -.. ' _ .. "._ . (....., : • • } 1 I . " . i ( . . , . . • • �.... i ...._.:. .. .. .. , sir ®M® SHUTLER JOe PA L )1•14)10y ) P _N CONSULTING ��� ENGINEERS, INC SHEET NO. f- I OF 1300 -114th Ave SE, Suite 250 CALCULATED BY 5' 4 DATE. X 96 Bellevue, WA 98004 CHECKED BY DATE (206) 450.4075 FAX 450-4076 SCALE j 'go o r__.. 7" . .isf_. __6 /4trOz - x�.Py4 ..'� ____ ___ _____._ -; _ !d s f ii,/ -v • k�An•.i.: t7')(1b:J- f -- /o9.. �._...� - o ?,Co_ k'.7... ;(/d,_9. , I..s",o W, ...L2)� ?._S�sf) -/ /r_ :.__.._ _.__...._ ; l�cLnw - • 3os"4 % ....- . ba c = 6 ' o ,, X2 A s o�ad�� ?� /r, d/ 6;12.0cx _ ..iJ21' -1$ 4,1,1 4PI IJ p _ ` )4tsy.D /d) # 6OS %)(? ij / 4 w 11 GC 36i/G G/‘Iii< 0K .... :; 7% �.. 4/3P6 P ; h ,'w 1 38.4. /c.' ii. z /4Lt..vw Zr 3 4 8 . /}L...ow ac.- V ( _ . , • ®4111111 _ _ SHUTLER JOB PA az W ►9 y g...0417 ®i CONSULTING � ��� ENGINEERS, INC SHEET NO. Q"6" OF 1300 -114th Ave SE, Suite 250 CALCULATED BY 'TS I DATE 3■ /s- 9. Bellevue, WA 98004 CHECKED BY DATE (206) 450 -4075 FAX 450 -4076 SCALE .1e, Z7 W r '7)(IS.plici> /0.9 i w 9 C)(4P60")," /76- � LC. • a0ti! 0 a 8 b Y1 2 ()e) , 15� a 16 _ 0 r7 /,2G Z .2' /9__.. _.,.7'o 6 ) . .. - D w p ` " -. , k /b.. (/$. / ) a "/ P6 f . woL- /96 ,4.�L$ V. 3c). " .. _.. _ (2 II .67.1, -- ° (l14s ")= .9,a 37 Y•�8:_ ..._ _ 3D x, ii �c, . a,3< /,psi- . - 4 6 7z. vidl— - ,9, PL "..7 .1/ ./ 3 1= 3.:5.1 . � G - a,PpPu )� 12/ /o.1 � C41 "70)L p t.It5/r > /69 �/ 14‘.4.0w ... G !�'... ;6L � a(;6 1 ... '7V wi }Qu•0W..Lc. 17# jr . U 6 4 ..... i7 R „ . ,2.o( /P27): f'991119 7.. V 1 • . .9 . , G t 9 vdc / Zc.4 /v 6 ' • 121 1 / le .: w «� >G g r/ d - ° ( /. S ): .2./2 _? -5/01.s c. ;vex 0 _ _.. ®® _ -- = SHUTLER JOB 29,f: ! � •9 ' �!—l4S�lt� IMO CONSULTING + 111111 ENGINEERS, INC SHEET NO. 2 - l! OF 1300 -114th Ave SE, Suite 250 CALCULATED BY .r . DATE .3 ' S - 9 S C Bellevue, WA 90004 (206) 450.4075 CHECKED BY 1 GATE FAX 450 -4076 SCALE 41 II ` fa<b9'_4/ al D4 S_ - _.... ,C3UI :0 ,_A04 ._ :.G- o a •-•'-' — -- - -- ' - C )( 34 s .z: ;)6I) /r - 41?) - + 60‘)( Z.7 4- P (38.25--:, oaS..j"15 = 4. 9 3G s!z .G )4 / fist . ��3 *� ) ,.iiiiiMmi. _ _e4 -zc.. - a 74 4 . 6/ # / 8 5 7 t 3&,a d15 , 4., 06 (00 7 LA,/ .8.. 11. ¢ (y,013A:2s GA/6k' , 6 'S lT'1�) (- . G • 1 6.1 8 VV ? /0,7 /' ..0 r. )06: .: /,?-'01.' 6 f'gA : Q _ C ..g 7 toe-7 )c. 04) - 7(, o = 5-,4/8 4. _ _ �.... IC . �S,p�.._.....:._ . 3t N/6 CA/ /4/. /0 (50%) 3 c,db4' Jy, 4 1Z4. -..c - , .._._ 1 C7 d+1�i75���I�7Jr���OIS','�"� f 7 �IOS �... 5,ag .... � � s� rye � ... 1aLF Gi($,8?S��G,.n)c.az57 te 6,1 � ' it .... /.S SD - . a 8 V 4 %3 4 . . (33 '� l , MIIIIIAIIII __ _ SHUTLER JOB PA/4 0 Y 52L191- ®®' CONSULTING ®1 SHEET NO. /' 7 OF ENGINEERS, INC Q 1300 -114th Ave SE, Suite 250 CALCULATED BY ': S' DATE `S - lo - 9s Bellevue, WA 98004 CHECKED BY DATE (206) 450-4075 FAX 450-4076 SCALE nv;! 007106 • ,$L OG ' 1 • ..- _.:.k,'. .)t .11 . ..o25 . a,4( f' IA) 4, 4, 11 ' (4e,....t." A 0 2 b'',4.1) ' : ' 0, f‘.5 , � /�6 l - 33,�o • .. 'b4, " . /44 ... ..� ......... . �, 3G 0 2. j/ • L ' T i'` 312 _.. L , �. 6 _ . . , -.. .. .. ..... (..._ .......4.... . , (3. 62 sfy819 ' l __._ • - uV r 1 , _ . + - ...._ e1S, r d$� = 6,74 t/ G .z ; _ w . , j ± � ,9 �/ L c. (3 S L �pL � °,.c_.... / _ / .. . . .� 4 ,G. /. ... . .... ._ a. 0,, q s __.. �„ .." cO (.... • . ' • . SHUTLER CONSULTING ENGINEERS, INC. Title : 2 Q Pc/ 1300 - 114th Ave S.E. Scope : 1� Suite 250 Number: Bellevue, Washington 98004 Mlsc : >2 --8 (206) 450-4075 Dsngr : Date :15 - Mar -94 STEEL BEAM DESIGN & ANALYSIS Page DESCRIPTION >>Roof Beam IC thru 4C )) BEAM DATA MEMBER DATA AISC SECTION (F8)(S)))W24x76 Fy - 36 ksi CENTER SPAN LENGTH : 42 ft LOAD DURATION FACTOR : 1.00 LEFT ' ' - ft MINOR AXIS ? M y/n RIGHT ' : ft Graphics: (1,2,3,4) : 3 UNBRACED LENGTH - 7 ft END CONDITIONS INCLUDE BEAM WT ? n y/n FIXITY CODE 1) 1 (( INCLUDE LL w/ ST ? N y/n 1 :P /P,2 :F /F,3 :F /P,4 :P /F,5 :F /Free APPLIED LOADS ---)) All distances refer to left support, use ' -' for left cantilever POINT I1.. ..12.. ..13.. ..14.. ..$5.. ..16.. ..17.. ..18.. Dead : k Live = k Short= k Dist.= ft DISTRIBUTED Dead = 0.65 klf Live : 0,95 klf Short= kif X Lft: ft X Rt = 42 '`NEHTS ead = k -ft Live = k -ft Short= k -ft Dist.= ft TRAPEZOIDAL.... Dead Live Short Location Load @ left : kif X Left - ft ' @ Right= kif X Right - ft Load 1 Left = kif X Left - ft ' @ Right= kif X Right - ft SUMMARY USE : W24X76, Max Stress Ratio : 1.01, Max Defl Ratio = 274.006 Max Values: ..Actual..Allow., fb / Fb : t max : 1.01 NG! Moment : 352.8 347.7 k-ft fv / Fv : % max = 0.22 OK Stress : 24.11 23.76 ksi Max, DL Defl Ratio : 674 Shear = 33.6 151.6 k Max. TL Defl Ratio : 274 Stress = 3.19 14.40 ksi Deflection : -1.839 in Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL +ST LL LL +ST LOAD COMBINATIONS... for Max Only @Cntr @Cntr @Cants @Cants I I Moments..M+ @ Center : 352.8 143.3 352,8 k -ft M- 1 Center = -0,0 k -ft @ Left k-ft 1 Right = k -ft 'Shears,..@ Left : 33.6 13.7 33.6 kips 1 Right : 33.6 13.6 33.6 kips Defl @ Center = -1.84 -0,75 -1.84 -0.75 in 1 Left - in @ Right - in 1 ft - in ,Reaction.@ Left : 33.6 13.7 33,6 13.7 kips SHUTLER CONSULTING ENGINEERS, INC, Title : y > 1300 - 114th Ave S.E. Scope : Suite 250 Number: Bellevue, Washington 98004 Misc : a -c ) (206) 450 -4075 Dsngr : Date :15 -Mar-94 STEEL BEAM DESIGN & ANALYSIS Page DESCRIPTION ) )Roof Beam 5C & 6C BEAM DATA MEMBER DATA AISC SECTION (F8](S) > >W27x84 Fy - 36 ksi CENTER SPAN LENGTH = 42 ft LOAD DURATION FACTOR = 1.00 LEFT ' ft MINOR AXIS ? N y/n RIGHT ' - ft Graphics: (1,2,3,4) : 3 UNBRACED LENGTH - 7 ft END CONDITIONS INCLUDE BEAM WT ? n y/n FIXITY CODE >> 1 (( INCLUDE LL w/ ST ? N y/n 1 :P /P,2 :F /F,3:F /P,4 :P /F,5 :F /free APPLIED LOADS - --)) All distances refer to left support, use '-' for left cantilever POINT 11.. ..12,. ,.13.. ..14.. ..15., ..16,. ..17.. ..08.. Dead = k Live = k Short= k Dist.= ft DISTRIBUTED Dead = 0,74 klf Live = 1 09 klf Short= klf X Lft= ft X Rt = 42 � `MENTS .. Jead = k -ft Live - k-ft Short= k -ft Dist,= ft TRAPEZOIDAL.... Dead Live Short Location Load I Left = klf X Left = ft ' I Right= klf X Right = ft Load 0 Left = klf X Left - ft ' I Right= klf X Right = ft SUMMARY USE : W27X84, Max Stress Ratio = 0.95, Max Defl Ratio : 325.128 Max Values: „Actual „Allow.. fb / Fb : % max = 0.95 OK Moment = 403.5 422.5 k-ft fv / Fv : % max = 0.22 OK Stress : 22.69 23.76 ksi Max. DL Defl Ratio = 804 Shear = 38.4 176.9 k Max, TL Defl Ratio = 325 Stress = 3.13 14.40 ksi Deflection : -1.550 in Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL +ST LL LL +ST LOAD COMBINATIONS.., for Max Only IICntr ICntr !Cants !Cants I I I Moments „ N+ I Center = 403.5 163.2 403.5 k-ft N- P Center = k -ft C I Left : k-ft P Right = k -ft Shears...0 Left : 38.4 15.5 38.4 kips A Right = 38.4 15.5 38.4 kips Defl P Center = -1.55 -0.63 -1.55 -0.63 in S Left .: in Right : in P ft = in .ReArtinn.A I : 18 .4 15.5 38,4 15.5 kips. 4111111® SHUTLER ros P44 ICwu e4Y 'L 7146 —■ CONSULTING ��∎ ENGINEERS, INC SHEET NO. 41 1 b OF tt ss ° 1300 -114th Ave SE, Suite 250 CALCULATED BY �v' DATE 3 .4 / 444. ! Bellevue, WA 98004 (206) 450.4075 CHECKED BY DATE FAX 450 -4076 SCALE . __,P ft 77 7a . _. /.s. a .._ (h/t6fr/ ). . . w — .. _ _ ._.. .. - 3 rvt s G /il c,-/ oe ,2 a G o O L &8. / 4 . ).T. •o4�� . _ /. ... • '�� ,' .......__..- .. w ►J K Ioo (4.g _1 ) w G 4 _. wLL' U:� 1 l ......._ .. . _..._...... __,/, d /, d NA% " 1126 0l 6K 4 l e ta 5' U prf G L 0 1 . .. • v. n , /, l3� " r'-, �7 WI g � . .t oL . ,( G 1i' = /, ./�s / f3 G I� • fL s 1. L 3. _ °7, � 8 G (Low) :........ .. _ow- /0a ....610ctJ)..._..___ Lc) Ot-=- ,Ohr .r.osi'(.5 Al) - ,..//' looi,' • ''' A . — - V k i, 7 ,B 9 _ /,,02 gz 18.654. xl -- 07: . ps uk) a /ir'o," C /0=1 4 - s A 2 ' . W / - y 3 / ft . . '44 _ . -- c o L -.4. em- //C ? /aG .. 1 .. .. _ .. r 4.'0,, to„, r r`� .... ' j ,t .ag = ,7. '4.. . .. .. Vi /2Ye7.. .. eior 1 ." ( ,,o, i... ti/A ■ 1 * I MI , i df d ) / . a 8 �- i e= 13./8.. m. 1// s� 494 t • • ®■ - -- -- SHUTLER JOB PA2Zult4 y alt ®N CONSULTING r ®®® ENGINEERS, INC SHEET NO. lam' " ) � ) OF f f 1300 -114th Ave SE, Suite 250 CALCULATED BY 41 J DATE dt' 7S f ....-. t` Bellevue, WA 98004 (206) 450.4075 CHECKED BY DATE FAX 450-4076 SCALE i .p / " / C , , : r , � 1 . g� gs f err 1 °' , C h : 1, -�0 a 441: , ._ (.... L . . • . i , i. 1 j ( ' i t . .1 I . • SHUTLER CONSULTING ENGINEERS, INC. Title : f e 4 g. w py f ,oc4 1300 - 114th Ave S.E. Scope : Suite 250 Number: ' 1 • Bellevue, Washington 98004 Misc (206) 450-4075 Dsngr : Date :23- Mar-95 STEEL BEAM DESIGN & ANALYSIS Page DESCRIPTION ))Beam 7C & 13C High • )) BEAM DATA MEMBER DATA AISC SECTION (F8](S)))w24x62 Fy - 36 ksi CENTER SPAN LENGTH = • 42 ft LOAD DURATION FACTOR = 1.00 LEFT ' - ft MINOR AXIS ? M y/n RIGHT ' - ft Graphics: (1,2,3,4) : 3 UNBRACED LENGTH : 7 ft END CONDITIONS INCLUDE BEAM WT ? n y/n FIXITY CODE )) 1 (( INCLUDE LL w/ ST ? N y/n 1 :P /P,2 :F /F,3 :F /P,4 :P /F,5 :F /Free APPLIED LOADS - - -)) All distances refer to left support, use ' -' for loft cantilever POINT C. ..112.. ..03.. .p4.. ..p5....06.. ..p7.. ..08.. Dead : k Live : k Short: k Dist.= ft DISTRIBUTED Dead : 0.42 klf • Live = 0.61 klf Short: klf X Lft= ft X Rt : 42 � ME .,ead = k -ft Live = k -ft Short= k -ft Dist.= ft TRAPEZOIDAL.... Dead Live Short Location Load' Left : klf X Left - ft ' e Right= klf X Right : ft Load Left = klf X Left - ft ' 0 Right: klf X Right - ft SUMMARY - USE : W24X62, Max Stress Ratio = 0.88, Max Defl Ratio = 314.163 Max Values: ..Actual..Allow.. fb / Fb : % max : 0.88 OK • • Moment : 227.1 258.6 k -ft fv / Fv : % max : 0.15 OK Stress : 20.87 23.76 ksi Max. DL Defl Ratio : 770 Shear : 21.6 147.0 k Max. TL Defl Ratio = 314 Stress : 2.12 14.40 ksi Deflection : -1.604 in Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LLtST LL LL +ST LOAD COMBINATIONS.., for Max Only OCntr iCntr 'Cants 'Cants • i I I i I I Moments—Mt 0 Center = 227.1 92.6 227.1 k -ft M- 0 Center : -0.0 k -ft i 0 Left : k -ft ` 0 Right - k -ft Shears...0 Left : 21.6 8.8 21.6 kips 0 Right = 21.6 8.8 21.6 kips Defl 0 Center : -1.60 -0.65 -1.60 -0.65 in ' Left = in ' Right = in 0 ft - in Roantinn A loft r 11 1 RR 71 F, A R k1pR. SHUTLER CONSULTING ENGINEERS, INC. Title : flA1 11,,,E 1300 - 114th Ave S.E. Scope : ,g / Suite 250 Number: Bellevue, Washington 98004 Misc : -S (206) 450-4075 Dsngr : Date:23-Mar-95 STEEL BEAM DESIGN & ANALYSIS Page DESCRIPTION ))Beam 8C Low )) BEAM DATA MEMBER DATA AISC SECTION (F8)(S)))w24x55 Fy - 36 ksi CENTER SPAN LENGTH = 42 ft LOAD DURATION FACTOR : 1.00 LEFT ' ' ft MINOR AXIS ? N y/n RIGHT ' = ft Graphics: (1,2,3,4) : 3 UNBRACED LENGTH - 7 ft END CONDITIONS INCLUDE BEAM WT ? n y/n FIXITY CODE )) 1 (( INCLUDE LL w/ ST ? N y/n 1 :P /P,2 :F /F,3 :F /P,4 :P /F,5 :F /Free APPLIED LOADS - - -)) All distances refer to left support, use '-' for left cantilever POINT 01.. „12.. .13. „14.. .15.. ..16.. ..17.. ..18.. Dead : k Live = k Short: k Dist.: ft DISTRIBUTED Dead : 0.41 klf Live : 0 48 klf Short= klf X Lft: ft X Rt : 42 ( MENTS `�.. oead = k-ft Live = k -ft Short: k -ft Dist.: ft TRAPEZOIDAL,... Dead Live Short Location Load I Left : klf X Left - ft ' I Right= klf X Right - ft Load @ Left : klf X Left : ft ' @ Right: klf X Right : ft SUMMARY USE : W24X55, Max Stress Ratio : 0,95, Max Defl Ratio : 316.668 Max Values: „ Actual.,Allow.. fb / Fb : % max - 0.95 OK Moment = 196.2 206,2 k-ft fv / Fv : % max = 0.14 OK Stress = 20.56 21,60 ksi Max. DL Defl Ratio : 687 Shear : 18.7 134.1 k Max. TL Defl Ratio = 317 Stress : 2.01 14.40 ksi Deflection : -1.592 in Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL +ST LL LUST LOAD COMBINATIONS.., for Max Only @Cntr @Cntr @Cants @Cants 1 1 I Noments,.M+ 1 Center : 196.2 90.4 196.2 M- @ Center : -0,0 k -ft @ L eft - k -ft 0 Right - k-ft Shears,.,@ Left : 18.7 8.6 18.7 kips @ Right = 18.7 8.6 18.7 kips Defl @ Center = -1.59 -0,73 -1.59 -0.73 in @ Left - In @ Right = in @ ft = In !Roartinn A loft r IR 7 R A 1R 7 . R A king. SNUTLER CONSULTING ENGINEERS, INC, Title : 1300 - 114th Ave S.E. Scope : Suite 250 Number: Bellevue, Washington 98004 Misc : (206) 450-4075 Dsngr : Date :23- Mar-95 STEEL BEAM DESIGN & ANALYSIS Page DESCRIPTION ) )Beam 9C High )> BEAM DATA MEMBER DATA AISC SECTION (F8)(S)))w18x35 Fy - 36 ksi CENTER SPAN LENGTH = 27 ft LOAD DURATION FACTOR = 1.00 LEFT ' = ft MINOR AXIS ? N y/n RIGHT ' - ft Graphics: (1,2,3,4) : 3 UNBRACED LENGTH - 7 ft END CONDITIONS INCLUDE BEAM WT ? n y/n FIXITY CODE )) 1 (( INCLUDE LL w/ ST ? N y/n 1:P/P,2:F/F,3:F/P,4:P/F,5:F/Free APPLIED LOADS - - -)) All distances refer to left support, use ' -' for left cantilever POINT 11.. ..12.. .,13.. ..14.. ..05.. ..06.. ..17.. ..08.. Dead = k Live = k Short= k Dist,= ft DISTRIBUTED Dead = 0.42 klf Live = 0.61 klf Short= klf X Lft= ft X Rt = 42 `. MEW'S = k-ft Live - k-ft Short= k -ft Dist,= ft TRAPEZOIDAL,,., Dead Live Short Location Load @ Left = klf X Left = ft ' @ Right= klf X Right - ft Load 1 Left = klf X Left = ft ' I Right= klf X Right : ft SUMMARY USE : W18X35, Max Stress Ratio = 0.92, Max Defl Ratio = 389.089 Max Values: ,.Actual„ Allow., fb / Fb : % max - 0.92 OK Moment = 93.9 102.3 k -ft fv / Fv : % max = 0.18 OK Stress = 19.54 21.31 ksi Max. DL Defl Ratio = 954 Shear = 13.9 76.5 k Max, TL Defl Ratio : 389 Stress = 2.62 14.40 ksi Deflection : -0.833 in Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL +ST LL LL +ST LOAD COMBINATIONS,., for Max Only ICntr ICntr !Cants !Cants I I Moments..H+ I Center = 93.9 38.3 93.9 k -ft M- I Center : -0.0 k-ft @ Left - k -ft @ Right - k -ft Shears.,,@ Left = 13.9 5.7 13.9 kips 0 Right = 13.9 5.7 13.9 kips Defl 0 Center : -0.83 -0.34 -0.83 -0,34 in. Left - in @ Right - in I ft - in ,Roar inn 0 raft _ 11 .9 5 7 13,9 5.7 kiaq. • SHUTLER CONSULTING ENGINEERS, INC. Title : 1300 - 114th Ave S.E. Scope : Suite 250 Number: Bellevue, Washington 98004 Misc : - (206) 450 -4075 Dsngr : Date:23- Mar-95 (: STEEL BEAM DESIGN & ANALYSIS Page DESCRIPTION ))Beam 10C Low >> BEAM DATA MEMBER DATA AISC SECTION (F8)(S) » w16x31 Fy - 36 ksi CENTER SPAN LENGTH = 27 ft LOAD DURATION FACTOR = 1.00 LEFT ' - ft MINOR AXIS ? N y/n RIGHT ' - ft Graphics: (1,2,3,4) : 3 UNBRACED LENGTH - 7 ft END CONDITIONS INCLUDE BEAM WT ? n y/n FIXITY CODE >> 1 (( INCLUDE LL w/ ST ? N y/n 1 :P /P,2 :F /F,3 :F /P,4 :P /F,5 :F /Freo APPLIED LOADS - - - )> All distances refer to left support, use ' -' for left cantilever POINT 11.. ..42.. ..13.. .04 .05.. .,16., ..17....18.. Dead : k Live : k Short= k Dist.: ft DISTRIBUTED Dead : 0,41 kif Live = 0 48 klf Short= kif X Lft: ft X Rt : 42 1MENTS `�... Dead : k -ft Live : k -ft Short= k -ft Dist.= ft TRAPEZOIDAL,... Dead Live Short Location Load 1 Left : kif X Left = ft ' 1 Right= kif X Right : ft Load 0 Left : klf X Left - ft ' 1 Right= klf X Right - ft SUMMARY USE : W16X31, Max Stress Ratio : 0.95, Max Defl Ratio : 331.099 Max Values: „Actual „Allow.. fb / Fb : % max = 0.95 OK Moment : 81.1 85.0 k - fv / Fv : % max : 0.19 OK Stress : 20.61 21.60 ksi Max. DL Defl Ratio : 719 Shear = 12.0 62,9 k Max. TL Defl Ratio : 331 Stress : 2.75 14.40 ksi Deflection : -0.979 in Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LOST LL LLtST LOAD COMBINATIONS... for Max Only @Cntr 1Cntr @Cants OCants Moments..Mt 1 Center : 81.1 37.4 81,1 k - M- 1 Center : -0.0 k - 1 Loft - k - I Right = k - Shears,..0 Left = 12.0 5.5 12.0 kips 1 Right = 12.0 5.5 12,0 kips Defl 1 Center : -0.98 -0,45 -0.98 -0.45 in e left in 1 Right - in 1 ft : in ,PAvPlinn fl loft : 19.0 SG 11 . n ��. king • SHUTLER CONSULTING ENGINEERS, INC. Title :Parkway Place 1300 - 114th Ave S.E. Scope : Suite 250 Number: 12x— /Cp Bellevue, Washington 98004 Misc : (206) 450 -4075 Dsngr :JJS Date :23- Mar-95 STEEL BEAM DESIGN & ANALYSIS Page DESCRIPTION ))Boats 11C & 12C )) BEAM DATA MEMBER DATA AISC SECTION [F8][5]))w27x84 Fy = 36 ksi CENTER SPAN LENGTH = 42 ft LOAD DURATION FACTOR = 1.00 LEFT ' - ft MINOR AXIS ? N y/n RIGHT ' - ft Graphics: (1,2,3,4) : 3 UNBRACED LENGTH : 7 ft END CONDITIONS INCLUDE BEAM WT ? n y/n FIXITY CODE )) 1 (( INCLUDE LL w/ ST ? N y/n 1 :P /P,2 :F /F,3 :F /P,4 :P /F,5 :F /Free APPLIED LOADS - - -)) All distances refer to left support, use ' -' for left cantilever POINT 11.. ..12.. „13„ ..04.. .,05.. „ ..17.. ..18., Dead : k Live = k Short= k Dist.= ft DISTRIBUTED Dead = 0,76 klf Live = 1.12 klf Short= klf X lit= ft X Rt = 42 ( RENTS , dead : k-ft Live - k -ft Short= k-ft Dist.= ft TRAPEZOIDAL,... Dead Live Short Location Load 0 Left = klf X Left = ft ' 0 Right= klf X Right - ft Load ! Left = klf X Left - ft ' ! Right= klf X Right = ft SUMMARY USE : W27X84, Max Stress Ratio = 0.98, Max Defl Ratio = 316,481 Max Values: ,.Actual „Allow.. fb / Fb : % max = 0.98 OK Moment = 414.5 422.5 k-ft fv / Fv : % max = 0.22 OK Stress = 23.31 23.76 ksi Max. DL Defl Ratio = 783 Shear : 39.5 176.9 k Max. TL Defl Ratio = 316 Stress = 3.21 14.40 ksi Deflection = -1.593 in Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL +ST LL LL +ST LOAD COMBINATIONS... for Max Only ICntr OCntr !Cants !Cants i I I Moments..M+ 0 Center = 414,5 167.6 414,5 k-ft M- 0 Center : -0,0 k -ft C ' ! Left = k-ft ! Right k -ft Shears...! Left = 39.5 16,0 39.5 kips I Right = 39.5 16.0 39.5 kips Defl I Center = -1.59 -0,64 -1.59 -0.64 in 0 Left - In 0 Right - in 0 ft - in ,GoArtinn 0 loft _ v9 ; tf 19 If. . A king — _ .- SHUTLER JOB PheI 0 Y R WC.e 111111■U CONSULTING A. /� o ��- ENGINEERS, INC SHEET NO. .1 1300-114th Ave 5E, Suite 250 CALCULATED BY T 5. . DATE J . , 5+ ( , Bellevue, WA 98004 CHECKED BY DATE (206) 450-4075 FAX 450-4076 SCALE I i - =f.:??- _19/.11,.4 _, . a-=-- la-"_-- C0 4thi. v_ P__ A&___G. _..________ _ _ _ - - - -•- -- __ ! ___ 0 i s ; ( e ig ,4 Y, OA) 4- , 61 .7' 1,4') ►'►'� /.SGw_._.FI►_G.rl. , t •/ q K/ _ W t."6.,-41.)(. B OZ S ) , . • 0.44_ _ . I I , (—. w >, w ._. ....._..._,......_.. /? d /5G Way / g , 45 /j?t/ /4 a hosu . Coy.. N 1en2 pa, ar-da ..,. , 0111 /6C- , mj - C V C' ' 5) 4. alYtPArli?) t • 6.5 „44.P. t. .. .. _, ._ ......... .... _. . ._.:. .:........ ...._.... _ 2r ..;�0,79 �` wa4s � 1 2_, ... �i ,.,. . -_ � y�j - �z8 . , C. � ley. ( — . ' - • ' - - ' ' - - . - *0 )//) i - psm , ' l'oz iur -: . •PPI i ' . , ` , 2,. // &b 4 vH = SI DA/ , . o = 0 to gr, ,(�� 720 SHUTLER CONSULTING ENGINEERS, INC. Title : 6f4g.„ oy pG ► 1300 - 114th Ave S.E. Scope : 1� Suite 250 Number: Bellevue, Washington 98004 Misc (206) 450-4075 Dsngr : Date:23-Mar -95 (. STEEL BEAM DESIGN & ANALYSIS Page DESCRIPTION ))Beam 15C High >) BEAM DATA MEMBER DATA AISC SECTION (F8)(S]))w24x55 Fy = 36 ksi CENTER SPAN LENGTH =• 42 ft LOAD DURATION FACTOR = 1.00 LEFT ' ' - ft MINOR AXIS ? N y/n RIGHT ' : ft Graphics: (1,2,3,4) : 3 UNBRACED LENGTH = 7 ft END CONDITIONS INCLUDE BEAM WI ? n y/n FIXITY CODE )) 1 t( INCLUDE LL w/ ST ? N y/n 1 :P /P,2:F /F,3:F /P,4:P /F,5 :F /Free APPLIED LOADS ---)) All distances refer to left support, use ' -' for left cantilever POINT 11.. ..12.. ..03.. ..14.. ..15.. .,06.. ..17., ..$B.. Dead = k Live = k Short= k Dist.: ft DISTRIBUTED Dead = 0.42 0,14 kif live : 0 61 0,15 klf • Short= klf X Lft= 27 ft X Rt : 27 42 MENTS dead : k -ft Live = k -ft Short= k-ft Dist,: ft TRAPEZOIDAL..., Dead Live Short Location Load 0 Left = klf X Left - ft ' @ Right: klf X Right - ft Load @ Left : klf X Left - ft ' 0 Right: klf X Right - ft SUMMARY USE : W24X55, Max Stress Ratio : 0,91, Max Defl Ratio : 342.239 Max Values: ,.Actual..Allow,. fb / Fb : % max = 0.91 OK Moment = 187.4 206.2 k-ft fv / Fv : % max : 0,15 OK Stress = 19.63 21.60 ksi Max. DL Defl Ratio : 824 Shear = 19.6 134.1 k Max, TL Defl Ratio : 342 Stress : 2,11 14,40 ksi Deflection = -1,473 in Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL +ST LL LL +ST LOAD COMBINATIONS... for Max Only OCntr '@Cntr @Cants Cants Moments..Mt @ Center = 187.4 77,5 187.4 k-ft M- @ Center = k -ft @ Left : @ Right - k-ft Shears...0 Left : 19.6 8.1 19.6 kips @ Right : 12.5 5.4 12.5 kips Defl 0 Center : -1.47 -0,61 -1.47 -0.61 in S Left = in 0 Right = in ft in Paartinn w loft : 10 R R 1 19 A A l king, SHUTLER CONSULTING ENGINEERS, INC. Title : (7 .u.t 4 Y Pc.f t,e' 1300 - 114th Ave S.E. Scope : 1 ,7 Suite 250 Number: g Bellevue, Washington 98004 Misc (206) 450-4075 Dsngr : Date :23- Mar-95 C STEEL BEAM DESIGN & ANALYSIS Page DESCRIPTION ))Beam 16C Low )) BEAM DATA MEMBER DATA AISC SECTION (F8)(S)))w24x62 d i Fy : 36 ksi CENTER SPAN LENGTH = 424t LOAD DURATION FACTOR = 1.00 LEFT ' - ft MINOR AXIS ? N y/n .RIGHT ' - ft Graphics: (1,2,3,4) : 3 UNBRACED LENGTH - /7 ft END CONDITIONS INCLUDE BEAM WT ? n y/n FIXITY CODE )) 1 (( INCLUDE LL w/ ST ? N y/n 1 :P /P,2 :F /F,3 :F /P,4 :P /F,5 :F /Free APPLIED LOADS - - -)) All distances refer to left support, use ' -' for left cantilever POINT 11.. ..12.. ..13.. .04. .05. ..16.. ..17.. ..18.. Dead : k Live : k Short: k Dist.= ft DISTRIBUTED Dead : 0.48 ✓ klf Live = 0 51 klf Short= klf X Lft: ft X Rt = 42 � MENTS . -oead = k -ft Live : k-ft Short: k -ft Dist.= ft TRAPEZOIDAL.... Dead Live Short Location Load 0 Left = klf X Left - ft ' 0 Right= klf X Right - ft Load I Left = klf X Left - ft ' 0 Right: klf X Right : ft SUMMARY USE : W24X62, Max Stress Ratio : 0.84, Max Defl Ratio = 326.856 Max Values: ..Actual..Allow., fb / Fb : t max - 0.84 OK Moment = 218.3 258.6 k-ft fv / Fv : % max : 0.14 OK Stress = 20.06 23,76 ksi Max. DL Defl Ratio : 674 Shear : 20.8 147.0 k Max. TL Defl Ratio = 327 Stress : 2.04 14.40 ksi Deflection = -1.542 in Dead Load + Skip Loadings TABULAR SUMMARY OF Placed DL LL LL +ST LL LL +ST LOAD COMBINATIONS... for Max Only @Cntr @Cntr @Cants @Cants i I I I Moments..M+ 0 Center = 218.3 105.8 218.3 k-ft M- 0 Center = -0.0 k -ft 0 Left - k -ft C 0 Right : k -ft Shears...0 Left = 20.8 10.1 20.8 kips 0 Right : 20.8 10.1 20.8 kips Defl 0 Center = -1.54 -0.75 -1.54 -0.75 in e Left : in 0 Right - in 0 ft - in .PPArtinn A IPft - 20 R 10.1 20.A .10.1 king. 1111101111 •- . . SHUTLER JOB Pit it K. W r) V /'i. NLe' _. CONSULTING ® ENGINEERS, INC SHEET NO. g' .zo OF 1 300 -114tH Ave SE, Suite 250 CALCULATED BY ` `S DATE 3- -1) C BeIlevue, WA 98004 (206) 450.4075 CHECKED BY DATE FAX 450.4076 SCALE i , ' i i 4 ._..... 1 . 7, / 6 Ay _i_ 1 II! _ - ',1 * 7 • , w ( • a L w IA.)/6)1 ' 1 n 77,x` • • + , 1 �__............_ ._ _ . .. ......:......____.._.: _._, ___.;_..._ _ __ __._._ , LEI_ _. __ _ - - /EC.t (:Lvw _ i 1 : 1. C ; • Ulf /BX 1 s . , - I: 7 { I ! i i ■ i ` f i i 1 i i . , i .. 1 i i ._. �_ t _ ... i 1 /1111111141111111 - --- SHUTLER JOB Pjp►2,l:Ulll y Pz.$44- Mall CONSULTING �® O SHEET NO �- z 1 OF ENGINEERS, INC CALCULATED BY S S. DATE /..../ 4S 1300 -114th Ave SE, Suite 250 ( Bellevue, WA 98004 (206)450.4075 CHECKED BY DATE FAX 450.4076 SCALE i + , , W ���� /sP'♦ �� _ . 4.0.0:6-1 .., .__ n , V £,)(a4-p ) ' . __...: J�d‘.aw?- _. Cr /6, _ . - - � , LSa s� ,. ( ' / i �f ._.. ___./__.___ ; __.- __ bi � 4o, _._. . 7_`__..____. �). 7._ 3 ......_.... .,�1 ( / 13 r � o ? Ot�r �7f� - 4!A px" 4_... 6*/.- ...... Poi.: bl(4' 7(, pst) 0 t , , L P (7) /)C,OLs = _ 7,76 . ,ssr,�9'� /, es SG V4 7,c// % 63 CG ' , � 6igpalt 0 n aG : .As )(s , a / o- , j Co�.;ci�,Zs)= .: �.k _._ ,p , 14,p,r1 + 0( .02 S',44) r 4, ,, ,/i 4 : /...6 4 s 1g 3 /r 7 I • • 24 c2a vex id //, 1 ) ' 6/7% (_ _ i ® _ SHUTLER JOB !ag,*w,IY R. 44 WWI " CONSULTING 11111111,111111 � SHEET NO. A- ti OF ENGINEERS, INC �� 1300 -114th Ave SE, Suite 250 CALCULATED BY +J /J�• DATE 64.s-96 C` Bellevue, WA 98004 CHECKED BY DATE .- (206) 450 -4075 FAX 450.4076 SCALE y If t • 1� _.?yra _Y./..4.../2.5_6)(7_,/_'.____,2.._/6.._x/ ._..___ -- A r 4-r 1 r -= , pEU oia4... ►kC.. Tor'.. GE t r ; � q N y - -1 --'- . , . _ (,„ i , .......— . . 4 7 ,e. /b 0c&".7 / /fig .,_ • I . _ 3 � � G88 K ... _ .... :. . , .- . , • A/ ..f r �11 (.deZ O P a8Y 1• .7/ ?.. ... ?e- .- :T /c . . ..... . .....:.. .. V3,2./apk) , - - , . - 6 iz' l iii 1 6: Qi,)/,y3c 4 -1 , 1 /6)7 /.ti, SPsF.. X/ o ' ` .23. 42 /3F..... a , �o ( . AIIIIIIIIAIIIII --- =- SHUTLER JOB- --AW l3 5 gi. SCE _0 CONSULTING �J I ENGINEERS, INC SHEET NO. /' - OF 1300 - 114tH Ave SE, Suite 250 CALCULATED BY .J s. DATE _ __ _ __ (.... Bellevue, WA 98004 CHECKED BY DATE (206) 450.4075 FAX 450 -4076 SCALE ___L:»1,eEO___. X._:. 1_67___ ER±6 /_! _..__.._... ___ -_-___. -...... ______ .__...__:____._- ._.._-__ ______ ._.- ._._ . T -- -../b 'lh _ ... a _ 9G IC - - LX 8 ye.t.g" _ .. _ - . 4/ CA 'fix •"w>✓s .. ... . ....., ,./ C►)lxic )ie6x0) f t.944(•a) # 4 1= . 28, 34"° ., 60ye7e AIS . /2 IA rer h (• l fi O - � 4) 4- # i 1 . ' '/ &) d;; 1 P (o;. 6) 6 +c ,t- f/CN S / ) - .0 s, ,)i -t S/(4, S7 J r JO. G I \. - . c, 7 600 e. 40.7) CI) itTea. /,5;§ -.1 x.472/0 ' 6 1 1.4 a t.: C. a X;"C. a. a ° e P.� b g _ �1 ) ' .1a . 7µ,P : 7- % = 6,19 a ' l :. 2 a ( ..... ) 4 �K / /3,wz)/ 1 1 . .08 . < „G .c,4. . ,. . -. J l c t J J V – • c s ag a3 i 471 3 —Q.. STe STWPS _ ... .. .. ....... , 2 ;,44 72 , , i P t . .0 /Z .4 614- i ,.?,. 4 - ./ ±.. ( ..1.t. ( - r. a3•/.r 04”: = - .0G - 41, - 00 - - ---- L1)!7 SEiS T/ - . . . . .. ..._ . _ ... . t ) 4 60 ( - V u = , 7, t! /. 4/)( 09. / 4 (/.' 3) = o7, 4.S J.,... / , V . p . _\ 4. 1 .. 2 ! _92 . ) J 0( . e4/.0. _ Hit — C 4t ad, (E) 1;. 7 . .. , fie, / 8 / _ / . o 2 ..e< Ad_ . . 6,2)0 Q.3, 8 . P J P.. Bei 4- Vi V.60 "4 41111111- . -- SHUTLER 111111111111 CONSULTING 11111,® ENGINEERS, INC SHEET NO. /S s. JI OF 1300 -114th Ave SE, Suite 250 CALCULATED BY • .S. DATE 3.. 2 XSS ( Bellevue, WA 98004 CHECKED BY DATE (206) 450-4075 FAX 450.4076 SCALE_ o.,) o ) •14 n £enZ • 126 - .3G r� ' 7 7 z - __. 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[ do b, Lie 2os 0.) : /p4W_ La. 3 e 7S �e 07 f s .? , n = y .)d = �/1 D �: '° ' • ►�Y iasP AI ,(I,'a 1+ ,q /(r) - ' e - /1 " - ) - 333G - v _ 33 � �� uhf a 2 - ,. 'iv .. Xf_ c.7, 3 ( ; 3 G, j2 h �i�, f - % G, 7 8 v , `-/a , - 0 i 0, pi =7- 1 / y ...._--r • • /1111141111111 ® SHUTLER JOB /gfele ,(41C/i..• 4,(41C/i..• . 1 1111%■ • CONSULTING E-2 7 ®illma ® ENGINEERS, INC SHEET NO, _ OF 1300-114th Ave SE, Suite 250 evue, CALCULATED BY ' .lG� DATE /- .3-5 6 " Bell WA 98004 CHECKED BY DATE FAX (206) 450.4075 . FAX 450.4076 SCALE. • J tiQie • , , . r 1 • . . . /o SS 1o <yU1 • • (.... ;-:- . . ou4.40 ' gel/ow,: a •�l G$$ (a' )( ,33?(3 X40, ..�lg " Uj Aa +il e . id '% • a /UU! 4 •- . r . (1. : ... : ..••• :. :. ,.: i.- t { . • ®® _ SHUTLER JOB F? P. 111111M1 CONSULTING ®inii ~ ENGINEERS, INC SHEET NO. 12' ag OF 44/9"1 1300 -114th Ave SE, Suite 250 CALCULATED BY •*e 5 * DATE ( Bellevue, WA 98004 CHECKED BY DATE (206) 450.4075 FAX 450 -4076 SCALE , >,0 s cr/ r o1,l p�. w 39,x$" A,71- /2 c , , how /s RGK X 1, y" ;2,7..3 � .. ,_ —17 . g _ ....),,,..) . .._ (,r,. .... Ct . 610; 0 Slut .Pfd /ao0 4 d ( / )4/)(lys l s/ 1 r..........—.7=FH ' ''� ` e sxs sl • . 4s / ,� �' GX '6 . 3 - 4,1 Go ---- � ( 4 , /v ~ . SOH *; ,LtL :- 3,3y .< 3.9' .INY ... . . .. . . 98 /a) ?— 6 zo . -: - ._ - ._._.....- a.._..... o...... p 1...P ...3.... P- /A!s...._.- . -... . - _ _. -_ ______ ._._._-- ... ........ ...... _..... 4 s . 4 / t .4/4/• /,ot.... .............. .......__....._ - -- -.- , _ .- .....- _.. . p 5/E,go.z.- 3i. 04 ,B ChNn 4.m•. /a .. . ... .............. . C V ( 6ogs dill AEI - - - - SHUTLER JOB P. P. ®. CONSULTING SHEET NO A... �� OF ®® ENGINEERS, INC Q B 1300 -114th Ave SE, Suite 250 CALCULATED BY -T. • DATE 5 - 7( ( Bellevue, WA 98004 CHECKED BY DATE (206) 450-4075 FAX 450-4076 SCALE . _._.F0. $ All .___ _._7.G;_$ /3,4 . 15!G_ /G � ... §. - - -.._ ___.____ I G Wt. • I 7.G D I/,c.3. - _ . _ Will_. 0 .L 04 ._.__ 4 9_ _, _ /- 8 ./,I r i it? _._.._......... /7. ..z. : I. ..__. n _...... /4 . - I_ _ . 01 � . ° 6 I I 0 _ ,_ � Cl I — Ito _. Pa // 9s- . , .I 1' S 1i) t( T " "fit / r 1 . 62 e 1/ 0. /94 04 G 2 9 «r hi /;.. : _ , : 0 1 = { _ : ._.:.... .G /fin r� o....Fo��c:. 7 o lG" L , � G, pc ' 3� ag • 14 :p 61./04 61./04 j'G 7y r ' • , ®.__. SHUTLER JOB fALX f-- --U - , CONSULTING / � my lam : ENGINEERS, INC SHEET NO. ! of 1300 - 114th Ave 5E, Suite 250 CALCULATED SY ' 7 5' DATE f -19'•7�'f Bellevue, WA 98004 CHECKED BY DATE (206) 450.4075 FAX 450-4076 SCALE f1vgc.__SNrr_o4-r_- row: * p , - l (�/000 *�t , - /i`' .roar, i e zI .14.1r . 0 , . - -- n 4 _:( ),_7) . . . , - - e i4 r -. _ .._.._... :...._: _.._:._._..__ , 7 1 hi df T.... ...... _ , , . , . • .,.‘,.,z,,,,.„ . , , , , . , , , , , . , , .. :_ . . , , _ 4 (-- . - . - - --- - - , V .. .6, 7 )5C/7)6- ..o.� Says "'/ ) /C'V) Gl , . ,. ..0 BEN . - . O /./%4 :i�. /. .1�62ifaior � L64. or'_ ., �.�.. t b0 pp , ` rt 14Y ., . . :.. ii _ - ill r i /.06 It ii 3,7 x4X b ib / 7 ) • , , : : . .�. .., r .. i. • IIIIMAIIIII 11110 SHUTLER JOB • 111111■11 : CONSULTING 94 a' 4 IAJP V INIFINE ' . ENGINEERS, INC SHEET NO. 6 -1 OF - 1300-114th Ave SE, Suite 250 CALCULATED BY DATE i Bellevue, WA 98004 CHECKED BY DATE (206) 450-4075 FAX 450-4076 SCALE ; . ± • , , 7 ■ . . -td5 e. /.!1....; 641/4 /Me '. lg. 0,4 "gi' : _. . .. , - . . . . 4 /440.___. _ to!io :_.....___,........_:4______i__.5.0 • ' . , ' . ..... - . 5/2/4-GO ./0, Ore ; ' .645 4 41A . _4' dei4/44. • g ?ZS /.. '6 r • 9.• ; ' • . , ", , . • --,-. b.. :6 14 .03 .. . _ _ . _ . ... _ _14 _ _..,...__________,____.: „._. : _0 ........... ...i ' . )g i> . i _...' 476 " 4 Du . . ... . . A..$ . Al 14•4„... . i 1 I eGit . _. . ...L 01154 .i.i.tIee,r1 60FF tr.. vr_ l•-• I . . . . • P . . C. a Is . Ceorpir.f/ 26A)E• , ..., , . I, ) , . . . . , ., • . . . , . ' . : , ! . ,.•-, / 6Z --! 1 . , . • _.r ...A. A 0 _ . . . , • . . • L . 1 ...—. : p.. )..-../.0.,N /Per : 0 -s c..: . • • 2 7- / — ar 1) [ • • - . - /0 ca-, ,. . . . .. ... ... ..„.. .... .....„ . .. .,........ ... . .... . ... . _ 7/Gto inf t . , k.... , . 77,ifo pr. .0.1.1i) - • , . , , . .1 the: . /6. rb.e.,,,i,/,N="0 go i tog," / .." v ,'' " ,.• , , ireiTP... C 04°1 . , i 1134 94 0 0 1 . . . . 1 ' STANDARD SHAPES Z ' iyx '' r (V d' \ .CO IN T M in I I fV N M SEE LIP ■ w LENGTH Q TABLE > r . 7 1 . 1 T.F - L L TT DLT SS . HS WC CW EWC HWC GAUGE PROPERTY TABLE LIP LENGTH TABLE DESIGN MINIMUM BEND SECTION TYPE GAUGE THICKNESS THICKNESS RADIUS (in.) (in.) (in.) GAUGE SS HS WC CW EWC HWC 20 0.0345 0.0328 0.0625 20 0.30 0.31 0.34 0.36 0.39 0.42 18 0.0450 0.0427 0.0937 18 0.34 0.36 0.39 0.42 0.46 0.50 16 0.0560 0.0532 0.0937 16 0.39 0.41 0.45 0.49 0.53 0.57 14 0,0700 0.0665 0.0937 14 0.42 0.45 0.51 0.56 0.61 0.66 12 0.1000 0.0950 0.0937 12 0.48 0.48 0.58 0.67 0.75 0.82 VARIOUS CENTERLINE PUNCHOUTS AVAILABLE 2" 2" r 4' f f . i.47.4. k 3„ k 3.. k ; NOTE: ALL PUNCHOUTS ARE NOMINAL 2' -0" O,C. AND NO CLOSER THAN 6" FROM END OF MEMBER TO CENTERLINE OF PUNCHOUT. PAGE 2 �0014 M$4,- . I ( SS SECTIONS (1 -114' FLANGE) PHYSICAL AND STRUCTURAL PROPERTIES (PER 1985 UBC STANDARDS 27-9) AEA YOWMN ALLOW. OA DEPTH Fy WT. GROSS NET Ix Sx . ax Ir ■ ay FACTOR 6END'O ( (KSI) (1.) (in." 2) (in."2) (In.4) (M1.1) (A) (In. '4) DIV (k+.) 0 (KSI) • 20 1.925 33 0.52 0.1535 0.1276 0.0700 0.0681 0.6752 0.0340 0.0431 0.4834 0.9872 19.6 20 2.500 33 0.62 0.1637 0.1920 0.1980 0.1403 1.0078 0.0385 0.0457 0.4577 0.8888 10.6 20 3.500 33 0.74 02102 0.1885 0.4088 0.2323 1.3850 0.0429 0.0475 0.4435 0.7472 19.9 20 3.825 113 0.78 9.2225 0.1708 0.4414 0.2436 1.4064 0.0434 0.0477 0.4418 0.7342 '18.8 20 4.000 93 0.80 0.2356 0.1 0.6665 02712 1.5373 0.0447 0.0481 0.4356 0.8972 10.9 20 6.000 33 1.04 0.3045 0.2528 1.4718 0.4008 2.1888 0.0408 0.0408 0.4037 0.5480 10.8 18 2.500 33 0.01 0.2385 0.1710 0.2378 0.1903 0.9908 0.0490 0.0800 0.4575 0.0410 19.9 19 3.500 33 0.08 0.2835 0.2100 0.5215 0.2080 1.3632 0.0560 0.0624 0.4439 0.6241 10.6 10 3.625 33 0.98 0.2601 0,2210 0.5604 0.3125 1.3007 0.0685 0.0827 0.4419 0,8107 10.8 18 4.000 33 1.04 0.9000 0.2305 0.7151 0.3575 1.5288 0.0582 0.0633 0.4380 0.7723 19.0 • 18 0.000 33 1.35 0.3080 0.9235 1.9000 0.8333 2.1604 0.0848 0.0056 0.4044 0.8121 10.8 18 1.000 33 1.63 0.4860 0.4185 3.8770 0.8893 2.8244 0.0880 0.0807 0.3706 0.5047 19.7 10 10.000 33 1.96 0.5700 0.5085 8.9281 1.3052 3.4424 0.0716 0.0075 0.3531 0.4208 18.7 18 12.000 33 2.26 0.0060 0.5885 10.9272 18212 4.0605 0.0790 0.0881 0.3331 0.3726 14.5 10 2.500 40 1.02 0.2904 02154 0.2942 0.2353 0.1812 0.0836 0.0779 0.4810 0.9739 24.0 X AT 18 3.500 40 1.21 0.3554 0.2714 0.8464 0.3705 1.9608 0.0714 0.0810 0.4481 0.8814 24.0 18 3.825 40 1.23 0.3024 02794 0,7048 0.9880 1.3043 0.0722 0.0813 0.4402 0.6181 24.0 • • ) SS SECTIONS (1 -1/4' FLANGE) / PHYSICAL AND STRUCTURAL PROPERTIES (PER 1985 UBC STANDARDS 27-9) ( \ AREA COLUMN ALLOW. OA DEPTH Fy WT. GROSS NET bt Hr n y by ry FACTOR 11ENO Ih.) (KS)) Ile.) 41n.'2) IM.'2) 16'4) (6'21 :at) IM.'4) Iln.'31 I1t1 0 (KSI) . 20 1,1125 33 0.52 0.1535 0.1278 0.0700 0.068) 0.8762 00330 0.0431 0.4834 0.6672 16.9 20 2.500 33 0.62 0.1837 0.1320 0.15.6 0.1463 1.00711 0,0065 0.0457 0 4577 0.6688 19.9 20 3.500 33 0.74 0.2112 0.1065 0.4006 0.2323 1.3660 0,0429 0.0475 0.4436 0.7472 19.6 20 3.625 S3 0.70 0.2225 0.1700 0.4414 0.2435 1.4004 0.0434 0.0477 0.441$ 0.7342 10.8 20 4.000 33 0.80 0.2366 0.1630 0.5616 0.7762 1.6373 0.0447 0.0481 0.4356 0.6072 15.0 20 1.000 33 1.04 0.3046 0.2528 1.4716 0.4908 2.7508 0.0496 0.0180 0.4007 0.5460 10.1 III 2.500 33 0.81 0.2305 0.1710 0.2371 0.1003 0.1066 0.0450 0.0600 0 4576 0.0410 10.1 1 � 3.825 a.50 I11 3.625 33 0.50 0.2836 0.221 0.5284 0.3 1.3687 0.0606 0.0 0.4430 0.0 10.1 111 a.s 33 0.21101 0.22111 1 64 m 0.$1 0.3125 4.831947 0.01105 0.0527 677 0.1116 o.11no7 52.6 11 4.000 33 1.04 0.3000 0.2305 0.7151 0.3675 1.5250 0.0662 0.0633 0.4300 0.7723 19.8 16 1.000 33 1.36 0.3080 0.3206 1.9000 0.6333 2.1904 0.0641 0.0056 0.4044 0.1121 10.0 16 6.00 33 1.86 0.4900 0.4105 3.m0 0.5063 2.1244 0.0600 0.0.67 0.3750 0.5047 10.7 ' IS 10.000 33 1.50 0.57110 0.6056 8.1201 1.3062 3.4424 0.0711 0.0075 0.3531 0.4210 (6.7 le 12.000 33 2.28 0.5600 0.6165 10.9272 1.6212 4.0505 0.0730 0.0501 0.3331 0,372e 14.5 i 057 111 to 2.500 40 1.02 0.2994 0.2154 0.2642 0.2353 0.9012 0.0830 0.0770 0.4610 0.9730 24.0 1,600 40 0 1.21 1 .23 0. 0.3664 362 0 0.2774 . 2764 0 0..75004$ 0 0.3705 . 3050 1. 1. 3608 .0714 00.06.001)3 0 000..4481 0.6614 648 2 24 4.. 0 0 _ 6 3 3.0 25 4 3043 0 0. 0722 4162 0. II 4.000 40 1.30 0.3634 0.2994 0.6004 0.4452 1.5230 0.0744 0.0921 0.4405 0.1000 24.0 1e 5.000 40 1.10 0.4054 04114 2.3727 0.71100 21504 0.0631 0,0650 0.4004 0.6463 24.0 10 5.000 40 2.07 00.: 5074 0.5234 4.0450 1.2115 2.6245 0.0085 0.0668 0.3611 0.5348 24.0 15 10.000 40 2.45 7104 0.0354 0.6340 1.7050 3.444) 0.0523 0.0076 0.3612 0.4564 21.5 10 12 40 263 06314 0 1 3 . 8109 22750 4 .063 6 0 0 0 0 .3082 111 r } 14 3.500 40 1.51 0.4437 0.3307 0.0003 0.4573 1.3430 0.0996 0.1015 0.4407 0.0270 24.0 3� 14 3.925 40 1.54 0.4526 0.3476 0.8/01 0.4600 1.3867 0.06&6 0.1019 0.4449 0.9151 240 14 4.000 40 1.83 0.4797 0.3737 1.1000 0.6606 1.6165 0.0024 0.1029 0.4302 0.0779 24 0 14 9.000 40 2.60 11 0.7687 0. 6.0201 ¶6 2 61167 0.1102 0.10 0.3810 0.691 24.0 J . L 14 10.000 40 3.06 0.6067 0.7937 10,52711 2.1250 3.4390 0.1149 0.1005 0.3575 0.5052 23.0 . 14 12000 40 3.53 1.0367 0.9337 17,0250 2.6375 4.0485 0.1764 0.1707 0.3378 0.4405 200 STEELER STUD - SS W TH A 1 -114• LEO IS 12 3.600 40 216 0.6313 0.4813 1.1000 0.343 1.3259 0.1236 0.1443 0.4425 1.0000 24.0 USED PRIMARILY AS A WALL STUD AND MAY BE 12 3.025 40 2.19 0.4436 0.4038 1.2001 0.6665 1.3600 0.1251 0 1440 0 4407 1.0000 24.0 USED AS CEILING OR FLOOR JOISTS. 8S 12 4.000 40 2.32 0.6613 0.6313 1.5330 0 7685 1.5000 0.1291 0.1464 0.4353 0.0909 24.0 I STUDS ARE PUNCHED AT 2-0' O.C. FOR ALL 12 0.000 40 3.00 01613 0.7313 4,1395 1.3796 2.1072 0.1441 0.1616 0.4053 0.6313 24.0 • 1 GAGES EXCEPT 120AOE. 8S SECTIONS MAY 12 9.000 40 3.08 1.0013 0.9313 1.6017 21272 2.5061 0.1646 0.1647 0.37112 0.7028 24.0 t BE SPECIAL ORDERED UNPUNCHED (PUNCHED 12 10.000 40 4.36 1.2013 1.1313 15.0405 3.0061 3.4261 0.1014 0.15434 0.3549 0.6055 24.0 I FOR 12 GAGE). 12 12.000 40 5.04 1.4113 1.33)3 24.1345 4.0225 4.0364 0.1664 0.1579 0.3351 0.5300 24.0 1 HS SECTIONS (1 -3/8' FLANGE) PHYSICAL AND STRUCTURAL PROPERTIES (PER 1985 UBC STANDARDS 27 -9) AREA COLUMN ALLOW GA DEPTH Fy wT. GROSS NET M at ii y By ry FACTOR BEND'O lira) (K8 IS.) (m.'21 (6'21 (1' In'21 MI (6'41 IIn.'3) lin I 0 (KSII 20 1.625 33 0.55 0.1028 0.1629 0.0750 0 0031 0 8015 0.0421 0 0507 0.5002 0.9870 19.9 20 2.600 33 0.50 0.1630 0.1030 0.2003 0.1802 1.0187 0.0491 00538 0.5046 0.9733 19 S 20 3.500 33 0.77 0.2275 0.2276 0.4339 0.2460 1.3610 0.0649 0.0660 0.4014 0.7576 19.8 20 3.625 33 0.70 0.2318 0.231e 0.4700 0.2597 1.4250 0.0665 0.0503 04195 0.7440 10.6 . 20 4.000 33 0.63 0.2448 0.2440 0.5923 0.2602 1.5550 0.0572 0.0516 0.435 0.7080 19 6 20 6.000 33 1.07 0.313e 0.3138 1.6535 0.6178 2.2251 0.0639 0.0589 0.4571 0.5814 19.a • 10 2.500 33 0.50 0,2516 0.2518 0.2562 0.2050 1.0002 0.0645 0.0717 0.5062 0.9449 19 6 • II 3.500 33 1.01 0,2966 0.2960 0.5596 0.3102 1.3724 0.0723 0.0747 0436 0.319 19.6 to 3.625 33 1.03 0,3022 0,3022 0.0063 0.3345 1 4165 0.0738 0.0750 0 4919 0 9169 19 e 16 4.000 33 1.05 0.3191 0.3191 0.7640 0.3620 1.5474 0.0754 0.0758 0 4661 0.7610 10 0 • 19 8.000 33 1.39 0 4091 0 4091 2.0124 0.6706 2.2160 0.0644 0,0706 0.4541 0 8244 19.0 (e 5.000 33 1.70 0 4991 0.4001 4.0790 1.0197 2.0689 0.0901 0 0002 0.4249 0.5177 I9 5 • Ia 10.000 33 2.00 05681 06001 7.1437 1.4207 34624 00941 0.0612 0.3096 0.4416 17.2 le 12.000 33 2.31 0.678) 0.0791 11.3666 1.6075 4 0940 0.0070 0.0019 0.3179 0.3646 15.0 IS 2.500 40 1.07 0x157 0.3157 0.3107 0.2533 1.0018 0.0620 0.0927 0.5006 0.9061 24.0 10 3.500 40 1.26 0.3777 0.3717 0.0940 0.3064 1.3665 0.0922 0,0066 0.4903 0.6032 24 0 211 3.635 40 1 ,2 9 0.3717 0.37 0.1531 0 4155 1 .4100 0.0032 0.0970 0.4002 0.9005 24.0 II 4.000 40 1.34 0.3997 0 3997 0.9506 0.4753 1.5421 0.0962 0.6080 0 4005 0.6437 24.0 16 0.000 40 1.74 0.5117 0.5117 2.5115 0.6372 2 2155 0.8079 0.1016 0.4502 0 0620 24 0 co • IS 6.000 40 2.12 0.8237 0.6237 5 0956 1.2740 2 0584 0.1154 0.1037 0.4301 0.5606 24.0 16 10.000 40 2.50 0.7357 0.7357 0.0275 1.7865 3.438 0.1206 0.1050 0 4049 0.4608 22.7 IS 12.000 40 2.50 06477 0.6477 14.2305 2.3717 4.09973 0.1244 0.1050 0.337 0.4249 19.3 14 3.500 40 1.60 0.4634 0.4454 0.5590 0 4900 1.3565 0.1166 0.1226 0.403 0.9573 24.0 14 3.025 40 1.61 0.4742 0.4742 0.9333 0.5149 1.4030 0.1169 0.1231 04956 0.0457 240 14 4.000 40 1.70 0.5004 0.6004 1.1780 0.5694 7.6348 01207 0.1244 0 4012 0.9111 24 0 14 8.000 40 2.16 06404 0.6404 3.1272 1.0424 2 2090 0.1357 0.1291 0 4803 0.7483 24.0 j iifli' L II 14 6.000 40 2.65 0.7004 0.7904 8.3565 1.5801 26539 0.1452 0)317 0.43)4 0.6283 24.0 14 10 000 40 3 13 0 9204 0.0204 11.1447 2.2293 3 4900 0 1510 0 1334 0.4063 0 5396 24.0 14 12.000 40 3 58 1.0004 1.0604 17.7777 2.9130 4.0945 0.1668 0 1345 0 3646 0 4720 21.4 BTEELER STUD - HS WITH A 1 -316' LEO IS 12 3.500 40 2.23 0 653 0 053 1.1822 0.0755 1.3421 0.1570 0.1580 0 4091 1.0000 24.0 USED PRIMARILY AS A WALL STUD AND MAY BE 12 3.625 40 2.27 0.0018 0.5000 1.2957 0.7004 1.3905 0.1509 0 1507 0 4873 1.0000 24.0 USED AS CEIUNO OR FLOORJOISTS. HS 12 4.000 40 2.40 0.7063 0.7003 1.8281 06140 1.5162 0.1648 01706 0.4020 1.0000 24.0 STUDS ARE PUNCHED AT 2-0' D.C. FOR ALL 12 0.000 40 300 0.9063 0.0063 4.3571 1.4524 21026 0 1041 0 1772 0 4513 0 0652 24.0 OAOES EXCEPT 12 040E. HS SECTIONS MAY 12 9 000 40 3.76 1.1063 1.1063 0.5967 2.2247 2 63e1 0 1977 0.1609 0 422e 0.7419 24 0 BE SPECIAL ORDERED UNPUNCHED (PUNCHED 12 10000 40 4 44 1.3063 1.3003 15.0530 3.1306 3 4116 0 2001 0 1633 0.3979 0.6431 24.0 FOR 12OA0E1 12 12.000 40 6 12 1.5063 1.5003 25 0190 4.1700 4 0755 0.2135 0 1645 0.3765 0 5041 24 0 NOTES I. Net crow- wstnnaI area w booed on removal *I web puncnout matelot 9w boor4 4, paps 2 2 AN pt.pettw Si. bawd on the Grow clews- wcllond *524 3 The NI tato may *mood 200 In tnw caw, web H914n.ts pee* massed at pons W conc.nit.1.d load. and reactor. W5b .161.n.t Owego M to be M accotar* w45 U.S C. Standout No. 27 -9, Seven 27 010 lel 1 4. Aeautno (idly beeped names and binding only, lot 0(954 pend.nns avowable banding alt.eaea .nab be reduced in a4/9/d0nc4 won UBC Standamd 21 -9 (. • r ":( • , 1 ` PAGE 5 11 ec. EST):RN W •. STRUCTURAL STEEL FRAMING • k, . .1.jil . SUGGESTED CAPACITY FOR SCREW CONNECTORS (POUNDS) rn No 1 /4 = 14 No. 12 -14 No. 10-16 No. 8-18 No. 6 Z Steel D = .188" D = .160" D = .138" D = .120" D = .100" rh Thickness T= .205" T . T= .153" T= .125" T= .106" • = Gage Shear or Shear or Shear or Shear or Shear or C4 Bearing Pullout Bearing Pullout Bearing Pullout Bearing Pullout Bearing Pullout 33 KSI min. Yield 12 582 349 448 322 326 312 NA 301 NA NA 14 539 256 434 226 302 211 NA 208 NA 192 • 16 478 178 423 170 292 168 264 159 NA 147 - • 33 KSI min. Yield . • 18 420 141 385 141 292 136 264 131 264 116 20 207 95 192 95 189 92 189 90 179 71 ! NOTES: 1. NA: not applicable - two thicknesses of this metal gage cannot be connected by this size of screw. • 2. Screw capacities are based on averaged test results divided by a safety factor of 3.0. Test data is available from Buildex Division of ITw, Inc., Elmhurst, Illinois; test k845. 3. Screw capacities are based on minimum connected material strength of FY 33.000 PSI. The ratio of the material ultimate tensile strength to yield strength should be equal to or greater than 1.15. t 4. Screw spacing and edge distance shall not be less than 1.5xD or P /0.6 Fyt, where D is the screw shank diameter an P is the shear load, • POWER ACTUATED FASTENERS Suggested loads for power driven fasteners are shown in the following tables: • The fasteners used in power actuated tools are manufactured from special steel, heat- treated to produce a very hard yet I . ducile fastener. The two basic types available are drive pins and threaded studs, although drive pins are used almost exclu- ively in cold- formed steel frame construction. !, 3UGGESTED CAPACITY FOR POWER DRIVEN FASTENERS IN CONCRETE (POUNDS) •• Shank Minimum Type o f _ Concrete Compression Strength (PSI) Diameter Penetration Loading 2000 3000 4000 NOTES: 1. Capacities shown are for stone aggregate con - Pullout 90 115 145 crete and are based on a low velocity shot. 0.145" 1 Shear 160 225 265 2. Minimum fastener spacing: 4 "; minimum fastener edge distance; 3". 0.177" 1 - 7/16" Pullout 150 205 275 3. Values may not be Increased by 1/3 for wind or Shear 250 285 330 seismic loads. 4. ICBO uninspected values - Hllti /ICBO research 0.205" 1 -1/4" Pullout 220 280 345 42388. Shear 390 445 S00 SUGGESTED BEARING CAPACITY FOR POWER DRIVEN FASTENERS USED TO CONNECT GAGE THICKNESS STEEL (POUNDS) Fastener Steel Gage Thickness Shank Dia. 16 GA. 18 GA. 20 GA. NOTES: 1. Bearing Capacity based on Bearing Area x 1.15 x 33,000 psi. 0.145" - - 198 2. Values calculated in accordance with .the 1980 AISI Specifica- tion for the Design of Cold - Formed Steel Structural Members, • 0.177" - 321 241 Sectlori 4.5.6. 0.205" 465 372 279 SUGGESTED CAPACITY FOR POWER DRIVEN FASTENERS IN STRUCTURAL STEEL (POUNDS) • Steel Shank Dia :0.145" Shank DIa :0.177" Shank Dia :0.205" Thickness Steel Thickness Steel Thickness Steel Thickness Gage 1/4" 3/8" 1/2" 1/4" 3/8" 1/2" 1/4" 3/8" 1/2" 12 210 210 210 335 395 395 485 525 660 14 210 210 210 335 395 395 485 525 581 16 210 210 210 335 395 395 465 465 465 / 18 210 210 210 321 321 321 372 372 372 20 197 197 197 241 241 241 279 279 279 NOTES: 1. Tests were conducted with the fastener point driven completely through the back side of the hot - rolled steel member. This was necessary to obtain proper gripping force. 2. Fasteners should not be located less than 1/2" from the edge of steel. 3. A minimum fastener spacing of 1.1/2" is necessary. 4. Bearing strength based upon: Bearing area x 1.15 x 33,000 psi for cold - formed steel. 5. Capacities shown are for either shear or pullout. 6. Values may not be Increased by 1/3" for wind or seismic loads. . 7. ICBO uninspected values - Hiltt /ICBO research 42388. 25. • • 1 • ''< — - - —7 .' ---g c' Z 0 _ --•-„,/___ ,..... _ _. , ; _ _._. • Di 1 'j' . ., :..... . ., . : ,. . : :, s - ; , - - i , : ; x cr c 5- I ll A '� D N ul . f ' en o`^ • /yf'y �. r i t A 0 ? c 7 LILL - •. _ i I g N Z e- - ' ,g 41-/ ..... 1.5q IC. - - , 4111'1i , o o &c�3R j ' . h oc • - '�aa )(.0/s114/. tl• i b ) 4- ' i ) -f- (25x.023 > r, o S = ` M t -i > CA 0 0 03 m 0 m m ll L i f r O O m L MC i/, /�>• is r �J X' P �- 60 F/� /T /� m . > z f. it) ' -- - '0L. T y0,t - c Al) #r- /..!-- : .,! -- : - • : • : : : - ,:- - t- . . : i • a, 1,co, L so,P /r, , - v' Tv ' z/ / =6 S f1 J ` L a s i ( r v p� , Or {- ( : Y - +(�s + .oar 9S � _ � — ' ‘,12/; S di k v� 6 5 ! . ; : , -c. ( ..... )(, pal i + ( 14 ...jr -t 7 )4 a 0 ii ::-1 . 27 - 4 i L i,o g' s7. Z , 1� �, lam' �,,////I , 1 • . - /. 79 ,` 4 x/ 26 - • • • • i1111111® SHUTLER JOB / #440 N V TL i G4 11■® CONSULTING 111111 ENGINEERS, INC SHEET NO C Ake /Y— - -/ OF /� Q Q 1300 -114th Ave SE, Suite 250 CALCULATED BY ?'S, DATE Jf -R13' J ' Bellevue, WA 98004 l (206)450.4075 CHECKED BY DATE 1 FAX 450.4076 SCALE 1 • • . � , , , J ». • t r Y _____14. .... ,, 401.6.1_ .)Col__......4.34,__ i!....._...._4; _.......1 _____.L i i i , ; rl ! li . pv roil_......... — , .._. 1 7 • • D 0 ` _ V. b T Na . (I ; )eG3 .� 7 �,�,o�s ,Jrc... - q .. / f5 /•3 _ 4 (T . 0091= J© ' tA) ...7' 0 V 4! V) Y , , 06. ' : ; ; ; ; , 0 ; ill , ..,..,.•.., . : . . . • , . 0.... r c ,/2 ' a (r01 t 67 r 1 -- I99 �� _ 12 107t � . yr a � apAA a �Cl s 2 ba • /Sao /0 X J s 4. • (� 9 V / gas • . b , . »y � ' , , L01 ( . . , . r ' t — � . ; r, ; f e — �7 ; � k, / • � x �r���s �raa , b a .a4 "'1 -1 /&A( . SHUTLER CONSULTING ENGINEERS, INC. Title : F 1 , 9 4 4460 0 7 , 7 1300 - 114th Ave S.E. Scope : Suite 250 Number: Gg40P`l P -Z Bellevue, Washington 98004 Misc : ' s (206) 450-4015 Dsngr : Date :03- Apr-95 ir MULTI-SPAN STEEL BEAM DESIGN & ANALYSIS Page DESCRIPTION )) Fascia Stud, Building A )) Span 1-;- -Span 2 -;- -Span 3 -I- -Span 4- 1--Span 5-; --Span 6-I- -Span 7 -;- -Span B- ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ft 1.5 14 7.5 2 END FIXITY Lft 1 1 1 1 1 1 1 Fix,Pin,Free : 2,1,0 Rt 1 1 1 1 1 ' 1 1 AISC SECTION )) None None None None None None None None - -- CALCULATED VALUES Fb - Allowable psi 29,686 29,686 29,686 29,686 fb - Actual psi 767 12,067 12,067 1,364 fv - Actual psi 200 1,091 719 267 Moment ! Left ft -k -0.0 -0.6 -0.1 ' ' Right ft -k -0.0 -0.6 -0.1 Max. Moon. ! Mid-Span ft -k 0.6 X -Dist ft 5.79 2.00 Shears: Left k . 0.21 0.21 0.07 Right k 0.05 0.29 0.06 Reactions: Left: Dead k 0.3 0.5 0.1 Live k Total k 0.3 0.5 0.1 Right :Dead k 0.3 0.5 0.1 Live k Total k 0.3 0,5 0.1 ,ax. Defl. I Mid Span in 0.113 -0.308 0.035 -0.024 X -Dist ft 6.347 2.600 2.000 - - -- BEAM DESIGN DATA UN8RACED LENGTH ft Fy ksi 50 50 50 50 36 36 36 36 SECTION AREA In 4 2 0.33 0.33 0.33 0.33 BEAM DEPTH in 6.00 6.00 6,00 6.00 BEAM WIDTH in 1.25 1.25 1.25 1.25 FLANGE /WALL THICKNESS in 0.045 0.045 0.045 0.045 WEB THICKNESS in 0.045 0.045 0.045 0.045 I -XX in "4 1.9 1.9 1.9 1.9 I-YY in "4 0.06 0.06 0.06 0.06 rT, X :Bar, y, LL Spacing APPLIED LOADS USE LL THIS SPAN? Y/N Y Y Y Y Y Y Y Y UNIFORM DL klf 0.036 0.036 0.036 0.036 LL klf PARTIAL DL klf LL klf X -Left ft X -Right ft TRAP.... DL I Left k /ft DL A Right k /ft LL I Left k/ft S Right k /ft C LL X -Left ft X -Right ft POINT DL k LL k X -Dist. ft • DL k LL k X -Dist, ft • • • ®411111 . - - = -- SHUTLER doe_ / 4 A 14 10 1 / ®u • • CONSULTING _111111110111 ENGINEERS, INC SHEET NO. -a#9401" 19 + s of 1300 -114th Ave SE, Suite 250 CALCULATED BY Z6 • DATE V' . . 6 ' l Bellevue, WA 98004 (206)450.4075 CHECKED BY DATE FAX 4504076 SCALE , , ( , ( i _. g 00..e.i _ 8! f'6 . _ AL.. 4___ - :.J0 C... x!'T- _ L..__;__-_, : _ ' ._.._ _ ' ms __M : i i i F a 1 • 1 ■. i ..- X O I o isl o$ z a s , • t S s _ -- �f. t * - -lam st • - D' t ri" 1.Al� a - V 4. _.. _ I iti wis/x A� 0 s � • , . ( : . . r! • . . /p D4 . � 1 ■ �' . . . . , 0 _ .e., - , 6/5).,4..`_7 )(0 C , f'..D.S _ x a �c ll'' w./ . O tt. /� kOZ3) 8 D S • ; &o ; ... - .. IC1 !p - - ■ . -- .__._ _.._.., ...: -.,.. _.:.._..._. _ rm..!.,4 j ./2 4o�J .............. _... T .._ _ . , . ' Sre -� .. 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ENGINEERS, INC SHEET NO. te 1-S OF ' • 1300-114th Ave SE, Suite 250 CALCULATED BY *II S 0 DATE 9 1 .9 ( Bellevue, WA 98004 ( CHECKED BY DATE (206) 450-4075 FAX 450.4076 SCALE . . . . . . i . , . _____i 6 I 11 . 1 . . . . _: ......J__ : ! I , ------1 , ----1. • ---- ` ---- ', ------ 7 -...-- .. ----- --- -..-- - , . ___ e 'T )0 i I • 1 A., • , ; , ,J I . . ' : , ____L tt__).:::::___(.. : _t_g_?... . J2` ..(1_._._...: .._!•_Q..v.._!._ .. . • y . , r: • s , z • , , : ., , - T -. - * - ---'---"1- - - 7 -', ;1 19 x j i : . • 1 I , i ,- • — • 7 .. .. . - AIL. .4 : 1 ! _.....:1._..R._ _4.. i /..7:,....„.1....._..____ • ____-• ! ......._1_,, 6x4:3e 3/4 _ ; I I .- . • ■ , : ■ i , ' i 'Ira t I :: 2,66. ' , ......._ ....... ..- • : — , 1 2 .04''''' ".- t. --'.-,' ! , bi.T. i ,. . . 1 1 .. . . • . . ; . ; : 6 L . . )'( ° 1 11 . .. .: ...,•. _.: iPF? -_ ..1.. _ . . .. ...... . , . . , 4--- , i . 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' * 4. - ' -- . . r -- - -1 i ,• ; . - 1 - . !' - - i 4 - 4., • ,--; , - -i--- • .4,- ; --- - --•.,- - ',-. - s. - - ', — . : , - i- .: , , . ! . . . t • :. .. . i I ■ 1' ': • ' •, ` •:. - . . ■ i . ' ) • .. • - , • ' 1 . . t i. .. i . . . . . ;.. • ' . ,.....i. -.:... , 1. -, ' . •..,..:.:. i . : ..:. ... • .,.. ' .j.,. .. ! • f, . . „ . , ; • . ! . . ,. • , ,. .. i , . . . . .. .. . • . I . : . • . • . " - : - . ' . ' . '. .1 •-, • ; • ' • T .., -, • : • , • • . , , i' • • - ' ' , 1 , , • . . i . . , . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . , . . . .. , . . . . . . . .. • • • alliall SHUTLER . HUTLER roe PA 4 � W or whim CONSULTING air UM ENGINEERS, INC SHEET HO. GI� I�c�>- Y ' G OF '/ 1300 -114th Ave SE, Suite 250 CALCULATED BY 3 5 - DATE 7 54" (... , Bellevue, WA 98004 CHECKED BY DATE_ (206)450.4075 FAX 450-4076 SCALE • r p • 73 c 6 ' , . i t >s. a ce: . '- - 5 L ` X _': '_( ;4 w ' O'.l o_`.. _.. _.'. - -. rch as Y i ( G' (..... . fj..7 by. .. _ - .... -_,., - ° 175 .5x�_ . 'V O D o. W . � 8, .f, ' L � y 1 t r , • -- r, ,, ,c . . . rw / /Oral le b'/ (1r . : . .. fj.. _. E M . P / /ow x'..n9 j I • • . (,., IT' 1 + . . i i i SHUTLER CONSULTING ENGINEERS, INC. Title : A� K �L *...6' 1300 - 114th Ave S.E. Scope : Suite 250 Number: CAa er7°V h-7 Bellevue, Washington 98004 Misc (206) 450-4075 Dsngr : Date :03 -Apr-95. STEEL COLUMN DESIGN Page DESCRIPTION )) Conopy column CC-1, Bldg A )) COLUMN DATA DESIGN DATA AISC SECTION ))ts6x6x1 /4 Fy - 46 ksi TOTAL COLUMN HT. - 25 ft LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY ---)) 1 (( 1: Pin /Pin, 2= Fix /Fix, 3: Pin /Fix SIDESWAY 1:Restrained, O:Free 4 :Fix /Pin, 5 =Fix /Free X-X AXIS - 1 (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X -X AXIS - 25 ft X-X AXIS - 1 Y -Y AXIS - 25 ft Y -Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD = 22.24 kips ECC. for X-X MOMENTS = in ' LIVE LOAD - •• kips ' ' Y -Y ' - in ' SHORT TERM - kips Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP - k -ft BOTTOM = k -ft BTWN ENDS = 7.8 13 ft Y-Y AXIS MOMENTS: TOP - k-ft BOTTOM = k -ft BTWN ENDS = ft POINT LOADS: (k) X-X - ft Y-Y - ft UNIFORM: (k/ft) X-X - ft Y-Y = ft SUMMARY USE : TS6X6X1 /4, Max Stress Ratio = 0.76 Load Comb...)) Dead Live Oil DLtST Formula 1,6 - la - 0,755 0.755 0.755 OK Formula 1,6 - lb - 0.319 0.319 0.319 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses.,. Fa : Allowable - 8.99 8.99 8.99 8,99 ksi fa : Actual - 3.98 3.98 3.98 ksi Fb :xx : Allow [1.6-1a) : 27.60 27,60 27.60 27.60 ksi ' (1.6 -lb & 1.6-2) = 27.60 27,60 27.60 27.60 ksl fb:xx Actual = 4.82 4.82 4.82 ksi Fb :yy : Allow [1.6-14 = 27.60 27.60 27,60 27.60 ksi ' [1.6-lb & 1.6 -2) = 27.60 27.60 27.60 27.60 ksi fb:yy Actual - ksi Max X - X Axis Deflection = -0.110 in A 8.17 ft from base Max Y-Y Axis Deflection : In 0 ft from base C STEEL SECTION DATA DEPTH = 6.00 in I -xx = 30.299 in "4 WIDTH = 6.000 in S -xx = 10.099 in "3 FLANGE THICKNESS = 0.250 in R -xx = 2,328 in WEB THICKNESS = 0.250 in I -yy = 30.299 in "4 AREA : 5,59 in "2 S-yy = 10.10 in "3 WEIGHT = 18.98 I /ft R-yy = 2.328 in r -T - —/III" RINI SHUTLER JOB 0 i . ®E CONSULTING //�� . _C» 4 )" �B OF IMP MS • SHEET NO ENGINEERS, INC ,/ 1300 -114th Ave SE, Suite 250 CALCULATED BY � DATE / . 0 ( Bellevue, WA 98004 CHECKED BY DATE (206)450 -4075 FAX 450 -4076 SCALE / „ -�n .. 0 ~ , —If , ,, , , , : ; 4, , ' , - o , ‘ . , m ,,,co , , : ill n/- _ ' �: , I . Y 1 i ' 6 c 0 /G: _,... • _ , ...... ... ..., , „ ., . ' - i t a .� 4 C. ; _13ai� ... �, ,.. C- #No /`r...._ / ,13 Pb _.. 0 .._s /01 . _....._ ....... ....... ... a � i3 04. I N\I \ / .e'' , s e ,ern 1l #1. C. Q/►�''� -$m -� 9Wit L (310.1.. S ^t•, y f B 10-i II�7 / 4d u, .: � rej x04.;_04 , :..,e,. -- i get / 3 , g X I 3 GCZ 13. _ I t . . i ®• _ SHUTLER roe /7r Pr 111111111 CONSULTING 1111 ENGINEERS, INC SHEET NO Cn") ' B - 1 _ of ,/ 1300 - 114th Ave SE, Suite 250 CALCULATED BY SS • DATE I .5: 9� Bellevue, WA 98004 (2Q6)450.4075 CHECKED BY DATE FAX 450.4076 SCALE S.4 �c , _- .._. ..__- _._._.._....._._ i ........_.... _, .___.. _...... _._...._- __._. -___ • r / /al ,et)00 .;,sr i i' �8 r b /v :.__.........._ ....._... .:..._ . . ._....._.. • 1 : J • 1 w el rX.0`,1 , u )< ) 'x' •- " � .4) W $X /4 ' /O R iz • m J ,Z _ GK/ w , ..67. . ..3 a ....... - p /it -Z • g- , ? 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CONSULTING • —111111 ® ENGINEERS, INC SHEET NO C 4IOPy B - 3 OF 1300 -114th Ave SE, Suite 250 CALCULATED BY S , DATE 4 ( Bellevue, WA 98004 CHECKED BY DATE (206) 450 -4075 FAX 450.4076 SCALE i ■ ; 1 + i _ _i_ Gi 1 A- ?.)/ _ _ 1 x ' 13 A 414 _ a 4 o * ' ' - I , , . /-.G. ' i • i ..../ W `a s ��: o 2 3 ! �..�_. ( U4 ti a'/5)" f ` ) c ,r, G. _ ..�7,� i l • , t Fa4d I ►4 2 L o ��_ ' , sop- / . /S - ' y� S a ' . , o. • will (.......I. ! I - , �1;8N�' 3 3 as i g.a� t . ; . . fin?- : -_, _ ._w..._..___. , I,/ 7� 1 9 • + r 0, 33 6 J It- - ;H IV" 9 ; } } ; 336.. :'z'' • , • • ® ®_ . - SHUTLER Jos �� S. CONSULTING ow �� ENGINEERS, INC SHEET NO. e 1# Alomf B,„.45/ of e 1300 -114th Ave SE, Suite 250 CALCULATED BY +T ' DATE $ 0' g`� Bellevue, WA 98004 (206) 450.4075 CHECKED BY DATE FAX 450 -4076 SCALE , ►�-iP - __ et_ _ , . I.tJ 03 )14 4" :4 # 1 . 4, ...:63,,,-)4o,/), - �' o;r�_ ( � g s'r /� Z 'lee wILC 4 % , /hi.•/ 4P i �LoW_gvor � -_ - --• 2s6 Ff/f : o,F GA,derr . SP' 4, il,o .. . ;1 ,3 G i �.p6 94 a 2s a a s z 4 (0 (,-. 711 B �/' , x..5/, 0 ,. . _ • 4,04 . ' w/ • AIL . 11 q � n WSo x97 � I�sl. • . Q IV ' ' • f . . Am -t ..,,c -. 06. 7- .. P ' t ' 6v- 1,tg+ `ik� . ; : 3 - , g �n •. aG3 : :d e>8 ,�, ► r r , ;, X6 ... -- _ _.;._....•____ - • ( ! . , • rte s7� �, 1 . �.. _ x' J • • NM AM SHUTLER • JOB r Ink. • CONSULTING p. � � ® ENGINEERS, INC SHEET NO. r / I 1 AA B- OF q 1300-114th Ave SE, Suite 250 CALCULATED BY V .:4 DATE S.4` 6 ( .. Bellevue, WA 98004 CHECKED BY DATE (206) 450.4075 FAX 450.4076 8CALE ' Ch.M01.Y - »'_Bn. s__ - -.P4 oa___].,__q__../ _ . o_,./_T ____ • _..._ ___.T .___:..._ ._:__ . _.. ' __.._ . Q _-.- i_» .__. ._ �l _ � ._ S V.O: -.._ ; - -- • . .4---- . t o. 6o )(,og a , �tiLK. WALL ; � �o oF , y' . of G�i 0.►or°Y R g . . . - ... .._...10 ...1... . 10 ....i .....1,/(, , l � � L ._._ -: �2 .__..._ __.- _..... . s1.. Q 31 0 • 8 , 1 4 1A/�� � . 1 �,e, • • � � pi . �.. M r S ri._. - 2.s ...� 7 ,lr / LA) a 1 ' 6 'i ; J� , ,� • . , ./ _.. i .. _ /2 s I c)(sb ( cs•) 5 ..._.; . w i 14/ - 4,. y i.. l tit - . • p . , .'-&a' .4.- .0? " = 4s =-?.. ' 'A '• . ;• . • • • /1111/1111 SHUTLER JOB P r i. CONSULTING C � J O , a -S ® ®® ENGINEERS, INC SHEET NO. C OF ` / 1300 -114th Ave SE, Suite 250 CALCULATED BY S5 DATE �' +6 _ $` Bellevue, WA 98004 CHECKED BY DATE (206) 450.4075 FAX 450 -4076 SCALE. f , • ___ - a - _(... . / tiktor Y _ i LQ4_W.ln.l4%$ _ • _ ; tom . PL p 4, 12 _ _ _ _ —.__.. • _ _ _.._. ;.._ i __ 1 ._:.__�___ 3 �._...___.....__ _ , db;4,_c. _C4 ''l434 -_. _ _.. _ i __ .__ ' _ � ���� _.�_. _ - -- , 46443 , O O , , 4 � _ r X .� ' / � . �_ , `1 • ?__.C...a_..: �� t �� Fr " wiA>'o 0 S' 7S � � m_ " (.. _ L y . TG r . boU . �` C . i C. - ;1.3 i . , e ,.i. : /a- r gb)/ 6,6 ,.x. . _..4 N • rorA� 38' ZG .__ M , 'r4 P i P bw _ 3$ (.. :, ;; ' ; : ; ( ; ; ; ''; , ; •, • ; ; ;;• : ; - '. : .. ! • ', ;'; • .; , ,;, . . SHUTLER CONSULTING ENGINEERS, INC. Title : p p 1300 - 114th Ave S.E. Scope : r Suite 250 Number: C0460Y 13- Bellevue, Washington 98004 Misc : (206) 450 -4075 Dsngr : Date:05- Apr-95 STEEL COLUMN DESIGN Page DESCRIPTION )) CANOPY COLUMN CC -1B )) COLUMN DATA DESIGN DATA AISC SECTION ))tslx7x1 /4 Fy = 46 ksi TOTAL COLUMN HT. - 25 ft LOAD DURATION FACTOR = 1.3333 COMBINE LL & ST ? N y/n SUPPORT FIXITY - --)) 1 (( 1 =Pin /Pin, 2 =Fix /fix, 3 =Pin /Fix SIDESWAY 1:Restrained, 0:Free 4 =Fix /Pin, S =Fix /Free X -X AXIS - 1 (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X -X AXIS - 25 ft X -X AXIS - 1 Y -Y AXIS - 25 ft Y-Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD = 26.13 kips ECC. for X-X MOMENTS = in ' LIVE LOAD - kips ' ' Y-Y ' = in ' SHORT TERM = kips Dead Live Short SLoc ELoc X -X AXIS MOMENTS: TOP - k-ft BOTTOM = k -ft BTWN ENDS = 9 13 ft Y-Y AXIS MOMENTS: TOP - k-ft BOTTOM = k -ft BTWN ENDS = ft POINT LOADS: (k) X-X = 1.88 13 ft Y-Y = ft UNIFORM: (k /ft) X-X - ft Y -Y - ft SUMMARY USE : TS7X7X1 /4, Max Stress Ratio = 0.74 Load Comb...)) Dead Live D+1 OL +ST Formula 1.6 - la - 0.531 0.531 0.738 OK Formula 1.6 - lb - 0.288 0.288 0.487 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses... Fa : Allowable - 12.42 12.42 12.42 16.56 ksi fa : Actual - 3,97 3.97 3.97 ksi Fb:xx : Allow [1.6-la) = 27.60 27.60 27.60 36.80 ksi ' [1.6-lb & 1.6-2) = 27.60 27.60 27.60 36.80 ksi fb:xx Actual - 3.98 3.98 13.95 ksi Fb:yy : Allow (1.6-la] = 27.60 27.60 27.60 36.80 ksi ' (1.6-lb & 1.6 -2] = 27.60 27.60 27.60 36.80 ksi fb:yy Actual = ksi Max X-X Axis Deflection = -0.783 in 0 11.50 ft from base Max Y-Y Axis Deflection = in 0 ft from base ( STEEL SECTION DATA DEPTH - 7.00 in I -xx = 49,400 in "4 WIDTH = 7.000 in S -xx = 14.114 in "3 FLANGE THICKNESS = 0.250 in R -xx = 2.738 in WEB THICKNESS = 0.250 in I-yy = 49.400 in "4 AREA - 6.59 in "2 S -yy = 14.11 in "3 WEIGHT = 22.38 0 /ft R -yy = 2.738 in r -T SHUTLER CONSULTING ENGINEERS, INC. Title : P P (' 1300 - 114th Ave S.E. Scope : C4000 es "7 i Suite 250 Number: -S Bellevue, Washington 98004 Misc : (206) 450-4075 Dsngr : Date :05 -Apr-95 STEEL COLUMN DESIGN Page o DESCRIPTION )) CANOPY COLUMN CC-28 ° )) ., COLUMN DATA DESIGN DATA -' AISC SECTION ))ts8x8x3 /8 Fy - 46 ksi ' TOTAL COLUMN HT. - 25 ft LOAD DURATION FACTOR = 1.3333 COMBINE LL & ST ? N y/n SUPPORT FIXITY ---)) 1 (( 1 :Pin /Pin, 2: Fix /Fix, 3 :Pin /Fix SIDESWAY 1:Restrained, 0:Free 4 :Fix /Pin, 5 :Fix /free X-X AXIS - I Y (Bottom /Top) Y -Y AXIS - 1 . UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS - 25 ft X-X AXIS - 1 Y -Y AXIS - 25 ft Y -Y AXIS - 1 '( APPLIED LOADS AXIAL DEAD LOAD = 30.26 kips ECC. for X-X MOMENTS = in ' LIVE LOAD - kips ' ' Y-Y ' L in ' SHORT TERM - kips I Dead Live Short SLoc ELoc 1 X-X AXIS MOMENTS: TOP - k -ft 1 BOTTOM = k-ft BTWN ENDS : ft t Y -Y AXIS MOMENTS: TOP = k-ft t ( BOTTOM : k -ft 1, BTWN ENDS = ft ) POINT LOADS: (k) X-X : 6.55 13 ft Y -Y - ft UNIFORM: (k /ft) X -X - ft 4 Y -Y = ft SUMMARY USE : TS8X8X3/8, Max Stress Ratio : 0.59 Load Comb...)) Dead Live D +L DL +ST Formula 1.6 - la - 0.182 0.182 OK Formula 1.6 - lb : 0.099 0,099 OK Formula 1.6 - 2 = 0.594 OK Actual & Allowable Stresses... ' Fa : Allowable L 14.96 14.96 14.96 19.95 ksi fa : Actual - 2.73 2.73 2.73 ksi Fb :xx : Allow [1.6-1a] L 30.36 30.36 30.36 40.48 ksi ' [1.6-lb & 1,6-2] : 30.36 30.36 30.36 40.48 ksi fb:xx Actual - 18.51 ksi Fb :yy : Allow [1.6-1a] = 30.36 30.36 30.36 40.48 ksi ' [1.6-lb & 1,6-2] = 30.36 30.36 30.36 40.48 ksi fb :yy Actual - ksi Max X-X Axis Deflection : -1.196 in @ 12.67 ft from base Max Y -Y Axis Deflection : in 0 ft from base ( STEEL SECTION DATA DEPTH = 8.00 in I-xx - 106 in "4 WIDTH : 8.000 in S-xx = 26.5 in "3 FLANGE THICKNESS : 0.375 in R-xx = 3.090 in WEB THICKNESS = 0.375 in I-yy = 106 in "4 AREA : 11.10 in "2 S-yy = 26.50 In 6 3 WEIGHT : 37,69 I /ft R -yy : 3.090 in r -T : ®1111.1 - -- - -- SHUTLER JOB ! • 19. ®ll CONSULTING �/ ��' ENGINEERS, INC SHEET NO, Ld A14d ` 13' OF _ _ s 1300 -114th Ave SE, Suite 250 CALCULATED BY 5 • DATE, .. Z,• 4' Bellevue, WA 98004 (206) 450.4075 CHECKED BY DATE FAX 450-4076 SCALE I ■ 0.4 __..U'F =- -... 01 ' _ -r,fi _.Ta - ._-_1.i.,D,l, .. ��✓_ — -_ - _ .I IIIiI---- _._ . 1 X U , i � f , . . F a U • • __,._U.__ ..3.. ,..�. C� , . ... 6• . P4 . , la.'.." — i e . • , s - I I • • C' l• .,-_. J f L',.. o. 2-:-,,....., :/. ;$)(/ /a) o / ; ... _- ........ • i i 2 a ,A,'eL.As. . _ ... ... .. ... .... ... ... .. ... .. .. . . , t , , • • • ®® - - - -= SHUTLER JOB -! 1111k111 . CONSULTING L,1 / p, MEP INN ENGINEERS, INC SHEET NO . ! OF CALCULATED BY •6 • DATE 4/•24).• 9 • 1300 -114th Ave SE, Suite 250 C Bellevue, WA 98004 CHECKED BY DATE (206)450 -4075 FAX 450 -4076 SCALE I W • W e&)2 • g: 4J6 : . , , . n. 9N (.._.. , . . eTw 0747 4o�a. 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MIM...• .0.1.0. ...MM. ■■•1.1,1•MMON M■MMIM ft , .... .... .• • . .. • ■ • • . i . I . • • • • • •'''... '. . • ' / ''''' . • . . • . ■ • . • ■ • . • •• . . • . . . • Y . • . . : • • • • . • . . , . . • . • . . ■ . • ■ . • .• , ■ • . • • . . ' . ' • ' , .. , . • . . . , • , , ■ „ . ■ . • „ ■ ■ . • , ■ MEW ' II® -- - - -. SHUTLER • JOB PR ax.u.) i9 y R. /91.. —U CONSULTING 111111,1111111111111 ENGINEERS, INC SHEET NO. G 0,06101/ G - R OF • 7300 -114th Ave SE, Suite 250 CALCULATED BY .TS DATE 4 .. 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' rn • . 5' ) 3 t ' j i • • • • ®-- ..._,- SHUTLER JOB-EP �. CONSULTING � C _ t . . �� ENGINEERS, INC SHEET NO. OF • CALCULATED BY 3 1300 -114th Ave SE, Suite 250 3 • DATE G " 9 $ (., . Bellevue, WA 98004 (206)450.4075 CHECKED BY DATE FAX 450 -4076 SCALE • l? /_i_r. >~IS__'C.�,F 00Ai __- a.._ -/ G.91G _ -/t M M jo rT _ "._ . __- ; ... -_ -_ • • . r ' t . J /�._ i i i �� - � � 5 ; .2i/462/Yd 7 . . 4.# • eC 8p , . . - : _ ,. - 35 C - - - ' - '• - 14 •-1 - .. -- 3 6 oE0( -7i.. ).'. . 3 9 , 1. • • , • t 1 . • • • i ; ; ' , , t . C , . i f i • SHUTLER CONSULTING ENGINEERS, INC. Title : 1300 - 114th Ave S.E. Scope : n 0-- IL Suite 250 Number: G. 19 Bellevue, Washington 98004 Misc : (206) 450-4075 Dsngr : Date:06-Apr-95 STEEL COLUMN DESIGN Page DESCRIPTION )) Column CC-1A • LG 2 4 eG 3 )) COLUMN DATA DESIGN DATA AISC SECTION ))ts7x7x1 /4 Fy = 46 ksi TOTAL COLUMN HT. = 26 ft LOAD DURATION FACTOR = 1.3333 -- COMBINE LL & ST ? N yin SUPPORT FIXITY - --)) 1 11 I =Pin /Pin, 2 =Fix /Fix, 3 =Pin /Fix SIDESWAY 1:Restrained, 0 :Free 4 =Fix /Pin, 5 =Fix /Free X-X AXIS - 1 (Bottom /Top) Y-Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X -X AXIS = 26 ft / X-X AXIS - 1 Y-Y AXIS - 26 ft Y -Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD = /14.11 kips ECC. for X -X MOMENTS = in ' LIVE LOAD - kips ' ' Y -Y ' - in ' SHORT TERM - kips Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP - k -ft BOTTOM = k-ft BTWN ENDS = ft Y -Y AXIS MOMENTS: TOP = k-ft BOTTOM = k-ft BTWN ENDS = ft POINT LOADS: (k) X-X = 3.22 13 ft 0 Y-Y - ft UNIFORM: (k /ft) X -X = ft Y-Y = ft SUMMARY USE : TS7X7X1 /4, Max Stress Ratio = 0.62 • Load Comb...)) Dead Live D +L DL+ST Formula 1.6 - la - 0.186 0.186 OK Formula 1.6 - lb - 0.078 0.078 OK Formula 1.6 - 2 - 0.623 OK Actual & Allowable Stresses.., Fa : Allowable - 11.50 11.50 11.50 15.33 ksi fa : Actual - 2.14 2.14 2.14 ksi Fb:xx : Allow (1.6-1a] = 27.60 27.60 27.60 36.80 ksi (1.6-lb & 1.6 -2] = 27.60 27.60 27.60 36.80 ksi fb :xx Actual - 17.79 ksi Fb :yy : Allow (1.6 -1a] = 27.60 27.60 27.60 36.80 ksi " ' [1.6-lb & 1.6 -2) = 27.60 27.60 27.60 36.80 ksi fb:yy Actual - ksI Max X-X Axis Deflection = -1.422 in 0 13.00 ft from base Max Y-Y Axis Deflection = in 0 ft from base STEEL SECTION DATA (:- DEPTH - 7.00 in I -xx = 49.400 in "4 . • WIDTH = 7.000 in S -xx = 14.114 in "3 FLANGE THICKNESS = 0.250 in R -xx = 2.738 in WEB THICKNESS = 0.250 in I -yy = 49.400 in "4 AREA - 6.59 in "2 S -yy = 14.11 in "3 WEIGHT = 22.38 0 /ft R -yy = 2.738 in r -T - SHUTLER CONSULTING ENGINEERS, INC. Title : 1300 - 114th Ave S.E. Scope : r P Suite 250 Number: Bellevue, Washington 98004 Misc : (206) 450 -4075 Dsngr : Date:06-Apr -95 STEEL COLUMN DESIGN Page DESCRIPTION )) Column CC-4A )) COLUMN DATA DESIGN DATA AISC SECTION ))ts8x8x1 /4 Fy = 46 ksi TOTAL COLUMN HT. L. 26 ft I LOAD DURATION FACTOR = 1.3333 COMBINE LL & ST ? N y/n SUPPORT FIXITY - - -)> 1 (( 1 =Pin /Pin, 2 =Fix /Fix, 3 :Pin /Fix SIDESWAY 1:Restrained, 0 :Free 4 =Fix /Pin, 5 :Fix /Free X -X AXIS - 1 (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS = 26 ft/ X -X AXIS - 1 Y -Y AXIS - 26 ft / Y -Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD = 23.33 kips ✓ ECC, for X-X MOMENTS = in ' LIVE LOAD - kips ' ' Y-Y ' - in ' SHORT TERM = kips ' Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP - k-ft BOTTOM = k-ft BTWN ENDS = ft Y-Y AXIS MOMENTS: TOP = k -ft BOTTOM : k -ft BTWN ENDS = ft POINT LOADS: (k) X -X - 4.68 I 13 ft / Y-Y - ft UNIFORM: (k /ft) X -X - ft Y-Y - ft SUMMARY USE : TS8XBX1 /4, Max Stress Ratio = 0.78 Load Comb...)) Dead Live D +L DL +ST Formula 1.6 - la - 0.211 0.211 0.781 OK Formula 1.6 - lb = 0.111 0.111 0.612 OK - ..✓z) Formula 1.6 - 2 - OK <<'� = 1 9 , '✓S 1 b ' I6,1? Actual & Allowable Stresses... Fa : Allowable - 14.55 14.55 14.55 19.40 ksi fa : Actual - 3.07 3.07 3.07 ksi Fb :xx : Allow [1.6 -1a) = 27.60 27.60 27.60 36.80 ksi ,% ' (1.6 -lb & 1.6-2] r. 27.60 27.60 27.60 36.80 ksi ./ fb :xx Actual - (i k i .44 Fb :yy : Allow (1.6 -1a] : 27.60 27.60 27.60 `36. si ' (1.6-lb & 1.6-2] = 27.60 27.60 27.60 36.80 ksi fb :yy Actual - ksi Max X -X Axis Deflection = -1.360 in 2 13.00 ft from base (� Max Y-Y Axis Deflection = in A ft from base \ STEEL SECTION DATA DEPTH - 8.00 in I -xx = 75.099 in "4 . WIDTH = 8.000 in S -xx = 18.774 in "3 FLANGE THICKNESS = 0.250 in R-xx = 3.146 in WEB THICKNESS = 0.250 in I -yy = 75.099 in "4 AREA - 7.59 in "2 S - YY L 18.77 in "3 WEIGHT = 25.77 t /ft R-yy = 3.146 in r -T SHUTLER CONSULTING E1GINEERS, INC. Title : 1300 - 114th Ave S.E. Scope : P0,0.0/4-4 Suite 250 Number: 3 5 Bellevue, Washington 98004 Misc : (206) 450-4075 Dsngr : Date:06-Apr-95 ( STEEL COLUMN DESIGN Page DESCRIPTION )) Column CC-5A )) COLUMN DATA DESIGN DATA AISC SECTION ))ts7x7xl /4 ' Fy - 46 ksi TOTAL COLUMN HT. - 25 ft . LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY )) 1 (( 1 =Pin /Pin, 2 =Fix /Fix, 3 =Pin /Fix SIDESWAY 1 :Restrained, O:Free 4 =FIX /Pin, 5 =Fix /Free X-X AXIS = 1 (Bottom /Top) Y-Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X -X AXIS - 25 ft ' X -X AXIS - 1 Y-Y AXIS - 25 ft Y-Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD = 5.47 kips ECC, for X -X MOMENTS = in ' LIVE LOAD = kips ' ' Y-Y ' : in ' SHORT TERM : kips Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP = 3.86 / k -ft BOTTOM = k -ft BTWN ENDS = ft Y -Y AXIS MOMENTS: TOP = 3,47/ k-ft BOTTOM = k -ft BUN ENDS = ft POINT LOADS: (k) X-X - ft Y-Y - ft UNIFORM: (k /ft) X -X - ft Y-Y - ft SUMMARY USE : TS7X7X1 /4, Max Stress Ratio = 0.67 Load Comb.,,)) Dead Live D +L DL +ST Formula 1.6 - la - 0.612 0.672 0.672 OK Formula 1.6 - lb - 0.421 0.421 0.421 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses... Fa : Allowable - 12.42 12.42 12.42 12.42 ksi fa : Actual - 5.38 5.38 5.38 ksi Fb :xx : Allow [1.6-1a] : 27.60 27.60 27.60 27,60 ksi ' (1.6 -lb & 1.6 -2] = 27,60 27.60 27.60 27.60 ksi fb:xx Actual - 3.28 3.28 3.28 ksi Fb :yy : Allow [1.6-1a] = 27.60 27.60 27.60 27.60 ksi [1.6 -lb & 1.6-2] = 27.60 27.60 27.60 27.60 ksi fb :yy Actual - 2.95 2.95 2.95 ksi Max X-X Axis Deflection = -0.187 in 0 14.50 ft from base Max Y -Y Axis Deflection = -0.168 in. 0 14.50 ft from base (:- STEEL SECTION DATA DEPTH = 7.00 in I -xx = 49.400 in "4 WIDTH = 7.000 in S -xx = 14.114 in "3 FLANGE THICKNESS = 0.250 in R-xx = 2.738 in WEB THICKNESS : 0.250 in I-yy = 49.400 in "4 AREA - 6.59 in "2 S-yy = 14.11 in "3 WEIGHT = 22.38 0/ft R -yy = 2.738 in r -T SHUTLER CONSULTING ENGINEERS, INC. Title : /7 Suite 250 p 1300 he S.E. Number: Bellevue, Washington 98004 Misc : (206) 450 -4075 Dsngr : Date:06-Apr-95 STEEL COLUMN DESIGN Page DESCRIPTION )) Column CC -6A ✓ )) COLUMN DATA DESIGN DATA AISC SECTION ))ts8x8x1 /4 Fy - 46 ksi TOTAL COLUMN HT. - 25 ft / LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY -- -)) 1 (( / 1 =Pin /Pin, 2 =Fix /Fix, 3: Pin /Fix. SIDESWAY 1 :Restrained, 0:Free 4 :Fix /Pin, 5 :Fix /Free X -X AXIS - 1 (Bottom /Top) Y-Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X -X AXIS - 25 ft / X -X AXIS - 1 Y -Y AXIS - 25 ft Y-Y AXIS L. 1 APPLIED LOADS AXIAL DEAD LOAD : 64.89 ECC. for X -X MOMENTS = in ' LIVE LOAD - kips ' ' Y-Y - in ' SHORT TERM - kips Dead Live Short SLoc ELoc X -X AXIS MOMENTS: TOP : 1,35 k -ft BOTTOM = k-ft BTWN ENDS : ft Y -Y AXIS MOMENTS: TOP = 3,47 / k -ft BOTTOM : k -ft BIM ENDS = ft POINT LOADS: (k) X -X - ft Y -Y - ft UNIFORM: (k /ft) X-X - ft Y -Y = ft SUMMARY USE : TS8X8X1 /4, Max Stress Ratio = 0.70 Load Comb,,.)) Dead Live D +L DL +ST Formula 1,6 - la - 0.699 0.699 0,699 OK Formula 1.6 - lb - 0.421 0.421 0.421 OK Formula 1.6 - 2 - OK Actual d Allowable Stresses... Fa : Allowable - 15,29 15.29 15,29 15.29 ksi fa : Actual - 8,55 8.55 8.55 ksi Fb :xx : Allow (1,6 -la] = 27,60 27.60 27.60 27.60 ksi ' ' (1.6 -lb & 1.6-2] = 27,60 27.60 27.60 27.60 ksi fb:xx Actual = 0.86 0,86 0.86 ksi Fb :yy : Allow (1,6-1a] = 27,60 27.60 27.60 27.60 ksi ' (1,6 -lb & 1.6-2) = 27,60 27.60 27,60 27.60 ksi fb :yy Actual - 2,22 2,22 2,22 ksi Max X-X Axis Deflection = -0,043 in 0 14,50 ft from base Max Y-Y Axis Deflection = -0.110 in 0 14.50 ft from base STEEL SECTION 'DATA DEPTH - 8.00 in I -xx : 75.099 in "4 WIDTH = 8,000 in S -xx = 18.774 in "3 FLANGE THICKNESS : 0.250 in R-xx = 3.146 in WEB THICKNESS = 0.250 in I -yy = 75,099 in "4 AREA - 7,59 1n "2 $-yy 18,77 in "3 WEIGHT : 25.77 1 /ft R -yy = 3,146 in r -T SHUTLER CONSULTING ENGINEERS, INC. Title : 1300 - 114th Ave S.E. Scope : F P G_Ic Suite 250 Number: Bellevue, Washington 98004 Misc : (206) 450-4075 Dsngr : Date :06 -Apr-95 STEEL COLUMN DESIGN Page • DESCRIPTION )) Column CC -7A / )) COLUMN DATA DESIGN DATA AISC SECTION ))ts8x8x3 /8 Fy - 46 ksi TOTAL COLUMN HT. = 25 ft / LOAD DURATION FACTOR : 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY ---)) 1 (( 1: Pin /Pin, 2 =Fix /Fix, 3 =Pin /Fix SIDESWAY 1 :Restrained, 0:Free 4 :Fix /Pin, 5 :Fix /Free X -X AXIS - 1 (Bottom /Top) Y-Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS - 25 ft ' X -X AXIS : 1 Y -Y AXIS - 25 ft / Y-Y AXIS - 1 AP�IED LOADS AXIAL DEAD LOAD : 88.93 kips ECC, for X-X MOMENTS : in ' LIVE LOAD : kips. ' ' Y -Y - in ' SHORT TERM = kips Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP : 19.22 / k-ft BOTTOM : k-ft BTWN ENDS : / ft Y-Y AXIS MOMENTS: TOP = 0.42 k-ft BOTTOM = k -ft BTWN ENDS = ft POINT LOADS: (k) X-X - ft Y-Y : ft UNIFORM: (k /ft) X-X - ft Y -Y - ft SUMMARY USE : TS8X8X3 /8, Max Stress Ratio = 0.89 Load Comb...)) Dead Live D+L DL +ST Formula 1.6 - la = 0.891 0.891 0.891 OK Formula 1.6 - lb - 0.583 0.583 0.583 OK Formula 1.6 - 2 : OK Actual 5 Allowable Stresses,.. Fa : Allowable = 14.96 14.96 14.96 14.96 ksi fa : Actual - 8.01 8.01 8.01 ksi Fb :xx : Allow [1.6-la) : 30.36 30.36 30.36 30.36 ksi ' (1.6 -lb & 1.6-2] : 30.36 30.36 30.36 30.36 ksi fb :xx Actual - 8.70 8.70 8.70 ksi Fb:yy : Allow (1.6-la) = 30.36 30.36 30.36 30.36 ksi ' (1.6-lb & 1.6 -21 = 30.36 30.36 30.36 30.36 ksi fb :yy Actual - 0.19 0.19 0.19 ksi Max X-X AxIs Deflection = -0.433 in 1 14.50 ft from base Max Y-Y Axis Deflection = -0.009 in @ 14.50 ft from base \ STEEL SECTION DATA DEPTH = 8.00 in I-xx - 106 in "4 WIDTH = 8.000 in S -xx = 26.5 in "3 FLANGE THICKNESS = 0.375 In R-Xx = 3.090 in WEB THICKNESS = 0.375 in I-yy - 106 in "4 AREA = 11,10 in "2 S-yy = 26.50 in "3 WEIGHT = 37.69 0/ft R-Yy = 3.090 in r -T SHUTLER CONSULTING ENGINEERS, INC. Title : 1300 - 114th Ave S.E. Scope : p I A'Jot' y G I7 Suite 250 Number: Bellevue, Washington 98004 Misc : 3 S (206) 450-4075 Dsngr : Date :06 - Apr -95 ( STEEL COLUMN DESIGN Page DESCRIPTION )) Column CC -8A )) COLUMN DATA DESIGN DATA AISC SECTION ))ts7x7x1 /4 / Fy : 46 ksi TOTAL COLUMN NT. = . 25 ft / LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N yin SUPPORT FIXITY -- -)) 1 (( 1: Pin /Pin, 2 :Fix /Fix, 3 :Pin /Fix SIDESWAY 1:Restrained, O:Free 4 :Fix /Pin, 5 :Fix /Free X -X AXIS - 1 (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X -X AXIS - 25 ft / X -X AXIS - 1 Y -Y AXIS : 25 ft ' Y -Y AXIS = 1 APPLIED LOADS AXIAL DEAD LOAD : 35,08 fps ECC, for X-X MOMENTS = in ' LIVE LOAD - kips ' ' Y-Y ' : in ' SHORT TERM - kips Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP : 4.39 ✓ k -ft BOTTOM = k-ft BTWN ENDS : ft Y-Y AXIS MOMENTS: TOP : 9.23 k -ft BOTTOM : k-ft -4_ BTWN ENDS : ft POINT LOADS: (k) X -X : ft Y -Y - ft UNIFORM: (k /ft) X-X. - ft Y-Y - ft SUMMARY USE : TS7X7X1 /4, Max Stress Ratio L 0.87 Load Comb...)) Dead Live D+L DL +ST Formula 1.6 - la = 0.869 0.869 0.869 OK Formula 1.6 - lb - 0.612 0.612 0.612 OK. Formula 1,6 - 2 - OK Actual & Allowable Stresses... Fa : Allowable - 12.42 12.42 12.42 12.42 ksi fa : Actual : 5.32 5.32 5.32 ksi Fb:xx : Allow (1.6-la) = 27.60 27,60 27.60 27.60 ksi ' (1.6-lb & 1.6-2) : 27,60 27.60 27.60 27.60 ksi fb:xx Actual : 3.73 3.73 3.73 ksi Fb:yy : Allow (1.6-1a) = 27.60 27.60 27.60 27.60 ksi ' (1.6 -lb & 1.6-2) = 27.60 27.60 27.60 .27,60 ksi fb:yy Actual - 7.85 ' 7.85 7.85 ksi Max X-X Axis Deflection = -0.212 in @ 14.50 ft from base Max Y-Y Axis Deflection = -0.446 in @ 14.50 ft from base �_. STEEL SECTION DATA DEPTH - 7,00 in I-xx = 49,400 in "4 WIDTH = 7.000 in 5 -xx = 14,114 in FLANGE THICKNESS : 0.250 in R -xx = 2.738 in WEB THICKNESS = 0.250 in I -yy : 49.400 in "4 AREA - 6.59 in "2 S -yy = 14.11 in "3 WEIGHT = 22.38 I /ft R -yy = 2.738 in r -T • ® ® SHUTLER JOB P. ®® • ' CONSULTING ��� �Y C _ /pj ®� ENGINEERS, INC SHEET NO . OF 1300 -114th Ave SE, Suite 250 CALCULATED BY S S • DATE 46 z e' • ss Bellevue, WA 98004 CHECKED BY DATE (206) 450 -4075 FAX 450-4076 SCALE r t i t A ,. I I* , . e r ;64 9 •, ,A., .• i . . . . • . 0 O ?a'. 5 p4 el, _ / t� s . Al = 2 c3' • 1 • " if . .I s (2 ) » 7 lam= X/ ,2, _ ; 1G- " . o i4iD�►�G. ....'lalz-1- ..(. only; ..e....42,0 _ _ .... - ... -,__. _. _ ... _...... _ _ _.. _.r. _ t P.? .6-1-. /2-) 6°Z3) G • . /0 a? 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U i J i i�� C (TYPICAL • 41111114111111 -- SHUTLER JOB 9 le PA' 04e lini®. • CONSULTING -L.g- O OM. INN ENGINEERS, INC SHEET NO. O F 1300 -114th Ave SE, Suite 250 CALCULATED BY g .^'� ` ' DATE J-8.9 Bellevue, WA 48004 CHECKED BY DATE (206) 450.4075 w FAX 4504076 SCALE i t 20 '-a" • • 63 . rd.0 4.._ F.4 ttliMit - - -� -' - - - -' - -- -- i - -- -. -_ —. -- , -- i -- - 4 s -- _.____ ii Sixy I I ;. 4 , .Slf ; ,� -SIB "' ' !SA • 1 I 1 -- -- ..... -------- .-.- _-.-.- Q • i I j C\ n , , • • ' 1 ! : . kjtrri-4, „ _ ..._. _ . ._. '_ -.1- ______:____L......____.__________' , .-- ..____ — w_.-- ...- .._._____;_k____;__.__.___ _— _-._�' I ,_ _._._ T..;_-.w.._.- ..r._.-_- ..- -_-_ -- ' --- _- _.- r_- -- _ -M_._. I 1 i _ I t I i • • i ; I' I I I , ! i 1 • i 1 I 1 o ''�'_ ._ j 1,' I I I •• �A ..J... - _-- - ---L_ ..,_ _. • • ( ,. . .� ,,,w.. _._.__ _ �._ j I B FORMLOK NORMAL WEIGHT CONCRETE (145 pcf) SLA TOTAL = (� , • " • . • • " " • . B I . , • " , •.- GALVANIZED OR PHOSPHATIZED /PAINTED DEPTH 11/2 t �/ $4 or Si WELDS ALLOWABLE SUPERIMPOSED LOADS (Lbs. /Sq. Ft.), DIAPHRAGM SHEAR VALUES (q) (Lbs. /L.F.) AND FLEXIBILITY FACTORS (F) NUMBER SPAN OF SPANS TOTAL SLAB DEPTH DECK GAGE & CONCRETE WT. psi & WT. psf F4 q7 6'43" 6'•6' 7'•0" 7'•6' 8' -0 8'•6' 9'41' 9 =G' 10'0' 10'•6' 11'•0' 1 • 232 --:-.199 . -473- '.151. 132 117 • 104 92., ;... 82 7 4; e -,;. 86 2 261 228 202 • 151 ,i .132 17..: 1 , 1 . .104 I. : .: 82 _ 7 4 ; `66 261 228 22 q 1 1825 1785 1755 1725 1700 1680 1660 164 : w 1 1610 160 . 1.9 F4 .45 .46 .47 .48 .48 .49 50 .50 .51 .51 .52 1 .7 2035 1980 1935 1895 1855 1825 1800 1775 1750 1730 1715 , 1 275 240 83• -Ana L441::.: - 124 :,x 110; • : :-•98 . : .., 88 .. ;'" 70 S•_,� � 71;. 2 275 240 212 189 170 ,•.124 _ 1:110 : :.'.9$ .. - ''.' 88: i( c; 79 •; c.a.s,71 3 275 240 212 189 170 �r 5 124:t410a: x..1.88. -1 ::5.181 a : u;:.79 s• 410.71 31/ 20 q4 1890 1845 1805 1775 1745 1715 1695 1670 1655 1635 .1620 3 F4 .40 .41 .42 .42 .43 44 .44 .45 45 .46 .46 2 .7 2145 2080 2020 1975 1930 1095 1860 1830 1805 1780 1760 a ' 1 298 261 230 205 184 x.137,..:::;.122.• ••• 108'' ' 97 = : 87, ' ;'‘,78 2 298 261 230 205 184 167 152 -•-108 ...-1..97 '... 87 v - 78 30.5 qq4 2045 1985 1930 1885 1845 1810 1780 1750 1725 17 + 1685 2 9 F4 .32 .33 .34 .35 .35 .36 .37 .37 .38 .38 .39 .7 2380 2295 2220 2155 2095 2050 2005 1965 1930 1895 1865 1 1 298 260 230 205 184 166 151 108 96 . 86 78 2 298 260 230 205 184 166 151 138 127 ' 88 • • -. 78 16 3 298 260 230 205 184 166 151 138 127 117 108 y4 2215 2140 2070 2015 1965 1920 1880 1845 1815 1785 1760 4 .26 .27 .28 .29 .30 .30 .31 .32 32 .33 .33 3.6 P qy7 2835 2525 2430 2350 2280 2215 2160 2110 2065 2025 1990 F7 .22 .23 .24 .2 . • . 7 1 .269 ... ..231_. 200 175 153 135 120 107 95 85 •. 76 2 300 266 200 175 153 135 120 107 95 85 78 C 22 3 300 266 200 .. 175 153 135 120 107 95 85 • 76 yy4 2065 2025 1995 1965 1940 1915 1900 1880 1865 1850 1835 1.9 F4 .40 .41 41 42 42 .43 43 .44 44 45 .45 7 2275 2220 2170 2130 2095 2065 2035 2015 1990 1970 1950 1 300 244 212 185 163 144 127 113 101 91 81 2 300 279 247 220 163 144 127 113 101 91 . 81 4" 20 3 300 - 279 247 220 163._ .. 144 .. 127 113 101 . 91 ..81 q4 2130 2085 2045 2010 1980 1955 1930 1910 1890 1875 1860 .35 .36 .37 37 38 .38 .39 .39 .40 .40 .40 2.3 4 7 2385 2315 2260 2215 2170 2135 2100 2070 2045 2020 1995 1 300 300 266 237 178 157. 140 125 112 100 90 2 300 300 266 237 213 193 140 125 112 100 90 36.6 18 q4 3 2285 2225 266 237 213 193 175 2125 2085 2050 2020 1990 1965 1965 1925 9 F .29 29 30 .31 .31 .32 .32 .33 33 .34 .34 2 7 2620 2530 2460 2395 2335 2285 2240 2205 2165 2135 2105 I • 1 300 300 265 236 212 192 138 123 110 99 89 2 300 300 265 236 212 192 174 159 110 99 89 16 3 300 300 265 236 212 192 174 159 146 135 89 qq4 2455 2375 2310 2255 2205 2160 2120 2085 2055 2025 2000 .24 .25 .25 .26 .26 27 .27 28 .28 .29 .29 3.5 F4 qq7 2870 2765 2670 2590 2520 2455 2400 2350 2305 2265 2230 P7 .20 .21 .22 .22 . 3 • 4 . 4 1 ._A00 - =.:265 .. 229 200 175 155 137 122 109 97 87 2 300 300 229 200 175 155 137 122 109 97 • 87 22 3 300 300 229 200 175 155 . 137 . 122 109 . 97 . 67 q4 2305 2265 2230 2205 2180 2155 2135 2120 2105 2090 2075 1 9 F4 .36 .36 .37 .37 38 38 .39 .39 .39 .39 .40 •7 2510 2460 2410 2370 2335 2305 2275 2250 2230 2210 2190 7 • 1 300 279. ..242 . 211 . 188 164 •146 129 116 ' 103 .93 2 300 300 282 211_. 188 164 146 129 116 103 •13 qq4 2370 2325 2285 2250 2220 2195 2170 21 0 2130 2115 2100 4'�z S' 2 F4 .32 .32 .33 .33 34 .34 .35 .35 .35 .36 .36 2'3 q7 2620 2555 2500 2450 2410 2370 2340 2310 2280 2260 2235 1 11 12 19 11 11 11 14 1 300 300 300 231 203 180 159 142 127 114 103 2 300 300 300 272 244 220 159 142 127 114 103 42.7 18 3 300 300 300 272 244 220 200 .142 . 127 114 103 qq4 2525 2460 2410 2365 2325 2290 2260 2230 2205 2180 2160 2 9 F4 .26 .26 .27 .28 .28 .28 .29 .29 .30 .30 .30 • q7 2860 2770 2695 2630 2575 2525 2480 2440 2405 2375 2345 1 300 300 300 270 242 177 .. •158 140 126 112 101 2 300 300 300 270 242 219 199 .. 140 126 . 112 101 16 3 300 300 300 270 242 219 199 182 167 1 .__101_.. qq4 2695 2615 2550 2495 2445 2400 2380 2325 2295 2265 2240 3.6 F4 .22 .22 .23 .23 .24 .24 .25 .25 .25 .26 .26 qy7 3110 3000 2910 2830 2760 2695 2640 2590 2545 2505 2470 F7 .19 .19 .20 .21 .21 .22 .22 .22 .23 .23 .24 Shoring required in shaded areas. 6 VERCO • 1 (. , PROPERTIES WEIGHT (LBS. /SO. FT.) I +S -S PHOSPHATIZED/ PROFILES DIMENSIONS TYPE GAGE GALVANIZED PAINTED (IN') (IN') (IN') 1 3 2 ½ f I- 6' 11/2' B FO RMLOK 20 2.3 2.2 .216 .235 .248 -4-4- 18 2.9 2.8 .302 .322 .335 3s• 1 16 3.5 3.4 .377 .411 .417 5. � 7' J L 12 ' .� 22 '1.8 • 1.7 .340 .283 .287 2,t I I I 21 2.0 1.9 .382 .321 .328 1- 36' W2 FORMLOK 20 2.1 2.0 .423 .361 370 19 2.4 2.3 .508 .442 .453 5 ' 18 2.7 2.5 .555 .510 .511 16 3.3 3.1 .694 .639 .639 F` f 2• d 22 1.9 1.8 .718 .418 .444 31_ 21 2.1 2.0 .837 .495 .531 W3 FORMLOK 20 2.3 2.2 .896 .534 .564 1---1 19 2.7 2.6 1.075 .674 683 • 18 2.9 2.7 1.203 .767 . .767 36' 41/2 16 3,5 3.3 1.509 .960 .960 r 5 " /,' 2%% 1 8' 1 iv' (... ---+ 22 2.2 2.1 .613 .361 .446 3. L N FORMLOK 20 2.6 2.5 .780 .466 .548 "� 18 3.5 3.4 1.146 .664 .737 L 24' 4t ,ti, .... -i 16 4.2 4.1 1.542 .851 .914 -` l`-'1 H 26 1.1 .070 .098 .099 i%• -.- 24 1.4 NOT .095 .130 .132 ._ I DEEP VERCOR P2 1.7 AVAILABLE .117 .167 .167 ' -! I 20 2,1 .135 .193 .193 L 36 ' ' - 'H' - 4+ I I UNCOATED %4. SHALLOW VERCOR 28 .8 .7 .0101 .031 .032 -4- 26 1.0 .9 • .0130 .039 .039 36' 1, Section properties have been computed in accordance with the Specification For The Design of Cold-Formed Steel Structural Members published by AISI. All section properties are expressed In units per foot of width. 2. Section properties and values shown apply to all available widths, 3. Material thickness is subject to AISI tolerances. See I.C,B.0. Report No. 2078 for decimal thickness of material. 4. Weights shown are approximations for design purposes. 5. All dimensions are nominal and are subject to manufacturing tolerances. VERCO 3 ® ® - - - -.- SHUTLER JO Pi9e2.11 w + »f Y Illik■ CONSULTING F 4 ACS-/ —� ENGINEERS, INC SHEET NO. OF 1300 -114th Ave SE, Suite 250 CALCULATED BY ..FS DATE .3" . 9( Bellevue, WA 98004 (206) 450.4075 CHECKED BY DATE FAX 450-4076 SCALE r • _r- i 40.0e' amain, , Cpoo ' -_ A700 _..l_IVFLari4__.__ Ac: Is: te .___._ -_ __._._ .: -- a otilG A 6 re.... .1. 04 . 4.4.Ps .. e.er.,o. .:_...__:...._._. . ! l Srer�L � <G,� ' . ? PsF : i_.4 0 .___._ . :STr =c� s _.. ._..__....._ a,P0!' - - 02 �) ;.--.-._ .; ---__.... ___3 4_.C o;)a,¢.E:?f_;_ D; 4, A° _.. off :.._._...._._....__.._. _ _:___..:/t2E'4►_!- _..___ -. ..... .__ V__:._._;_._._._.._ _... ._:..,_______.._._: , .0.4zotur4dLE,_Looa r .2 ,1AP_sl'... _ : _ L4eid. r ......_._..... 4t_. _ :/.14 , 5 /sg.4% ..._ ...... . :....... _ I r U ;<sr'_.. .G= 131" ° /'.... '92-0. at'. ..._.. _ _..._ . 7-4114lUe g. (I)&2) •10 _ - -: NI 1 ..0.&.1/...).(- /o 01%1)`. 4// '/... 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OF 1300 -114th Ave SE, Suite 250 CALCULATED BY N DATE 5 93 C.,. Bellevue, WA 98004 CHECKED BY GATE. (206) 450-4075 FAX 450 -4076 SCALE . i ! { i 1 ; i I ■ I 1 i ' ( ( t , s, ■ i i 1 ; ri ! I, l 1 1 •-! -- i , , , , . . L.._ , • ,.....,, L .4_ ....4 .,......... i . . i,ii, .t. 6,,, [../1074, r(.5i.3:, 50 i ,,,. i 4./.,•Id i , ' I /eti' I _�t N W1d.1e tOCp ' tits Co(p , a ; G� ' ,g U , ,�(0 - 6(pp . . 1 ' ti to �� - + i�'l�ol 4 00 v .ti I r 1. i � , . . . . (. • ,, ',, , : ■ . 1 . , . . • MI® - - -- -- - SHUTLER SOB g4,eacwl/ Pe.At rG 'la CONSULTING rcQ_ l** • 11111111 ® ENGINEERS, INC SHEET NO, OF 1300 — 114111 Ave SE, Suite 250 CALCULATED BY 'c ry . DATE. � -�'� Bellevue, WA 9$004 CHECKED BY . DATE (206)450.4075 FAX 450.4076 SCALE • et ' t .y , ! , , GO )C! / ,/ �b U - ! ,1)b,l(l/ W r . G - - `' - _ • • , 5 O C !,(9 /; o /0 , OU . A L(. p.15 . 1 t • 1 7. SHUTLER CONSULTING ENGINEERS, INC. Title : 1 eiwgy ANA 1300 - 114th Ave S.E. Scope : Suite 250 Number: t,/- 1$ Bellevue, Washington 98004 Misc : (206) 450-4075 Osngr : ,511e/I Date: 5- ,..1$ STEEL COLUMN DESIGN Page DESCRIPTION )) Cl at Elevator I) COLUMN DATA DESIGN DATA AISC SECTION ))TS5x5x3 /16 Fy = 46 ksi t#'W TOTAL COLUMN HT. = 14 ft LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n it'z° v d.b./ SUPPORT FIXITY )) 1 (( 1= Pin /Pin, 2 :Fix /Fix, 3 =Pin /Fix SIDESWAY 1 :Restrained, O:Free 4 :Fix /Pin, 5 :Fix /Free X -X AXIS = 1 (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X -X AXIS - 14 ft X -X AXIS - 1 Y -Y AXIS - 14 ft Y-Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD : 28.22 kips ECC. for X -X MOMENTS = in ' LIVE LOAD - kips ` ' Y-Y - in ' SHORT TERM - kips Dead Live Short SLoc ELoc . k. vAd X-X AXIS MOMENTS: TOP = 0.95 k -ft BOTTOM = k-f t , I _ �1 t- BTWN ENDS : ft /mot x �� �y ' ( /�, � -Y AXIS MOMENTS: TOP : 2.27 k -ft M.) ` 49,7V ( 4/747\ is ` .1.a BOTTOM = k-ft BTWN ENDS : ft POINT LOADS: (k) X-X - ft Y -Y. - ft UNIFORM: (k /ft) X -X - ft Y-Y = ft SUMMARY USE : TS5X5X3/16, Max Stress Ratio : 0.71 Load Comb...)) Dead Live UtL DL +ST Formula 1.6 - la - 0.708 0,708 0.708 OK. Formula 1.6 - lb - 0.528 0.528 0.528 OK Formula 1.6 - 2 - OK Actual b Allowable Stresses... Fa : Allowable = 17.01 17.01 17.01 17,01 ksi fa : Actual - 8,02 8.02 8.02 ksi Fb:xx : Allow (1.6-la) = 30.36 30.36 30.36 30.36 ksi ' (1.6-lb & 1.6-2) = 30.36 30.36 30.36 30.36 ksi fb:xx Actual = 2.13 2.13 2.13 ksi Fb:yy : Allow (1.6-1a) : 30.36 30.36 30.36 30.36 ksi ' ' (1.6-lb & 1.6-2) = 30.36 30,36 • 30.36 30.36 ksi fb:yy Actual = 5.08 5.08 5,08 ksi Max X -X Axis Deflection = -0.053 in @ 8.12 ft from base Max Y-Y Axis Deflection = -0.127 in @ 8.12 ft from base STEEL SECTION DATA DEPTH - 5.00 in I-xx = 13.399 in "4 WIDTH = 5.000 in S -xx _ 5.3599 in "3 FLANGE THICKNESS. = 0.188 in R -xx = 1,951 in WEB THICKNESS = 0.188. in I -yy _ 13.399 in "4 AREA = 3.52 in "2 S = 5,36 in "3 PFTr,NT 11 .45 Haft P -YY = ` 1.951 in SHUTLER CONSULTING ENGINEERS, INC. Title : Abele 4,07c, 1300 - 114th Ave S.E. Scope : Suite 250 Number: rc- 4 -I Bellevue, Washington 98004 Misc : (:-. (206) 450 -4075 Dsngr : .C/1 Date: g-„Ap -f‘ STEEL COLUMN DESIGN Page DESCRIPTION )) C2 )) COLUMN DATA DESIGN DATA AISC SECTION ))TS12x12x3/8 Fy - 46 ksi TOTAL COLUMN HT. - 14 ft LOAD DURATION FACTOR : 1 COMBINE LL & ST ? N y/n 'MA SUPPORT FIXITY - --)) 1 (( 1r 1: Pin /Pin, 2: fix /Fix, 3 :Pin /Fix SIDESWAY 1 :Restrained, O :Free 4 :Fix /Pin, 5: fix /Free X-X AXIS : 1 (Bottom /Top) Y-Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS - 14 ft X-X AXIS - 1 c,.f"4 Y -Y AXIS - 14 ft Y -Y AXIS - 1 dale ' �'u�l APPLIED LOADS - � 4 4, AXIAL DEAD LOAD : 124.83 kips ECC. for X -X MOMENTS : in LIVE LOAD - kips ' ' Y-Y - in Iki SHORT TERM - kips Dead Live Short SLoc ELoc X -X AXIS MOMENTS: TOP : 12.1 k -ft BOTTOM : k -ft RUN ENDS : ft - 4,)4//i5 3 K Y AXIS MOMENTS: TOP : 0.95 k-ft p- BOTTOM : k-ft BTWN ENDS : ft (010„i - J,W e 1 1 . 0)` j) POINT LOADS: (k) X-X _ ft � i k r Y-Y ft /c� �/o UNIFORM: (k /ft) X -X - ft ��� Y -Y SUMMA ft rL c J' $°i ( 8�1.)V IV) t 6 RY .� USE : TS12X12X3/8, Max Stress Ratio : 0.36 Load Comb,..)) Dead Live DtL DLtST Formula 1.6 - la : 0.355 0.355 0.355 OK Formula 1.6 - lb : 0.354 0.354 0.354 OK Formula 1.6 - 2 : OK Actual & Allowable Stresses... Fa : Allowable - 24.49 24.49 24.49 24,49 ksi. fa : Actual : 7.30 7,30 7.30 ksi . Fb :xx : Allow (1.6-1a) : 27.60 27.60 27.60 27,60 ksi ' ' (1.6 -lb & 1.6-2) = 27.60 27,60 27,60 27.60 ksi fb:xx Actual : 2,29 2.29 2.29 ksi Fb :yy : Allow (1.6 -1a) : 27.60 27.60 27.60 27.60 ksi ' (1.6-lb & 1.6-2) : 27.60 27,60 27,60 27.60 ksi fb:yy Actual - 0,18 0,18 0.18 ksi Max X -X Axis Deflection : -0.024 in 0 8.12 ft from base Max Y -Y Axis Deflection : -0.002 in 0 8.12 ft from base STEEL SECTION DATA DEPTH : 12.00 in I-xx - 380 in "4 WIDTH : 12.000 in S -xx : 63.333 in "3 FLANGE THICKNESS 0,375 in R-xx : 4.714 in WEB THICKNESS = 0.375 in I-yy : 380 in "4 AREA = 17.10 in "? S -yy = 63.33 in "3 WFTfHT - 5R.06 4 /fr R - vv, 4,714 in SHUTLER CONSULTING ENGINEERS, INC. Title : p4onewAy f4( k 1300 - 114th Ave S.E. Scope : S A Suite 250 Number: Bellevue, Washington 98004 Misc (206) 450 -4075 Dsngr : .jcl4 Date: 5-J.' STEEL COLUMN DESIGN Page DESCRIPTION )) C5 )) COLUMN DATA DESIGN DATA AISC SECTION ))TS5x5x3/16 FY = 46 ksi ,„),;.y TOTAL COLUMN HT. - 14 ft LOAD DURATION FACTOR : 1 COMBINE LL & ST ? N Yin ..)0. $,l 4. SUPPORT FIXITY - - -)) 1 (( 1: Pin /Pin, 2 :Fix /Fix, 3 :Pin /Fix SIDESWAY 1 :Restrained, O:Free 4 :Fix /Pin, 5 :Fix /Free X -X AXIS - 1 (Bottom /Top) Y-Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS - 14 ft X-X AXIS - Y -Y AXIS - 14 ft Y-Y AXIS : 1 APPLIED LOADS AXIAL DEAD LOAD : 23,63 kips ECC. for X-X MOMENTS : in =_- ' LIVE LOAD - kips • ' ' Y-Y ' - in ' SHORT TERM - kips Dead Live Short Sloe Etoc X -X AXIS MOMENTS: TOP = 6,95 k-ft �' J0 BOTTOM : k-ft BTWN ENDS : ft _ .�� �'� ( 'y r. k-ft ; -Y AXIS MOMENTS: TOP k-ft M BOTTOM : k-ft BTWN ENDS = ft POINT LOADS: (k) X-X - ft Y -Y - ft UNIFORM: (k /ft) X-X : ft Y -Y - ft SUMMARY USE : TS5X5X3 /16, Max Stress Ratio = 0.86 ✓ Load Comb...)) Dead Live D +L DL +ST Formula 1.6 - la = 0.856 0.856 0.856 OK Formula 1,6 - lb - 0.756 0.756 0.756 OK Formula 1.6 - 2 : OK Actual & Allowable Stresses... Fa : Allowable - 17.01 17.01 17.01 17.01 ksi fa : Actual - 6.71 6.71 6.71 ksi Fb :xx : Allow [1.6-1a] = 30.36 30.36 30.36 30.36 ksi ' (1.6-lb & 1.6 -2] : 30.36 30,36 30.36 30,36 ksi fb :xx Actual - 15.56 15.56 15.56 ksi Fb :yy : Allow [1.6 -1a) : 30.36 30.36 30.36 30.36 ksi ' [1.6-lb & 1.6-2) : 30.36 30.36 30,36 30,36 ksi fb :yy Actual - ksi Max X-X Axis Deflection : -0.389 in @ 8.12 ft from base Max Y -Y Axis Deflection : in @ ft from base STEEL SECTION DATA DEPTH - 5.00 in . I-xx : 13.399 in "4 WIDTH : 5.000 in S-xx : 5,3599 i0 "3 FLANGE THICKNESS : 0.188 in R -xx = 1.951 in WEB THICKNESS = 0.188 in I - YY : 13.399 in "4 AREA : 3,52•in "2 5 -yy = 5.36 in''3 IFTRHT = ?1.Q5 d /ft o -yv : 1.451 in SHUTLER CONSULTING ENGINEERS, INC. Title : g,¢,CetO4.1 1300 - 114th Ave S.E. Scope : Suite 250 Number: -ap Bellevue, Washington 98004 Misc : (206) 450-4075 Dsngr : 4e Date: 5 -yS . STEEL COLUMN DESIGN Page DESCRIPTION )) C7 )) COLUMN DATA DESIGN DATA AISC SECTION ))TS6x6x3/16 Fy = 46 ksi TOTAL COLUMN HT. = 14 ft LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n q4/ 0 SUPPORT FIXITY 1 (( - iy18 8 1 =Pin /Pin, 2:Fix/Fix, 3 =Pin /Fix SIDESWAY 1 :Restrained, O :Free 4:Fix /Pin, 5 =Fix /Free X -X AXIS 1 (Bottom /Top) Y -Y AXIS = 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X - AXIS - 14 ft X-X AXIS - 1 Y -Y AXIS - 14 ft Y -Y AXIS - .1 APPLIED LOADS AXIAL DEAD LOAD = 30.15 kips ECC. for X-X MOMENTS = in _-_, ' LIVE LOAD = kips ' ' Y-Y - in ' SHORT TERM - kips Dead Live Short Sloe ELoc 5° ,-_ S X - AXIS MOMENTS: TOP = 7.43 k-ft BOTTOM = k-ft e 1 44.1( et'"4.71 1.S/ BTWN ENDS = ft -Y AXIS MOMENTS: TOP = 2.94 k-ft /G(hh _ (14 /4) c �. 14/ BOTTOM = k-ft d - 0 8? BTWN ENDS = ft POINT LOADS: (k) X-X - ft Y -Y - ft UNIFORM: (k /ft) X-X - ft Y - - ft SUMMARY USE : T56X6X3/16, Max Stress Ratio = 0.82 Load Comb...)) Dead Live DtL DL +ST Formula 1.6 - la = 0.809 0..809 0.809 OK Formula 1.6 - lb - 0.824 0.824 0.824 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses... Fa : Allowable - 19.56 19.56 19.56 19.56 ksi fa : Actual - 7.06 7,06 7.06 ksi Fb :xx : Allow (1.6-1a) : 27,60 27.60 27.60 27.60 ksi (1.6 -lb & 1.6-2) : 27.60 27.60 27.60 27.60 ksi fb :xx Actual - 11.24 11.24 11.24 ksi Fb :yy : Allow (1.6-1a) = 27.60 27.60 27.60 27.60 ksi ' (1.6-lb & 1.6 -2) = 27.60 27.60 27.60 27.60 ksi fb :yy Actual = 4.45 4,45 4.45 ksi Max X -X Axis Deflection = -0.234 in @ 8.12 ft from base i f Max Y-Y Axis Deflection = -0.093 in @ 8.12 ft from base STEEL SECTION DATA DEPTH - 6.00 in I-xx = 23.799 in "4 WIDTH = 6.000 in 5 -xx = 7.9333 in "3 FLANGE THICKNESS = 0.188 in R -xx = 2.361 in WEB THICKNESS : 0.188 in I -yy = 23.799 in "4 AREA : 4.27 in "2 5 -yy = 7.93 in "3 1;ic�rwT = 14 cn x'ft R ■vv = 2,361 in . , • • . . . • . . . • • . . . . . . . . . . • . . • . • • . • . . . • • . • • • • : . . • • , . • . . . . • . . . . • • • . . . . . • • . • - . . . . . . • . . . • • . . . • , . • . . . . . . . • • . . . • . . . • . . . . • . . . . . . . . , • . . . . . . .. ... .. .... .. • . • . . . . . . . . .. • 41111101111 _•••••_••• SHUTLER JOB Aekg), g.,4c.t. ----U • • CONSULTING (..e - , , $ ,;• =FM. ' ' --.-- ENGINEERS, INC SHEET NO. • OF CALCULATED BY— 0.6ki DATE .1 * q4 1300-114th Ave SE, Suite 250 c Bellevue, WA 98004 (206) 450-4075 CHECKED BY DATE FAX 450•4076 SCALE . . . , i • . . . . i i. i i 1 I i i 1 • , , _j_ : e; l' li e_ , O' ' l '• ' i ,.. 1 , I { ____ , , , ._ ... , - , I I I 1 i I ,... ..........---...1.-....-.......-....---...........-- ...-..- ...-..--...-...±............-..-.......,:......--.- ; ....e ' • I • 1 -..---,.........--.1.----,:-....-......i..............i. -........1.--.......,.., ...--..-:-. .......-....-• -..., -.....-.......-;---4.......-...-.1......--...-; -.....-.......■ .....-...-. 'II: 7 • ' it : : 1 i ! i i i ! 1 , • . , ---!-- —..- —7--- i t or....5")-1 / , ..: /- • itt- = : 'c) ' 'til : 7 4 71" -- 1 - 4 - 1, , 6 !. w /j3 . , !6 5 1 ,,-? • zy • , , • , • , : , , • , , i 1 .---- - -- "T —!" 7 - . ! '. 4- • .: • .... i i . , . . . • : ..- . . . 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' . , . , . . . i • i • . 1 . I ..-; , . , . 1 '.. , , . • I j ' ; I : . • 1 . I • 1 f . . i ■ . , . • . .• . .. ... ... . , . . . . : . . . . . . . . . . . . . . . . .. . . . . . . . .. . . . .. . . • • . . . . . . . Ii . . • ME al111 ... . SHUTLER JOS ?t,t11.4.1,V Riga' lialil'. . - . CONSULTING ppm - c...1 i • IMF Mill • - --• - - - ENGINEERS, INC SHEET NO. OF CALCULATED BY " 0". 65 DATE a -/ 40 - /..c • . 1300-114th Ave SE, Suite 250 ( Bellevue, WA 98004 (206) 450-4075 CHECKED BY DATE SCALE_ i Vo to FAX 450-4076 0 • . • . . : , • . . , . ; . . . 1 • . . . . . . . , . , . ; ri ., ! 1):. • ! 0 ! ; ; -- ---t 11 ' 1 . . .- 1 ; ' ' : v • 7. , ' • 1 • i • . . 1 ; i 1 I ; ' , 0 ! . .36.: 3. I° ' , 3611f) , 1€ 4 4 ■ 04 f ti 1 1 I 1 1 It 1 1 I 1 1 . I • I I 1 . I I I . I 1 I . ' 1 ,..._,...._.,......... , • ......- ...f. -__.___-_;______ • I , • • ; ! . ■ , I I, 1 I . . ! • I , • -;: ' j ^ • ' I 1 I ; I • ■ 1 ; . 1 ... , i ..■ ....... • i ; • ...: ' .....-. .---- • a • - • --------- —• - . 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( /,a_•): 53.z�g 7 4/ .. , ._. :._._ • N r - 2 s� - I ' `d " r . y , i r — !s : L T 1; A l'A, : . . • r P ` t . a dQ . 6 76 ' ' . s /, r w i ....M /Q! c. .,_..: - _..�o.e s,.' Hr ..02,... • CA - I ...c.. c) ` x 4 A 0 . 14 ,. rSe° • x 34 c. 0. 4 �,, s3` 4.c..) 0 .yta Ts1`,(;`x • CA - 7 3 o, d'G a g, 0 C -/z 3 1,63 - A.1.0 • • 4/3 .S 2 • :.o ?,! , 6 . s . _ V�! . . r'SG+«x 1 • d � G�G'xa Gv =6 `7, �° K. .l �,�3w 1 6x�Y'V' ® SHUTLER JOB Pala k w 1 y 7L1 c lib. _ • CONSULTING — ® ENGINEERS, INC SHEET NO. Got-" OF 1 300 -114th Ave SE, Suite 250 CALCULATED BY - DATE 3 -VZ.' iS ( . . Bellevue, Bell WA 98004 CHECKED BY DATE • (206) 450 -4075 FAX 450.4076 SCALE t -�+_ /�!'�_.�J -.•- �I_Cwy_.�!, .. . .. _�._,_L- ..I.� , I A._.V -� � � : ::fr __. i ' 1 1 • r 1� ; r b �7 7s ,,N i _ a g3 s,{ 1 � I , , I LO i9 M I r , � 3 53)43 ) f 3 a _,,._ . : _ / I 1. ` --)k-i-714-' I I , 1, � f 1 i e a I • _ _._..., -w _» a .._ »....._ ... ... .•.. _ ... ...__.r.. I i t e 1 (.._ ; . : r 1 i : , , I , I 1 1 a { I 1 , i I I a j ....._ ...... f _.... ._ .._.. _. ... .. -_..I. _.. ...:. .. .... r._ _. , ...... ... ..... 1, _.. .. _. _.,. ,. ....r.... .... _ ... .,. n ... ..... _ , t { 1 ( 1 1 I . 1 SHUTLER CONSULTING ENGINEERS, INC. Title : p 1300 - 114th Ave S.E. Scope : ' Suite 250 Number: G D 4 • S Bellevue, Washington 98004 Misc : (206) 450 -4075 Dsngr : Date:04-Apr -95 STEEL COLUMN DESIGN Page DESCRIPTION )) Perimeter columns, building A )) COLUMN DATA DESIGN DATA AISC SECTION ))ts6x6x3/16 Fy = 46 ksi TOTAL COLUMN HT. - 24 ft LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY ---)) 1 (( 1 =Pin /Pin, 2 =Fix /Fix, 3 =Pin /Fix SIDESWAY 1:Restrained, 0:Free ?: ,2 2 e 4 =Fix /Pin, 5 =Fix /Free X -X AXIS - 1 (Bottom /Top) Y-Y AXIS = 1 z S � 1 , 3 o 3 7 UHBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: )4 ,4 % o 1 /1 X -X AXIS = 24 ft X -X AXIS - 1 Y -Y AXIS - 24 ft Y-Y AXIS = 1 APPLIED LOADS AXIAL DEAD LOAD = 24.25 kips ECC. for X -X MOMENTS = to ' LIVE LOAD - kips ' ' Y -Y in ' SHORT TERM = kips • Dead Live S SLoc ELoc X -X AXIS MOMENTS: TOP = .03 k-ft BOTTOM = k -ft BTWN ENDS = ft Y-Y AXIS MOMENTS: TOP - k -ft BOTTOM = k -ft BTWN ENDS = ft POINT LOADS: (k) X -X = ft Y -Y - ft UNIFORM: (k /ft) X-X - ft Y-Y - ft SUMMARY USE : TS6X6X3 /16, Max Stress Ratio = 0.80 Load Comb...)) Dead Live D +L DL +ST Formula 1.6 - la = 0.795 0.795 0.795 OK Formula 1.6 - lb : 0.372 0.372 0.372 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses... Fa : Allowable - 10,03 10.03 10.03 10.03 ksi fa : Actual - 5.68 5.68 5.68 ksi Fb:xx : Allow [1.6 -1a) = 27.60 27.60 27.60 27.60 ksi ' [1.6-lb & 1.6-2] = 27.60 27.60 27.60 27.60 ksi fb:xx Actual - 4.58 4.58 4.58 ksi Fb:yy : Allow [1.6 -1a] = 27.60 27.60 27.60 27.60 ksi ' [1.6-lb & 1.6-2] = 27.60 27.60 27.60 27.60 ksi fb:yy Actual - ksi Max X-X Axis Deflection = -0.280 in 0 13.92 ft from base Max Y -Y Axis Deflection = in 0 ft from base (:' STEEL SECTION DATA DEPTH - 6.00 in I-xx = 23.799 in "4 WIDTH = 6.000 in S-xx = 7.9333 in "3 FLANGE THICKNESS = 0.188 in R-xx = 2.361 in WEB THICKNESS = 0.188 in I-y; = 23.799 in "4 AREA = 4.27 in "2 S-yy = 7.93 In"3 WEIGHT = 14.50 0 /ft R = 2.361 in r - - '. SHUTLER CONSULTING ENGINEERS, INC. Title : ` A�� 1300 - 114th Ave S.E. Scope : f Aeie-W sY Suite 250 Number: " Bellevue, Washington 98004 Misc : 47'6. (206) 450 -4075 Dsngr : Date :12- Mar-95 ( STEEL COLUMN DESIGN Page DESCRIPTION )) Column CB -5 >) COLUMN DATA DESIGN DATA AISC SECTION ))ts6x6x1 /4 Fy - 46 ksi TOTAL COLUMN HT. = 24.8 ft / LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N yin SUPPORT FIXITY ---)) 1 (( 1: Pin /Pin, 2 =Fix /Fix, 3: Pin /Fix SIDESWAY 1 :Restrained, 0 :Free 4 :Fix /Pin, 5 =Fix /Free X-X AXIS - 1 (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS = 24.8 ft / X-X AXIS - 1 Y-Y AXIS = 24.8 ft Y-Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD = 27.5 kips ' ECC. for X-X MOMENTS = in ' LIVE LOAD - kips ' ' Y-Y ' - in ' SHORT TERN - kips Dead Live Short Sloe Roc X-X AXIS MOMENTS: TOP = 3.44 k -ft BOTTOM L. k-ft BTWN ENDS = ft Y-Y AXIS MOMENTS: TOP L. k-ft BOTTOM = k-ft BTWN ENDS = ft POINT LOADS: (k) X-X = ft Y -Y - ft UNIFORM: (k /ft) X-X. = ft Y-Y - ft SUMMARY USE : TS6X6X1 /4, Max Stress Ratio = 0.73 Load Comb...)) Dead Live D +L DL +ST Formula 1.6 - la - 0.731 0.731 0.731 OK Formula 1.6 - lb - 0.326 0.326 0.326 OK. Formula 1.6 - 2 - OK Actual 6 Allowable Stresses... Fa : Allowable : 9,14 9.14 9.14 9.14 ksi fa : Actual - 4.92 4.92 4.92 ksi Fb :xx : Allow [1.6-1a] = 27.60 27.60 27,60 27,60 ksi ' [1.6-lb & 1.6-2] : 27.60 27.60 27.60 27.60 ksi fb :xx Actual - 4.09 4.09 4.09 ksi Fb :yy : Allow [1.6 -1a] = 27.60 27.60 27.60 27.60 ksi ' ' [1.6-lb & 1.6-2] = 27,60 27.60 27.60 27.60 ksi fb:yy Actual - ksi Max X-X Axis Deflection = -0.267 in / 14,38 ft from base Max Y -Y Axis Deflection = in a ft from base STEEL SECTION DATA DEPTH = 6.00 in I-xx = 30.299 in "4 WIDTH = 6.000 in S-xx. L. 10.099 in "3 FLANGE THICKNESS = 0.250 in R -xx : 2.328 in WEB THICKNESS = 0.250 in I-yy = 30.299 in "4 AREA - 5.59 in "2 S-yy = 10.10 in "3 WEIGHT = 18.98 0 /ft R-yy = 2,328 in r -T • SHUTLER CONSULTING ENGINEERS, INC. Title : 1 1300 - 114th Ave S.E. Scope : Suite 250 Number: Bellevue, Washington 98004 Misc : S"5 (206) 450-4015 Dsngr : Date:12-Mar-95 ( STEEL COLUMN DESIGN Page DESCRIPTION )) Column CB-6 )) COLUMN DATA DESIGN DATA AISC SECTION ))ts6x6x3 /16 Fy = 46 ksi TOTAL COLUMN HT. - 21 ft / LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY - - -)> 1 (( 1 =Pin /Pin, 2 :Fix /Fix, 3: Pin /Fix SIDESWAY 1:Restrained, O :Free 4 =Fix /Pin, 5:Fix /Free X-X AXIS - 1 (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS - 21 ft X -X AXIS - 1 Y-Y AXIS - 21 ft Y -Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD = 27.5 kips ✓ ECC. for X-X MOMENTS : in ' LIVE LOAD - kips ' ' Y-Y ' - in ' SHORT TERN - kips Dead Live Short Sloe ELoc X-X AXIS MOMENTS: TOP : 3,44 ✓ k-ft BOTTOM : k -ft BTWN ENDS = ft Y-Y AXIS MOMENTS: TOP : k-ft BOTTOM = k -ft BTWN ENDS = ft POINT LOADS: (k) X -X : ft Y -Y = ft UNIFORM: (k /ft) X -X - ft Y -Y - ft SUMMARY USE : TS6X6X3/16, Max Stress Ratio = 0.72 Load Comb...)) Dead Live DtL DL +ST Formula 1.6 - la = 0.717 0.717 0.117 OK Formula 1.6 - lb - 0.422 0.422 0.422 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses... Fa : Allowable - 13.02 13.02 13.02 13.02 ksi fa : Actual - 6.44 6,44 6.44 ksi Fb:xx : Allow (1.6-1a] = 27.60 27.60 27.60 27.60 ksi ' ' (1.6-lb & 1.6-2] : 27.60 27.60 21.60 27.60 ksi fb :xx Actual - 5.20 5.20 5.20 ksi Fb :yy : Allow (1.6-1a] = 27.60 27.60 27,60 27.60 ksi ' (1.6-lb & 1.6 -2) = 27.60 27.60 27.60 27.60 ksi fb :yy Actual - ksi Max X-X Axis Deflection = -0.244 in a 12.18 ft from base Max Y -Y Axis Deflection = in I ft from base C ' STEEL SECTION DATA DEPTH = 6.00 in I -xx = 23.799 in "4 • WIDTH = 6.000 in S -xx = 7.9333 in "3 FLANGE THICKNESS = 0.188 in R -xx = 2.361 in WEB THICKNESS = 0.188 in I -yy = 23.799 in "4 AREA - 4.27 in "2 S - = 7.93 in "3 WEIGHT = 14.50 $ /ft R -yy = 2.361 in r -T SHUTLER CONSULTING ENGINEERS, INC. Title : ��� kw 41 Y 1300 - 114th Ave S.E. Scope : Suite 250 Number: Bellevue, Washington 98004 Misc (206) 450 -4075 Dsngr : Date:12- Mar-95 (., EL COLUMN DESIGN Page STEEL )) Column CD-5 1 )) COLUMN DATA DESIGN DATA AISC SECTION ))ts6x6x5/16 Fy = 46 ksi TOTAL COLUMN HT. = 24.8 ft ✓ LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY ---)) 1 (( 1 =Pin /Pin, 2 =Fix /Fix, 3 =Pin /Fix SIDESWAY 1 :Restrained, O :Free 4 =Fix /Pin, 5=Fix /Free X-X AXIS - 1 (Bottom /Top) Y-Y AXIS - 1 UNBRACED LENGTHS: / EFFECTIVE LENGTH FACTORS: X-X AXIS = 24,8 ft / X-X AXIS : 1 Y-Y AXIS = 24.8 ft Y -Y AXIS - I i r APPLIED LOADS AXIAL DEAD LOAD 35.49 kips ECC. for X-X MOMENTS = in ' LIVE LOAD - kips ' ' Y-Y ' - in ' SHORT TERM - kips Dead Live Short SLoc ELoc X -X AXIS MOMENTS: TOP = 4.440/ .44 k-ft • BOTTOM = k -ft BTWN ENDS = ft Y-Y AXIS MOMENTS: TOP - k-ft BOTTOM : k -ft BTWN ENDS = ft POINT LOADS: (k) X-X = ft Y -Y - ft UNIFORM: (k /ft) X-X - ft Y -Y - ft SUMMARY USE : TS6X6X5 /16, Max Stress Ratio = 0.81 Load Comb...)) Dead Live D+L DL+ST Formula 1.6 - la - 0.808 0.808 0.808 OK Formula 1.6 - lb = 0.347 0.347 0,347 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses,.. Fa : Allowable - 8.92 8.92 8.92 8.92 ksi fa : Actual - 5.17 5.17 5.17 ksi Fb :xx : Allow (1.6-1a] = 27.60 27.60 27.60 27.60 ksi ' ' [1.6-lb & 1.6-2] = 27.60 27.60 27.60 27.60 ksi fb :xx Actual - 4.40 4.40 4.40 ksi Fb :yy : Allow (1.6-1a] = 27.60 27.60 27.60 27.60 ksi ' [1.6-lb & 1.6-2] = 27.60 27.60 27.60 27.60 ksi fb :yy Actual - ksi Max X -X Axis Deflection = -0.288 in ® 14.38 ft from base Max Y -Y Axis Deflection = in ! ft from base (:- STEEL SECTION DATA DEPTH = 6.00 in I-xx = 36.299 in "4 WIDTH = 6.000 in S -xx = 12.099 in "3 ' FLANGE THICKNESS = 0.313 in R -xx = 2.300 in WEB THICKNESS = 0.313 in I -yy = 36.299 in "4 AREA - 6.86 in "2 S -yy = 12.10 in "3 WEIGHT = 23.29 i /ft R -yy = 2.300 in r-T SHUTLER CONSULTING ENGINEERS, INC. Title : 1300 - 114th Ave S.E. Scope : 9/t /4444 y r t ttl.d Suite 250 Number: GO L ' 7 Bellevue, Washington 98004 Misc (206) 450-4075 Dsngr : Date:12-Mar-95 �} STEEL COLUMN DESIGN Page DESCRIPTION )) Column CD-6 )) COLUMN DATA DESIGN DATA AISC SECTION ))ts5x5x3 /16 ' Fy = 46 ksi TOTAL COLUMN NT. - 21 ft ( LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY - - -)) 1 (( 1 =Pin /Pin, 2 =Fix /Fix, 3 =Pin /Fix SIDESWAY 1:Restrained, O:Free 4 =Fix /Pin, 5=Fix/Free X-X AXIS = 1 (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: ✓ EFFECTIVE LENGTH FACTORS: X-X AXIS = 21 ft ./ X -X AXIS - 1 Y -Y AXIS = 21 ft Y -Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD = 17.75 kips ECC. for X-X MOMENTS = in ' LIVE LOAD - kips ' ' Y -Y ' = in ' SHORT TERM = kips Dead Live Short Sloc ELoc X -X AXIS MOMENTS: TOP = 2.23 J k -ft BOTTOM = k -ft BTWN ENDS = ft Y-Y AXIS MOMENTS: TOP = k-ft BOTTOM = k -ft BTWN ENDS = ft POINT LOADS: (k) X-X - ft Y-Y - ft UNIFORM: (k /ft) X-X - ft Y -Y - ft SUMMARY USE : TS5X5X3 /16, Max Stress Ratio = 0.81 Load Comb...)) Dead Live D +L DL +ST Formula 1.6 - la - 0.812 0.812 0.812 OK Formula 1.6 - lb = 0.364 0,364 0.364 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses,.. Fa : Allowable - 8.95 8.95 8.95 8.95 ksi fa : Actual - 5.04 5.04 5.04 ksi Fb:xx : Allow (1.6-1a) = 27.60 27.60 27.60 27.60 ksi ' (1.6-lb & 1.6 -2] = 27.60 27.60 27.60 27.60 ksi fb :xx Actual - 4,99 4.99 4.99 ksi Fb:yy : Allow (1.6-1a] = 27.60 27.60 27.60 27.60 ksi ' (1.6-lb & 1.6-2) = 27.60 27.60 27.60 27.60 ksi fb:yy Actual - ksi Max X-X Axis Deflection = -0.281 in 6 12.18 ft from base Max Y -Y Axis Deflection = in A ft from base STEEL SECTION DATA (` . DEPTH - 5,00 in I -xx = 13.399 in "4 WIDTH = 5.000 in S-xx = 5.3599 in 4 3 FLANGE THICKNESS = 0.188 in R-xx = 1.951 in WEB THICKNESS = 0.188 in I-yy = 13.399 in "4 AREA - 3.52 in "2 S -yy = 5.36 in "3 WEIGHT = 11,95 4 /ft R -yy = 1.951 in r -T ' • . . • • . . • . . . . . • , „ . . . • ! ' . . . . • . . . . .. . .. . • .. . . : . • . . . • . , • • • . • • . . . . . . . . . ' • • , .. . . . • . . . . . , . , . . . . . , • . . , . , . . . . - , . - . • • ' . . , . • . , . . • • . . . . . . . • ' ' . . • : . . , . . . • • ' • . . . . „ • . . . . . - . , • . , . " . . • • •._ , . .. ..,... _. ....., „_ ..„. „ . . .. ........ .. ...,.....,........ . , /111111111/1111111 ...,..,. ..: SHUTLER JOB FP. 111111111 .. CONSULTING NIIIV‘illIll '• . ENGINEERS, INC SHEET NO.--Cee 7 f 7 OF CALCULATED BY ...T • DATE • . - . 1300-114th Ave SE, Suite 250 ( Bellevue, WA 98004 • CHECKED BY DATE (206) 450.4075 FAX 450-4076 SCALE , • , • 1 i 1 • f f 1 I I , 1 , ..--.-4----.,.-----1.-----1-- ...----. ........-' ---..!--_,L L • 1, 1 _ : ■ ' ----,—* , 1 J i 1 , 1 i i i 1 I 4.—Se_D.713-1---- ' --I— ' - ' ■ i I ---.-+.----f---i—.—.....--,----___--..........__.,...._ _,,____4 --.4---.---.,--------;— .._..1..-- 1 I ! ; i ,;-7, • . „ ; , ; 1 ; ; ; I ; ! , t, i _ : ; ! 1 o 0 / 7 ', ! t .....,,b : ; , " ; , 1 , r... ; 1 , ! I 1 7 ,14,1$4 ; # ...:„............t_..4...........4._______ .,_ H ... t_ __... .,_,.... gi ... ..... i ..... _.• ..i.1.7,41___..;_..........___...;.., , t 7 i I 1 1 I l• 7 ; 1 ,;t-; ; ; ; 1 , 4 1 1 11, . ; __.;_.... ; —..........,.........:......--..........;-_.1. , ; I ; , 1 . . , . , i ; ,..I , • k . 7) 2 f .4 '.. /0 5'7 e. r ' 1 ' • , ._, I : ; ; , ; ,,, . n1P; . , ; , ; , ; ; T ; ; ; 8- , ' , ; .7 , ; , .1;. ; , ; ...._ ., 11,1 , , ii, __it.vr:,...._(P4.,A c: . . , a L et, - II Jol • ) (I ...: : , ; : , i :. :, , ! , , ; : , : ! . • 1 •. . , , r • : Ail,' , ■ • : ' ■ 1 ■,.! t . ■ ; i ! ! ! i ...; ! 1 I I , . . , '.. i : ,, • . i . . , - . . . , . • ; . -, -, ': ! ; , , i j !, 1 ; i i t . I ' • • 1 1 / 1 . 1 i ■ '' ■ , i • I ,. i .. . . . I . , . ; - ■ • , '., ' : ' ; ! 1 1 . i ! ' ' .,- . 1 ' : ' • , , I • . . ) 1 • . ,. . . f . I , '. I i 1 •. - , i i • : , . i , . i `. • . . ' . . • , • . . ' •■••■•■•■•111.11■10. .■■••••••■•••■•• ..--- ' e. ' '. . • . . . " ' . ' . . . SHUTLER CONSULTING ENGINEERS, INC. Title : P 1300 - 114th Ave S.E. Scope : Suite 250 Number: Goy - 70 Bellevue, Washington 98004 Misc : S (206) 450-4075 Dsngr : Date :26 - May -95 STEEL COLUMN DESIGN Page DESCRIPTION )) Column CB -7 )) COLUMN DATA DESIGN DATA AISC SECTION ))ts8x8x1 /4 Fy - 46 ksi TOTAL COLUMN HT. : 24.5 ft LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY - - -)) 1 (( 1: Pin /Pin, 2 :Fix /Fix, 3 :Pin /Fix SIDESWAY 1 :Restrained, O :Free 4 :Fix /Pin, 5 =Fix /Free X -X AXIS : 1 (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS : 24,5 ft X-X AXIS - 1 Y -Y AXIS : 24.5 ft Y-Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD = 51,92 kips ECC, for X -X MOMENTS : in ' LIVE LOAD - kips ' ' Y-Y = in ' SHORT TERM - kips' Dead Live Short SLoc ELoc ' X -X AXIS MOMENTS: TOP : 11.32 k-ft BOTTOM : k -ft BTWN ENDS : ft Y-Y AXIS MOMENTS: TOP - k -ft BOTTOM : k -ft BTWN ENDS = ft POINT LOADS: (k) X -X : ft Y-Y - ft UNIFORM: (k /ft) X-X - ft Y -Y = ft SUMMARY USE : TSBX8X1 /4, Max Stress Ratio : 0.70 Load Comb...)) Dead Live D +L DL+ST Formula 1.6 - la - 0,699 0,699 0.699 OK Formula 1.6 - lb - 0.510 0.510 0.510 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses... Fa : Allowable - 15.65 15,65 15.65 15.65 ksi fa : Actual - 6.84 6,84 6.84 ksi Fb :xx : Allow (1.6 -1a) : 27.60 27,60 27,60 27.60 ksi ' (1.6 -lb & 1.6 -2) = 27.60 27.60 27.60 27.60 ksi fb:xx Actual = 7.24 7.24 7.24 ksi Fb :yy : Allow (1.6-1a) : 27.60 27.60 27.60 27.60 ksi ' (1.6 -lb & 1,6-2) : 27.60 27.60 27,60 27.60 ksi fb:yy Actual = ksi Max X-X Axis Deflection : -0.346 in 0 14.21 ft from base Max Y -Y Axis Deflection : in 0 ft from base STEEL SECTION DATA uEPTH : 8.00 in I-xx : 75.099 in "4 WIDTH : 8.000 in S-xx = 18.774 in "3 FLANGE THICKNESS = 0.250 in R -xx = 3.146 in WEB THICKNESS : 0.250 in I-yy : 75.099 in "4 AREA - 7.59 in "2 5-yy : 18,77 in "3 WEIGHT : 25,77 0 /ft R -yy = 3.146 in r-T SHUTLER CONSULTING ENGINEERS, INC. Title : P 1300 - 114th Ave S.E. Scope : Suite 250 Number: (IN -- 7G . Bellevue, Washington 98004 Misc (206) 450-4075 Dsngr : Date :26- May-95 STEEL COLUMN DESIGN Page DESCRIPTION )) Column C8-8 )) COLUMN DATA DESIGN DATA AISC SECTION ))ts8x8x5/16 Fy - 46 ksi TOTAL COLUMN HT. : 24.5 ft LOAD DURATION FACTOR : 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY ---)) 1 (( 1 :Pin /Pin, 2 :Fix /Fix, 3: Pin /Fix SIDESWAY 1:Restrained, 0:Free 4: Fix /Pin, 5 :Fix /Free X-X AXIS - 1 (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X -X AXIS L 24.5 ft X-X AXIS - 1 Y-Y AXIS : 24.5 ft Y-Y AXIS L. 1 APPLIED LOADS AXIAL DEAD LOAD : 72,24 kips ECC, for X-X MOMENTS : in ' LIVE LOAD - kips ' ' Y -Y ' - in ' SHORT TERM : kips Dead Live Short SLoc ELoc X -X AXIS MOMENTS: TOP : 23.6 k -ft BOTTOM : k-ft BTWN ENDS : ft Y-Y AXIS MOMENTS: TOP - k -ft BOTTOM : k -ft BTWN ENDS : ft POINT LOADS: (k) X-X - ft Y -Y - ft UNIFORM: (k /ft) X -X : ft Y -Y - ft SUMMARY USE : T58X8X5/16, Max Stress Ratio : 0.95 Load Comb,..)) Dead Live Oft DL +ST Formula 1.6 - la - 0.954 0.954 0.954 OK Formula 1.6 - lb - 0.690 0.690 0.690 OK Formula 1,6 - 2 - OK Actual & Allowable Stresses... Fa : Allowable : 15.49 15.49 15.49 15.49 ksi fa : Actual = 7.72 7.72 7,72 ksi Fb :xx : Allow (1.6-1a] : 30.36 30.36 30.36 30,36 ksi ' (1.6 -lb & 1.6 -2] : 30.36 30,36 30.36 30.36 ksi fb :xx Actual = 12.46 12.46 12.46 ksi Fb :yy : Allow [1.6-1a] : 30.36 30.36 30,36 30.36 ksi " [1.6-lb & 1.6-2] : 30.36 30.36 30,36 30,36 ksi fb:yy Actual - ksi Max X-X Axis Deflection = -0,596 in @ 14.21 ft from base Max Y -Y Axis Deflection : in @ ft from base STEEL SECTION DATA • DEPTH - 8.00 in I -xx : 90,900 in WIDTH : 8.000 in S-xx. = 22.725 in"3 FLANGE THICKNESS = 0.313 in R-xx : 3.116 in WEB THICKNESS : 0.313 in I-yy. : 90.900 in "4 AREA - 9,36 in "2 S -yy : 22.73 in"3 WEIGHT : 31.78 @ /ft R : 3,116 in r -T . , . , . . . . . . • . . . . . , . . . . . . . . . . , . . . . . . . , . . . . . . . . . . . , . . . • . . . . . . . . . . . . . . . . . . . . , . . . . . • . . . . . . . . . . . • , . . . . . . • . . . . . . , . . . . . . . . . . . . . . . . . . ; . . . . . . . . . . . . . . . . . . . , . . . . . . , . . . t • • . . . . . . . . . . . • .. . . . .. . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . • . . . . . . . . . , . . . . . . . . . . . .. . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . . .. .. . . . . . .. . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . : .. . . . . . . , . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . ' . . . . . . . . • • . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . .. ,.... ...................... • .. ...... .. . . . ..... .. . . ...... . . ... . ...... _ . . . . ..., 11111111/11111111 ,__ . ____ SHUTLER . JOB PA 414-0Jo y g.14c4 - 11/1■11111 CONSULTING Immirlom. - ' ENGINEERS, INC SHEET NO. ebz.,-s OF • CALCULATED BY ..-1 ' DATE 1300-114th Ave SE, Suite 250 c • Bellevue, WA 98004 CHECKED SY DATE (206) 450.4075 FAX 450.4076 SCALE . . , i I ■ I ___:...___., ) _4 0, 3 ifioz 1 , _ 0 o.. ___. 4_____ , 1 ___ 1 1 1 I --__...:-.--........._.-;-...-1_____1.--...4.- : . t I, a 1 ; 1 '4.1 114. 4 1 'i 4.1.:4 C): ..._1___Le. 1/ _........._ • ...,.- , 6,.....----,---„,------- .---7- . ! t ! i ■ ' I I 1 i i 1 ', : :j....._i___ '...%. .___;____ ______.iY.1.!/___.....1.____I ..._ 1.). ' _. .. ... 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I . 7 I 1 , I . —J.. . 14 ......1.. .. 1 /7 ...... ,, : O 4 /.../: ... 7'Y YA. ...i . i . . , OA : .1..... . , 1 ) I 1 ............,_..? 3 ....i.................3 .(.1.46 1- .. ; ; 1 ..... ...... ..... ... . . . ;. ..,. ....i.... .. ; ..,.. . . 'T ! I ; i I • i :. . ; 2b./..1 LJ... ..' AY 7 1 > 1 ; i ' . I ; t 68 . ; . ! t ! . /( : ,, a lo , _ J _„;__,..,.___,_____ _,, • : . ----- 1 --- , • , . , ,. , ; ' ! 4 -- , 1 ,. ; - • , •--4- •.• - - , - '1 , - 1' , , , i , A 1 ! 1 . i 1 1 . 1 1 - ..... : C - 4/ i 4 / (I : ' ,. f 2 m4v x - '..3 ... it i b s • ! , • 01 z V • // 1 Alt: 0 ' a - 1 7 ) •, 1 ;; s .- 1- p i i , 1 .!. . c. 1 , . I 4 0 4 . ..... ....... / ,... .:._ : e ' /1,f. . VO J 0 9 ,0 . Hr. Ai I ',. "- - ) ' - , : • ,, j : ' ' • 1 r I ', " ; I , 1 • ' . 4 - . •i' • i . 1 ■ i ; i . i ; 1 ' 1 f ; . ; i ; I , i i : i i I ' • f; . ; , . I t I ■ ; , ,, , 1 , , .i I . ; I , I, , 1 t ! . , ? I 1 ; ■ 1 I ! . i • 1 = - -1- -;- -;- I, I !. 1 ■ i ! i ! ! .1; ..: . • ... , ; , , . i 1 ; ; ., , . . , t ■ ' ; ; I , . ! ; i f • . . ; ; ; • (.._ .; -- ; 11 .; 4 ..,:. • 4'! ; , ; - -- ; . i 7, - 4- - -' . , . , .1 : .' • :' . i.. .. , . ',, • ,, i i . 1 . . ; t . 1: ., ' - • ; . i . . ..'., .: ,. 1 . , i. • . :. .. • i I . t t 1 ; . '• i . . • t 1 ,: , : , , , ■ : I.. i " f f . ! t I ' I ' • 1 i .; : ' ;.; : I ; , 1 i 1 t . ; i . i 1 1• i i 1 1 ) I , .. • ! . • 1 : . . • . . . . . . . . . .. . , . . . . . . . . . . . . . . . . • . . SHUTLER CONSULTING ENGINEERS, INC. Title : P9 Lic $ 1300 - 114th Ave S.E. Scope : Suite 250 Number: co - Bellevue, Washington 98004 Misc : (206) 450 -4075 Dsngr : Date:23- Mar-95 STEEL COLUMN DESIGN Page DESCRIPTION )) Column Bldg C, Marks C-4&C-15 )) COLUMN DATA DESIGN DATA AISC SECTION ) >TS6x6x1 /4 Fy - 46 ksi TOTAL COLUMN HT. - 25 ft LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY - - -)) 1 (( 1 =Pin /Pin, 2 =Fix /Fix, 3 =Pin /Fix SIDESWAY 1 :Restrained, O :Free 4 =Fix /Pin, 5 =Fix /Free X-X AXIS = 1 (Bottom /Top) Y-Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS - 25 ft X -X AXIS - 1 Y -Y AXIS - 25 ft Y-Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD = 32,9 kips ECC. for X-X MOMENTS = in ' LIVE LOAD = kips ' ' Y -Y - in ' SHORT TERM - kips • Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP = 4.11 k -ft BOTTOM = k -ft BTWH ENDS = ft Y-Y AXIS MOMENTS: TOP = k -ft BOTTOM = k -ft BTWN ENDS = ft POINT LOADS: (k) X -X : ft Y -Y - ft UNIFORM: (k /ft) X-X - ft Y-Y - ft SUMMARY USE : TS6X6X1 /4, Max Stress Ratio = 0.96 Load Comb.,,)) Dead Live DtL DLtST Formula 1.6 - la - 0.962 0,962 0.962 OK Formula 1.6 - lb - 0,390 0.390 0.390 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses... Fa : Allowable - 8.99 8,99 8.99 8.99 ksi fa : Actual - 5.89 5.89 5.89 ksi Fb:xx : Allow [1.6-1a] = 27,60 27.60 27.60 27.60 ksi ' [1.6-lb & 1.6-2] = 27.60 27.60 27.60 27.60 ksi fb:xx Actual - 4.88 4.88 4.88 ksi Fb :yy : Allow (1.6-1a] = 27.60 27.60 27.60 27.60 ksi ' [1.6 -lb & 1.6-2] = 27,60 27.60 27.60 27.60 ksi fb:yy Actual - ksi Max X-X Axis Deflection = -0.324 in 0 14.50 ft from base Max Y-Y Axis Deflection : in a ft from base STEEL SECTION DATA DEPTH = 6.00 in I -xx = 30.299 in "4 WIDTH = 6.000 in S -xx = 10.099 in "3 FLANGE THICKNESS = 0.250 in R-xx = 2.328 in WEB THICKNESS = 0.250 in I-yy = 30.299 in "4 • AREA - 5.59 in "2 5-yy = 10.10 in "3 WEIGHT = 18.98 0 /ft R-yy = 2.328 in r-T • • SHUTLER CONSULTING ENGINEERS, INC. Title : 01..../ 1300 - 114th Ave S.E. Scope : 4 Suite 250 Number: Bellevue, Washington 98004 Misc : - (206) 450-4075 Dsngr : Date :23 -Mar -95 (,- STEEL COLUMN DESIGN Page DESCRIPTION >) Column Bldg C, Marks C -5 )) COLUMN DATA DESIGN DATA AISC SECTION >>ts5x5x3/16 Fy = 46 ksi TOTAL COLUMN NT. - 21 ft LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY --- >) 1 (( 1 =Pin /Pin, 2 :Fix /Fix, 3: Pin /fix SIDESWAY 1 :Restrained, O :Free 4 :Fix /Pin, 5 =Fix /Free X-X AXIS - 1 (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X -X AXIS - 21 ft X -X AXIS - 1 Y -Y AXIS - 21 ft Y -Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD = 16.05 kips ECC, for X-X MOMENTS = in ' LIVE LOAD - kips ' ' Y -Y ' - In ' SHORT TERM - kips Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP = 2.01 k-ft BOTTOM = k -ft BTWN ENDS = ft Y -Y AXIS MOMENTS: TOP = k -ft BOTTOM = k-ft BTWN ENDS - ft POINT LOADS: (k) X-X - ft Y -Y : ft UNIFORM: (k /ft) X-X - ft Y-Y = ft SUMMARY USE : TS5X5X3/16, Max Stress Ratio = 0,71 Load Comb.., >> Dead Live D +L DL +ST Formula 1.6 - la L 0.709 0.709 0.709 OK Formula 1.6 - lb - 0.328 0.328 0,328 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses... Fa : Allowable = 8,95 8.95 8.95 8.95 ksi fa : Actual - 4.56 4.56 4.56 ksi Fb:xx : Allow [1.6-1a) : 27.60 27.60 27.60 27.60 ksi ' (1.6 -lb & 1.6-2] = 27.60 27.60 27.60 27.60 ksi fb :xx Actual = 4.50 4.50 4.50 ksi Fb :yy : Allow (1.6 -1a) = 27.60 27.60 27.60 27.60 ksI ' [1.6 -lb & 1.6 -2) = 27.60 27.60 27.60 27.60 ksi fb :yy Actual = ksi Max X-X Axis Deflection = -0.253 in @ 12.18 ft from base Max Y -Y Axis Deflection = in A ft from base STEEL SECTION DATA DEPTH - 5.00 In I -xx = 13,399 In "4 WIDTH = 5.000 in S -xx = 5.3599 in "3 FLANGE THICKNESS = 0.188 in R-xx = 1.951 in WEB THICKNESS = 0.188 in I-yy = 13.399 in "4 AREA - 3.52 in "2 S -yy = 5.36 In "3 WEIGHT = 11,95 1 /ft R-yy : 1.951 in r -T 4111111111111111111 NMI SHUTLER cos 9/i4044g vs Pi. oLs viiihM CONSULTING D� • ®� ENGINEERS, INC SHEET NO .P�, of • 1]00 -11 411 Ave 5E, Suite 250 CALCULATED BY --- ....f. OATE ••1' 4 a ' Be llevue, WA 98004 CHECKED BY DATE k, (206) 4504075 FAX 4504076 SCALE 1 4 a . 20 .0.4 ' el • 641 _ L O 4I I - I -- 1 I ! I , } s.. I L-111 . I I ! ( i ,v. ,, 1 • : i i j j j .I I ( 'i 1 i 1 ' � 1 I , . I 1 i 1I ? ( f T I. I 1� i I ? i ( I i t 1 I ! ' I I a1 1 1 ; 1 ! i 1 �� I + j }— . . 4— . ; 1 f 1 . w-..�— -g - i_------- :—:-- __f - -_- - =____._-- ..4.1 - - -' 1_— i __.-. - ' _ —_- --- — F �J•�t ._..._. 1 . 7./ ;e7____. O '...._ ____ '� __ -.— ..._ . -r ( _ _- - - ,��'°�._ •__- p6 _�' _ . r t"�- 1 1 i .. 4.r a G 12r. I ; �/4_. : 9 y' I / i!o 0 _� . . I F j 1i 6 ►y ` f $ 1 1 4 i 1 I i - _ ' i ' _ ' • : 37. ! i 1 ' / : I P, , j l I , ___ ... . .. . . _ ._ _ ;_. 4/,'49_1___e /Ail 2.. .E_____L. _:__ L_ _ ' f /1(?__ __L__.! A . _ _ .1 ■ ! . 4,7 ' . , .. pci go 1 1 ,`" , . • : A .1 /7'44i Fr ! e -J`_ , I 1 I: 1! I 11 ' i; I I 11.73G.-, : I 1 . r / . A A. r ' r. ■ i �i i IG ¢ , I I // • i I 924 1• r I 1 � , ... ; ! ( I 1. ----4-,...9 - - - -- • - -- - -_•._ 4x5- i S 1 i ._._ i I i __� -_. _.L_ _ 3 .. l -_ T � , --,- g2,. --7 • g _ (4 7 I I 19 , 9 i i �.�`'. i ' �I 7 �f - 1 I {/ I i r i 1 I .1 - , . li I. 1 • All1111111 .- - - - - -- SHUTLER . JOB Ti9 RIO 4 / Ph 04.15 • ■. CONSULTING C eL - � / - ENGINEERS, INC SHEET NO, et.. OF Q 1300 -114th Ave SE, Suite 250 CALCULATED BY .* DATE -3 2 3 - Bellevue, WA 98004 (206) 450.4075 CHECKED BY DATE FAX 450.4076 SCALE 5 �6 ' : oil -Or `o oe,& - Gai:, ;ir,oiJs. .G'L 34 .19. 93 '`. V. . r w .- :_C_ - '- ✓ !l. _:. _..... /00�'/ :..... ..... 63 !.4 6.. P: 5 6' 1 -... _... , . . -. . c ...- ,C.- .... . - so, 6 ' t O, 1(:/ 1) _ A9 -- ----' •-•"" . Odd-;• "_ - -. _- - -- - _.- G-7_..... - _- .an0.71 _ .c. - q . .:/e,8, 6 A : . /4 . ' • • ._....._. -. y C -,, _. l t - 01 , x ✓ . rtie C rN :.._.:./ / i , 13 ►�gaxs G -Z . C•i 1 �►4 5 rh d '` x+5 1. I / , 3/ P x 7 Y 4 /1 /J / //a. 93 .. ds .J � � .... ...w /.. 4.1w6 ocy r4,444o. Gr).?9 0...___ . : -- r ' y 14 7 .. _ L in: yrx P , 1 7, 6 s vi - l ; l 2,41 - . � 1, o2 s) dsc _.! ..._. _ ... -.... _ z • P� 4. ,. . o t s r. - ...... _-- . 1 4 Ts B r ex 14 tr1 d a' 14. - / L'. Q�lld14 4 r� g P e� 7-54 4 XiX /4 mi = ice ,u1 79Nc'n... LA►f PS .. . 8 f ■ -___._ p .v :.. jf,2.K :__....._ 40:9,1_1j-P115 y /� - . 3a , . - . 94 . :. _ /sa, . - G •ye' . _ s ' go, Gs w �78,631L SHUTLER CONSULTING ENGINEERS, INC, Title : 71.111.Kw ,ly ,G444, 1300 - 114th Ave S.E. Scope : Suite 250 Number: Cow /, Bellevue, Washington 98004 Misc : S (206) 450-4075 Dsngr : Date:23- Mar -95 (. STEEL COLUMN DESIGN Page DESCRIPTION )) Col, ! Herz, Mk C-1 & C -6 )) COLUMN DATA DESIGN DATA AISC SECTION ))ts5x5x3/16 Fy - 46 ksi TOTAL COLUMN NT. - 14 ft LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N yin SUPPORT FIXITY ---)) 1 (( 1= Pin /Pin, 2 :Fix /Fix, 3 =Pin /Fix SIDESWAY 1:Restrained, 0 :Free 4: FIx /Pin, 5 :Fix /Free X-X AXIS - 1 (Bottom /Top) Y -Y AXIS = 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS - 14 ft X -X AXIS - 1 Y -Y AXIS - 14 ft Y-Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD 36,19 kips ECC, for X-X MOMENTS = in ' LIVE LOAD - kips ' ' Y -Y ' : in ' SHORT TERM - kips Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP = 3,95 / /` k -ft • BOTTOM = k -ft BTWN ENDS = ft Y -Y AXIS MOMENTS: TOP - k-ft BOTTOM = C - BUN ENDS = k-ft POINT LOADS: (k) X-X - ft Y -Y - ft UNIFORM: (k /ft) X-X. = ft Y-Y - ft SUMMARY USE : TS5XSX3 /16, Max Stress Ratio = 0.96 Load Comb...)) Dead Live D.H. DL +ST Formula 1.6 - is = 0.961 0.961 0.961 OK Formula 1.6 - lb = 0.664 0.664 0.664 OK. Formula 1.6 - 2 - OK Actual & Allowable Stresses.., Fa : Allowable = 17.01 17.01 17.01 17.01 ksi fa : Actual - 10.28 10.28 10.28 ksi Fb:xx : Allow [1.6-1a] = 30.36 30.36 30.36 30.36 ksi ' ' (1.6-lb & 1.6-2] = 30.36 30.36 30.36 30.36 ksi fb:xx Actual - 8.84 8.84 8.84 ksi Fb:yy : Allow (1.6-1a] = 30.36 30.36 30.36 30.36 ksi ' [1,6-lb & 1.6 -2] = 30.36 30.36 30.36 30.36 ksi fb:yy Actual - ksi Max X -X Axis Deflection = -0.221 in a 8.12 ft from base (� Max Y-Y Axis Deflection = in 0 ft from base STEEL SECTION DATA DEPTH - 5.00 in I -xx = 13.399 In "4 WIDTH = 5.000 in S-xx = 5,3599 in "3 FLANGE THICKNESS = 0.188 in R-xx = 1.951 in WEB THICKNESS = 0.188 in 1-yy = 13.399 in "4 AREA - 3.52 in "2 S - = 5.36 in "3 WEIGHT = 11.95 I /ft R-yy = 1.951 in Y_T SHUTLER CONSULTING ENGINEERS, INC. Title :Parkway Place 1300 - 114th Ave S.E. Scope : Suite 250 Number: Co L - /3 Bellevue, Washington 98004 Nisc : (206) 450 -4075 Dsngr :J.J.S. Date :29 -Apr-95 (r STEEL COLUMN DESIGN Page DESCRIPTION )) Mezz Col. C -2 & C -14 v )) COLUMN DATA DESIGN DATA A[SC SECTION ))ts8x8x5 /16 ' Fy - 46 ksi TOTAL COLUMN HT. - 14 ft LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY -- -)) 1 fl 1= Pin /Pin, 2 =Fix /Fix, 3: Pin /Fix SIDESWAY 1 :Restrained, 0 :Free 4 :Fix /Pin, 5 =Fix /free X-X AXIS - (Bottom /Top) Y-Y AXIS : 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS - 14 ft X -X AXIS = 1 Y-Y AXIS - 14 ft Y -Y AXIS = 1 APPLIED LOADS AXIAL DEAD LOAD 2.93 kips ECC. for X -X MOMENTS = in ' LIVE LOAD - kips ' ' Y -Y ' : in ' SHORT TERM - kips Dead Live Short SLoc ELoc X -X AXIS MOMENTS: TOP = 17.45 ✓ k-ft BOTTOM : k -ft BTWN ENDS : ft Y-Y AXIS MOMENTS: TOP = 2.18 / k -ft BOTTOM = k -ft BUN ENDS : ft POINT LOADS: (k) X-X - ft Y-Y = ft UNIFORM: (k /ft) X-X = ft Y-Y = ft SUMMARY USE : TS8X8X5 /16, Max Stress Ratio = 0.98 'Load Comb...)) Dead Live D +L DL +ST Formula 1.6 - la : 0.981 0.981 0.981 OK Formula 1.6 - lb : 0.895 0.895 0.895 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses... Fa : Allowable = 22.16 22.16 22.16 22.16 ksi fa : Actual = 15.27 15.27 15.27 ksi Fb:xx : Allow (1.6-1a] = 30.36 30.36 30.36 30.36 ksi ' ' (1.6-lb & 1.6-2] = 30.36 30.36 30,36 30.36 ksi fb :xx Actual = 9.21 9.21 9.21 ksi • Fb :yy : Allow [1.6-1a] = 30.36 30.36 30.36 30.36 ksi ' (1.6 -lb & 1.6-2) = 30.36 30.36 30.36 30.36 ksi fb:yy Actual - 1.15 1.15 1.15 ksi Max X -X Axis Deflection = -0.144 in 0 8.12 ft from base Max Y-Y Axis Deflection = -0.018 in A 8.12 ft from base (:- STEEL SECTION DATA DEPTH - 8.00 in I -xx = 90.900 in "4 WIDTH = 8.000 in S -xx = 22.725 in "3 FLANGE THICKNESS = 0.313 in R -xx = 3.116 in WEB THICKNESS = 0.313 in I -yy = 90.900 in "4 AREA = 9,36 in "2 S -yy = 22,73 in "3 WEIGHT = 31.78 # /ft R-yy = 3.116 in r -T = SHUTLER CONSULTING ENGINEERS, INC. Title :Parkway Place 1300 - 114th Ave S.E. Scope : LUX.' I� Suite 250 Number: Bellevue, Washington 98004 Misc : (206) 450-4075 Dsngr :J,J.S. Date :29- Apr-95 (: STEEL COLUMN DESIGN Page DESCRIPTION )) Mezz Col. C -3 & C -10 )) COLUMN DATA DESIGN DATA AISC SECTION ))ts8x8x1 /4 Fy - 46 ksi TOTAL COLUMN HT. - 14 ft LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY ---)) 1 (( 1 =Pin /Pin, 2 =Fix /Fix, 3 :Pin /Fix SIDESWAY 1 :Restrained, O:Free 4 :Fix /Pin, 5 :Fix /Free X -X AXIS = 1 (Bottom /Top) Y -Y AXIS = 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS - 14 ft X -X AXIS - 1 Y -Y AXIS - 14 ft Y -Y AXIS - I APPLIED LOADS AXIAL DEAD LOAD : 99.59 kips ECC, for X-X MOMENTS : in ' LIVE LOAD - kips ' ' Y-Y ' = in ' SHORT TERM - kips Dead Live Short Sloe ELoc X-X AXIS MOMENTS: TOP : 10.55 . k-ft BOTTOM : k-ft BTWN ENDS = ft Y-Y AXIS MOMENTS: TOP - k-ft BOTTOM = k -ft BTWN ENDS = ft POINT LOADS: (k) X-X - ft Y-Y - ft UNIFORM: (k /ft) X -X - ft Y -Y - ft SUMMARY USE : TS8X8X1 /4, Max Stress Ratio = 0.79 Load Comb...)) Dead Live DAL DLt5T Formula 1.6 - la - 0.786 0.786 0.786 OK Formula 1.6 - lb - 0.720 0.720 0.720 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses,.. Fa : Allowable - 22.23 22,23 22.23 22,23 ksi fa : Actual - 13,12 13,12 13.12 ksi Fb:xx : Allow (1.6 -1a] : 27.60 27.60 27.60 27.60 ksi ' ' (1.6 -lb & 1.6 -2] = 27.60 27.60 27.60 27.60 ksi fb :xx Actual L. 6.74 6.74 6,74 ksi Fb:yy : Allow (1.6-1a] = 27,60 27.60 27.60 27.60 ksi ' [1.6 -lb & 1.6-2] = 27.60 27,60 27.60 27,60 ksi fb:yy Actual - ksi Max X -X Axis Deflection = -0.105 in 0 8.12 ft from base Max Y -Y Axis Deflection : in 1 ft from base STEEL SECTION DATA DEPTH - 8.00 in I-xx = 75.099 in "4 WIDTH = 8.000 in S -xx = 18.774 in "3 • FLANGE THICKNESS : 0.250 in R-xx = 3.146 in WEB THICKNESS = 0.250 in I-yy = 75.099 in "4 AREA - 7.59 in S-yy = 18.77 in "3 WEIGHT = 25.77 1 /ft R-yy = 3.146 in r -T SHUTLER CONSULTING ENGINEERS, INC. Title :Parkway Place 1300 - 114th Ave S.E. Scope : Suite 250 Number: Bellevue, Washington 98004 Misc (206) 450-4075 Dsngr :3.3,5. Date :29 -Apr-95 STEEL COLUMN DESIGN Page DESCRIPTION )) Mezz Col. C -4 & C-11 )) COLUMN DATA DESIGN DATA AISC SECTION ))ts8x8x1 /4 Fy - 46 ksi TOTAL COLUMN HT. - 14 ft LOAD DURATION FACTOR : 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY ---)) 1 (( 1 :Pin /Pin, 2 :Fix /Fix, 3: Pin /Fix SIDESWAY 1 :Restrained, 0 :Free 4 :Fix /Pin, 5 :Fix /Free X -X AXIS - 1 (Bottom /Top) Y-Y AXIS : 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS - 14 ft X -X AXIS - 1 Y-Y AXIS - 14 ft Y-Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD : 120.65 ips ECC. for X -X MOMENTS : in ' LIVE LOAD - kips ' ' Y-Y : in ' SHORT TERM - kips Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP : 12,85 J k -ft BOTTOM : k-ft BTWN ENDS : ft Y-Y AXIS MOMENTS: TOP - k -ft BOTTOM : k-ft BTWN ENDS : ft POINT LOADS: (k) X-X - ft Y-Y - ft UNIFORM: (k /ft) X -X - ft Y-Y - ft SUMMARY USE : TS8X8X1 /4, Max Stress Ratio = 0,97 Load Comb,.,)) Dead Live D+L DL +ST Formula 1.6 - la - 0.972 0.972 0,972 OK Formula 1.6 - lb - 0.874 0,874 0,874 OK Formula 1,6 - 2 - OK Actual & Allowable Stresses,., Fa : Allowable - 22,23 22,23 22.23 22,23 ksi fa : Actual - 15.90 15.90 15.90 ksi Fb :xx : Allow (1.6-1a) : 27.60 27.60 27.60 27.60 ksi ' (1.6-lb & 1.6-2) : 27.60 27.60 27.60 27.60 ksi fb :xx Actual : 8.21 8,21 8.21 ksi Fb :yy : Allow (1.6 -1a) : 27.60 27.60 27,60 27.60 ksi ' (1,6 -lb & 1.6-2) : 27.60 27.60 27.60 27.60 ksi fb :yy Actual : ksi Max X -X Axis Deflection : -0.128 in ! 8.12 ft from base Max Y-Y Axis Deflection : in Q ft from base STEEL SECTION DATA (:., DEPTH - 8.00 in I -xx : 75.099 in "4 WIDTH : 8.000 in S -xx = 18.774 in "3 FLANGE THICKNESS = 0.250 in R-xx = 3.146 in WEB THICKNESS : 0.250 in I-yy = 75.099 in "4 AREA - 7.59 in "2 S - yy : 18.77 in "3 WEIGHT : 25.77 I /ft R-yy : 3.146 in r - SHUTLER CONSULTING ENGINEERS, INC. Title :Parkway Place 1300 - 114th Ave S.E. Scope : Suite 250 Number: car.- Bellevue, Washington 98004 Misc (206) 450-4075 Dsngr :J,J.S. Date:29-Apr-95 ( STEEL COLUMN DESIGN Page DESCRIPTION >> Mezz Col. C-12 ✓ >> COLUMN DATA DESIGN DATA AISC SECTION > >ts7x7x1 /4 Fy - 46 ksi TOTAL COLUMN HT. = 14 ft LOAD DURATION FACTOR : 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY. ---)) 1 (( 1: Pin /Pin, 2 :Fix /Fix, 3 :Pin /Fix SIDESWAY 1 :Restrained, 0:Free 4 :Fix /Pin, 5 :Fix /Free X -X AXIS (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X -X AXIS - 14 ft X-X AXIS - 1 Y -Y AXIS = 14 ft Y-Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD = 68.53 kips i ECC. for X-X MOMENTS = in. ' LIVE LOAD : kips ' ' Y-Y ' - in ' SHORT TERM - kips Dead Live Short SLoc ELoc X -X AXIS MOMENTS: TOP = 6.43 k-ft BOTTOM = k -ft BTWN ENDS : ft Y -Y AXIS MOMENTS: TOP - k -ft BOTTOM = k -ft BTWN ENDS = ft POINT LOADS: (k) X-X - ft Y -Y = ft UNIFORM: (k /ft) X-X - ft Y-Y - ft SUMMARY USE : TS7X7X1 /4, Max Stress Ratio = 0.64 Load Comb.., >> Dead Live D+L DL +ST Formula 1,6 - la - 0.640 0.640 0.640 OK Formula 1.6 - lb - 0.557 0.557 0.557 OK Formula 1,6 - 2 - OK Actual & Allowable Stresses... Fa : Allowable - 21.08 21,08 21.08 21,08 ksi fa : Actual - 10.40 10,40 10.40 ksi Fb :xx : Allow (1.6-1a] = 30.36 30.36 30.36 30.36 ksi ' [1.6-lb & 1.6-2] = 30.36 30,36 30.36 30.36 ksi fb :xx Actual - 5,47 5.47 5,47 ksi Fb :yy : Allow [1.6-la] = 30.36 30.36 30.36 30.36 ksi ' [1.6 -lb & 1.6-2] = 30,36 30,36 30.36 30,36 ksi fb :yy Actual - ksi Max X -X Axis Deflection = -0.098 in 0 8.12 ft from base Max Y-Y Axis Deflection = in 0 ft from base STEEL SECTION DATA DEPTH - 7.00 in I-xx = 49.400 In "4 WIDTH = 7.000 in S -xx = 14.114 in "3 FLANGE THICKNESS = 0.250 in R -xx = 2.738 In WEB THICKNESS = 0.250 in I -yy = 49,400 in "4 • AREA - 6.59 in "2 S -yy = 14.11 In 4 3 WEIGHT : 22.38 0/ft R-yy = 2.738 in r -T _ . - SHUTLER Joe P'�qt W 0 V /'�c...1, ' ®U CONSULTING Lp+ L_ �� of -MN ENGINEERS, INC SHEET HO,. !� r 1300 -114th Ave SE, Suite 250 CALCULATED BY 6+ DATE 9 - .1 - i -1 Bellevue, WA 90004 CHECKED BY DATE ' _ (206) 450-4075 FAX 450.4076 SCALE j , i t i i _ .: • : , I f I 4 6,04.• r Cr A . • ( L. w r . X59. 9 � ' F� 414acic rL _.._ . rz (.. II • g. rz . .. _. .. .... ...f .. ... 1° 3 /9. g k' FL o,sr... TG C$= , 7 / . �I /� 5� ra .'" l ss II /g S . (SD � 9 5 g . b, 9 % , a" 1 .. . . . . . . _ • c . . . :.. 4 . . . . ... ._ . .. . . _ . . . .. .. . . . . ., .. .., . ........ .... . .. ....... ..... . . ., ... .. 0 }. ,.... . m; S 5 1CA0 � i,y rT .. . .___. __, P, S /hw Fb� 0t ,10:,0 P = 3 - I I . SHUTLER CONSULTING ENGINEERS, INC. Title :Parkway Place 1300 - 114th Ave S.E. Scope : Suite 250 Number: Coe.--/$ Bellevue, Washington 98004 Misc : (206) 450 -4075 Dsngr :3.3.5. Date :29- Apr-95 STEEL COLUMN DESIGN Page DESCRIPTION >) Mezz Col. C -7 & C -8 )) COLUMN DATA DESIGN DATA AISC SECTION 1)ts8x8x1 /2 // Fy = 46 ksi TOTAL COLUMN HT. - 14 ft I LOAD DURATION FACTOR = I COMBINE LL & ST ? N y/n ' SUPPORT FIXITY - --)) 1 (( 1 =Pin /Pin, 2 :Fix /Fix, 3: Pin /Fix SIDESWAY 1 :Restrained, O :Free 4 :Fix /Pin, 5 :Fix /Free X-X AXIS - 1 (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS - 14 ft X -X AXIS = 1 Y -Y AXIS : 14 ft Y -Y AXIS - 1 APP}.IED LOADS AXIAL DEAD LOAD = 189,54ips ECC. for X-X MOMENTS : in ' LIVE LOAD - kips ' ' Y-Y ' - in ' SHORT TERM - kips Dead Live Short SLoc ELoc X -X AXIS MOMENTS: TOP : 14.54 ✓ k -ft BOTTOM : / k -ft BTWN ENDS : / ft Y-Y AXIS MOMENTS: TOP : 4.55 ✓ ✓✓ k-ft BOTTOM = k-ft BTWN ENDS : ft POINT LOADS: (k) X -X : ft Y-Y = f t UNIFORM: (k /ft) X-X, = ft Y-Y - ft SUMMARY USE : TS8X8X1 /2, Max Stress Ratio = 0,79 Load Comb...)) Dead Live DAL DL +ST Formula 1.6 - la : 0.791 0.191 0.791 OK Formula 1.6 - lb - 0.707 0.707 0.707 OK Formula 1.6 - 2 : OK Actual 6 Allowable Stresses... Fa : Allowable = 21.90 21.90 21.90 21.90 ksi fa : Actual - 13.16 13.16 13.16 ksi Fb :xx : Allow (1,6-1a] : 30.36 30.36 30.36 30,36 ksi ' (1.6 -lb & 1.6-2] = 30.36 30.36 30.36 30.36 ksi fb :xx Actual - 5.33 5.33 5.33 ksi Fb:yy : Allow (1.6-1a] : 30.36 30.36 30.36 30,36 ksi (1.6 -lb & 1.6-2] : 30.36 30.36 30.36 30.36 ksi fb :yy Actual - 1,67 • 1.67 1.67 ksi Max X-X Axis Deflection : -0.083 in 0 8.12 ft from base Max Y -Y Axis Deflection = -0.026 in 0 8,12 ft from base (:- STEEL SECTION DATA • DEPTH = 8.00 in I-xx = 131 in "4 WIDTH = 8.000 in S -xx = 32.75 in "3 FLANGE THICKNESS = 0.500 in R-xx = 3.016 in WEB THICKNESS = 0.500 in I-yy = 131 in "4 AREA : 14,40 in "2 S -yy = 32.75 in "3 WEIGHT : 48,89 1 /ft R-yy = 3.016 in r -T SHUTLER CONSULTING ENGINEERS, INC. Title :Parkway Place 1300 - 114th Ave S.E. Scope : Suite 250 Number: Cot_ -0) Bellevue, Washington 98004 Misc : (206) 450 -4075 Dsngr :JJS Date :23 -Mar -95 „ STEEL COLUMN DESIGN Page DESCRIPTION )) TS C16 >) COLUMN DATA DESIGN DATA AISC SECTION ))ts7x7xl /4 Fy - 46 ksi TOTAL COLUMN HT. - 26 ft LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY ---)) 1 (( 1 :Pin /Pin, 2 :Fix /Fix, 3 :Pin /Fix SIDESWAY 1 :Restrained, O :Free 4 :Fix /Pin, 5 :Fix /Free X-X AXIS = 1 (Bottom /Top) Y-Y AXIS = 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS - 21 ft X-X AXIS = 1 Y -Y AXIS = 26 ft Y -Y AXIS = 1 APPLIED LOADS AXIAL DEAD LOAD : 33.3 kips ECC. for X-X MOMENTS = In ' LIVE LOAD = kips ' ' Y -Y ' - in ' SHORT TERM - kips Dead Live Short SLoc ELoc I i X-X AXIS MOMENTS: TOP = k-ft BOTTOM T. k-ft BTWN ENDS : 13 21 ft Y -Y AXIS MOMENTS: TOP = k-ft BOTTOM : k-ft BTWN ENDS T. ft POINT LOADS: (k) X-X - ft Y-Y = ft UNIFORM: (k/ft) X -X - ft Y-Y - ft SUMMARY USE : TS7X1X1 /4, Max Stress Ratio = 0.89 Load Comb...)) Dead Live D +L DL +ST Formula 1.6 - la T. 0.892 0.892 0.892 OK Formula 1.6 - lb - 0.506 0.506 0.506 OK Formula 1.6 - 2 = OK Actual & Allowable Stresses... Fa : Allowable - 11,50 11.50 11.50 11,50 ksi fa : Actual - 5.05 5.05 5.05 ksi Fb :xx : Allow [1.6-1a] = 27.60 27.60 27.60 27.60 ksi ' [1.6 -lb & 1.6 -2] = 27.60 27.60 27.60 27.60 ksi fb :xx Actual - 8.92 8.92 8.92 ksi Fb :yy : Allow [1.6 -1a] T. 30.36 30.36 30,36 30,36 ksi ' [1,6 -lb & 1.6-2] = 30,36 30.36 30.36 30.36 ksi fb:yy Actual - ksi Max X-X Axis Deflection T. -0.573 in 1 14.21 ft from base Max Y -Y Axis Deflection = in 0 ft from base k, . STEEL SECTION DATA DEPTH = 7.00 in I-xx = 49.400 in "4 WIDTH : 7.000 in S-xx = 14.114 in "3 FLANGE THICKNESS = 0.250 in R-xx = 2.738 in WEB THICKNESS : 0.250 in I-yy = 49.400 in "4 AREA 6.59 in "2 S -yy = 14.11 in "3 WEIGHT : 22.38 1 /ft R-yy = 2.738 in Y -T . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . .. . . . . . • . . . . . . • • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . ' . . . . . . . ' . . , . • " . . . „ . . . . . , . . . . . . • . . . • . . . . .. . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . r . . . . . . • . . . . . . . . . . . . . .. . . . „ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . ' . . . . . . . . . . . . . . . . . . •. . . . „ . . . .: . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • - . . . . . . . • . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . „ . . . . . . . . - . . , . . . . • . . . . .. . , . . . . . ' . . . . . . . . . . . . . ,. . . . .. „ . . ......—...................................., .. ......... . .. .... _ , ... . _ .. . .. . . ................. . . 41111114111111 :-:- — SHUTLER JOB f P I MN • CONSULTING 111111 -- .-- ENGINEERS, INC SHEET NO. CO . - 0 OF 1300-114th Ave SE, Suite 250 DATE _y:201§l. CALCULATED BY ..15 • if Beilevue, WA 98004 CHECKED BY DATE ' (206) 450.4075 FAX 450.4076 SCALE - . ., . -..... . 1 t I I ' . ■ ' ; 1 ■ T ______.:._.._..,.._,„_.., ., 1 1 i , i , A d, i i 4 .101 ' i 1 /1" 2 1 ti..604_1 c.A.,__:._...0..f.,.,4_, _ e_ , il e 1 , , 1 .._ ______..;__4_____q___ _.....• .._...... ; ■ ', 1 i ', a 0 .5 1 . 1 j ga t i ) i : ■ 1 I j_.,_,,.. _.;._.... ._ : ..___2 ..... 4. ...!_____,!___4_1__ _ __L._ _........._____;___ -, 1 1 i ; ; i ; ! ■ , ■ ; yli ( 64.1 . • 5 •,." p/ r, , 1 t , . 7Ff : ! • I , 7-.3 6 y) I4/ : i ; . : '• ; : :. : : : : : . : , . : : • : i : i , , i I I ! I . I 1, i ■ : ■ ! , . I t I : I t ___,..L _ .1 __ ..,...,.t.....--..... . , _ .;....-.-.:;.... - ....'- --- -1 -..----...--- -'.- . ,-.," ------,,---- .-:. ,-- - ..J. .-- — - -- -. • -- .---■ - ---].--`-•-•-•. --- ---■- -•`- - 1 . --- -- ; • - - 4" .."' -"'"-- --:.- -'-*:•'• " -- ''''''-'-'';': -..-.- " -1---.. t I t I , j ; . ' 1 • j j j • • 1 ' • j i jj , j : j j • t i t l t i ■ i I I i I I i I 1 j j I 1 1 I t • 1 t • t i ; t ' I i • i : 1 1 i I i• ! •i I ! i I ■ • • i I i • I, 1 ' • . . I ! ', ', • ; • i , : • , i i .. ; , . : ' ' i i. • ", ; i ) ■ . . . . i . . ... . .. . , .. .• , •.', .' ' • i, ... • : , ,, r - . • .„.., , • l• . , s. • .; • % • I • • I . . .. ; ' ; ' ' ' , • . 1 . . '1 ' ', . i • ', , ,., 1. • . . , —......,.—.— i ■ I , 1 : . t . t 1 . . ' • t • •. i , . ! , • ,,, . . ... . 1 • - i ' I . •., : • : i ' ', . . . ....... , . .. . .. — . ,. . :;.„1.-' , , . ,• .. . , . . . . . . , . . . . . • . , . , . . . SHUTLER CONSULTING ENGINEERS, INC. Title :Parkway Place 1300 - 114th Ave S.E. Scope : Suite 250 Number: e.9/ Bellevue, Washington 98004 Misc : (206) 450-4075 Dsngr :J.J.S. Date :29 - Apr -95 (:. STEEL COLUMN DESIGN Page DESCRIPTION )) Men Col. C-16 & C -17 )) COLUMN DATA DESIGN DATA AISC SECTION ))tslxlxl /4 Fy = 46 ksi TOTAL COLUMN HT. - 14 ft LOAD DURATION FACTOR = 1 COMBINE LL & ST ? N y/n SUPPORT FIXITY ---)) 1 (( 1 =Pin /Pin, 2= Fix /Fix, 3 =Pin /Fix SIDESWAY 1 :Restrained, O :Free 4 :Fix /Pin, 5 =Fix /free X -X AXIS - 1 (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS = 14 ft X -X AXIS - 1 Y-Y AXIS - 14 ft Y-Y AXIS L. 1 APPLIED LOADS AXIAL DEAD LOAD = 59.7 kips ECC. for X-X MOMENTS = in ' LIVE LOAD - kips ' ' Y -Y - in ' SHORT TERM - kips Dead Live Short SLoc ELoc X -X AXIS MOMENTS: TOP = 14.92 k -ft BOTTOM = k -ft BTWN ENDS = ft Y -Y AXIS MOMENTS: TOP - k-ft BOTTOM = k -ft BTWN ENDS = ft POINT LOADS: (k) X -X - ft Y -Y = ft UNIFORM: (k /ft) X-X - ft Y-Y = ft SUMMARY USE : TS7X7X1 /4, Max Stress Ratio : 0.75 Load Comb...)) Dead Live D +L DL +ST Formula 1.6 - la = 0.755 0.755 0.755 OK Formula 1.6 - lb = 0.746 0,746 0.746 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses.,. Fa : Allowable - 21.08 21.08 21.08 21.08 ksi fa : Actual = 9.06 9.06 9.06 ksi Fb :xx : Allow [1,6 -1a] = 30.36 30,36 30.36 30,36 ksi ' (1.6 -lb & 1.6-2) = 30.36 30,36 30.36 30.36 ksi fb:xx Actual - 12.69 12.69 12,69 ksi Fb:yy : Allow [1.6-1a] = 30.36 30,36 30.36 30.36 ksi ' [1.6 -lb & 1.6-2] = 30.36 30,36 30.36 30.36 ksi fb :yy Actual = ksi Max X -X Axis Deflection = -0.226 in 0 8,12 ft from base Max Y -Y Axis Deflection = in @ ft from base (-DEPTH STEEL SECTION DATA - 7,00 in I -xx = 49.400 in 4 4 WIDTH = 7,000 in S -xx = 14.114 in "3 FLANGE THICKNESS = 0.250 in R-xx = 2.738 in WEB THICKNESS = 0,250 in I -yy = 49.400 in "4 AREA - 6.59 in "2 S-yy = 14.11 in "3 WEIGHT = 22.38 I /ft R-yy = 2.738 in r -T /IMO AIME! - -- -- SHUTLER JOB P -KyvPt A4AC.t Mall CONSULTING IMF ®-. ENGINEERS, INC SHEET NO. GOt- • `� OF 1300 -114th Ave SE, Suite 250 CALCULATED BY •1 • DATE I P 1 " 9Y Bellevue, WA 98004 CHECKED BY DATE (206) 450.4075 FAX 450.4076 SCALE t r i , i j { ■ :1 i : ' F__ E;K- :. I NI IE.t1�/_ _ . --- _ 7. �?_1.____; _ :::17T:IiTI ._._ ■ J I �j ( ,)(ii) , i I `. 7 . 1.1.0)( w " -/� � n _ 3 ILEG� ',n . t t 11 _ 7s' . • (_ ." - . • . . . • • . /P G n � _ A.s�. IL ._ 6 ' .: / N . :rs. ._.. . _1111 ;-. _... ... _1111..._ • b ' 3 �� y 1 y. �1 �)(/a) . .... _ ..... 1.1 11_ ( j77)&) _ . /. /� /�...:._... _111.1 . R e-& D t : � ---- .. -.--.. .21 . _'� ^11 Ire . __ „.2 0.7 . . . • . I . . �........._.....,.....,_..... ....,._...__ ..._.,......... -_ ._.. _........_..... 1111. _._ ' . ...................._..__ __ - -.• -- 1111. ....__.__.._�_ ipL' /off Co b1d'SE' 13 K8 ry x , 1 1& i f 3 ' • r."."..."..".1 l�S/`1;'f 4 ... / . -.,__ 1111/. . �uy4)1(.� '/ (.. ;. .. m ..... _ , -X t # it .. /�!.._,.. 1111. 1111 .._ _. ... , M- , _ • . _ 1111 _. _.. v. `. / N 1111111/1111111=1 SHUTLER I j4�L�W �i. t�G� ®� CONSULTING 4ON � v/ • �1 ENGINEERS, INC SHEET NO. OF f s 1300 -114th Ave SE, Suite 250 CALCULATED BY •-'T DATE 3 "l t) - 1 Bellevue, WA 98004 (206) 450-4075 CHECKED BY DATE FAX 450 -4076 SCALE /'= VOID.' i • ; _ _ - � i ( • J 38. 3 ,' 3610 "; ' 31( ; 9!0 = la S/0 -/ . / • . f • in 1 �) GZ 3 . X93 G 1 ! ; 1 ; 1 - 1 �..._ _ T .._ _. ,to. d, . se 6-0 i c = y� ' ` ".tr,'� - i 1 l 4 1 3 i 1 .. - in)9 .K L0 O ._._ : / 4 ,j I0A1 � e yc . h) wL ' P ; -- + . ... . . • 2. . . . . . _ CY,a-:-......P...4 ... _6781 ?s. .. ..L.__..'.. 4. . i ._ . �r_._ .--y--- - -- -' C - _ - a -9s. =- ...... _.._. __ _ -- r - ■ . _AIIII SHUTLER roe PfibLui?I,' ' _ 19 " ar ®® CONSULTING • ®1: ENGINEERS, INC SHEET NO. FDA / oL OF 1300 -114th Ave SE, Suite 250 CALCULATED BY a S • DATE /F 4.3-9. • Bellevue, WA 98004 • (206) 450 -4075 CHECKED BY DATE r FAX 450-4076 SCALE t ill/ .y - v - T --- i -____;_ ___.i ___________________._ 1 , dr ; 1 dr . / , . i . , , !. : , ; -_____________._ ______ : . .....: , , . , . 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( Bellevue, WA 98004 CHECKED BY DATE (206) 450 -4075 l' . 96 FAX 450 -4076 SCALE / • 70 Lp v -- — • -G ,� - - -- — _. - ._._... : 31 & • ; • I z5 34 / '-3 4 -t /o V A th9 '4 - - • - . _ . /J:e.t_s_ • T , . ; .__________________._...._.. .... . ,__ • ., . . 1 . • i_. IP 1,.... 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(1., h „ If 1 411111111111 I SHUTLER JOB At er wl4y A /a•Cit. ®l CONSULTING J 1 • 1111,1111111111111 ENGINEERS, INC SHEET NO, FP4) " 0 "' OF 1300 -114th Ave SE, Suite 250 CALCULATED SY S`S! DATE Z r i x' CS • ( Bellevue, WA 98004 CHECKED BY DATE (206) 450.4075 s FAX 450-4076 SCALE i - YO " 0 _1_ - - --- j ! I i j j { I I I_ ___o! I 0 I I ' 0 -DI ! I i , , 0 I y' , i : I 1 ; I i; f ; I I' I r , I ---i.--',..-4 _.' I I ; I : S I I I I : ' • 1 I �- -. - • I I r - i • ! i r I I I I j I ,1 ;... ,,,.•, 4, ! , • , . , : . : ,Ti' , . , ._ — — --- - _ _ I ; - - -- ' - -- . -- —• - - - -_ _. -_.i_- �_ - - ' - _ - 1 ___ r _..._..._.. •..___.... .. — «— , ._.. __.... .. .t. /.. C ' . , ... ' . —. u _. - `- -'r---- �_'*'— __'+__-�_*---.. — _•-- --- bit I I I —� ;, I I i, I - 9— I- I ' ' I I 1 1 l I I I { I ' ! i t I c , 1 I j r -? ( ; 1 1 I I , i 1, I I l l 1 • - - -- ! ! ---1 - - 1 l I ' I 1! I I I I 4 1 (fir �+ {{ I I ♦ I 1 I r E I H ! 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CAI .. ,:_- .— —.— ...................... .- - - - - -I 4....... - -- -- . :_— ?- . — .. — .__.«___... . —...— — -- }-- _._"•'. - r —� ' • i ' 9, 1 _. _ ' I � , i — H r... . ■ ; 1 .'zti i P i - I --- i, I I i i t I 1515 p i i ; i ? . , . . . . ......* .1 D , 53 Pi' ' SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no, Po N -f 14450 N.E. 29th Place, Suite 116 Calculated by .i 5 Bellevue, Washington 98007 Checkod by (206) 885 -4473 Date 04/29/95 C. SQUARE SPREAD FOOTING DESIGN Allowable soil bearing = 2500.00 psf Yield stress of reinforcing steel = 60.00 ksi Compressive stress of concrete - 3,00 ksi Combined ultimate factor (D.L. ► L.L.) = 1.60 Cover to bottom of bottom bar - 3.00 in * *s Allowable load is allowable applied load. txz (Allow, Load = Ftg area * allow, soil bearing - ftg weight.) FOOTING SCHEDULE Footing Thick- Required Bar size options Allow. Size ness Area of steel No. ; Size No. ; Size Load F- 3.00 10.00 0.65 in "2 3 # 5 2 6 21.38 k F- 3.50 10.00 0,76 in "2 3 # 5 2 6 29.09 k F- 4.00 10.00 0,86 111"2 3 # 5 2 6 38.00 k C , 4.50 11.00 1,07 in "2 4# 5 3 6 47.84 k 5,00 12,00 1.33 in "2 5# 5 4 6 58.75 k F- 5.50 13.00 1,62 in "2 6 # 5 4 6 70.71 k F- 6.00 14.00 1.94 in "2 5 # 6 4 7 83.70 k F- 6.50 15,00 2,28 in "2 6 # 6 4 7 97.70 k F- 7.00 16.00 2.66 in "2 7 I 6 5 7 112.70 k F- 7.50 18,00 2,92 in "2 7 # 6 5 7 127.97 k F- 8.00 19.00 3.28 in "2 8 # 6 6 7 144.80 k F- 8.50 20.00 3.68 in "2 9 # 6 7 7 162,56 k F- 9.00 21.00 4.16 in "2 10 # 6 7 7 181.24 k F- 9,50 22,00 4.66 in "2 8 # 7 6 8 200.81 k F-10.00 23.00 5.19 in "2 9# 7 7 8 221.25 k F-10.50 24.00 5.75 in "2 10 1 7 8 8 242.55 k F-11,00 25.00 6.34 in "2 11 1 7 9 8 264.69 k F-11.50 26,00 6,95 in "2 12 0 7 9 8 287.64 k F -12,00 28,00 7.26 in "2 13 1 7 10 8 309.60 k (:. • SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. F O 14450 N.E. 29th Place, Suite 116 Calculated by Bellevue, Washington 98007 Checked by (206) 885-4473 Date 04/29/95 FOOTING SHEAR Footing Thick- d Beam Shear Punching Shear Bo Size ness (in.) Vu Phi Vc Vu Phi Vc (in.) F- 3.00 10.00 5.50 7.50 18.44 29.33 63.50 62,00 F- 3.50 10.00 5.50 12.25 21.51 42.33 63.50 62.00 F- 4.00 10.00 5.50 18,00 24.58 57.33 63.50 62.00 F- 4.50 11,00 6.50 23.25 32.68 73.44 79.89 66.00 F- 5.00 12,00 7.50 29,17 41.90 91.49 97.77 70.00 F- 5.50 13.00 8.50 35.75 52.24 111.49 117.14 74,00 F- 6.00 14,00 9.50 43,00 63.69 133.44 137.99 78,00 F- 6.50 15.00 10.50 50.92 76.26 157.33 160.34 82.00 F- 7.00 16,00 11.50 59.50 89.95 183.16 184.18 86,00 F- 7.50 18.00 13.50 66.25 113.13 209,66 236.32 94.00 F- 8.00 19,00 14.50 76.00 129.61 239,33 264.63 98,00 F- 8.50 20.00 15.50 86.42 147.21 270.94 294.42 102,00 ' F- 9.00 21,00 16,50 97.50 165.93 304.49 325,71 106.00 F- 9.50 22.00 17.50 109.25 185.76 339.99 358.48 110.00 • F-10.00 23.00 18.50 121.67 206.71 377,44 392.75 114,00 F-10.50 24,00 19.50 134.75 228.78 416.83 428.51 118.00 (" -11.00 25.00 20.50 148,50 251.96 458.16 465.75 122,00 11.50 26,00 21.50 162.92 276.27 501.44 504,49 126.00 F -12.00 28,00 23,50 174,00 315.09 544,83 586.42 134.00 SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. p'0A/- i.41 14450 N.E. 29th Place, Suite 116 Calculated by, .3-45 Bellevue, Washington 98007 Checked by (206) 885-4473 Date 04/29/95 ( :Ii FOOTING STEEL Footing. Thick- d Design Steel Minimum Steel As Size ness (in.) Mu As (Temp steel) Provided F- 3.00 10.00 5.50 2.35 0.29 0.65 in. "2 0.65 F- 3.50 10.00 5.50 3.56 0.52 0.76 in. "2 0,76 F- 4.00 10.00 5,50 5.01 0.84 0.86 in. "2 0.86 F- 4.50 11.00 6.50 6.72 1.07 1.07 in. "2 1.07 F- 5.00 12.00 7.50 8.68 1.33 1.30 in. A 2 1.33 F- 5.50 13,00 8.50 10.89 1.62 1.54 in. "2 1.62 F- 6.00 14.00 9.50 13.35 1.94 1.81 in. 4 2 1.94 F- 6.50 15.00 10.50 16.06 2.28 2.11 in. 2.28 F- 7.00 16.00 11,50 19.01 2.66 2.42 in. A 2 2.66 F- 7.50 18.00 13.50 22,22 2.82 2.92 in, "2 2.92 F- 8.00 19.00 14.50 25.68 3.24 3.28 in, "2 3.28 F- 8.50 20.00 15.50 29.39 3.68 3.67 in, "2 3,68 F- 9.00 21,00 16.50 33.35 4.16 4.08 in, "2 '4.16 F- 9.50 22.00 17.50 37.56 4.66 4.51 in. "2 4.66 F-10.00 23.00 18.50 42.01 5,19 4.97 in. A 2 5.19 F-10.50 24.00 19.50 46.72 5.75 5,44 in. "2 5.75 " 11.00 25.00 20.50 51.68 6.34 5.94 in. "2 6,34 .1.50 26.00 21.50 56.89 6.15 6.46 in. 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AGE glib 111 • CONSULTING 11111111 WI ENGINEERS SHEET NO. ��� II Of. CALCULATED BY. :77 5. DATE /-*//' 9 7 j 14450 N.E. 29th Place, Suite 116 Bellevue, WA 98007 CHECKED BY GATE (206) 885 -4473 SCALE ,.7 1; ! /0 71 i I i I i s 1 . 1 :(0 k .. $.4_ g_i. I. 1 , i i I L___ pvia. 1 Ell 1 : 1 ice , ,Z f t 1 k11 11 II �. . — PO I/0 f i , r—ptail!a1 ; y,�gl1i Ldi . ,;; ,II 1111111101111711.111 ( ' / - _ : ::H � � • � : ! ! ! i i MENU I ! i 1 1 ag6,o r' ft07 r )( 6 Jai - - ; 3-6j Q0 ICI t� k . i . i ! I 1 Form, 1 ! r I ���II MA'/ -- - i 1 ; i ! I ; I ■ ■ Ba._I '° , 61/1 ,� 1i� i i ii ' ■ -----4--- . ' . '' ' ' " - iii iiiiiiiriiimmmolim ; i , . . , , - -I vi i iiiii ii . 7 _� Hri'' ° i 4 ' `�._ = li ii��fi i�iii�1 1`1 11 ---T __! - 1 i ; 1__1 __ I iiii • _ ` . ., r '.,�G , i ' ; I .,�; ! 11111 .3.3:,..___:,;_.:,_,- ./ I ' . lila II ' 4 OA - i i : , I 1 1 , 1 , , I ,_i ! .. ... • 1 I ! E---, I 1111111 , - li i _ T I P I i ! 1 • _■11111111 SHUTLER . 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Des) Kl diL Q� i #2,7, = ; • 1 , , , 1 i _ I i 1 1 4 .. , s 1 1 1 1 1 1 1 Q I �X� t, SHUTLER CONSULTING' ENGINEERS Job Parkway_placp Structural Engineers Sheet no. poLtivs 14450 N.E. 29th Place, Suite 104 Calculated by Bellevue, Washington 98007 Checked by (206) 885-4473 Date 03-26-1995 *************************** * RETAINING WALL DESIGN * *************************** DESIGN CRIIEBI.O. Equivalent active fluid pressure = 35.00 pcf Equivalent passive fluid pressure = 200.00 pcf Weight of soil = 110.00 pcf Surcharge = 2.00 ft. Coefficient of friction = 0.35 Superimposed load on wall > NO Slab present to resist sliding > YES Slab thickness = 5.00 in. Width of slab resisting sliding = 15.00 ft. WALL & Foonpp DTmgNsIoqp. Height of unbalanced fill = 4.00 ft. Depth to bottom of footing = 1.50 ft. Depth of key below bottom of footing = 0.00 ft. Too dimension = 12.00 in. ( ' thickness = 6.00 in. \._ieel dimension = 24.00 in. Total footing width = 3.50 ft. Footing thickness = 12.00 in. sIoBILITycHEcK4LS..N.L.REPAING.... Driving force = 0.91 kips Resisting force = 1.37 kips Factor of safety against sliding = 1.50 Overturning moment = 2.03 ft.-kips Resisting moment = 5.06 ft.-kips Factor of safety against overturning = 2.49 Soil bearing = 1200.56 psf Soil bearing = 140.87 psf /- SHUTLER CONSULTING ENGINEERS Job Pgrkway Place Structural Engineers Sheet no. FO)- /'/ 14450 N.E. 29th Place, Suite 104 Calculated by Bellevue, Washington 98007 Checked by (206) 885-4473 Date 03-26-1995 EOOTLUG DESIGN. Steel strength (fy) = 60000 psi. Concrete strength (f'c) = 3000 psi. TOE REINFORCEMENT (Bottom Steell Required area of steel = 0.02 in"*2 per foot. Vu = 0.52 kips Phi * Vc = 9.50 kips ** P.bc.)..41r...r.P.infPrcermat. EFE.L.EgrAlfoRcEmE.NY Required area of steel = 0.03 in2 per foot. Vu = 0.92 Kips Phi * Vc • = 10.61 kips .w61. Steel strength (fy) = 60000 psi Concrete strength (f 'c) = 3000 psi. s LaLBE NF oR c chg . Depth Moment Area of steel .... 2.00 0.32 0.02 3.00 0.80 0.05 4.00 1.59 0.10 4.50 2.10 0.14 — si4 /t,"1, Minimum area of steel is 0.14 in. /S/re or 1/3 more than shown above. 5 z• • it Maximum area of steel is 0.67 in.2/ft. • for . y 4 6 .op p 31v0 JO (Qrx•/ a s: 6 .P99fl7 1 (470,47 ,— e( 0 0 , - oeityz .c ti . 5” 11 61 - p9 -F 4o1DE:7t .7 ei '1243( '° fr .. / 9 ° ,1 6 d "7 : C :CI P ; 2( o e , P7 j I i ; , -;....--'54:1 .,- . -T -.- .- s ,- - - -0- $ -r- :te - 0 -"._ -moo �p� _'r,_.v_ - M i . A9 03tvin31v3 -NC/ 0 - fd' , : 1: 153' 31V39 A9 03)103H0 ON 133H9 eor 9L04.OSb XVI SLOP•OSO (90Z) b0096 VM'annallag OSZ allnS'3S aAV g14LL - 00Et DNI '9l33N19N3 JN11111SNOD 21311f1HS fitO 0 Odds 7 /> l Q i cn $7.L4 4 g/ : /+ttd S (-c/'7(c?7(,77$e2 la '79 r ( ? 1 , 4 4 .. '7a . � 002; 111111® 1111111111 . . • . . . . . . . . . . . . . . . . . ; . • . . . . . • . . . . . . . . . .. . . . . . . . . . . . . . . . . . • . . . ' . ... . . . . • . . . . . . . . . . . . . . . . . . . . . , • . 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DATE ( 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 CHECKED BY DATE (206) 450-4075 FAX 450.4076 SCALE ! • . , . . • t . I • . ! . . , • ! r ; ! t i I • ; ' 1 7 I . , 7 t , . 1 . • . 7 r —77 ....... r. i ---- .... — .........7....7._____............. ------ . .... ;. __.... .. . ._ 4 _.... ....... . • . : ; 1,0 `,. 1 , I • , • . • •' • , • . • • I • ! I • • ! I ! ; , i • : /1041 I.,O 44) , i • V.4,4r. (O. 004/11) i : . . : ...--!• • ,. . T * 1 , . . . , . , . , . . . 1 . . . . . • . • , I . ... ;- ik 0 / ' . : i 0 ' i■Pd ,, 4 ?':" /0. 4 /6 0 * ; 0 ?•5 : .? ice /e„.. , , * ,_ . •••., . . ; . . 6 , /.5 , • , /(..o. . • . 0 . ;c.) 90 • i g : . .,. : . , ,p,..1 , , . rly . ,,,,-1.• ,, . . .. . , • • • io . • . ... • , . • . . . . , . . • . ._ . , ..... . .,. . . . . . . .. ,..... ..,.. . . . „ . . . . • . • . . . . • . . . .. . • . . . • . . . . , . . . . . . . . . . .. . , . . , ■ . . . . . .. „. . ' . , . • • . . . : • 1 ... .. . . . .... , , . , I • , . . • - . . . , • . . . , . 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SHUTLER CCNCnTING ENGINEERS bParka i Place Structval Engineers Sheet 9.10 Site 250 Calculated bi 1 , Weshington n004 Checked by • C I's ' Cate 12':7/ ui TIL: UP WAtl DESIGN tft44 Consideririg P-Delta effects per Section 2614(i) of the 1991 UBC ) 1e:. 31 North_ t South „all STP:ESSES AND DESIGN CRITERIA tiI1.4. SC MPH J exposuce category ( 3, C on ) ---) S Yes 7 .:f !;;; No iiIportance 'ecton : 1.03 - C.. t :s I ) C - 15 ft. 12,20 psf. 1.:C 1 i 1.00 ' 15 - 20 ft. . 11.19 psf, - i r ) 20 - 2S ft. . 14.17 psf. '1, 2A, 23. 3, on 4) 1.00 t a/ = 7 , 13.47 psi, pLi / -th • . / • seisc.ic - C.3 3 t: v,en 0.00 t,L - = — •: • = 1,E0 feet V tr floor oof, 24.'SO feet / , • .0 AP A Y °A l 0 1, „.1 5 /g, • / _ • secti ' ft. / ./.? 4- 3 “ ( ie. 1 / = _ , :„L, / - •1 . 5.50 inches col:uletions /.75 inches ......... ‘1 4 of :LEA = 2,2S inohes I • Ir . • I I psf, da•ig: sc•t:: ';4'3.21 g ft. ! : 160.30 Psi. • .............. . ) / 1 - 19,06 psi. t:: = Lom :atio .( • 316.:3 psi. = - : 834 14.27 ia.-k 3EtIGN ' ,- • ') teea !7.e1 fo 1 ri:1 ). I:LS ( design ht. / 1SC ) 1 f * II f ( ) is less than .34 t ( 163.30 pai,). • • • . _ - „ _ . „ . „. „ „ , „,„ • •, ' . ' . ' . • , . . . . . . . . . . . . . , . . . . ... .. : ., _ ......... ......„ SH7LEP. CON5TCTING ENGINEERS Job Parkway Place Struetural Enr;ineers Sheet no. P 1300-114th Av.: 5.E., Suite 250 Calculated 4 ie ._ ce,:iivui, WaLhin;tor. 98004 Checka 1 . 11/4... 120::., 450-4Y% Date 12!27/14 . 4 5 Bar 6 .14.25 inches o.c. -di e p,/ "°/6 ve.ter CASE :- ( 1 . 1.4D + 1.7L ) 6 Roef ( N = Pe -- No P $ Deflection,) 2:..80 lbs. a z 0.39 in, .. 0.26 in."2 c . 0.46 in. 0 ig/ ad'? C.60 in-k go •*------ , 4 //4. • 8. in.: Nu . 0.95 in-k /g/ t, w ; ! : . :.:.', :,-,... Phi i Mn = 31.18 in-k ::: 0:ft. :- N.A. in. Ult. Cif', . • NA. in. !•-q Ao Ai/ 1 ..4C f :di 6 MiJ-Ht. M : 5 P 4 ! ,1Ple + Deflectio.',.'; ,s 0 •,- 0 - ■ 1E, e 0. in. sl . . 2,29 in, . : 3,3 in. . 7.::.:•-.. Ms : C,31 in-k v in.% ....., - 17.1C in-k l.rf6 in, "! i Mn = 32.1.1 in-k ':af! . . CcIta n 1 = 0.7.", ! E I' 1 I 48. f 1 7t '. 1.87E 1 ) ,..it'r. 0 '; Liva Load. <....:' :'....:3 in:: . .... : , 0,48 in. in-1: , MF. i•..,4 M. : 2C.62 in-k 1..3: ;n. P!';, ': . : 22.38 in-k .. '‘'.. ,_ in, ".11.. n ,., 1C.66 in. ! --. . . • - 1. I 1. , :,: ) ; Wit:. F" . jvi LciJ, .. ',.:: :tz, A 0.41 :,'3 in:: - . : C.48 in, • 0.87". ',',s - 11.01 in-k . 1..,' T.; : 26.44 in-k l.,•6 in, ! i Mn 22.4:, in-k in. Delta r. : 10.67 in. ,.. ...... ....... . - . ; 1,48E; ) No Live Lad. • • 5 li . • :: 0.41 in. . • ....:, in.": e : 0,48 in. • 8,332 :IL - 14.41 iL-k ,, : ,. 8.4 : r1:4 2.57 in-k .., 1,8 in, Phi 4 Iti = 32.17 in-k ; :.1:: r.'efl. . C.86 in. Delta fi . 10.62 in. • . .,... • '... ) I. Live toed. _ • ,,, -, P:'6 1! a . , 0.11 :n. , • : 1 ‘...2.::! in.': c = " 0.48 in. • , . . .... . • ... - r.-,.- ; . :1.70 in-k . .. (... . -,.. ,n, 4 V ... : 24.36 - •1:. - .:. r1 - • 1.:.. .1,, '.'':.: i ': - . •. - . . ; :'..e•-. ':..'.:, 1: : Ci:It;, r, : , iz. . . „ „ . • , • , . ... • . . . . , . .. - i . . . . , .., ,.. , . ,.... • SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. f ' 1300 -114th Ave S.E., Suite 250 Calculated by ? 5 Bellevue, Washington 98004 Checked by_ (206) 450-4075 Date 04/05/95 �. tart TILT UP WALL DESIGN $tstt ( Considering P -Delta effects per Section 2614(1) of the 1991 UBC ) Description i/ ~ i 5e- /off Oct 110 ez ON i 'o€ 1 J t ALLOWABLE STRESSES AND DESIGN CRITERIA tart Basic wind speed ---) 80 MPH Wind exposure category ( B, C or D ) - - -) B Open structure ( Yes or no ) - - -) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Os * I ) 0 - 15 ft. - 12.20 psf. p = 0,67 * 1.20 16.40 $ 1.00 ) 15 - 20 ft. - 13.19 psf. p = 0.72 * 1.20 16,40 * 1.00 ) 20 - 25 ft. : 14.17 psf. Seismic zone (1, 2A, 28, 3, or 4) - --) 3 Seismic Importance factor = 1.00 Seismic load ( V = I t I * Cp * W ) - 17.58 psf. 'p = ) ? 6.10)4,4- 3vo f'c of concrete = 4000.00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic - 0.00 % p ;(9 b JCz�)7 Sao i Parapet height, height of wall above roof. - 3.00 feet Design height, distance between floor and roof. - 23,50 feet ' 6.14. 6.14. 5 ,,. Fixity coefficient - 0.85 5,: s 4. t Tributary width for design loads = 12.17 feet Uniform dead load on design section = 300.00 0 / ft. *m live load on design section - 500,00 0 / ft/ dead load on design section - 0.00 lbs. Concentrated live load on design section - 0.00 lbs. Total dead load on design section = 3651.00 lbs. Total live load on design section = 6085.00 lbs. Additional wt. applied to wall. ( Ie. Stucco. ) - 0.00 psf. Eccentricity, dist from center of wall to load - 5.00 inches � Wall thickness for weight calculations - 6.25 inches Wall thickness for design calculations = 5.50 inches Depth to centrold of steel - 3.60 Inches Allowable axial stress ( .04 * f'c ) - 160.00 psi. Weight of wall - 78.13 psf. Weight of wall on design section = 12348.27 lbs. Total design load on design section = 22084.27 lbs. Actual axial stress (( Pw } Po ) / Net area ) - 80.31 psi. Steel ratio ( As / ( b * d )) = 0.0086 Maximum allowed steel ratio ( .6 * Rho - balanced ) = 0.0171 Modulus of rupture = 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec - 8.04 Cracking Moment - 79.72 in.-k Ig = 693.23 In. "4 tt DESIGN SUMMARY tt Ultimate load capacity has been met for all load cases, ( Mu ( Phi * Mn ). 'ce load deflection is less than ( design ht. / 150 ) for all cases, of steel ( 1,55 in "2 /ft) is less than .6 * Rho - balance ( 3.08 in "2 /ft). ...,ial stress ( 80.31 psi, ) is less than .04 * f'c ( 160.00 psi.). SHUTLER CONSULTING ENGINEERS Job,parkway Place Structural Engineers Sheet no. P- S 1300 -114th Ave S.E., Suite 250 Calculated by .? 5 . . Bellevue, Washington 98004 Checked by (: (206) 450 -4075 Date 04/05/95 5 Huber 5 Bars Results shown are for 50.00 Inch wide section. CASE I -A (U = 1.4D + 1.7L ) A Roof (M = Pae -- No P * Deflection.) , Pu = 15455.90 lbs. a = 0.64 in. As' = 1,81 in. "2 c - 0,75 in. Phi - 0.872 Ms - 48,68 in-k Icr = 125.11 in. "4 Mu : 77.28 in-k Allow. Defl. = 1.60 in, Phi * Mn = 310.26 in-k Service Defl. = N.A. in. Ult. Defl. = N.A. in. CASE I -8 (U = 1.4D + 1,71 ) 0 Mid -Ht. ( N = .5 *Pse + P * Deflection.) Pu = 32743,48 lbs. a = 0.74 in. As' - 2,10 in. "2 c - 0.87 in. Phi - 0.840 Ms - 25,70 in-k Icr = 136.61 in, "4 Mu - 200.26 in -k Allow, Deft. = 1.60 in. Phi * Mn = 341.37 in-k Service Defl. = 0.06 in, Delta n - 4.94 In. CASE I I ( U = ,75 ( 1.4D + 1.71 + 1.87E) ) with O % Live Load. Pu = 16799.24 lbs. a - 0,65 in. 1.83 in. "2 c = 0,76 in. nl - 0.869 Ms = 156,36 in-k Icr - 126,06 in. "4 Mu - 268.76 in-k Allow, Defl. = 1.60 in. Phi * Mn = 312.85 in-k Service Deft, = 1.20 in. Delta n - 4.74 in. CASE III (U = .75 ( 1.4D + 1,71 + 1.7W ) ) with 50 % Live Load, Pu = 20678.42 lbs. a - 0.67 in. As' = 1.89 in, "2 c = 0.79 in, Phi - 0.862 Ms = 122.91 in -k Icr - 128.74 in. "4 Mu - 235,49 in -k Allow. Defl. = 1.60 in. Phi * Mn = 320.15 in-k Service Deft. = 0.75 in. Delta n = 4.79 in. CASE IV ( U = .9D + 1,43Eq ) No Live Load. Pu = 14399,34 lbs. a = 0.63 in. ' As' - 1.79 in. "2 c - 0.74 in, Phi - 0.874 Ms = 156.64 In -k Icr = 124.36 in. "4 Mu - 259,11 in -k Allow. Defl. = 1.60 in. Phi * Mn = 308,21 in -k Service Defl. = 1.22 in. Delta n - 4,71 in, CASE V (U = .9D + 1.3W ) No Live Load, Pu = 14399.34 lbs. a = 0.63 in. As' - 1,79 in. "2 c = 0,74 in. ^hi 0.874 Ms 110.74 in-k .:1' .:1' _ 124.36 in. "4 Mu 195,53 in-k Allow, Defl. = 1.60 in, Phi * Mn = 308.21 in-k Service Defl. = 0,60 in. Delta n = 4.71 in. SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. 1--� 1300 -114th Ave S.E., Suite 250 Calculated b y ss Bellevue, Washington 98004 Checked by (206) 450-4075 Date 04/05/95 *** ** TILT UP WALL DESIGN ***** ( Considering P -Delta effects per Section 2614(i) of the 1991 UBC ) Description 2'-0' Section Adjacent To O.H. Door, Bldg A ***** ALLOWABLE STRESSES AND DESIGN CRITERIA ***** Basic wind speed ---) 80 MPH Wind exposure category ( B, C or D ) ---) B Open structure ( Yes or no ) ---) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Os * I ) 0 - 15 ft. = 12.20 psf. p = 0.67 * 1.20 16,40 * 1.00 ) 15 - 20 ft. - 13.19 psf. p = 0.72 t 1.20 16.40 * 1.00) 20 - 25 ft. = 14.17 psf. Seismic zone (1, 2A, 28, 3, or 4) ---) 3 Seismic importance factor = 1.00 Seismic load C V = 1 * I * Cp t W ) = 17.58 psf. f'c of concrete = 4000,00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic - 0.00 % Parapet height, height of wall above roof. - 3.00 feet Design height, distance between floor and roof. - 23.50 feet Fixity coefficient - 0.85 Tributary width for design loads - 6.00 feet Uniform dead load on design section - 300.00 0 / ft. � rm live load on design section = 500.00 M / ft. ._.atrated dead load on design section = 0,00 lbs. Concentrated live load on design section - 0.00 lbs. Total dead load on design section = 1800.00 lbs. Total live load on design section = 3000.00 lbs. Additional wt. applied to wall. ( le. Stucco. ) = 0.00 psf. Eccentricity, dist from center of wall to load - 5.00 inches Wall thickness for weight calculations = 6.25 inches Wall thickness for design calculations = 5.50 inches Depth to centroid of steel = 3.60 inches Allowable axial stress ( .04 * f'c ) = 160.00 psi. Weight of wall = 78.13 psf, Weight of wall on design section = 6087.89 lbs. Total design load on design section = 10887.89 lbs. Actual axial stress (( Pw t Po ) / Net area ) - 82.48 psi, Steel ratio ( As / ( b * d )) = 0.0072 Maximum allowed steel ratio ( .6 * Rho - balanced ) = 0.0171 Modulus of rupture = 316.23 psi, Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec - 8.04 Cracking Moment - 38.26 in, -k Ig = 332.75 in, "4 $t DESIGN SUMMARY ## Ultimate load capacity has been met for all load cases, ( Mu ( Phi * Mn ). 'ce load deflection is less than ( design ht. / 150 ) for all cases, of steel ( 0.62 in "2 /ft) is less than .6 t Rho - balance ( 1,48 in "2 /ft). .ial stress ( 82.48 psi. ) is less than .04 * f'c ( 160.00 psi.). SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no._ v -I vi 1300 -114th Ave S.E „ Sulte 250 Calculated by rJ Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 04/05/95 2 Number 5 Bars Results shown are for 24.00 inch wide section, CASE I-A ( U = 1.4D + 1.71 ) 0 Roof (M = PO -- No P * Deflection,) Pu - 7620.00 lbs. a - 0.55 in. As' = 0,75 in. "2 c = 0.65 in. Phi = 0.871 Ms - 24.00 in -k Icr - 54.59 in, "4 Mu - 38.10 in-k Allow, Defl. = 1.60 in, Phi * Mn • 129.84 in-k Service Defl, = N.A. in. Ult. Defl. = N.A. in. CASE I -B ( U = 1.40 + 1,7L ) 0 Mid -Ht, ( M = .5*P*e + P * Deflection.) Pu = 16143.05 lbs. a - 0.65 in. As' - 0.89 in. 4 2 c = 0.77 in. Phi - 0.839 Ms = 12.69 in-k Icr = 60.96 in. "4 Mu - 95,82 in-k , Allow, Defl. = 1.60 in. Phi * Mn : 146.46 in-k Service Defl, = 0.06 in. Delta n = 4.76 in. CASE II (U = .75 ( 1.4D + 1.71 + 1.87E ) ) with 0 % Live Load. Pu : 8282.29 lbs. a - 0.56 in, ( 3' : 0.76 in, "2 c - 0.66 in, \,__, ni - 0.869 Hs = 78.75 in-k Icr = 55.12 in. "4 Mu - 130.94 in-k Allow. Defl, = 1.60 in. Phi * Mn = 131.22 in -k Service Defl, = 1.41 in. Delta n - 4,55 in. CASE III (U = ,75 ( 1.40 + 1.7L + 1.7W ) ) with 50 % Live Load. Pu = 10194.79 lbs. a - 0,58 in. As' - 0,79 in. "2 c = 0.68 in, Phi - 0.861 Ms - 61.86 in-k Icr - 56.61 in. "4 Mu = 114.19 in-k Allow, Defl, = 1.60 in. Phi * Mn = 135.11 in -k Service Defl, = 0.88 in. Delta n = 4.60 In. CASE IV ( U : .9D + 1.43Eq ) No Live Load. Pu = 7099.10 lbs, a - 0.54 In, As' - 0.74 in. 6 2 c = 0.64 in. Phi = 0.873 Ms = 78.97 in -k Icr = 54.17 in, "4 Mu : 126.40 in-k Allow. Defl, = 1,60 in. Phi * Mn = 128.74 in -k Service Defl, = 1.44 in. Delta n = 4.52 in, CASE V (U = .9D + 1.3W ) No Live Load, Pu = 7099.10 lbs, a : 0.54 In, As' = 0.74 in, "2 c - 0.64 in. ^hi - 0.873 Ms - 55.50 in-k cr = 54.17 in. 4 4 Mu - 95.06 in -k Allow, Defl. = 1.60 in, Phi * Mn = 128.74 in-k Service Defl. = 0,72 in, Delta n 2 4.52 in. SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no, P •B 1300 -114th Ave S.E., Suite 250 Calculated by .s5 Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 04/05/95 t**** TILT UP WALL DESIGN ***** ( Considering P -Delta effects per Section 2614(1) of the 1991 UBC ) Description Solid Panel At Loading Dock, Bldg A ***** ALLOWABLE STRES AND DESIGN CRITERIA t**** Basic wind speed ---) 80 MPH Wind exposure category ( B, C or D ) - - -) B Open structure ( Yes or no ) -- -) No Wind importance factor : 1,00 Wind load (p = Ce t Cq t Os t I ) 0 - 15 ft, : 12.20 psf. p = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. = 13.19 psf, p = 0.72 * 1.20 16.40 * 1,00 ) 20 - 25 ft. - 14.17 psf. Seismic zone (1, 2A, 28, 3, or 4) - --) 3 Seismic importance factor = 1.00 Seismic load (V = 1 t I t Cp t W ) : 17,58 psf, f'c of concrete = 4000.00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic - 0.00 % Maximum allowed overstress - 0.00 % Parapet height, height of wall above roof. : 3,00 feet Design height, distance between floor and roof. = 23.00 feet Fixity coefficient = 0,85 'm dead load on design section - 300.00 1 / ft. orm live load on design section - 500.00 1 / ft. Additional wt. applied to wall. ( ie, Stucco. ) - 0,00 psf. Eccentricity, dist from center of wall to load - 5,00 inches Wall thickness for weight calculations - 6.25 Inches Wall thickness for design calculations : 5.50 inches Depth to centroid of steel - 2.75 inches Weight of wall - 78,13 psf. Weight of wall on design section - 998.05 1 / ft. Total design load on design section = 1798.05 1 / ft. Allowable axial stress ( ,04 * f'c ) : 160.00 psi, Actual axial stress (( Pw t Po ) / Net area ) = 27.24 psi. Steel ratio ( As / ( b * d )) = 0.0044 Maximum allowed steel ratio ( .6 * Rho- balanced ) - 0.0171 Modulus of rupture - 316,23 psi, Modulus of elasticity ( Concrete ) = 3605.00 ksi, n = Es / Ec - 8.04 Cracking Moment = 19.13 in. -k *1 DESIGN SUMMARY tt Ultimate load capacity has been met for all load cases, ( Mu ( Phi * Mn ). Service load deflection is less than ( design ht. / 150 ) for all cases, Area of steel ( 0.15 in /ft) is less than .6 t Rho - balance ( 0.56 in 4 2 /ft). Axial stress ( 27.24 psi. ) is less than .04 * f'c ( 160.00 psi.). • • SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. PI 1300 -114th Ave S.E., Suite 250 Calculated by 21 Bellevue, Washington 98004 Checked by ( (206) 450-4075 Date 04/05/95 1 4 Bar 1 16.50 Inches o.c. CASE I -A ( U = 1.40 + 1.7L ) 1 Roof (M = Pie -- No P * Deflection.) Pu - 1270.00 lbs. a - 0.25 In. As' = 0.17 in. "2 c - 0.29 in. Phi = 0.890 Ms = 4.00 in-k Icr - 8.22 in, "4 Mu - 6.35 in-k Allow. Defl. = 1.56 in, Phi * Mn = 23.39 in -k Service Defl, = N.A. in, Ult. Defl, = N.A. in. CASE I -B (U ; 1.4D + 1.7L ) 1 Hid-Ht. (M = .5*P*e + P * Deflection.) Pu - 2667.27 lbs. a 2 0.28 in. As' - 0.19 in. "2 c - 0.33 in. . Phi - 0.880 Ms - 2.03 in-k Icr = 9.10 in. "4 Mu - 17.04 in-k Allow. Defl. = 1.56 in. Phi * Mn = 26.17 in -k Service Deft. = 0.02 in. Delta n - 5.20 in. CASE II (U = .75 ( 1.4D + 1.1L + 1.87E ) ) with 0 % Live Load, Pu - 1362.95 lbs. a - 0.25 in. As' = 0.17 in, "2 c - 0.29 in. tii = 0.890 Ms _ 10.96 in -k Icr 8.28 tn. "4 Nu 21.86 in-k Allow. Defl. = 1.56 In. Phi * Mn = 23,58 in-k Service Defl, = 0.10 in. Delta n - 5.09 in. CASE III (U = .75 ( 1.40 + 1,71 + 1.7W ) ) with 50 % Live Load. Pu - 1681.70 lbs. a - 0.26 in. As' - 0.11 in. "2 c - 0,30 in. Phi - 0.887 Ms - 8.72 in -k Icr - 8.48 in, "4 Mu = 19.38 in -k Allow, Defl. = 1.56 In. Phi * Mn = 24.22 in -k Service Defl. = 0.08 in, Delta n - 5.12 in. CASE IV (U = .90 + 1,43Eq ) No Live Load, Pu = 1168.24 lbs. a - 0.24 in. As' = 0.16 in. "2 c - 0,29 in. Phi - 0.891 Ms - 10.96 in -k Icr - 8.15 in. "4 Mu = 21.01 in-k Allow. Defl. = 1.56 in. Phi * Mn = 23.18 in -k Service Defl, = 0.10 in, Delta n = 5.07 in, CASE V ( U = .90 + 1,3W ) No Live Load, Pu - 1168.24 lbs. a = 0.24 in, As' - 0,16 in. "2 c - 0,29 in, Phi 2 0.891 Ms = 8.06 in -k 'cr - 8.15 in. "4 Mu = 15.98 in -k . .11ow. Deft. = 1,56 in, Phi * Mn - 23.18 in-k , Service Defl. = 0.08 in Delta n = 5.07 In SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. P- /b 1300 -114th Ave S.E „ Suite 250 Calculated by_ 2 Bellevue, Washington 98004 Checked by (206) 450-4075 Date 04/05/95 *t * ** TILT UP WALL DESIGN *x *** ( Considering P -Delta effects per Section 2614(i) of the 1991 UBC ) Description 48' Section Ad'acent To O.H. Door S. Wall Bld' A ** **t ALLOWABLE STRESSES AND DESIGN CRITERIA **x** Basic wind speed -- -) 80 MPH Wind exposure category ( B, C or D ) - --) B Open structure ( Yes or no ) ---) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Os * I ) 0 - 15 ft. - 12.20 psf. p = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. - 13.19 psf. p = 0.72 * 1.20 16.40 * 1.00 ) 20 - 25 ft. = 14.17 psf. Seismic zone (1, 2A, 28, 3, or 4) - - -) 3 - 15= 8 Seismic importance factor = 1.00 Seismic load (V = Z * 1 * Cp * W ) = 15,47 psf. f'c of concrete = 4000.00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic = 0.00 % Parapet height, height of wall above roof, - 3,00 feet Design height, distance between floor and roof, : 23,50 feet Fixity coefficient - 0.85 Tributary width for design loads - 8,00 feet 3,o /s ' Uniform dead load on design section - 52,50 1 / ft. � S P r rm live load on design section - 87,50 1 / ft. -- `. .Atrated dead load on design section - 0,00 lbs. concentrated live load on design section = 0.00 lbs. Total dead load on design section = 420.00 lbs. Total live load on design section = 700,00 lbs. Additional wt. applied to wall, ( le. Stucco, ) - 0.00 psf, Eccentricity, dist from center of wall to load - 5.00 inches Wall thickness for weight calculations - 5.50 inches Wall thickness for design calculations - 4.75 inches d Depth to centroid of steel - 2,38 inches if Allowable axial stress ( .04 * f'c ) = 160,00 psi. Weight of wall = 68.75 psf. Weight of wall on design section = 7143.12 lbs. Total design load on design section = 8263,13 lbs. Actual axial stress (( Pw + Po ) / Net area ) - 36,24 psi, Steel ratio ( As / ( b * d )) = 0,0136 Maximum allowed steel ratio ( .6 * Rho - balanced ) - 0.0171 Modulus of rupture - 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec = 8.04 Cracking Moment - 57.08 In.-k Ig = 428.69 in, "4 ** DESIGN SUMMARY ** Ultimate load capacity has been set for all load cases, ( Mu ( Phi * Mn ), ice load deflection is less than ( design ht. / 150 ) for all cases. of steel ( 1,55 in "2 /ft) is less than .6 * Rho - balance ( 1.95 in "2 /ft). .ial stress ( 36.24 psi. ) is less than .04 * f'c ( 160.00 psi.), SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. 7- A 1300 -114th Ave S.E., Suite 250 Calculated by 47 . Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 04/05/95 5 Number 5 Bars Results shown are for 48.00 inch wide section. CASE I-A ( = 1.40 + 1.71 ) ! Roof (M = P *e -- No P * Deflection,) , Pu - 1778.00 lbs. a - 0.58 in. As' = 1.58 in, "2 c - 0.68 in. Phi - 0.896 Ms - 5,60 in-k Icr - 41,69 in. "4 Mu = 8.89 in-k Allow, Defl. = 1,60 in. Phi * Mn = 177.47 in -k Service Defl. = N.A. in. Ult. Defl. = N.A. in. CASE I-B (U = 1.4D + 1.7L ) A Mid -Ht, (M = .5 *P #e + P * Deflection.) Pu = 11778.38 lbs, a - 0.64 in. As' = 1.75 in, "2 c - 0,76 in, Phi - 0.874 Ms = 2.89 in-k Icr = 43.98 in. "4 Mu = 100.38 in-k Allow. Deft, = 1.60 in, Phi * Mn = 188.59 in-k Service Defl, = 0,01 in. Delta n = 8.14 in. CASE II (U = .75 ( 1.4D + 1.7L + 1,87E ) ) with 0 % Live Load, Pu - 7941.28 lbs. a - 0.62 in. s' - 1.68 in. "2 c = 0.73 in. rhi = 0,883 Ms - 84.88 in -k Icr - 43.11 in, "4 Mu - 168,90 in-k Allow, Defl, = 1.60 in, Phi * Mn = 184.48 in -k Service Defl, = 1,29 in, Delta n - 8,05 in. CASE III (U = .75 ( 1.4D + 1.7L + 1,7W ) ) with 50 % Live Load. Pu = 8387.53 lbs. a - 0.62 in. As' = 1,69 in. "2 c = 0.73 in, Phi = 0.882 Ms - 67.17 in -k Icr - 43,22 in. "4 Mu . - 146.88 in -k Allow, Defl. = 1.60 in. Phi * Mn = .184.97 in -k Service Defl. = 0.61 in. Delta n = 8,06 in. CASE IV ( U : ,9D + 1,43Eq ) No Live Load, Pu = 6806.81 lbs. a = 0.61 in. As' - 1.66 in. "2 c - 0.72 in. Phi = 0.885 Ms = 84.95 in -k Icr = 42.86 in. "4 Mu = 161.45 in -k Allow, Defl, = 1.60 in. Phi * Mn = 183.23 in -k Service Defl. = 1,30 in. Delta n : 8,02 in. CASE V (U = .9D + 1.3W ) No Live Load. Pu - 6806,81 lbs, a - 0,61 in. As' = 1,66 in, "2 c - 0.72 in. / ' Phi = 0,885 Ms 2 65.67 in -k .cr = 42.86 in. "4 Mu 2 134.10 in-k Allow. Defl, = 1.60 in. Phi * Mn = 183.23 in-k Service Defl. = 0.55 in. Delta n - 8.02 in. ........ ...+.. . < .n. t... y • , .rt;'sy sa'w•+larY A!4't'�i SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. 1300 -114th Ave S.E., Suite 250 Calculated by -' .' Bellevue, Washington 98004 Checked by (206) 450-4075 Date 03/28/95 (, ** *** TILT VP WALL DESIGN axtss ( Considering P -Delta effects per Section 2614(1) of the 1991 UBC ) Description West Wall Building A ** * *s ALLOWABLE STRESSES AND DESIGN CRITERIA ***** Basic wind speed • ---) 80 MPH ,/ Wind exposure category ( B, C or D ) ---) B Open structure ( Yes or no ) - - -) No ,- Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Os * I ) 0 - 15 ft. = 12,20 psf. . / p = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. = 13.19 psf. a L' 4!2 / ; 3 �� p = 0.72 * 1.20 16.40 * 1.00 ) 20 - 25 ft. = 14.17 psf. Seismic zone (1, 2A, 28, 3, or 4) -- -) 3 4 7 Seismic importance factor = 1,00 �� a Z 7 Seismic load (V = 1 * I * Cp * W ) = 15.47 psf, f'c of concrete = 4000.00 psi ' 5 Fy of steel : 60000,00 psi ' � 3 Percent of live load combined with seismic - 0,00 % Maximum allowed overstress = 0,00 % Parapet height, height of wall above roof, - 0.00 feet Design height, distance between floor and roof. - 22,50 feet Fixity coefficient - 1,00 � re dead load on design section = 345.00 0 / ft. ._ Jrm live load on design section = 575.00 0 / ft. Additional wt. applied to wall, ( ie, Stucco, ) - 0.00 psf, Eccentricity, dist from center of wall to load - 1.00 Inches -' Wall thickness for weight calculations = 5.50 inches ' Wall thickness for design calculations - 4,75 inches j Depth to centroid of steel : 2,38 inches Weight of wall - 68.75 psf. Weight of wall on design section - 773.44 0 / ft. Total design load on design section = 1693,44 0 / ft. Allowable axial stress ( .04 t f'c ) - 160.00 psi, Actual axial stress (( Pw + Po ) / Net area ) = 29,71 psi. Steel ratio ( As / ( b * d )) = 0.0092 Maximum allowed steel ratio ( .6 * Rho - balanced ) = 0.0171 Modulus of rupture = 316.23 psi. Modulus of elasticity ( Concrete ) = 3605,00 ksi, n = Es / Ec = 8,04 Cracking Moment - 14.27 in. -k ** DESIGN SUMMARY ** Ultimate load capacity has been met for all load cases, ( Mu ( Phi * Mn ). Service load deflection is less than ( design ht, / 150 ) for all cases. Area of steel ( 0.26 in "2 /ft) Is less than .6 * Rho - balance ( 0.49 in "2 /ft). Axial stress ( 29.71 psi. ) is less than .04 * f'c ( 160.00 psi.). (:, .. SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. P-/3 1300-114th Ave S.E., Suite 250 Calculated by _rza Bellevue, Washington 98004 Checked by (:-. (206) 450 -4075 Date, 03/28/95 I 5 Bar I 14.25 inches o.c. CASE I -A (U = 1.40 + 1.7L ) 6 Roof (M = Pte -- No P $ Deflection.) Pu - 1460.50 lbs. a = 0.42 in, As' L. 0.29 In, "2 c = 0.49 in. Phi = 0.887 Ms - 0,92 in -k Icr - 8.61 in. "4 Mu - 1.46 in -k Allow. Defl, = 1.80 in. Phi * Mn = 32.89 in-k Service Defl, = N.A. in. Ult. Defl, = N.A. in. CASE I-B (U = 1.4D + 1.7L ) 0 Mid-Ht. (M = ,5 *P *e + P * Deflection.) Pu = 2543.31 lbs. a - 0.45 in. As' - 0.30 in. "2 c - 0.52 in. Phi = 0,878 Ms - 0.48 in -k Icr - 8.93 in. "4 Mu - 24.23 in-k Allow, Defl, = 1.80 in. Phi * Mn = 34.39 in-k , Service Defl. = 0.01 in, Delta n - 9.24 In, CASE II (U = .75 ( 1.40 + 1.7L + 1.87E ) ) with 0 % Live Load. Pu - 1174.36 lbs. a - 0.41 in. As' - 0.28 in. "2 c - 0.49 In, hi - 0.890 Ms - 12,19 in-k Icr - 8.52 in. "4 Mu - 27.26 in -k Allow. Defl, = 1.80 In. Phi * Mn = 32,49 in -k Service Defl, = 0.24 in. Delta n - 9.03 in, CASE III (U = .75 ( 1.40 + 1.7L + 1.7W ) ) with 50 % Live Load, Pu - 1540.92 lbs. a - 0.42 in, As' = 0.29 in, "2 c - 0,50 in, Phi - 0.886 Ms - 10.04 in -k Icr - 8.63 in. "4 Mu = 26.42 in-k Allow, Defl, = 1.80 in. Phi * Mn = 33.01 in -k Service Defl. = 0.20 in. Delta n = 9.09 in. CASE IV ( U = .90 t 1.43Eq ) No Live Load, Pu - 1006.59 lbs. a : 0.41 in, As' : 0.28 in. "2 c - 0,48 in. Phi = 0.891 Ms = 12.19 in -k Icr = 8.46 in. "4 Mu = 26.02 in -k Allow. Defl. : 1.80 in. Phi * Mn = 32.25 in-k Service Defl. = 0.24 in. Delta n - 9.01 in. CASE V ( U = .9D + 1.3W ) No Live Load. Pu = 1006,59 lbs. a - 0.41 in. As' - 0.28 ln. "2 c - 0.48 in. Phi = 0.891 Ms = 9.84 in -k Icr - 8.46 in. "4 Mu 2 21.51 in-k allow. Defl. = 1.80 in. Phi * Mn - 32.25 in-k i Service Defl. = 0.19 in. Delta n 2. 9,01 In. .. .. ... .. .. ... ...... .. .a rt ,... ,...... ... ... _. .. .. .............. :. .._......, .... ... _ ..... ........... , ov:rv.un.vna mx.mv. e..v.mPIKT,A SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. / 4'1 1300-114th Ave S.E., Suite 250 Calculated by .75 Bellevue, Washington 98004 Checked by { (206) 450-4075 Date 05/21/95 ** *t* TILT UP WALL DESIGN * * *t* ( Considering P -Delta effects per Section 2614(i) of the 1991 UBC ) Description 3' -0' Section Between 12' & 15' Opnq,E Wall Bldg A ***x ALLOWABLE STRESSES AND DESIGN CRITERIA **x ** % `r9 S �/ Basic wind speed ---) 80 MPH `` �s . s �C /Sry ' Wind exposure catagory ( B, C or 0 ) - --) B 3 �,io fbF Open structure ( Yes or no ) - - -) No P - ( 2 4t4 Wind importance factor = 1.00 Di• Gs o Wind load ( p = Ce * Cq * Os * I ) 0 - 15 ft. - 12,20 psf. p = 0.67 * 1.20 16.40 * 1,00 ) 15 20 ft. = 13.19 psf. 1 ` r- S � �` ! s l r 5 p = 0.72 * 1.20 16.40 * 1.00 ) 20 25 ft. - 14.17 psf, V- p = 0.76 * 1.20 16.40 * 1,00 ) 25 - 30 ft. - 14.96 psf. Seismic zone (1, 2A, 2B, 3, or 4) - --) 3 Seismic importance factor = 1,00 Seismic load (V = 2 * I * Cp * W ) - 16,88 psf. f'c of concrete = 4000,00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic - 0,00 Parapet height, height of wall above roof. - 0.00 feet Design height, distance between floor and roof, = 25.50 feet Fixity coefficient - 1.00 Tributary width for design loads - 16.50 feet C . rm dead load on design section - 495.00 0 / ft. / .m live load on design section • 7. 630.00 1 / ft. ✓✓ .,,ncentrated dead load on design section = 0.00 lbs, Concentrated live load on design section = 0,00 lbs. Total dead load on design section : 8167.50 lbs. Total live load on design section = 10395,00 lbs. Additional wt. applied to wall, ( ie. Stucco. ) - 0.00 psf. Eccentricity, center of to load = 6,00 inches �" /44‘)" TN�c� Wall thickness for design calculations - 8,50 inches _-,, q y LEss /� Depth to centroid of steel - 6.60 inches 4 Allowable axial stress ( .04 * f'c ) 160.00 psi. Gs b f3,s- LI.) t /G / a,� Weight of wall = 75.00 psf, .�,�, _. Weight of wall on design section = 15778.13 lbs. Total design load on design section = 34340,63 lbs, Actual axial stress (( Pw + Po ) / Net area ) - 112.22 psi. Steel ratio ( As / ( b * d )) = 0.0052 Maximum allowed steel ratio ( .6 * Rho - balanced ) = 0.0171 Modulus of rupture = 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec - 8.04 Cracking Moment . = 137.08 in.-k Ig = 1842.38 in. "4 ** DESIGN SUMMARY ** U fixate load capacity has been met for all load cases, ( Mu ( Phi * Mn ). load deflection is less than ( design ht. / 150 ) for all cases, ,a of steel ( 1.24 in "2 /ft) is less than .6 * Rho - balance ( 4.06 in "2 /ft). Axial stress ( 112.22 psi. ) is less than .04 *,f'c ( 160.00 psi.). , SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. P-is 1300 -114th Ave S.E., Suite 250 Calculated by ?S Bellevue, Washington 98004 Checked by (206) 450-4075 Date 05/21/95 - -(. 4 Number 5 Bars • Results shown are for 36.00 inch wide section. CASE I-A (U = 1.4D + 1.7L ) @ Roof ( M = Pte -- No P * Deflection.) Pu = 29106.00 lbs. a - 0,85 in, As' = 1.73 in. "2 c - 0.99 in, Phi = 0.852 Ms - 18.56 in-k Icr = 447.81 in. "4 Mu - 29.11 in -k Allow, Defl, = 2.04 in. Phi * Mn = 545,03 in-k Service Defl, = N.A. in. Ult. Defl, = N.A. in. CASE I -B (U = 1.4D + 1,71 ) @ Mid -Ht, (M = ,5 04e + P * Deflection.) Pu = 51195.38 lbs. a - 1.03 in. As' - 2.09 in. "2 c : 1,21 in, Phi - 0,816 Ms : 9.77 in-k Icr - 510,83 in. "4 Mu - 221.85 in-k Allow, Defl. = 2,04 in, Phi * Mn = 624,09 in-k Service Defl, = 0.01 in. Delta n - 4.05 in, CASE II ( U = .75 ( 1.4D + 1.71 + 1,87E ) ) with 0 % Live Load. Pu ' = 25142,91 lbs. a - 0,81 In. `s' - 1,66 in, "2 c - 0.96 in. Ii - 0.859 Ms - 305.54 in -k Icr - 435,53 in. "4 Mu - 481,48 in-k Allow, Deft, = 2,04 in. Phi * Mn = 529.53 in -k Service Defl, = 1,25 in. Delta n - 3.83 in, CASE III (U = .75 ( 1,40 + 1.7L + 1,7W ) ) with 50 % Live Load, Pu = 31769,72 lbs. a - 0.87 in, As' = 1.77 in, "2 c - 1.02 in, Phi - 0.848 Ms - 232.30 in -k Icr = 455.89 in, "4 Mu - 390.22 in-k Allow, Defl, = 2.04 in. Phi * Mn = 555,22 in -k Service Defl. = 0.77 in. Delta n = 3,89 in, CASE IV (U = ,9D + 1.43Eq ) No Live Load. Pu = 21551.06 lbs. a - 0.78 in, As' = 1.60 in. "2 c - 0.92 in, Phi - 0.865 Ms - 306.34 In -k Icr = 424.12 in. "4 Mu - 473.93 in-k Allow, Defl, = 2.04 in. Phi * Mn = 515.13 in -k Service Defl. = 1.28 in, Delta n = 3,80 in. CASE V ( U = .9D + 1,3W ) No Live Load. Pu = 21551.06 lbs. a - 0.78 in. As' = 1.60 in. "2 c - 0.92 in, Phi = 0.865 Ms - 225,73 in -k r - 424.12 in. "4 Mu - 349.83 in -k -Allow, Defl, = 2.04 in. Phi * Mn = 515,13 in -k • Service Defl. = 0.77 in Delta n - 3.80 in SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. P- it 1300-114th Ave S,E., Suite 250 Calculated by_ ,.5 Bellevue, Washington 98004 Checked by (206) 450-4075 Date 05/21/95 C $$$$$ TILT UP WALL DESIGN $ * *tt ( Considering P -Delta effects per Section 2614(i) of the 1991 UBC ) Description 1' -6' Section Adjacent to 15' 011i,)(1 61^' ? $$$$$ ALLOWABLE STRESSES AND DESIGN CRITERIA * ** ** Basic wind speed - - -) 80 MPH Wind exposure catagory ( B, C or 0 ) - - -) B Open structure ( Yes or no ) ---) No Wind importance factor = 1,00 Wind load (p = Ce $ Cq * Os * I ) 0 - 15 ft, - 12.20 psf. p = 0.67 $ 1,20 16.40 $ 1.00 ) 15 - 20 ft. - 13.19 psf. p = 0.72 * 1.20 16.40 $ 1.00 ) 20 - 25 ft. - 14.17 psf. p = 0,76 * 1.20 16,40 * 1,00) 25 - 30 ft. - 14.96 psf. Seismic zone (1, 2A, 2B, 3, or 4) - - -) 3 Seismic importance factor = 1,00 Seismic load (V = Z * I x Cp * W ) = 16,88 psf, f'c of concrete = 4000.00 psi Fy of steel = 60000,00 psi Percent of live load combined with seismic - 0,00 s Parapet height, height of wall above roof. = 0.00 feet Design height, distance between floor and roof, - 25.50 feet . = 9 id. Fixity coefficient - 1.00 'r i' 2. Tributary width for design loads - 9,00 feet 1(11 dead load on design section = 495,00 0 / ft. f m live load on design section = 630,00 0 / ft. .,ncentrated dead load on design section - 0,00 lbs. Concentrated live load on design section - 0.00 lbs. Total dead load on design section = 4455,00 lbs, Total live load on design section = 5670,00 lbs. Additional wt, applied to wall. ( ie. Stucco, ) = 0,00 psf, Eccentricity, dist from center of wall to load = 1,00 inches Wall thickness for weight calculations - 6.00 inches Wall thickness for design calculations - 8.50 inches Depth to centroid of steel = 6.60 inches Allowable axial stress ( .04 * f'c ) = 160,00 psi, Weight of wall - 75,00 psf, Weight of wall on design section = 8606.25 lbs. Total design load on design section = 18731,25 lbs. Actual axial stress (( Pw + Po ) / Net area ) - 122,43 psi, Steel ratio ( As / ( b * d )) = 0,0052 Maximum allowed steel ratio ( .6 * Rho - balanced ) = 0.0171 Modulus of rupture = 316.23 psi, Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec - 8.04 Cracking Moment = 68.54 in, - I9 = 921.19 in, "4 *1 DESIGN SUMMARY ** U mate load capacity has been met for all load cases, ( Mu ( Phi ; Mn ), e load deflection is less than ( design ht, / 150 ) for all cases. .n of steel ( 0,62 in "2 /ft) is less than .6 s Rho - balance ( 2.03 in "2 /ft), Axial stress ( 122.43 psi. ) is less than .04 * f'c ( 160.00 psi.), • SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. P- 17 1300-114th Ave S.E:, Suite 250 Calculated by TS . Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 05/21/95 --( ,,, ■ 2 Number 5 Bars --/...-°"*. ps7 0 y S,, °4 G Results shown are for 18.00 inch wide section. CASE I -A (U = 1.40 + 1.7L ) O Roof (M = Pie -- No P * Deflection.) Pu = 15876.00 lbs. a - 0.87 in, As' - 0.88 in. "2 c - 1.02 in. Phi = 0,848 Ms = 10.13 In-4 Icr - 227,92 in. "4 Mu = 15.88 in -k Allow. Defl. = 2.04 in. Phi * Mn = 277.58 in-k Service Defl. = N.A. in. Ult. Defl. = N.A. in, CASE I-B (U = 1.40 + 1.7L ) O Mid -Ht. (M = ,5 *P *e + P * Deflection.) Pu = 27924.75 lbs, a - 1.06 in. As' - 1.09 in. "2 c - 1.25 in. Phi - 0.809 Ms = 5.36 in-k Icr - 261.51 in. "4 Mu - 122.11 in-k Allow. Defl. = 2.04 in. Phi * Mn = 319.59 in-k Service Defl, = 0.02 in. Delta n - 4.09 in. CASE II (U = .75 ( 1.4D + 1.7L + 1.87E ) ) with 0 % Live Load. Pu = 13714.31 lbs. a - 0.83 in. ( 49: = 0.85 in. "2 c - 0.98 in. J - 0.855 Ms - 169.04 in -k Icr - 221.32 in. "4 Mu = 262.88 in-k Allow. Defl, = 2.04 in, Phi * Mn = 269.26 in-k Service Defl. = 1.43 in. Delta n - 3.85 in, CASE III (U = .75 ( 1.40 + 1.7L + 1.7W ) ) with 50 % Live Load. Pu = 17328.94 lbs. a - 0.89 in. As' - 0.91 in. "2 c - 1.05 in. Phi - 0,843 Ms - 128.90 in-k Icr - 232.25 in. "4 Mu - 213.27 in-k Allow. Defl, = 2.04 in. Phi * Mn : 283.03 in -k Service Defl. = 0.90 in. Delta n - 3.91 in, CASE IV ( U = .90 + 1,43Eq ) No Live Load. Pu = 11755.13 lbs. a = 0.80 in. • As' - 0.82 in. "2 c - 0.94 in. Phi = 0.862 Ms - 169.58 in-k Icr - 215,19 in, "4 Mu - 258.70 in-k Allow. Defl. = 2.04 in. Phi * Mn = 261.51 in-k Service Defl, = 1.47 in. Delta n = 3.82 in. CASE V (U = .9D + 1.3W ) No Live Load. Pu = 11755.13 lbs, a : 0.80 in. As' - 0.82 in. "2 c = 0.94 in, Phi - 0.862 Ms - 125.01 in-k r - 215.19 in. "4 Mu - 191.01 in-k Hllow. Defl, = 2.04 in. Phi * Mn = 261.51 in-k Service Defl. = 0.91 in. Delta n - 3.82 in. SHUTLER CONSULTING ENGINEERS Job - Parkway Place Structural Engineers Sheet no. P -► f} 1300 -114th Ave S.E., Suite 250 Calculated by s Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 04/05/95 C tags TILT UP WALL DESIGN ***** ( Considering P -Delta effects per Section 2614(i) of the 1991 UBC ) 15.0" Description 2'-0' SecOon Adjacent To )H' Opng, E Wall Bldg A ****t ALLOWABLE STRESSES AND DESIGN CRITERIA ***** Basic wind speed ---) 80 MPH Wind exposure catagory ( B, C or D ) -- -) B Open structure ( Yes or no ) -- -) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Qs * I ) 0 - 15 ft. = 12.20 psf. p = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft, - 13.19 psf. p = 0.72 * 1.20 16.40 * 1,00 ) 20 - 25 ft. - 14.17 psf. p = 0.76 t 1,20 16.40 s 1.00 ) 25 - 30 ft. - 14.96 psf. Seismic zone (1, 2A, 2B, 3, or 4) -- -) 3 Seismic importance factor = 1.00 Seismic load ( V = Z t I t Cp s W ) - 17.58 psf. f'c of concrete = 4000.00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic - 0.00 % Parapet height, height of wall above roof. - 0.00 feet Design height, distance between floor and roof. = 25.50 feet Fixity coefficient - 1.00 Tributary width for design loads - 10.00 feet rm dead load on design section = 322.50 I / ft. arm live load on design section = 537.50 1 / ft. Concentrated dead load on design section = 0,00 lbs, Concentrated live load on design section - 0.00 lbs. Total dead load on design section = 3225,00 lbs, Total live load on design section = 5375.00 lbs. Additional wt, applied to wall. ( ie. Stucco. ) - 0.00 psf. Eccentricity, dist from center of wall to load - 1.00 inches Wall thickness for weight calculations - 6.25 inches �� „ 1714 �srE Les ‘%/ /f p - von Wall thickness for design calculations - 8.50 Inches -- °r N Depth to centroid of steel - 6.60 inches Allowable axial stress ( .04 * f'c ) - 160.00 psi. Weight of wall - 78.13 psf. Weight of wall on design section = 9960.94 lbs. Total design load on design section = 18560,94 lbs. Actual axial stress (( Pw t Po ) / Net area ) - 90,98 psi. Steel ratio ( As / ( b * d )) = 0.0059 Maximum allowed steel ratio ( .6 * Rho - balanced ) - 0.0171 Modulus of rupture = 316.23 psi. Modulus of elasticity ( Concrete ) = 3605,00 ksi. n = Es / Ec = 8.04 Cracking Moment - 91.39 in. -k 19 = 1228.25 in. "4 is DESIGN SUMMARY ** gate load capacity has been met for all load cases, ( Mu ( Phi * Nn ). .ce load deflection is less than ( design'ht. / 150 ) for all cases. ...ea of steel ( 0.93 in "2 /ft) is less than .6 * Rho - balance ( 2.71 in "2 /ft). Axial stress ( 90.98 psi. ) is less than .04 * f'c ( 160.00 psi.). • • z w +m • 1z.. tr> f.wrw m SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no, l' t 1300 -114th Ave S.E., Suite 250 Calculated by .T5 Bellevue, Washington 98004 Checked by (1 (206) 450 -4075 Date 04/05/95 • 3 Number 5 Bars Results shown are for 24.00 inch wide section. CASE I -A (U = 1.4D + 1.7L ) @ Roof (M = P *e -- No P * Deflection,) Pu = 13652.50 lbs. a = 0.85 in. As' = 1.16 in. "2 c - 1.00 in. Phi = 0,867 Ms = 8.60 in-k Icr - 299,91 in. "4 Mu = 13,65 in -k Allow, Deft. = 2.04 in. Phi * Mn : 371.60 in-k Service Defl. = N.A. in. Ult. Defl. : N.A. in. CASE I-B (U = 1.4D + 1,7L ) @ Mid -Ht. (M = .5 *P *e + P * Deflection.) Pu = 27597,81 lbs. a - 1,02 in. As' - 1,39 in. "2 , c - 1.20 in. Phi : 0.832 Ms - 4.48 in-k Icr - 339,67 in. "4 Mu - 118.46 in-k . Allow, Deft, = 2.04 in, Phi * Mn = 422.68 in-k Service Defl. = 0,01 in. Delta n - 4.04 in. • CASE II (U = .75 ( 1.4D + 1,7L + 1,87E ) ) with 0 % Live Load, ..Pu = 13845.23 lbs. a = 0,85 in. 1.16 in, "2 c = 1.00 in. Lehi - 0,866 Ms - 187.08 in-k Icr - 300,49 in. "4 Mu - 295.75 in-k Allow, Deft. = 2.04 in, Phi * Mn = 372.35 in-k Service Deft. = 1,06 in, Delta n - 3.87 in. CASE III (U = .75 ( 1.40 + 1.7L + 1.7W ) ) with 50 % Live Load. Pu = 17271.80 lbs, a = 0.90 in. As' = 1.22 in. "2 c : 1.05 in, Phi - 0.858 Ms = 135.44 in -k Icr - 310.74 in. "4 Mu - 228.09 in-k Allow. Deft. = 2,04 in, Phi * Mn : 385.57 in-k Service Deft. = 0,58 in. Delta n - 3.91 in. CASE IV (U = .9D + 1.43Eq ) No Live Load, Pu = 11867.34 lbs. a = 0.83 in. As' = 1.13 in, "2 c = 0.98 in. Phi = 0.871 Ms = 187.34 in -k Icr = 294.42 in. "4 Mu = 292.27 in-k Allow. Deft. = 2.04 in. Phi * Mn = 364.52 in -k Service Defl. = 1.08 in. Delta n = 3.85 in, CASE V (U = .90 + 1.3W ) No Live Load, Pu = 11867.34 lbs. a 0.83 in, As' = 1.13 in. "2 c = 0.98 in, ^hi - 0.871 Ms - 132.44 in-k cr = 294,42 in, "4 Mu - 207.26 in -k Allow, Deft. = 2.04 in. Phi * Mn = 364.52 in -k Service Defl. = 0.58 in Delta n = 3.85 in SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. p- 1300 -114th Ave S.E „ Suite 250 Calculated by a b Bellevue, Washington 98004 Checked by (r: (206) 450 -4075 Date 04/05/95 ***** TILT UP WALL DESIGN.ttttt ( Considering P -Delta effects per Section 2614(1) of the 1991 UBC ) Description Typical Solid Wall, East Side of Bldg A ***** ALLOWABLE STRESSES AND DESIGN CRITERIA ****t Basic wind speed - - -) 80 MPH Wind exposure category ( 8, C or D ) -- -) B Open structure ( Yes or no ) - - -) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Os * I ) 0 - 15 ft. - 12.20 psf. p = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. = 13,19 psf. p = 0.72 * 1.20 16.40 * 1.00 ) 20 - 25 ft. - 14.17 psf. p = 0.76 * 1,20 16.40 * 1.00 ) 25 - 30 ft. = 14,96 psf, Seismic zone (1, 2A, 28, 3, or 4) ---) 3 Seismic importance factor = 1.00 Seismic load (V = Z t I t Cp t W ) - 15.47 psf. f'c of concrete = 4000,00 psi Fy of steel = 60000,00 psi Percent of live load combined with seismic - 0.00 % Maximum allowed overstress - 0.00 t Parapet height, height of wall above roof. = 0.00 feet Design height, distance between floor and roof. - 25,50 feet P)'' y coefficient _ 1,00 . .� (t� )( /6 / ..orm dead load on design section 322.50 $ / ft. ',/ Uniform live load on design section - 537.50 M / ft. C. t c3y 2 4) . /671 Additional wt. applied to wall. ( ie, Stucco, ) - 0,00 psf, Eccentricity, dist from center of wall to load - 1,00 inches Wall thickness for weight calculations - 5,50 inches Wall thickness for design calculations = 4.75 inches Depth to centroid of steel = 2,38 inches Weight of wall = 68,75 psf. Weight of wall on design section - 876,56 1 / ft. Total design load on design section = 1736.56 1 / ft. Allowable axial stress ( .04 * f'c ) - 160.00 psi. Actual axial stress (( Pw + Po ) / Net area ) = 30,47 psi. Steel ratio ( As / ( b * d )) = 0,0105 Maximum allowed steel ratio ( .6 t Rho-balanced ) = 0.0171 Modulus of rupture = 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi, n = Es / Ec - 8.04 Cracking Moment = 14.27 in.-k ** DESIGN SUMMARY ** Ultimate load capacity has been met for all load 'cases, ( Mu ( Phi * Mn ), Service load deflection is less than ( design ht. / 150 ) for all cases. Area of steel ( 0,30 in "2 /ft) is less than .6 * Rho- balance ( 0.49 in "2 /ft). Axial stress ( 30.47 psi. ) Is less than .04 * f'c ( 160.00 psi,). SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. F 1300-114th Ave S.E., Suite 250 Calculated by . Bellevue, Washington 98004 Checked by le (206) 450-4075 Date, 04/05/95 4 5 Bar 4 12.45 Inches o.c. CASE I -A (U = 1.40 + 1.7L ) 4 Roof (H = Pte -- No P * Deflection.) Pu - 1365.25 lbs. a - 0.47 in. As' = 0.32 in. "2 c = 0.56 in, Phi - 0.888 Ms - 0.86 in -k Icr = 9.29 in. "4 Mu - 1.37 in -k Allow, Defl, = 2.04 in, Phi * Mn = 36.72 in-k Service Defl. = N.A. In, Ult. Defl. = N.A. in, CASE I -B (U = 1.4D + 1.71. ) 4 Mid -Ht. (M = .5 *P *e + P * Deflection.) Pu = 2592.44 lbs. a : 0.50 in. As' = 0.34 in. "2 c - 0.59 in. Phi = 0.877 Ms = 0,45 in -k Icr - 9.63 in, "4 Mu = 32.51 in-k Allow. Defl. = 2.04 in. Phi * Mn = 38,32 in -k Service Defl. = 0,01 in. Delta n = 12,28 in. CASE II (U = .75 ( 1.4D + 1.7L + 1,87E ) ) with 0 % Live Load. Pu = 1259.02 lbs. a = 0.47 in. As' = 0.32 in, "2 c - 0.55 in, `,_ hi = 0.889 Ms - 16.44 in -k Icr - 9,26 in. "4 Mu - 36,47 In -k Allow. Defl. = 2.04 in. Phi * Mn = 36.58 in -k Service Defl. = 0.99 in, Delta n = 12.02 in, CASE III ( = .75 ( 1.40 + 1.71 + 1,7W ) ) with 50 % Live Load. Pu - 1601.67 lbs. a - 0,48 in. As' 0.33 in. "2 c = 0.56 in. Phi = 0,886 Ms - 13.10 in-k Icr = 9,36 in. "4 Mu - 35.41 in -k Allow. Defl. = 2.04 in. Phi * Mn = 37.04 in-k Service Defl, = 0,33 in. Delta n - 12.09 in. CASE IV ( U = .9D + 1.43Eq ) No Live Load, Pu = 1079.16 lbs. a - 0.47 in, As' = 0.32 in. "2 c - 0.55 in. Phi = 0.891 Ms - 16,45 in -k Icr = 9.21 in. "4 Mu - 34.66 in -k .Allow, Deft, = 2,04 in. Phi * Mn = 36.34 in -k Service Deft. = 1.00 in. Delta n - 11.99 in. CASE V (U = .9D + 1.3W ) No Live Load, Pu = 1079,16 lbs, a = 0.47 in. As' : 0.32 in, "2 c - 0.55 in. Phi - 0.891 Ms = 12,87 in -k � Tcr - 9.21 in, "4 Mu 29,10 in -k Allow. Defl, '= 2.04 in. Phi * Mn = 36.34 in -k Service Deft. = 0,32 in, Delta n - 11.99 in, SMILER CONSULTING ENGINEERS Job�ark��� - Structural Engineers Sheet no 1300-114th Ave S.E., Suite 250 Calculated by zr;:, Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 03/12/95 ..( ttttt TILT UP WALL DESIGN nut e, � t / 2, z ts; r ( Considering P -Delta effects per Section 2614(i) of the 1991 UBC ) GZf Description Typical Solid Wall, North Side of Building '0' ' ***** ALLOWABLE STRESSES AND DESIGN CRITERIA ***** Basic wind speed ---) 80 MPH , Wind exposure category ( B, C or D ) ---) B I -� Open structure ( Yes or no ) ---) No r- Wind importance factor = 1.00 \Y , '1 Wind load ( p = Ce * Cq * Os * I ) 0 - 15 ft. = 12,20 psf. p = 0.67 t 1,20 16.40 * 1.00 ) 15 - 20 ft. = 13.19 psf, ��•� p = 0.72 t 1,20 16.40 t 1.00) 20 - 25 ft. - 14.17 psf. vAi)I p = 0.76 * 1.20 16.40 * 1.00 ) 25 - 30 ft. = 14.96 psf. Seismic zone (1, 2A, 28, 3, or 4) - - -) 3 Seismic importance factor = 1.00 Seismic load ( V = Z t I t Cp t W ) - 15.47 psf. f'c of concrete = 4000.00 psi 1 Fy of steel = 60000.00 psi IL,■• Percent of live load combined with seismic - 0.00 % Maximum allowed overstress - 0.00 % Parapet height, height of wall above roof. - 1.00 feet d Design height, distance between floor and roof. - 25.50 feet o . )> 3° lty coefficient = 1.00 /' / s re dead load on design section = 307.50 $ / ft / IA w • � � /�� *� -afore live load on design section = 512,50 4 / ft. % ✓ ) `i°7;'); S1 Additional wt. applied to wall. ( le, Stucco, ) = 0.00 psf, Pt a Eccentricity, dist from center of wall to load - 4.63 inches ✓ Wall thickness for weight calculations - 5,50 inches I Wall thickness for design calculations = 4.75 inches ✓ ---\., A" 12600 Depth to centrold of steel - 2.35 Inches a Weight of wall - 68,75 psf. „, .3 9' Weight of wall on design section - 945.31 4 / ft. 7 -' S' Total design load on design section = 1765.31 1 / ft. Allowable axial stress ( .04 t f'c ) - 160.00 psi, Actual axial stress (( Pw t Po ) / Net area ) = 30.97 psi. Steel ratio ( As / ( b * d )) = 0.0110 Maximum allowed steel ratio ( .6 * Rho - balanced ) - 0.0171 Modulus of rupture = 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n =Es /Ec - 8.04 Cracking Moment - 14.27 in.-k ** DESIGN SUMMARY ** Ultimate load exceeds wall capacity, ( Mu ) Phi * Mn ). Service load deflection is less than ( design ht. / 150 ) for all cases. Area of steel ( 0.31 in 4 2 /ft) is less than .6 * Rho - balance ( 0.48 in "2 /ft). Axial stress ( 30.97 psi. ) is less than .04 * f'c ( 160.00 psi.). C • • • SUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no, ; 1300-114th Ave S.E'., Suite 250 Calculated by ..1 Bellevue, Washington 98004 Checked by (206) 450-4075 Date 03/12/95 1 5 Bar 1 12.00 inches o.c. CASE I-A (U = 1.4D + 1.71 ) 1 Roof (M = Ps(' -- No P * Deflection.) Pu - 1301.75 lbs. a - 0.49 in. As' - 0.33 in, "2 c - 0.57 in. Phi = 0.889 Ms : 3.80 in -k Icr = 9.17 in. "4 Nu - 6.03 in -k Allow, Defl. = 2.04 in. Phi * Mn = 37.25 in -k Service Defl. = N.A. in. Ult. Defl. = N.A. in. CASE I -B (U = 1.40 + 1.7L ) 1 Mid-Ht. ( M = .S*Pse + P * Deflection.) Pu - 2625,19 lbs. a - 0.52 in. As' - 0.35 in, "2 c - 0.61 in. Phi - 0.877 Ms - 1.99 in -k Icr - 9.51 in. "4 Mu - 36.13 in-k - 3 OK Allow. Defl. = 2.04 in. Phi * Mn = 38.90 in-k Service Deft, = 0,05 In. Delta n - 12.62 in, CASE II (U = .75 ( 1,40 + 1.71 + 1.87E ) ) with 0 % Live Load, Pu - 1315,45 lbs, a - 0,49 in. As' : 0,33 In. "2 c - 0.57 in, phi - 0.888 Ms - 17.41 in -k �r - 9.18 in. "4 Mu - 38,17 in-k 2,./g 05. Allow, Deft. = 2.04 in, Phi * Mn = 37.26 in -k, ot Service Defl, = 1.29 in. Delta n - 12,37 In. CASE III (U = .75 ( 1,40 + 1.7L + 1.7W ) ) with 50 % Live Load, Pu : 1642.17 lbs. a - 0.50 in. As' - 0.34 In, "2 c - 0.58 in, Phi - 0.886 Ms : 14.16 in-k Icr - 9.26 in. "4 Mu - 37.62 in -k 0 Allow. Defl. = 2.04 in, Phi * Mn = 37,68 in -k Service Defl. : 0.36 in. Delta n = 12.43 in. CASE IV ( U = .9D + 1.43Eq ) No Live Load. Pu = 1127.53 lbs. a : 0.48 in, As' - 0.33 in. "2 c - 0.57 in, . Phi - 0.890 Ms - 17.42 in-k Icr - 9.13 in. "4 Mu = 36.12 in -k off-. .. Allow. Defl. = 2.04 in. Phi * Mn = 37.02 in-k i Service Defl. = 1.29 in, Delta n - 12.33 in, CASE V ( U = .90 + 1.3W ) No Live Load, Pu - 1127.53 lbs. a - 0.48 in. As' - 0.33 in. "2 c : 0,57 in. Phi - 0.890 Ms - 13,46 in -k Icr - 9,13 in, "4 Mu - 30.56 in-k 361g- How. Defl. = 2.04 in. Phi * Mn : 37.02 In -k Service Deft, : 0.34 in. Delta n : 12,33 in. 1 . ..a. • SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. 1 1300-114th Ave S.E., Suite 250 Calculated by S S. • Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 05/25/95 C =_*_* TILT UP WALL DESIGN * * * *x ( Considering P -Delta effects per Section 2614(1) of the 1991 UBC ) Description 2' Section Adjacent to 6' -4' Opng, N Wall Bldg D ##a ** ALLOWABLE STRESSES AND DESIGN CRITERIA * * *** Basic wind speed - - -) 80 MPH Wind exposure category ( B, C or D ) -- -) B Open structure ( Yes or no ) -- -) No Wind importance factor = 1.00 Wind load ( p : Ce * Cq * Os * I ) 0 - 15 ft. : 12,20 psf, P = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. - 13.19 psf. p = 0.72 * 1.20 16.40 $ 1.00 ) 20 - 25 ft. = 14.17 psf. Seismic zone (1, 2A, 28, 3, or 4) - - -) 3 i , `) , 35 Seismic importance factor = 1,00 .ill f G.6 7 1 7b Seismic load (V = z * I t Cp * W ) 16.88 psf. ' t�7.Z ,' A / G � f'c of concrete - 4000.00 psi - �� Pa� � % � Fy of steel = 60000.00 psi ' LC, - rs/I Percent of live load combined with seismic - 0.00 Y - \ t6.t ) S 9 f Parapet height, height of wall above roof, - 0.00 feet Design height, distance between floor and roof. = 25,00 feet' Fixity coefficient = 1.00 ' Tributary width for design loads = 4,17 feet I Uniform dead load on design section - 357.00 0 / ft rm live load on design section = 596.00 0 / ft. ntrated dead load on design section - 0.00 lbs. ,gicentrated live load on design section - 0.00 lbs. Total dead load on design section = 1488,69 lbs. Total live load on design section = 2485.32 lbs. Additional wt. applied to wall, ( ie. Stucco, ) = 0,00 psf. a 4 Eccentricity, dist from center of wall to load - 1,00 inches 006 W It 0,,E11411. all thickness for weight calculations = 6.00 inches '' y, Lew 54/ Wall thickness for design calculations - 8,50 inches - 9 y " Depth to centroid of steel - 6.60 inches (/‘ ) . G N Allowable axial stress ( .04 x f'c ) 160,00 psi, ,� Z " . �' sr .rte' 6.6 Weight of wall - 75.00 psf. Weight of wall on design section = 3909.38 lbs. Total design load on design section = 7883.39 lbs. Actual axial stress (( Pw + Po ) / Net area ) - 38.64 psi, Steel ratio ( As / ( b * d )) = 0.0020 • Maximum allowed steel ratio ( .6 * Rho - balanced ) - 0.0171 Modulus of rupture - 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec - 8.04 Cracking Moment = 91.39 in. -k Ig = 1228,25 in, "4 *x DESIGN SUMMARY xx Ultimate load capacity has been met for all load cases, ( Mu ( Phi * Mn ). - load deflection is less than ( design ht. / 150 ) for all cases. ,f steel ( 0,31 in "2 /ft) is less than .6 * Rho - balance ( 2.71 in "2 /ft), .ai stress ( 38,64 psi. ) is less than .04 * f'c ( 160.00 psi.), SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. P -2/,1 1300 -114th Ave S,E., Suite 250 Calculated by _76 Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 05/25/95 -1 (: - 1 Number 5 Bars Results shown are for 24.00 inch wide section. CASE I-A (U = 1.4D + 1.7L ) @ Roof (M = Pte -- No P * Deflection.) Pu = 6309.21 lbs. a = 0.31 in. As' = 0.42 in, "2 c - 0.36 in. Phi - 0.885 Ms = 3.97 in -k Icr - 130.45 in. "4 Mu = 6.31 in-k Allow. Oefl. = 2.00 in. Phi * Mn = 142,06 in-k Service Defl. = N.A. in. Ult. Defl. = N.A. in. CASE I -B ( = 1.0 + 1.7L ) @ Mid -Ht, (H = ,5 *P *e + P * Deflection.) Pu = 11782.34 lbs. a - 0.37 in. As' - 0.51 in. "2 c - 0.44 in. Phi = 0,871 Ms - 2.02 in-k Icr - 155.34 in. "4 Mu : 41.59 in -k Allow, Defl, = 2.00 in. Phi * Mn = 169.75 in-k Service Defl, = 0.00 in, Delta n - 3,26 in, CASE II (U = .75 ( 1.40 + 1.7L + 1.87E ) ) with 0 % Live Load. Pu - 5667.97 lbs, a - 0.30 in. `s' = 0.40 in. "2 c - 0.35 in. .ii = 0.886 Ms - 67.49 in-k Icr - 127.44 in. "4 Mu - 111.41 in -k Allow. Defl. = 2.00 in. Phi * Mn = 138.73 in-k Service Defl. = 0,14 in, Delta n - 3.19 in. CASE III (U = .75 ( 1.4D + 1,7L + 1,7W ) ) with 50 % Live Load. Pu - 7252.36 lbs. a - 0.32 in, As' = 0.43 in. "2 c - 0.37 in. Phi = 0.882 Ms - 51.34 in -k Icr = 134,83 in. "4 Mu = 87,66 in -k Allow, Defl, = 2.00 in. Phi 4 Mn = 146.92 in-k Service Defl. = 0.11 in. Delta n = 3.21 in. CASE IV (U = ,9D + 1.43Eq ) No Live Load, Pu - 4858.26 lbs. a - 0.29 in, As' = 0.39 in. "2 c - 0.34 in. Phi = 0,888 Ms - 67.49 in -k Icr = 123.63 in, "4 Mu - 110.49 in -k Allow. Defl. = 2.00 in. Phi * Mn = 134.50 in -k Service Defl. = 0,14 in. Delta n : 3.19 in. CASE V ( U : .9D + 1.3W ) No Live Load. Pu - 4858,26 lbs. a = 0.29 in. As' = 0,39 in. "2 c - 0.34 in. Phi = 0.888 Ms - 50.57 in -k :r - 123.63 in, "4 • • Mu = 80.17 in-k Allow. Defl, = 2.00 in, Phi * Mn = 134.50 in -k Service Defl. = 0.11 in. Delta n - 3.19 in, SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. 1 .14.15 1300 -114th Ave S.E., Suite 250 Calculated by ,J Bellevue, Washington 98004 Checked by (206) 450-4075 Date 05/25/95 - -� ** * *z TILT UP WALL DESIGN * * * ** ( Considering P -Delta effects per Section 2614(1) of the 1991 UBC ) • Description 18' Section Adjacent to 22' -9' Opnq N Side Bldg 0 * * * ** ALLOWABLE STRESSES AND DESIGN CRITERIA ***** Basic wind speed - - -) 80 MPH Wind exposure catagory ( B, C or D ) ---) B Open structure ( Yes or no ) - - -) No Wind importance factor = 1.00 Wind load (p = Ce * Cq * Os * I ) 0 - 15 ft. = 12.20 psf, p = 0.67 * 1.20 16.40 * 1,00 ) 15 - 20 ft. = 13.19 psf. p = 0.72 * 1.20 16.40 * 1.00 ) 20 - 25 ft. - 14.17 psf. Seismic zone (1, 2A, 28, 3, or 4) - - -) 3 Seismic importance factor = 1.00 Seismic load (V = Z a I * Cp * W ) - 16.88 psf, f'c of concrete = 4000.00 psi Fy of steel = 60000.00 psi 0/ Percent of live load combined with seismic - 0.00 % )- 3°1' Parapet height, height of wall above roof. - 5.00 feet i// 4 ''S t ' Design height, distance between floor and roof. - 21.50 feet Q4.° a S Fixity coefficient - 0.85 . / "ii 5/, Tributary width for design loads - 12,88 feet / L L s / a )1;r) J Uniform dead load on design section - 307.50 P / ft, C m live load on design section - 512.50 P / ft. trated dead load on design section - 0.00 lbs. .,ncentrated live load on design section - 0,00 lbs. Total dead load on design section = 3959,06 lbs. Total live load on design section = 6598.44 lbs. Additional wt, applied to wall. ( ie, Stucco. ) - 0,00 psf. Eccentricity, dist from center of wall to load : 4.63 Inches Wall thickness for weight calculations - 6,00 inches - 34 r2gt):d/�• Wall thickness for design calculations - 8.50 inches --- 1 1 9 ./•• Depth to centroid of steel - 6,60 inches ✓- Allowable axial stress ( .04 $ f'c ) - 160,00 psi. Weight of wall - 75.00 psf. Weight of wall on design section = 13651.52 lbs. Total design load on design section = 24209,02 lbs. Actual axial stress (( Pw t Po ) / Net area ) = 158.23 psi. Steel ratio ( As / ( b * d )) = 0.0052 Maximum allowed steel ratio ( .6 * Rho - balanced ) - 0.0171 Modulus of rupture - 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi, n = Es / Ec - 8.04 Cracking Moment - 68.54 in. -k Ig = 921.19 in. "4 *t DESIGN SUMMARY ** Ultimate load capacity has been met for all load cases, ( Mu ( Phi $ Mn ), S ' load deflection is less than ( design ht. / 150 ) for all cases. i f steel ( 0.62 in "2 /ft) is less than .6 * Rho-balance ( 2.03 in "2 /ft). al stress ( 158.23 psi. ) is less than .04 * f'c ( 160.00 psi.). SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. I'-2'/ 1300 -114th Ave S,E., Suite 250 Calculated by J5 Bellevue, Washington 98004 Checked by (206) 450-4075 Date 05/25/95 --(: 2 Number 5 Bars Results shown are for 18.00 inch wide section. CASE I-A (U = 1.4D + 1.7L ) 0 Roof ( M = Pte -- No P * Deflection.) Pu = 16760.03 lbs. a - 0.88 in. As' - 0,90 in, "2 c - 1.04 in. Phi = 0.845 Ms = 48.88 in -k Icr - 230.56 in. "4 Mu - 77.60 in -k Allow. Defl, = 1.46 in. Phi * Mn = 280,91 in-k Service Defl, = N.A. in. Ult. Defl. = N.A. in. CASE I-B ( U = 1.4D + 1,71 ) 0 Mid-Ht. ( = .5*Pte + p * Deflection,) Pu = 35872.16 lbs. a - 1.19 in. As' = 1.22 in. "2 c - 1.40 in. Phi - 0.783 Ms - 25.37 in-k Icr = 281,06 in, "4 Mu - 116.60 in -k Allow, Defi. = 1,46 in. Phi * Mn = 343,36 in-k Service Defl, = 0.04 in. Delta n - 2,17 in. CASE II ( U = .75 ( 1.40 + 1.71 + 1.87E ) ) with 0 % Live Load. Pu = 18491,12 lbs. a - 0,91 In. C s' 0.93 in. "2 c = 1.07 in. A 0,840 ' Ms 125.77 in-k Icr - 235.65 in. "4 Mu - 199,59 in-k Allow, Defl. = 1.46 in. Phi * Mn = 287.32 in -k Service Defl, = 0.44 in, Delta n - 2,02 in. CASE III (U = ,75 ( 1,40 + 1.71 + 1,7W ) ) with 50 % Live Load, Pu = 22697.62 lbs. a - 0,98 in, As' - 1,00 in. "2 c = 1.15 in. Phi - 0.826 Ms - 103.46 in-k Icr : 247,56 in. "4 Mu = 168,50 in-k Allow. Defl, = 1,46 in. Phi * Mn = 302,26 in-k Service Defl, = 0.30 in. Delta n = 2.05 in. CASE IV ( U = .9D + 1,43Eq ) No Live Load, Pu = 15849,53 lbs. a - 0.87 in, As' - 0.88 in. "2 c = 1.02 in, Phi - 0.848 Ms = 126.00 in-k Icr - 227.84 in. "4 Mu - 195.52 in-k Allow. Defi. = 1.46 in. Phi * Mn = 277.48 in -k Service Defl, = 0.45 in. Delta n = 2.00 in, • CASE V (U = ,9D + 1,3W ) No Live Load. Pu = 15849.53 lbs. a - 0.87 in. As' - 0.88 in, "2 c = 1.02 in, Phi = 0.848 Ms - 94.13 in-k , r = 227,84 in. 4 4 Mu - 144.39 in -k Allow, Defl. = 1.46 in, Phi * Mn 277.48 in -k Service Defl. = 0.26 in. Delta n . = 2.00 in, SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. 1 2 '1300-114th Ave S.E., Suite 250 Calculated by r$ Bellevue, Washington 98004 Checked by - 1( (206) 450-4075 Date 05/25/95 _ , - * * * ** TILT UP WALL DESIGN * * * ** ( Considering P-Delta effects per Section 2614(i) of the 1991 UBC ) Description 24' Section Adjacent to 3' -4' Man Door N Wall D *** ** ALLOWABLE STRESSES AND DESIGN CRITERIA * * *** Basic wind speed - - -) 80 MPH Wind exposure catagory ( B, C or D ) ---) B Open structure ( Yes or no ) -- -) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Os * I ) 0 - 15 ft. - 12.20 psf. p = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. - 13.19 psf. p = 0.72 * 1.20 16.40 * 1.00 ) 20 - 25 ft. - 14.17 psf. Seismic zone (1, 2A, 2B, 3, or 4) - - -) 3 Seismic importance factor = 1.00 Seismic load C V = 1 * I * Cp * W ) - 15.47 psf. f'c of concrete = 4000.00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic - 0.00 % Parapet height, height of wall above roof. - 5.00 feet Design height, distance between floor and roof, - 21.50 feet _ Fixity coefficient - 0.85 Tributary width for design loads - 3.67 feet Uniform dead load on design section - 307.50 1 / ft, / � U e rm live load on design section - 512.50 I / ft, ✓ trated dead load on design section - 0.00 lbs. A .4ncentrated live load on design section - 0.00 lbs. 1 .1 ,C, ?= Total dead load on design section = 1128.53 lbs. Total live load on design section = 1880,88 lbs. i. 1 " i . � .z. 4 Z Additional wt, applied to wall. ( ie, Stucco, ) - 0,00 psf. 2 Eccentricity, dist from center of wall to load - 4.63 inches Wall thickness for weight calculations = 5.50 Inches Wall thickness for design calculations = 4.75 inches Depth to centroid of steel = 2.90 inches Allowable axial stress ( .04 * f'c ) - 160.00 psi. Weight of wall - 68.75 psf. Weight of wall on design section = 3567.07 lbs. Total design load on design section = 6576.47 lbs. Actual axial stress (( Pw + Po ) / Net area ) - 57,69 psi. Steel ratio ( As / ( b * d )) = 0.0089 Maximum allowed steel ratio ( .6 * Rho - balanced ) = 0.0171 Modulus of rupture - 316.23 psi. Modulus of elasticity ( Concrete ) = 3605,00 ksi n = Es / Ec - 8.04 Cracking Moment - 28,54 in, -k Ig = 214.34 in. "4 1* DESIGN SUMMARY ** Ultimate load capacity has been met for all load cases, ( Mu i Phi * Mn ). 5e +rice load deflection is less than ( design ht, / 150 ) for all cases, f steel ( 0.62 in "2 /ft) is less than .6 * Rho - balance ( 1.19 in "2 /ft), -,41 stress ( 57.69 psi. ) is less than .04 * f'c ( 160.00 psi,), SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. 9-24C 1300 -114th Ave S.E „ Suite 250 Calculated by _!5 Bellevue, Washington 98004 Checked by (206) 450-4075 Date 05/25/95 2 Number 5 Bars Results shown are for 24.00 inch wide section. CASE I -A (U = 1.4D + 1.71 ) @ Roof (M = Pie -- No P * Deflection.) Pu = 4777.42 lbs. a = 0.51 in. As' = 0.70 In. "2 c = 0.61 in. Phi - 0.879 Ms = 13.93 in -k Icr = 31,41 in. "4 Mu = 22.12 in -k Allow, Defl, = 1,46 in. Phi * Mn = 97.52 in -k Service Defl, = N.A, in, Ult. Defl, = N.A. in. CASE I -B (U = 1.40 + 1.71 ) @ Mid -Ht, (H = .5 *P *e + P * Deflection,) Pu - 9771.32 lbs. a - 0.58 in. As' - 0,78 in, "2 c = 0.68 in. Phi - 0.857 Ms = 7.28 in-k Icr - 33.60 in, "4 Mu = 60.65 in-k Allow. Defl, = 1.46 in. Phi * Mn = 105,17 in-k Service Defl. = 0.05 in, Delta n - 5.07 in. CASE II ( U = ,75 ( 1.4D + 1.71 + 1.87E ) ) with 0 t Live Load. Pu = 4930.37 lbs. a - 0,52 in. "5' - 0.70 in, "2 c - 0.61 in. i - 0.878 Ms - 32.80 in-k Icr = 31,48 in. "4 Mu = 66.85 in- k Allow, Defl, : 1.46 in. Phi * Mn = 97,76 in-k Service Defl, = 0.37 in. Delta n = 4.91 in. CASE III ( U = .75 ( 1.4D + 1.7L + 1.7W ) ) with 50 % Live Load. Pu = 6129.43 lbs. a = 0,53 in, As' - 0.72 in. "2 c - 0.62 in. Phi = 0.873 Ms - 28.82 in -k Icr - 32.03 in. "4 Mu = 65,10 in -k Allow. Defl, = 1.46 in. Phi * Mn = 99.67 in -k Service Defl, = 0.20 in. Delta n = 4.95 in. CASE IV (U = .9D + 1.43Eq ) No Live Load, Pu = 4226.03 lbs. a - 0.51 In, As' - 0.69 in. "2 c - 0.60 in. Phi = 0.881 Ms - 32.82 in -k Icr = 31.16 in. "4 Mu = 63.68 in -k Allow. Defl. = 1.46 in. Phi * Mn = 96.63 in -k Service Defl, = 0.38 in. Delta n = 4.89 in. CASE V ( U = .9D + 1,3W ) No Live Load. Pu - 4226.03 lbs, a = 0.51 in. As' - 0.69 in. "2 c = 0.60 in. ( Phi = 0.881 Ms = 26.33 in-k r = 31.16 in. "4 Mu = 52.81 in-k -Allow. Defl, = 1.46 in, Phi * Mn = 96.63 in -k Service Defl. = 0.17 in. Delta n = 4.89 in. • .. .. ... ., .__� .. .... , r c +: YvY+.x Y CH .. •.'7s.r +r SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. j -z. ; 1300 -114th Ave S.E., Suite 250 Calculated by . Bellevue, Washington 98004 Checked by ( ( 206) 450-4075 Date 03/30/95 x* *** TILT UP WALL DESIGN * * *x* ( Considering P-Delta effects per Section 2614(1) of the 1991 UBC ) Atte a Description Bldg 8 - Weft Wall at 6' -4' Opening * * * ** ALLOWABLE STRESSES AND DESIGN CRITERIA um Basic wind speed ---) 80 MPH . Wind exposure catagory ( B, C or D ) -- -) B Open structure ( Yes or no ) ---) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Os * I ) 0 - 15 ft, - 12.20 psf. p = 0.67 * 1,20 16.40 * 1.00 ) 15 - 20 ft. = 13.19 psf. p = 0.72 * 1,20 16.40 * 1,00 ) 20 - 25 ft, - 14,17 psf, Seismic zone (1, 2A, 2B, 3, or 4) - --) 3 Seismic importance factor = 1.00 . Seismic load (V = z : I * Cp * W ) - 15,47 psf, f'c of concrete = 4000.00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic - 0.00 % Parapet height, height of wall above roof. = 4,83 feet Design height, distance between floor and roof, = 21.67 feet . Fixity coefficient - 1.00 Tributary width for design loads = 6,17 feet Uniform dead load on design section - 285,00 q / ft. � m live load on design section - 475.00 K / ft. ,,,,,ntrated dead load on design section : 0,00 lbs, concentrated live load on design section - 0.00 lbs. Total dead load on design section = 1758,45 lbs. Total live load on design section = 2930.75 lbs. Additional wt, applied to wall. ( ie. Stucco. ) - 0.00 psf. Eccentricity, dist from center of wall to load - 4.63 inches Wall thickness for weight calculations - 5.50 inches Wall thickness for design calculations = 4.75 inches Depth to centroid of steel - 2,93 inches Allowable axial stress ( .04 * f'c ) 160.00 psi. Weight of wall - 68.75 psf. Weight of wall on design section = 6644,90 lbs. Total design load on design section = 11334.10 lbs. Actual axial stress (( Pw + Po ) / Net area ) - 66.28 psi, Steel ratio ( As / ( b * d )) = 0.0147 • Maximum allowed steel ratio ( .6 $ Rho - balanced ) - 0.0171 Modulus of rupture = 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec = 8.04 Cracking Moment - 42.81 in, -k Ig = 321.52 in, $1 DESIGN SUMMARY *s . Ultimate load capacity has been met for all load cases, ( Mu ( Phi $ Mn ), • load deflection is less than ( design ht. / 150 ) for all cases. ,f steel ( 1.55 in "2 /ft) is less than .6 * Rho - balance ( 1.80 in "2 /ft ), al stress ( 66.28 psi. ) is less than .04 * f'c ( 160.00 psi.). SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. 12-7- 1300 -114th Ave S.E., Suite 250 Calculated by Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 03/30/95 5 Number 5 Bars Results shown are for 36.00 inch wide section. CASE I -A (U = 1,40 + 1.7L ) 0 Roof ( M = Pie -- No P * Deflection.) Pu = 7444.11 lbs. a = 0.82 in. As' - 1.67 in. "2 c = 0,97 in, Phi - 0.878 Ms - 21.71 in -k Icr = 62,77 in. "4 Mu = 34.47 in -k Allow. Oefl. = 1.73 in, Phi * Mn = 222.27 in -k Service Defl, = N.A. in, Ult. Defl. = N.A. in. CASE I -B ( = 1.4D + 1.71 ) 0 Mid -Ht. ( M = .5 0 + P $ Deflection.) Pu = 16746.96 lbs. a - 0.90 in. As' = 1.83 in. "2 c - 1.05 in. Phi : 0.851 Ms - 11.66 in-k Icr = 65.82 in. "4 Mu - 152.63 in-k Allow. Defl, = 1.73 in, Phi * Mn = 231.79 in-k Service Defl. = 0,07 in. Delta n - 8,08 in, CASE II (U = .75 ( 1.4D + 1.71 + 1,87E ) ) with 0 % Live Load. Pu - 8823.51 lbs. a - 0.83 in, 1.70 in. "2 c - 0.98 in. `._ ,ii - 0.874 Ms - 84.24 in-k Icr = 63.23 in. "4 Mu = 168.36 in-k Allow. Defl, = 1.73 in. Phi * Mn = 223.79 in-k Service Defl, = 1.54 in. Delta n = 7.91 in, CASE III (U = .75 ( 1,40 + 1.7L + 1.7W ) ) with 50 % Live Load. Pu = 10691.87 lbs. a = 0.85 in. As' - 1.73 in. "2 c - 1.00 in. Phi - 0.869 Ms = 73.05 in -k Icr - 63.84 in. "4 Mu = 162,36 in-k Allow, Defl, = 1.73 in. Phi * Mn = 225.78 in-k Service Defl. = 1.19 in, Delta n = 7.95 in. CASE IV (U = .90 + 1.43Eq ) No Live Load, Pu - 7563.01 lbs. a - 0,82 in. As' = 1,68 in. "2 c = 0.97 in. Phi = 0.878 Ms = 84.34 in-k Icr = 62.81 in. "4 Mu = 159.40 in-k Allow. Defl, = 1.73 in, Phi * Mn = 222,40 in-k Service Defl. = 1.55 in. Delta n = 7.88 in. CASE V ( U = ,9D + 1.3W ) No Live Load, Pu - 7563.01 lbs. a = 0.82 in. As' - 1.68 in. "2 c = 0,97 in. ^hi _ _ 0.878 Ms 66,28 in-k :r 62,81 in. "4 ' Mu 133,33 in -k Allow, Defl. = 1.73 in. Phi * Mn = 222,40 in-k Service Defl. = 0.99 in. Delta n - 7.88 in. SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. r -9 1 1300 -114th Ave S.E., Suite 250 Calculated by Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 03/29/95 * * * ** TILT UP WALL DESIGN * * * ** ( Considering P -Delta effects per Section 2614(1) of the 1991 UBC ) t4 4. w,‘0At Description Bldg B & C - Typical mouth Wall * * *** ALLOWABLE STRESSES AND DESIGN CRITERIA * * * ** Basic wind speed -- -) 80 MPH Wind exposure catagory ( B, C or D ) - - -) B Open structure ( Yes or no ) - - -) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Os * I ) 0 - 15 ft. - 12.20 psf. p = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. - 13.19 psf. p = 0.72 * 1.20 16.40 * 1.00 ) 20 - 25 ft. = 14.17 psf. p = 0.76 * 1.20 16.40 * 1.00) 25 - 30 ft. = 14.96 psf. - r Seismic zone (1, 2A, 28, 3, or 4) ---) 3 pi, io _ Seismic importance factor = 1.00 Seismic load (V = Z * I * Cp * W ) - 15.47 psf. f'c of concrete = 4000.00 psi = a r. $ g Fy of steel = 60000.00 psi Percent of live load combined with seismic - 0.00 % I, Maximum allowed overstress - 0.00 % c Parapet height, height of wall above roof. = 0.00 feet Design height, distance between floor and roof. - 25.50 feet M 0 /14 - coefficient - 1.00 el- cP .,rm dead load on design section = 53.00 0 / ft. Uniform live load on design section - 88.00 0 / ft. Additional wt. applied to wall. ( ie. Stucco, ) - 0.00 psf. Eccentricity, dist from center of wall to load = 1.00 inches Wall thickness for weight calculations - 5.50 inches Wall thickness for design calculations = 4.75 inches Depth to centroid of steel - 2.38 inches Weight of wall - 68.75 psf. Weight of wall on design section - 876.56 0 / ft. Total design load on design section = 1017.56 1 / ft. Allowable axial stress ( .04 * f'c ) - 160.00 psi. Actual axial stress (( Pw + Po ) / Net area ) = 17.85 psi. Steel ratio ( As / ( b * d )) : 0.0092 Maximum allowed steel ratio ( .6 * Rho - balanced ) = 0.0171 Modulus of rupture - 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec = 8.04 Cracking Moment = 14.27 in. -k ** DESIGN SUMMARY ** Ultimate load capacity has been met for all load cases, ( Mu ( Phi * Mn ). Service load deflection is less than ( design ht. / 150 ) for all cases. Area of steel ( 0.26 in "2 /ft) is less than .6 * Rho- balance ( 0.49 in "2 /ft). Axial stress ( 17.85 psi. ) is less than .04 * f'c ( 160.00 psi.). • SHUTLER CONSULTING ENGINEERS Job Parkway Place' Structural Engineers Sheet no. P g R 1300-114th Ave S.E., Suite 250 Calculated by Bellevue, Washington 98004 Checked by ( (206) 450-4075 Date 03/29/95 * 5 Bar Q 14.15 inches o.c. .y 5 - (o le/ "vc. CASE I -A (U = 1,40 + 1.7L ) ! Roof (M = P *e -- No P * Deflection.) • Pu = 223.80 lbs. a = 0.39 in. As' = 0.27 in. "2 c = 0.46 in, Phi = 0.898 Ms = 0.14 in -k Icr - 8.29 in. "4 Mu - 0.22 in-k Allow. Defl. = 2.04 in. Phi * Mn • 31.38 in-k Service Defl. = N.A. in. Ult. Defl. - N.A. in. CASE I-B (U = 1.4D + 1.7L ) 0 Mid -Ht. ( M = .5 *P *e + P * Deflection.) Pu - 1450.99 lbs. a - 0.42 in. As' = 0.29 in. "2 c = 0.50 in. Phi - 0.887 Ms = 0.07 in -k Icr - 8.68 in. "4 Mu - 17.01 in -k Allow. Defl. - 2.04 in. Phi * Mn - 33.15 in-k Service Defl. = 0.00 in. Delta n = 11.64 in, ; . CASE II (U = .75 ( 1.40 + 1,7L + 1.87E ) ) with 0 % Live Load. Pu - 976.04 lbs. a - 0,41 in. 0.28 in. "2 c = 0.48 in. .ni - 0.891 Ms = 15.94 in-k Icr - 8.53 in. "4 Mu : 32,46 in-k Allow, Defl, = 2.04 in. Phi * Mn = 32.47 in-k Service Defl. = 0.89 in, Delta n - 11.55 in. CASE III (U = ,75 ( 1,4D + 1.7L + 1.7W ) ) with 50 % Live Load. Pu - 1032.14 lbs. a - 0.41 in. As' = 0.28 in."2 c = 0,48 in. . Phi - 0.891 Ms = 12.68 in-k Icr - 8.55 in. "4 Mu = 27.70 in-k Allow. Defl. = 2.04 in. Phi * Mn = 32.55 in-k Service Defl. = 0.32 in. Delta n = 11.56 in. CASE IV (U = .9D + 1,43Eq ) No Live Load. Pu - 836.61 lbs. a = 0.41 in, As' - 0.28 in. "2 c - 0.48 in. Phi = 0.893 Ms - 15.95 in -k Icr - 8.49 in. "4 Mu - 31.24 in -k Allow. Defl, = 2.04 in. Phi * Mn = 32.27 in -k Service Defl. = 0.89 in. Delta n - 11.52 in. CASE V ( U = .9D + 1.3W ) No Live Load, Pu 836.61 lbs. a = 0.41 in. As' - 0.28 in. "2 c - 0.48 in. ; . ^hi - 0.893 Ms - 12.64 in -k ; ' :r - 8,49 in. "4 Mu - 25.68 in -k Allow. Defl. = 2.04 in. Phi * Mn = 32,27 in-k Service Defl. = 0.32 in. Delta n = 11.52 in. SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no, i'• 21 1300-114th Ave S.E., Suite 250 Calculated by Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 03/29/95 no* TILT UP WALL DESIGN tart ( Considering P -Delta effects per Section 2614(i) of the 1991 UBC ) vieeis Description Bldg B - Nara Wall 7' -0' Opening ttttt ALLOWABLE STRESSES AND DESIGN CRITERIA t Basic wind speed - --) 80 MPH Wind exposure catagory ( B, C or D ) - - -) B Open structure ( Yes or no ) - --) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Os * 1 ) 0 - 15 ft. - 12.20 psf. p = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. - 13.19 psf. p = 0.72 * 1.20 16.40 * 1.00 ) 20 - 25 ft. - 14.17 psf. Seismic zone (1, 2A, 2B, 3, or 4) - - -) 3 Seismic importance factor = 1.00 Seismic load ( V = Z t I t Cp t W ) - 15,47 psf, f'c of concrete = 4000.00 psi Fy of steel = 60000,00 psi Percent of live load combined with seismic - 0,00 t Parapet height, height of wall above roof. - 0.00 feet Design height, distance between floor and roof. - 20.75 feet Fixity coefficient - 1.00 Tributary width for design loads - 6.00 feet Uniform dead load on design section - 53.00 0 / ft. lf m live load on design section - 88.00 Y / ft. \__.ntrated dead load on design section - 0.00 lbs. Concentrated live load on design section - 0,00 lbs. Total dead load on design section = 318.00 lbs. Total live load on design section = 528,00 lbs. Additional wt, applied to wall. ( le, Stucco. ) - 0.00 psf. Eccentricity, dist from center of wall to load = 1.00 inches Wall thickness for weight calculations - 5,50 inches Wall thickness for design calculations - 4.75 inches Depth to centroid of steel - 2.90 inches Allowable axial stress ( .04 * f'c ) - 160,00 psi, Weight of wall = 68.75 psf. Weight of wall on design section = 4279.69 lbs, Total design load on design section : 5125,69 lbs. Actual axial stress (( Pw + Po ) / Net area ) = 35.97 psi. Steel ratio ( As / ( b * d )) = 0.0107 Maximum allowed steel ratio ( .6 * Rho - balanced ) - 0.0171 Modulus of rupture - 316,23 psi, Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec - 8.04 Cracking Moment - 35.67 in.-k Ig = 267,93 in. "4 ** DESIGN SUMMARY ** Ultimate load capacity has been met for all load cases, ( Mu ( Phi * Mn ). C S - •�ce load deflection is less than ( design ht. / 150 ) for all cases. if steel ( 0.93 in "2 /ft) is less than .6 * Rho-balance ( 1.49 in "2 /ft). • . 'al stress ( 35.97 psi. ) is less than .04 * f'c ( 160.00 psi.), SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no, 9- 1300-114th Ave S.E., Suite 250 Calculated by Bellevue, Washington 98004 Checked by (r (206) 450 -4075 Date 03/29/95 3 Number 5 Bars Results shown are for 30.00 inch wide section. CASE I-A (U = 1.4D + 1.7L ) 0 Roof (M = PP) -- No P * Deflection.) Pu - 1342.80 lbs. a - 0.56 in. As' = 0.95 in. "2 c = 0.66 in. Phi - 0.895 Ms - 0.85 in -k Icr = 41.34 in. "4 Mu - 1.34 in -k Allow. Deft. = 1.66 in. Phi * Mn = 134.03 in-k Service Defl, = N.A. in. Ult. Defl. = N.A. in. CASE I-B (U = 1.4D + 1.7L ) @ Mid-Ht. (M = ,5 *P # e + P * Deflection.) Pu - 7334.36 lbs, a - 0.62 in. As' = 1,05 in. "2 c - 0.73 in, Phi - 0.874 Ms - 0.44 in-k Icr - 43.79 in, "4 Mu - 49.75 in-k Allow. Defl. = 1.66 in. Phi * Mn = 142.99 in-k . Service Deft. = 0.00 in, Delta n - 6.69 in. CASE II (U = .75 ( 1.4D + 1.7L + 1.87E ) ) with 0 % Live Load. i = 4827.57 lbs. a - 0.59 in, ,,s' = 1.01 in, "2 c = 0.70 in. Phi = 0.883 Ms : 67.28 in-k Icr = 42.79 in, "4 Mu = 116.13 in -k Allow. Defl, = 1,66 in. Phi * Mn = 139.35 in-k Service Defl, = 1.56 in. Delta n - 6.61 in. CASE III (U = .75 ( 1.4D + 1,7L + 1,7W ) ) with 50 % Live Load. Pu - 5164.17 lbs. a - 0.60 in. As' = 1.02 in. "2 c = 0.70 in. Phi - 0.882 Ms - 52.80 in-k Icr = 42.92 in. "4 Mu = 95.56 in-k Allow, Deft. = 1.66 in. Phi * Mn = 139.85 in-k Service Deft. = 0.95 in. Delta n = 6.62 in. CASE IV (U = .9D + 1.43Eq ) No Live Load. Pu - 4137.92 lbs. a = 0.59 in. As' - 1.00 in. "2 c = 0.69 in. Phi - 0.885 Ms = 67.33 in -k Icr = 42.51 in. "4 Mu - 113.10 in-k Allow, Deft. = 1.66 in. Phi * Mn = 138.32 in-k Service Defl, = 1.57 in. Delta n = 6.58 in. CASE V (U = .9D + 1.3W ) No Live Load. Pu = 4137.92 lbs. a - 0.59 in. "' = 1.00 in. "2 c 0.69 in. ni = 0.885 Ms 52.37 in-k Icr = 42.51 in. "4 Mu = 89.63 in-k Allow. Defl, = 1.66 in. Phi * Mn = 138.32 in-k Service Defl. = 0.94 in. Delta n 6.58 in. ...,........__..w. w._ ..., SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. 1300 - 114th Ave S.E., Suite 250 Calculated by C Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 03/29/95 ** * ** TILT UP WALL DESIGN * * * ** ( Considering P -Delta effects per Section 2614(1) of the 1991 UBC ) (,C7r Description Bldg C - Na th Wall at 14'-5' Opening * * *** ALLOWABLE STRESSES AND DESIGN CRITERIA t * * ** Basic wind speed -- -) 80 MPH Wind exposure catagory ( B, C or 0 ) -- -) B Open structure ( Yes or no ) ---) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Os * I ) 0 - 15 ft. = 12.20 psf. p = 0.67 * 1.20 16,40 * 1.00 ) 15 - 20 ft. - 13.19 psf. p = 0.72 * 1.20 16.40 * 1.00 ) 20 - 25 ft. = 14.17 psf, Seismic zone (1, 2A, 2B, 3, or 4) -- -) 3 Seismic importance factor = 1.00 Seismic load (V = 2 * I * Cp * W ) = 15.47 psf, f'c of concrete = 4000.00 psi Fy of steel : 60000.00 psi Percent of live load combined with seismic = 0.00 t Parapet height, height of wall above roof, - 0.00 feet Design height, distance between floor and roof. = 21.25 feet Fixity coefficient = 1.00 Tributary width for design loads - 13.25 feet m dead load on design section - 53.00 * / ft. Jrm live load on design section = 88.00 0 / ft. Concentrated dead load on design section - 0.00 lbs, Concentrated live load on design section = 0.00 lbs. Total dead load on design section = 702.25 lbs. Total live load on design section = 1166.00 lbs. Additional wt. applied to wall. ( ie. Stucco. ) = 0.00 psf, Eccentricity, dist from center of wall to load = 1.00 inches Wall thickness for weight calculations - 5.50 inches Wall thickness for design calculations - 4.75 inches Depth to centroid of steel .= 2.93 inches Allowable axial stress ( .04 * f'c ) - 160,00 psi. Weight of wall = 68.75 psf. Weight of wall on design section = 9678.71 lbs. Total design load on design section = 11546.96 lbs. Actual axial stress (( Pw + Po ) / Net area ) = 33.76 psi. Steel ratio ( As / ( b * d )) = 0.0088 Maximum allowed steel ratio ( .6 * Rho - balanced ) - 0.0171 Modulus of rupture = 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec = 8.04 Cracking Moment = 85.62 in. -k Ig = 643.03 in, "4 *t DESIGN SUMMARY ** (' load capacity has been met for all load cases, ( Mu ( Phi * Mn ). load deflection is less than ( design ht. / 150 ) for all cases, .,ea of steel ( 1.86 in /ft) is less than .6 * Rho - balance ( 3,61 in /ft). . Axial stress ( 33.76 psi. ) is less than .04 * f'c ( 160.00 psi.). , SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. P yl 1300-114th Ave S.E., Suite 250 Calculated by Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 03/29/95 6 Number 5 Bars Results shown are for 72.00 inch wide section. CASE I-A (U = 1.40 + 1.7L ) 0 Roof ( M = P *e -- No P * Deflection.) Pu - 2965.35 lbs. a - 0.47 in. As' = 1.91 in. "2 c = 0.55 in. Phi - 0.896 Ms - 1.87 in-k Icr = 90.97 in. "4 Mu = 2.97 in -k Allow. Defl. = 1.70 in. Phi * Mn = 276.64 in-k Service Defi. = N.A. in. Ult. Defl. = N.A. in. . CASE I-B ( U = 1.40 + 1.7L ) 0 Mid -Ht. ( M = .5*P *e + P * Deflection.) Pu = 16515.55 lbs. a = 0.52 in. As' = 2.14 in. "2 c = 0.62 in. Phi = 0.876 Ms - 0.97 in-k Icr = 91.60 in. "4 Mu - 110.17 in -k Allow. Defl. = 1.70 in. Phi * Mn = 299.41 in-k . Service Defl. = 0.00 in. Delta n - 6.58 in. CASE II (U = .75 ( 1.4D + 1.7L + 1.87E ) ) with 0 % Live Load. = 10900.01 lbs. a = 0.50 in. s' = 2.04 in. "2 c - 0.59 in. Phi - 0.884 Ms - 156.29 in -k Icr = 94.93 in. "4 Mu - 265.90 in -k Allow. Defl. = 1.70 in, Phi * Mn = 290.22 in -k Service Defl. = 1.65 in. Delta n - 6.50 in. CASE III (U = .75 ( 1.4D + 1.7L + 1.7W ) ) with 50 % Live Load. Pu = 11643.33 lbs. a - 0.50 in. As' = 2.05 in. "2 c = 0.59 in. Phi - 0.883 Ms - 122.44 in-k Icr = 95.29 in. "4 Mu - 218.18 in-k Allow. Defl. = 1.70 in. Phi * Mn = 291.45 in-k Service Defl. = 0.98 in. Delta n - 6.51 in. CASE IV ( U = .9D + 1.43Eq ) No Live Load. Pu - 9342.86 lbs. a - 0.49 in. As' - 2.02 in. "2 c - 0.58 in. Phi = 0,886 Ms - 156.44 in -k Icr = 94.17 in. "4 Mu = 259.33 in-k Allow. Defl. = 1.70 in. Phi * Mn = 287.61 in-k Service Defi. = 1.66 in. Delta n - 6.47 in. CASE V (U = .9D + 1.3W ) No Live Load. Pu - 9342.86 lbs. a = 0.49 in. 4s' = 2.02 in. "2 c - 0.58 in. ii - 0.886 ' Ms 121.47 in-k Icr - 94.17 in. "4 Mu - 205.24 in-k Allow. Defl. = 1.70 in. Phi * Mn - 287.61 in -k Service Defl. = 0,97 in Delta n = 6.47 in ® ®® SHUTLER JOB /440.44-/ f-cF l ila. -_ CONSULTING ' 2 ®® : ENGINEERS, INC SHEET NO. � • v_._, OF G CALCULATED BY i ' µ DATE d QQ ' 50 - I 1300 -114th Ave SE, Suite 250 j Bellevue, WA 98004 CHECKED BY DATE 1 , (206) 450 -4075 FAX 450 -4076 SCALE I i i j *_ .- '�r0'c,a� //041+4/ Pub -- 4 -- �..___ ____ .___ .._- -- _- • - - - -- .__..___ - - -- q�M - .1 !fit l�71 g fa. : , , . , , ; o ' as 12 / (; 951 c p i '" �c !be /,/' Ai u. (ovl , 35D � a) Al 4.., SMiG - o.3(o,1111�'spd%('5ol - , y7,�9 :: 5 * / /- sr� ' Otwr goo w/A0 = 0.610 r /-au //1-441 = /a.3: ' g5 a& /aUit2 COI' V », g = MGM ( ' /)1 4 d ;4 ( A/ = 7 4h- GL. tf 4 . 7 , 3 l ig) 4 5J ( ( I AA c. /' @ . '''a • b 0fte�'A) (7 /IQ1� / + l0' = /3 , .35 ' 06 - /3.d [i3 10 17 t:� - L bg + � 33v-) = • • / 4 , 0 y • • G '`' • ti� ,,t. . ,3,�5' [1'v q3 • , • /-.4,0 me : / 3 -c5' ( 4) y 5, v01. C ......i .... ... ..... ...................:.•....,... .... ...._.... �.... ...,......._. ..................._.. . ,...... .., ,. ... _.. .. .._._. ........, _.,.. .- ....•.Y,li .nS .. .,7 .h.hhMi .l .. ...e ii..n.•v.wu....w.....e_ SHUTLER CONSULTING ENGINEERS Job Qa Ck'W 41 14 Structural Engineers Sheet No. P - N 3 4 1 300 - 114th Ave. S.E., Suite 250 Calculated by ..:V; Bellevue, Washington 98004 Date (206) 450 -4075 Scale Tilt -up Wall Design -- P -Delta effects per section 2614(1), '91 UBC DESCRIPTION: Bldg C - Nerth Wall at floor 5 14'-0' Opening uY7� ALLOWABLE STRESSES > Fy of Steel = _60000 psi. f'c of Concrete = 4000 psi. > Percent of live load to combine with short term load = x40 t Parapet height - 4-3.00 ft. Design height, distance between supports = 14.00 ft. > Width of wall for design - 72.00 in. > Tributary width for wall dead load - 13,25 ft. Fixity coefficient - 1.00 Eccentricity, distance from center of wall to load - 0.00 in. ) Wall thickness for weight calculations - 5.50 in. Wall thickness for design calculations - 4,75 in. > Depth to centroid of steel - 2.93 Gross moment of inertia 2 643.03 in. "4 Modulus of rupture (5 * f'c ".5 ) = 316.23 psi. Modulus of Elasticity ( Concrete ) 3605.00 psi. _ n =Es /Ec 8,04 Cracking Moment - 85.62 in.-k Delta Cracked - 0,11 in. Steel ratio ( As / ( b * d )) 2 0.0087 Maximum allowed steel 'ratio (.6 * Rho-balanced ) = 0.0171 Total load on design section = 47458.75 lbs. Actual axial stress (( Pw + Po ) / Net Area ) - 138.77 psi. Allow axial stress ( .04 * f'c ) 2 160.00 psi. ' DESIGN DATA • Vertical loads Moments > Applied dead load = 40.190 Kips > Dead load moment = 9493 Ft. -k Wall dead load =.18.219 Kips ) Live load moment = 1:74 Ft.-k Applied live load =).9:050 Kips ) Short term moment= 512 Ft. -k Bar size - -5-f ) Bar spacing 1 o.c. As = 0.307 in. "2 As 1.841 in. "2 / b Ultimate factors Dead Load 2 1.4 ) Short term = 1.87 Live Load - 1.7 ) Over All = 0.75 Ps = 47459 lbs. a = 0.672 in. Pu = 54118 lbs. c - 0,791 in. As' = 2.74 in. "2 Ms = 105.77 k-in Phi = 0.821 Mu = 289.80 k-in Icr = 112.83 in. "4 Phi * Mn = -50.40 k -in Service Defl = 4:28 in. Delta n = 3.09 in. • SMILER CONSULTING ENGINEERS Job P4 tz 11 ,Y 44 e, Structural Engineers Sheet No. p Pu 4085. lbs. c 0.373 in, i . 3 n + 4 .22 1p " Ms 7.13 k -1n1 ; I :ik `F rt dP ' ei �.� f ,y,� ,r .�. mu- ~i `'� >�( ta Mu 22.58 k-in t M *2475 1t P .,, RETAKE OF PREVIOUS DOCUMENT • ...• • • SHUTLER CONSULTING ENGINEERS Job ga[eWAy AttE4, Structural Engineers Sheet No. ( '300 - 114th Ave. S.E., Suite 250 Calculated by .n!1.1 \, Washington 98004 Date (206) 450 -4075 Scale Tilt-up Wall Design -- P -Delta effects per section 2614(i), '91 UBC DESCRIPTION: Bldg C - North Wall at floor & 14'-0' Opening u ALLOWABLE STRESSES I Fy of Steel = .60000 psi. f'c of Concrete - 4900 psi. Percent of live load to combine with short term load = ,100 t Parapet height = -13.00 ft. Design height, distance between supports - I4.00 ft. Width of wall for design = 72.00 in. Tributary width for wall dead load - 13.25 ft. Fixity coefficient = 1.00 Eccentricity, distance from center of wall to load = 0.00 in. Wall thickness for weight calculations = 5.50 in, Wall thickness for design calculations - 4.75 in, • Depth to centroid of steel - 2.93 Gross moment of inertia = 643.03 in, "4 Modulus of rupture (5 * f'c ".5 ) = 316,23 psi. Modulus of Elasticity ( Concrete ) 3605.00 psi. = n = Es / Ec 8.04 Cracking Moment - 85.62 in. -k Delta Cracked = 0.11 in. Steel ratio ( As / ( b * d )) = 0.0087 Maximum allowed steel 'ratio (.6 * Rho - balanced ) = 0.0171 Total load on design section = 47458.75 lbs. Actual axial stress (( Pw + Po ) / Net Area ) - 138.77 psi. Allow axial stress ( .04 * f'c ) = 160.00 psi. DESIGN DATA Vertical loads Moments > Applied dead load = -10.190 Kips > Dead load moment = 443 Ft. -k > Wall dead load =.48,219 Kips ) Live load moment = 1:74 Ft.-k > Applied live load =,19;050 Kips ) Short term moment= 512 Ft. -k > Bar size = .5-- ) Bar spacing 13'1. o.c. As = 0.307 in. "2 As 1.841 in. "2 / b Ultimate factors > Dead Load = 1.4 ) Short term - 1.87 > Live Load • - 1.7 ) Over All - 0.75 Ps = 47459 lbs. a = 0.672 in, Pu = 54118 lbs. = 0.791 in. As' = 2.74 in. "2 Ms = 105.77 k-in Phi = 0.821 Mu = - 289.80 k-in Icr = 112.83 in, "4 Phi * Mn = -350.40 k -in Service Defl = .0;28 in. Delta n = 3.09 in, ,.. 1 SHUTLER CONSULTING ENGINEERS Job 34e Joy /44(k 1 Structural Engineers Sheet No. P -41 '300 - 114th Ave. S.E., Suite 250 Calculated by .1� N' C. Bellevue, Washington 98004 Date (206) 450 -4075 Scale Tilt -up Wall Design -- P -Delta effects per section 2614(i), '91 UBC DESCRIPTION: Bldg C - Nth Wall at floor Wet*- 1" ALLOWABLE STRESSES Fy of Steel = 400000 psi. f'c of Concrete = A100 psi. Percent of live load to combine with short term load = -100 % Parapet height - •13.00 ft. Design height, distance between supports = 14:00 ft. ) Width of wall for design - ,12.00 in. Tributary width for wall dead load - 1-ft. ) Fixity coefficient - 1.00 Eccentricity, distance from center of wall to load = 0.00 in. Wall thickness for weight calculations = 5.50 in. Wall thickness for design calculations = 4.75 in. Depth to centroid of steel - 2.38 Gross moment of inertia - 107.17 in. "4 Modulus of rupture (5 * f'c ",5 ) = 316.23 psi. Modulus of Elasticity ( Concrete ) = 3605.00 psi. n = Es / Ec - 8.04 Cracking Moment - 14.27 in. -k Delta Cracked - 0.11 in. Steel ratio ( As / ( b * d )) = 0,0052 Maximum allowed steel ratio (.6 * Rho - balanced ) = 0.0171 Total load on design section = 3582.00 lbs. Actual axial stress (( Pw + Po ) / Net Area ) - 62.84 psi. Allow axial stress ( .04 * f'c ) = 160,00 psi. DESIGN DATA Vertical loads Moments Applied dead load = 4.769 Kips ) Dead load moment = X0.07 Ft. -k Wall dead load = 4:375 Kips ) Live load moment = -0.13 Ft. -k ) Applied live load = x!438 Kips ) Short term moment= -0'.38 Ft.-k Bar size - -4- ) Bar spacing ,Ns in. o.c, • As = 0.196 in. "2 As 0.147 in. "2 / b Ultimate factors Dead Load = 1.4 ) Short term = 1.87 Live Load - 1.7 ) Over All - 0.75 Ps = 3582 lbs. a � 0.317 in. Pu 74 4085 lbs. c 0.373 in. As' - 0.22 in. "2 Ms = 7.13 k-in Phi = 0.864 Mu = 22.58 k-in Icr = 7.15 in. "4 Phi * Mn = 24.75 k-in Service Defl = 0.05 in. Delta n = 3.27 in. 1 SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. P-4 1300 -114th Ave S.E., Suite 250 Calculated by Bellevue, Washington 98004 Checked by C (206) 450-4075 Date 03/30/95 ***** TILT UP WALL DESIGN *x*** ( Considering P -Delta effects per Section 2614(i) of the 1991 UBC ) Description Bldg C - Mott Wall ***** ALLOWABLE STRESSES AND DESIGN CRITERIA ***** Basic wind speed - --) 80 MPH Wind exposure catagory ( B, C or D ) ---> B Open structure ( Yes or no ) ---) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Os * I ) 0 - 15 ft. - 12,20 psf. p = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. - 13.19 psf. p = 0.72 * 1.20 16.40 * 1.00 ) 20 - 25 ft. - 14.17 psf. p = 0.76 * 1.20 16.40 * 1.00 ) 25 - 30 ft. - 14.96 psf. Seismic zone (1, 2A, 28, 3, or 4) ---) 3 Seismic importance factor = 1.00 Seismic load (V = Z x I x Cp x W ) - 15.47 psf. f'c of concrete = 4000,00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic - 0.00 % Maximum allowed overstress : 0.00 t Parapet height, height of wall above roof, - 0.00 feet 0 -'in height, distance between floor and roof. = 26.67 feet coefficient = 1.00 01 roan dead load on design section - 53.00 0 / ft. Uniform live load on design section - 88.00 1 / ft. Additional wt. applied to wall, ( ie. Stucco. ) - 0.00 psf. Eccentricity, dist from center of wall to load - 1.00 inches Wall thickness for weight calculations - 5.50 inches Wall thickness for design calculations = 4.75 inches Depth to centroid of steel = 2,38 inches Weight of wall - 68.75 psf. Weight of wall on design section - 916.78 0 / ft. Total design load on design section = 1057.78 Y / ft, Allowable axial stress ( .04 * f'c ) = 160.00 psi. Actual axial stress (( Pw + Po ) / Net area ) = 18,56 psi. Steel ratio ( As / ( b * d )) = 0.0107 Maximum allowed steel ratio ( .6 * Rho - balanced ) - 0,0171 Modulus of rupture = 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec = 8,04 Cracking Moment - 14.27 in. -k ** DESIGN SUMMARY ** Ultimate load capacity has been met for all load cases, ( Mu ( Phi * Mn ). Service load deflection is less than ( design ht. / 150 ) for all cases. Area of steel ( 0.30 in "2 /ft) is less than .6 * Rho- balance ( 0.49 in "2 /ft). Axial stress ( 18.56 psi. ) is less than .04 * f'c ( 160,00 psi,). (:, • SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. P-14 1300 -114th Ave S.E., Suite 250 Calculated by, ' Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 03/30/95 C . 0 5 Bar / 12.25 inches o.c. CASE I-A (U = 1.4D + 1.7L ) A Roof (M = Pte -- No P * Deflection.) Pu = 223.80 lbs. a - 0.45 in. As' : 0.31 in. "2 c - 0.53 in. Phi = 0.898 Ms - 0.14 in -k Icr - 9.00 in. "4 Mu = 0.22 in-k Allow. Defl. = 2.13 in. Phi * Mn = 35.59 in-k Service Defl. = N.A. in. Ult. Defl. = N.A. in. CASE I -B ( U = 1.4D + 1.7L ) 0 Hid-Ht. ( M = .5*Pte + P t Deflection.) Pu = 1507.29 lbs. a = 0.48 in. As' - 0.33 in. "2 c - 0.57 in, Phi - 0,887 Ms = 0.07 in-k Icr - 9.36 in, "4 Mu = 20.16 in-k Allow. Defl. = 2.13 in. Phi * Mn = 37.32 in-k Service Defl, = 0.00 in. Delta n = 13,30 in. CASE II ( U = .75 ( 1,40 + 1.7L + 1,87E ) ) with 0 % Live Load. Pu - 1018.27 lbs. a - 0.47 in. as' : 0.32 in, "2 c - 0.55 in. - 0.891 Ms - 18.11 in-k - Icr - 9.23 in. "4 Mu = 36.61 in-k Allow. Defl. = 2.13 in. Phi * Mn = 36.67 in-k Service Defl. : 1.62 in. Delta n = 13.20 in, CASE III (U = .75 ( 1.40 + 1,7L + 1.7W ) ) with 50 % Live Load. Pu = 1074.37 lbs. a = 0,47 in. As' - 0.32 in. "2 c - 4.56 in. Phi = 0,891 Ms = 14,00 in-k Icr - 9.24 in. "4 Mu - 31,54 in -k Allow. Defl. = 2.13 in. Phi *'Mn - 36.75 in-k Service Defl. = 0.39 in. Delta n - 13,21 in. CASE IV (U = ,9D + 1.43Eq ) No Live Load, Pu - 872.80 lbs. a - 0.47 in. As' = 0.32 in, "2 c - 0.55 in. Phi = 0.892 Ms = 18.11 in-k Icr - 9.19 in. "4 Mu - 35,12 in -k Allow. Defl. = 2,13 in. Phi * Mn - 36.48 in-k Service Defl, = 1.63 in. Delta n = 13.17 in. CASE V ( U = ,9D + 1,3W ) No Live Load. Pu = 872.80 lbs. a - 0,47 In. As' : 0.32 in, "2 c = 0.55 in. Phi = 0.892 Ms - 13.96 in -k r - 9.19 in. "4 Mu = 29.15 in-k allow. Defl. - 2.13 in, Phi * Mn = 36.48 in -k Service Defl, = 0.39 in, Delta n = 13.17 in. . . . ... ..... ... r ., r .t ri u 2 n 5 n_ ®MIN - - -- SHUTLER JOB , 4 OA/ AAA, Mall. CONSULTING �.d 7 �� �, ENGINEERS, INC SHEET NO. OF 1300 -114th Ave SE, Suite 250 ( CALCULATED BY �C1� DATE �� 51-1 $ Bellevue, WA 48004 CHECKED BY DATE (206)450 -4075 FAX 450 -4076 SCALE __ - ' - - - -_ _ � __._.. : I _ _1._j' -__ _._ I i , /d4 3 x! / (,�.T1 Q X l , 2 . • /64. = : a - q ki'.t./ . it's/5,5 d o - 5 8 3_ 1`' /4 !t ' .. ._ . .. ......... /15. 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I , • ■ IP Pit ' . gra 0 ' W 42 .43 CS MO 0 :: . . 4'4' : • . . . . , . • : : 1 ; . • • • . • . , , . . . . . ; 0 i 0 • • ; • ■ : • I ■ : - : ' - : - ' • : ' - , ..... • . . • 1 i . . , ■ . . , . . ; - .1 • : , . • .• . , .1. i . ... ■ i • . . . . . i . ■ . . . . ■ . , . . . P d G'g . • • • , ; . , • . • . . • , , i : • . . : • i . • . . ; .. ! • .. , . . . ; , i . . . . , , .... • -, . .,. ..- . ; . . . , . . . . . . . . . . , . . . „. . .. . . . . . . . . SMILER CONSULTING ENGINEERS, INC. Title : A p 1300 - 114th Ave S.E. Scope : Suite 250 Number: P- 6 Bellevue, Washington 98004 Misc : 437S (206) 450-4075 Dsngr Date:07-Apr-95 RECTANGULAR CONCRETE COLUMN DESIGN Page DESCRIPTION 1) Entry Canopy Column )) DESIGN DATA COLUMN DATA f'c = 4,000 psi DEPTH - 30 in Fy : 60,000 psi WIDTH - 30 in SEISMIC ZONE (0 =wind): 3 0-4 COLUMN HEIGHT - 26 ft COMBINE LL & ST ? n y/n CALC P:M DIAGRAM ? N y/n EFF. LENGTH FACTOR : 1 REBARS: COUNT BAR $ 'd' IS COLUMN UNBRACED ? N y/n SET 11 : 5 5 2.5 in IF UNBRACED, Delta :S : SET $2 : 2 5 8.75 in SET $3 : 2 5 15 in Total Reinf, Area : 4.96 in SET $4 : 2 5 21.25 in % Steel = 0,55 % SET 15 : 5 5 27.5 in Note: 1% Min ( Actual ( Bt Max APPLIED LOADS MOMENTS: Top Bottom AXIAL: DL : 63.71 k DL : 35.16 ft-k LL : 3.18 k LL : 3,98 ft-k ST - k SHORT : ft-k Ecc. - in DEAD LIVE SHORT SLoc ELoc DISTRIBUTED : $1 = 0.3 klf @ x: 26 ft $2 = klf @ x: ft �.rOINT : $1 : 3 k @ x: 13 ft $2 : k @ x: ft SUMMARY ACI Equation 9-1 9-2 9-3 Pu : Max, Factored - 94.6 89.194 57,339 k Pn * Phi : Capacity @ Design Ecc, : 1253,05 502,88 390.01 k OK OK OK Mc = Delta :B *M2b + Delta :S*M2S - 58.38 114,18 95,52 kft Final Ecc,: Axial *Ecc + Moments = 7.41 15.36 19.99 in Magnification Factor - 1.000 1.027 1.017 in Design Eccentricity - 7,41 15.77 20.33 in Po t .80 : (short column) - 2672.58 2672.5 2672.5 k P : Balanced - 1414,28 1414.2 1414.2 k Ecc: Balanced - 9,84 9.84 9.84 in SLENDERNESS EFFECTS Actual kLu /r - 34.67 Elastic Modulus : 4E +06 psi Beta - 0.85 9 -1 9 -2 9-3 Neutral Axis Distance from Edge = 19.83 9.17 6.42 in Phi - 0.700 0,700 0.874 Max. kLu /r to neglect slenderness - 34.0 34.0 34,0 ( Beta : Sustained / Maximum Moments = 0.943 1,000 1.000 Cm 0.600 1.000 1.000 EI = Max[(,2 *EctIg +Es *Is) /(1 +Beta) -or- .4 Ec Ig /(1 +Beta)) /1000000 : 50098.9 48667, 48667. 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SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. F-S 1300 -114th Ave S.E., Suite 250 Calculated by _7 ' Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 06/01/95 t* *** TILT UP WALL DESIGN * * * ** ( Considering P -Delta effects per Section 2614(i) of the 1991 UBC ) Description Wall Su.'ortin! Beam Bld. D *x * ** ALLOWABLE STRESSES AND DESIGN CRITERIA ** *t* Basic wind speed - - -) 80 MPH Wind exposure catagory ( B, C or D ) - - -) B Open structure ( Yes or no ) - - -) No Wind importance factor = 1.00 Wind load (p = Ce * Cq * Os * I ) 0 - 15 ft. - 12.20 psf. ' p = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. - 13.19 psf. p = 0.72 * 1,20 16.40 * 1.00) 20 - 25 ft. - 14.17 psf. Seismic zone (1, 2A, 2B, 3, or 4) - - -) 3 Seismic importance factor = 1.00 Seismic load (V = Z * I * Cp * W ) - 15.47 psf. f'c of concrete = 4000.00 psi ' Fy of steel = 60000.00 psi Percent of live load combined with seismic - 0.00 % Parapet height, height of wall above roof. - 0.00 feet Design height, distance between floor and roof, = 24,00 feet Fixity coefficient - 0.90 Tributary width for design loads - 7.00 feet Uniform dead load on design section - 0.00 0 / ft. P''orm live load on design section 0,00 4 / ft, atrated dead load on design section = 9680.00 lbs. .rcentrated live load on design section = 16940.00 lbs. Total dead load on design section = 9680,00 lbs. Total live load on design section = 16940.00 lbs. Additional wt. applied to wall. ( ie. Stucco, ) - 0.00 psf. Eccentricity, dist from center of wall to load - 1,00 inches Wall thickness for weight calculations - 5.50 inches Wall thickness for design calculations - 4.75 inches Depth to centroid of steel - 2.90 inches Allowable axial stress ( .04 * f'c ) - 160.00 psi. Weight of wall - 68.75 psf. Weight of wall on design section = 5197.50 lbs. Total design load on design section = 31817.50 lbs. Actual axial stress (( Pw + Po ) / Net area ) = 79,74 psi, Steel ratio ( As / ( b * d )) = 0.0089 Maximum allowed steel ratio ( .6 * Rho - balanced ) - 0.0171 Modulus of rupture - 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec = 8.04 Cracking Moment - 99.89 in.-k Ig = 750.20 in. "4 ** DESIGN SUMMARY ** Ultimate load capacity has been met for all load cases, ( Mu ( Phi * Mn ). Service load deflection is less than ( design ht. / 150 ) for all cases. Df steel ( 2,17 in "2 /ft) is less than ,b * Rho - balance ( 4,17 in "2 /ft). _i stress ( 79.74 psi. ) is less than .04 t f'c ( 160.00 psi.). SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. Q-SN 1300 -114th Ave S,E., Suite 250 Calculated by -r S Bellevue, Washington 98004 Checked by _ (206) 450-4075 Date 06/01/95 7 Number 5 Bars Results shown are for 84.00 inch wide section. CASE I-A (U = 1.40 + 1.71 ) @ Roof ( M = Pte -- No P * Deflection.) Pu = 42350.00 lbs. a = 0.60 in. As' = 2.88 in. "2 c = 0.71 in. Phi - 0.847 Ms - 26.62 in -k Icr = 120.93 in. "4 Mu = 42.35 in-k Allow. Defl. = 1.73 in. Phi * Mn = 379.65 in-k Service Defl, = N.A. in. Ult. Defl. - N.A. in. CASE I -B (U = 1.4D + 1.71 ) @ Mid-Ht. (M = ,5tPte + P * Deflection.) Pu = 49626.50 lbs. a - 0.63 in. As' - 3.00 in. "2 c - 0.74 in, Phi - 0,838 • Ms = 14.50 in -k Icr = 123.79 in, "4 Mu - 382,97 in -k Allow. Defl, = 1,73 in. Phi * Mn = 389.48 in -k Service Defl. = 0.04 in. Delta n = 7.29 in, CASE II ( U = .75 ( 1.40 + 1.71 + 1,87E ) ) with 0 % Live Load, Pu = 15621,38 lbs. a - 0.51 in. As' = 2.43 in. "2 c - 0.60 in. ,i 0.880 Ms - 83.85 in -k icr - 109,43 in, "4 Mu - 218.24 in -k Allow, Defl, = 1,73 in, Phi t Mn = 339.54 in-k Service Defl, = 0.22 in, Delta n = 6.84 in, CASE III ( U = .75 ( 1,4D + 1,7L + 1.7W ) ) with 50 % Live Load, Pu = 26420.63 lbs. a = 0.55 in, As' = 2.61 in, "2 c = 0.65 in, Phi = 0,867 Ms - 75.43 in-k Icr = 114.28 in, "4 Mu - 273.84 in-k Allow. Defl, = 1.73 in, Phi * Mn = 356.51 in-k Service Defl, = 0.20 in. Delta n = 6,99 in. CASE IV ( U = .9D + 1,43Eq ) No Live Load. Pu = 13389.75 lbs. a = 0.50 in, As' = 2.39 in, "2 c = 0,59 in, Phi = 0,883 Ms - 83.85 in -k Icr = 108.39 in, "4 Mu - 203.93 in -k Allow. Defl, = 1.73 in, Phi * Mn = 335.90 in -k Service Defl, = 0.22 in, Delta n - 6,81 in. CASE V ( U = ,9D + 1.3W ) No Live Load. Pu = 13389.75 lbs. a - 0.50 in. As' = 2.39 in, "2 c - 0.59 in, Phi = 0.883 Ms = 69.30 in-k (� r = 108.39 in. "4 Mu = 175,90 in -k \...,llow. Defl, = 1,73 in Phi * Mn = 335.90 in-k Service Defl, = 0.18 in Delta n - 6.81 in .,.. .. ,... ...._......«...:. z.. i.....-..-... r. �....- r..•.. ................... .............................. .. ... ...... .... ._._.. ....... .. .. _. ........ . «.. n..+ J,. f4:tf..a frcv +•.w'_�YVwr ^frvxm,av+.«n•+w. SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. v $ s 1300 -114th Ave S.E., Suite 250 Calculated by a o Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 06/01/95 - - C. * * * ** TILT UP WALL DESIGN ** *** ( Considering P -Delta effects per Section 2614(i) of the 1991 UBC ) Description Wall Supporting Canopy Beam 11, Bldg C * * * ** ALLOWABLE STRESSES AND DESIGN CRITERIA * **** Basic wind speed -- -) 80 MPH • Wind exposure category ( B, C or D ) ---) B Open structure ( Yes or no ) ---) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq a Os * I ) 0 - 15 ft. - 12,20 psf. p = 0,67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. - 13.19 psf. p = 0.72 t 1.20 16.40 * 1.00 ) 20 - 25 ft. - 14,17 psf. Seismic zone (1, 2A, 2B, 3, or 4) - --) 3 Seismic importance factor = 1.00 Seismic load (V = Z * I * Cp * W ) = 15.47 psf, f'c of concrete = 4000.00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic = 0.00 % Parapet height, height of wall above roof, - 0,00 feet Design height, distance between floor and roof. - 24,00 feet Fixity coefficient = 0,90 Tributary width for design loads - 7,00 feet Uniform dead load on design section = 0,00 0 / ft. Up "'rm live load on design section = 0,00 0 / ft. .trated dead load on design section • = 7050.00 lbs. .i entrated live load on design section = 11760,00 lbs. Total dead load on design section = 7050,00 lbs. Total live load on design section = 11760.00 lbs. Additional wt. applied to wall, ( ie. Stucco. ) = 0,00 psf, Eccentricity, dist from center of wall to load - 1,00 inches Wall thickness for weight calculations - 5,50 inches Wall thickness for design calculations = 4,75 inches Depth to centroid of steel - 2.90 inches Allowable axial stress ( .04 * f'c ) = 160,00 psi. Weight of wall - 68.75 psf; Weight of wall on design section = 5197,50 lbs. • Total design load on design section = 24007,50 lbs. Actual axial stress (( Pw + Po ) / Net area ) - 60,17 psi, Steel ratio ( As / ( b * d )) = 0.0051 Maximum allowed steel ratio ( .6 * Rho- balanced ) = 0.0171 Modulus of rupture - 316.23 psi. Modulus of elasticity ( Concrete ) = 3605,00 ksi. n = Es / Ec = 8,04 Cracking Moment - 99,89 in. -k Ig = 750.20 in, "4 x* DESIGN SUMMARY ** Ultimate load capacity has been met for all load cases, ( Mu ( Phi * Mn ), Service load deflection is less than ( design ht. / 150 ) for all cases, • � 7f steel ( 1.24 in "2 /ft) is less than .6 $ Rho - balance ( 4.17 in "2 /ft). .� stress ( 60.17 psi, ) is less than .04 * f'c ( 160.00 psi.). SHUTLER CONSULTING ENGINEERS Job, Parkway Place Structural Engineers Sheet no. P jc- 1300-114th Ave S.E „ Suite 250 Calculated by •r_5 Bellevue, Washington 98004 Checked by (206) 450-4075 Date 06/01/95 4 Number 5 Bars Results shown are for 84.00 inch wide section. CASE I-A (U = 1.4D + 1.7L ) @ Roof (M = Pte -- No P x Deflection.) Pu = 29862.00 lbs. a = 0.37 in. As' = 1.74 in. "2 c = 0.43 in. Phi = 0.863 Ms - 18.81 in-k Icr = 87.54 in. "4 Mu = 29.86 in -k Allow, Defl, = 1.73 in. Phi * Mn = 244,39 in -k Service Defl. = N.A. in. Ult. Defl, = N.A. in. CASE I-B (U = 1.40 + 1.7L ) @ Mid -Ht, (M = .5tP *e + P * Deflection.) Pu = 37138.50 lbs. a - 0.39 In. As' = 1.86 in. "2 c = 0,46 in. Phi - 0.853 Ms = 10.03 in -k Icr = 91.79 in, "4 Mu - 251.90 in-k Allow, Defl, = 1.73 in, Phi * Mn = 257.47 in -k Service Defl, = 0.03 in, Delta n - 6.38 in, CASE II (U = .75 ( 1.4D + 1.71 + 1,87E ) ) with 0 % Live Load, Pu = 12859.88 lbs. a - 0.31 in. as' - 1.45 in. "2 c - 0,36 in. � li = 0,884 Ms - 81.90 in-k - Icr = 76.81 in, "4 Mu = 187,90 in -k Allow. Defl, = 1.73 in. Phi * Mn = 211.89 in-k Service Defl, = 0.21 in. Delta n - 6.06 in, CASE III (U = ,75 ( 1.40 + 1.71 + 1.7W } ) with 50 % Live Load, Pu = 20356.88 lbs. a - 0.33 in, As' - 1.58 in. "2 c = 0.39 in, • Phi - 0,874 Ms - 71.62 in-k Icr = 81,68 in. "4 Mu - 211.58 in -k Allow, Defl. : 1.73 in. Phi * Mn = 226.56 in-k Service Defl, = 0.19 in, Delta n = 6.16 in, CASE IV (U = .9D + 1,43Eq ) No Live Load, Pu = 11022.75 lbs. a = 0.30 in, As' - 1.42 in, "2 c = 0.35 in, Phi - 0.886 Ms - 81,90 in -k Icr - 75.58 in. "4 Mu = 178.06 in-k Allow. Defl. = 1.73 in, Phi * Mn = 208.21 in-k Service Defl, = 0,21 in. Delta n = 6,03 in. CASE V (U = ,9D + 1,3W ) No Live Load, Pu = 11022.75 lbs, a : 0.30 in. As' - 1.42 in. "2 c = 0,35 in. Phi - 0.886 Ms - 67.46 in -k r = 75,58 in, "4 Mu - 150.02 in -k _.,allow, Defl, = 1.73 in. Phi * Mn = 208.21 in -k . Service Defl, = 0,17 in, Delta n = 6,03 in. • i ..... _...... ... ..................._._....:. M..,................_._...,....... .....,................,......., ...._,..,., .. .. .,._ ... ...._... ,. _.._.. ..,......�.., ..,-. ..*.<,s.,...y.:osn..t...w,.r,. wzrss,w, wr nea+n -w. . . SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. 1) 1300 -114th Ave S.E., Suite 250 Calculated by as Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 06/01/95 C ., * * * ** TILT UP WALL DESIGN * * * ** ( Considering P-Delta effects per Section 2614(1) of the 1991 UBC ) Description Wall Supporting Canopy Beam Bldg B * * * ** ALLOWABLE STRESSES AND DESIGN CRITERIA ** * ** Basic wind speed - --) 80 MPH Wind exposure catagory ( B, C or D ) - - -) B Open structure ( Yes or no ) ---) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Os * I ) 0 - 15 ft. = 12,20 psf. p = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. - 13.19 psf, • p =0.72 *1.2016,40 *1.00) 20 - 25 ft. - 14.17 psf, Seismic zone (1, 2A, 2B, 3, or 4) ---) 3 Seismic importance factor = 1.00 Seismic load (V = I * I * Cp * W ) - 15.47 psf, f'c of concrete = 4000.00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic - 0.00 % Parapet height, height of wall above roof. - 0,00 feet Design height, distance between floor and roof. - 24.00 feet Fixity coefficient - 0.90 • Tributary width for design loads = 7.00 feet Uniform dead load on design section = 0.00 1 / ft. U irnrm live load on design section - 0,00 q / ft. trated dead load on design section : 4850.00 lbs. ,icentrated live load on design section = 8080,00 lbs. Total dead load on design section = 4850.00 lbs. Total live load on design section = 8080,00 lbs. • Additional wt. applied to wall, ( le, Stucco. ) = 0,00 psf. Eccentricity, dist from center of wall to load - 1,00 Inches Wall thickness for weight calculations - 5.50 inches Wall thickness for design calculations - 4.75 inches Depth to centroid of steel - 2.38 inches Allowable axial stress ( .04 * f'c ) - 160,00 psi, Weight of wall - 68.75 psf, Weight of wall on design section = 5197.50 lbs. Total design load on design section = 18127,50 lbs. Actual axial stress (( Pw t Po ) / Net area ) - 45.43 psi. Steel ratio ( As / ( b * d )) = 0.0093 Maximum allowed steel ratio ( .6 * Rho- balanced ) - 0.0171 Modulus of rupture = 316.23 psi, Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec - 8,04 Cracking Moment - 99,89 in.-k Ig = 750.20 in. "4 ** DESIGN SUMMARY ** Ultimate load capacity has been met for all load cases, ( Mu ( Phi * Mn )• Service load deflection is less than ( design ht. / 150 ) for all cases. � if steel ( 1,86 in "2 /ft) is less than ,6 * Rho- balance ( 3,42 in "2 /ft). . stress ( 45.43 psi. ) is less than .04 * f'c ( 160.00 Psi,), • ,. . SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. f—sA 1300 -114th Ave S.E:, Suite 250 Calculated by 3 Bellevue, Washington 98004 Checked by (206) 450-4075 Date 06/01/95 6 Number 5 Bars Results shown are for 84.00 inch wide section. CASE I -A (U = 1,4D + 1.7L ) @ Roof (M = Pie -- No P * Deflection.) Pu = 20526.00 lbs. a - 0.46 in. As' = 2.20 in. "2 c - 0.54 in, Phi - 0,874 Ms - 12.93 in -k Icr - 64.21 in, "4 Mu - 20.53 in -k Allow, Defl. = 1.73 in, Phi * Mn = 248.21 in-k Service Defl, = N.A. in, Ult., Defl, = N.A. in. CASE I-B (U = 1.40 + 1,7L ) 0 Mid -Ht. (H = ,5 *P *e + P * Deflection.) Pu = 27802.50 lbs. a = 0,49 in, As' - 2,32 in, "2 c - 0.57 in. Phi : 0.865 Ms - 6.78 in-k Icr - 66.25 in. "4 Mu : 252,86 in-k Allow, Defi, = 1,73 in. Phi * Mn = 257.61 in-k Service Defl. = 0.02 in. Delta n - 8.73 in. • CASE II ( = ,75 (1.4D + 1.71 + 1,87E ) ) with 0 % Live Load, Pu = 10549,88 lbs. a - 0,43 in, 4s' - 2,04 in, "2 c - 0.50 in, ii = 0,887 Ms - 80.29 in-k Icr = 61,25 in. "4 Mu : 197.29 in -k Allow. Dell, = 1.73 in. Phi t Mn = 234,64 in -k Service Defl, = 0,21 in, Delta n - 8,39 In, CASE III (U = .75 ( 1,4D + 1.7L + 1,7W ) ) with 50 % Live Load, Pu = 15700.88 lbs. a = 0,45 in, As' 2.12 in. "2 c - 0.52 in. Phi = 0,880 Ms - 68.75 in-k Icr = 62.81 in, "4 Mu - 217.18 in -k Allow. Defl, = 1,73 in. Phi *'Mn = 241.74 in -k Service Defl, = 0.18 in. Delta n - 8,49 in. CASE IV ( U = ,9D + 1,43Eq ) No Live Load. Pu = 9042,75 lbs. a : 0.42 in, As' = 2.01 in. "2 c - 0,50 in, Phi = 0,889 Ms - 80.29 in-k Icr = 60.79 in, "4 Mu = 186.11 in-k Allow. Defl, = 1.73 in. Phi * Mn = 232.52 in -k Service Defl, = 0.21 in. Delta n - 8,36 in. CASE V (U = .9D + 1.3W ) No Live Load, Pu - 9042.75 lbs. a : 0.42 in, As' - 2.01 in, "2 c = 0.50 in, Phi = 0.889 Ms = 65,93 in -k ( r - 60,79 in. "4 Mu 158,07 in-k ..,llow, Deft, - 1,73 in Phi * Mn - 232.52 in -k Service Defl. = 0.17 in Delta n 2 8,36 in SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. r 1300-114th Ave S.E., Suite 250 Calculated by Bellevue, Washington 98004 Checked by (206) 450-4075 Date 06/01/95 -<1 *t$#* TILT UP WALL DESIGN * * * ** ■ Considering P -Delta effects per Section 2614(i) of the 1991 UBC ) Description Shear Wall Grid 6 With Beam Load ***** ALLOWABLE STRESSES AND DESIGN CRITERIA * * * ** Basic wind speed ---) 80 MPH Wind exposure catagory ( B, C or D ) - --) B Open structure ( Yes or no ) -- -) No Wind importance factor = 1.00 Wind load ( p = Ce * Cq * Os t I ) 0 - 15 ft. = 12.20 psf. p = 0.67 * 1.20 16,40 * 1.00) 15 - 20 ft. - 13.19 psf. Seismic zone (1, 2A, 28, 3, or 4) - - -) 3 Seismic importance factor = 1.00 Seismic load (V = Z * I t Cp * W ) - 15.47 psf, f'c of concrete = 4000.00 psi Fy of steel = 60000.00 psi Percent of live load combined with seismic - 0,00 % Parapet height, height of wall above roof. - 0.00 feet Design height, distance between floor and roof, - 19.25 feet Fixity coefficient = 0.90 • Tributary width for design loads = 5.75 feet Uniform dead load on design section - 0,00 P / ft, Uniform live load on design section - 0,00 k / ft. C -nitrated dead load on design section C lbs. ,trated live load on design section = 19950.00 lbs, al dead load on design section = 13650,00 lbs. Total live load on design section = 19950.00 lbs. Additional wt, applied to wall, ( ie. Stucco. ) - 0,00 psf. Eccentricity, dist from center of wall to load - 1.00 inches Wall thickness for weight calculations - 5.50 inches Wall thickness for design calculations - 5,50 inches Depth to centroid of steel - 2.75 inches Allowable axial stress ( .04 * f'c ) - 160.00 psi, Weight of wall = 68.75 psf. Weight of wall on design section = 3424.39 lbs. Total design load on design section = 37024.39 lbs. Actual axial stress (( Pw t Po ) / Net area ) - 97,56 psi, Steel ratio ( As / ( b * d )) = 0.0098 Maximum allowed steel ratio ( .6 * Rho - balanced ) - 0.0171 Modulus of rupture - 316.23 psi, Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec = 8.04 Cracking Moment = 110.01 in, -k Ig = 956.66 in. "4 ** DESIGN SUMMARY x$ Ultimate load capacity has been met for all load cases, ( Mu ( Phi * Mn )• Service load deflection is less than ( design ht. / 150 ) for all cases. Area of steel ( 1,86 in "2 /ft) is less than .6 * Rho - balance ( 3,25 in "2 /ft), stress ( 97.56 psi. ) is less than .04,* f'c ( 160.00 psi.). . ._. ... ........a ............arw r. rr..-.....,.„.....__...._.. ._..... »........ a................ .w.. w.«n.M4^.M1114, .YrIhR kfe.Irtl1,∎.w +r'1 .114 ..... SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. P-4 1300 -114th Ave S.E., Suite 250 Calculated by Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 06/01/95 6 Number 5 Bars Results shown are for 69.00 inch wide section. CASE I-A (U = 1.4D + 1,7L ) @ Roof (M = Pie -- No P * Deflection.) Pu = 53025.00 lbs. a = 0.70 in. As' - 2.74 in. "2 c = 0.83 in. Phi - 0.830 Ms - 33.60 in -k Icr - 94.68 in. "4 Mu - 53.03 in -k Allow, Defl, = 1.39 in, Phi * Mn = 327.87 in-k Service Defl. = N.A. in. Ult. Defl, = N.A. in. CASE I-B (U = 1.4D + 1.7L ) 0 Mid -Ht. ( M = ,5 *P *e + P * Deflection.) Pu = 57819.15 lbs, a - 0.72 in. As' : 2.82 in. "2 c - 0.85 in. Phi - 0.824 Ms - 17,65 In -k Icr - 96,14 in, "4 Mu - 330,51 in-k Allow, Defl, = 1,39 in, Phi * Mn = 333.42 in-k Service Defl. = 0.02 in, Delta n = 5.26 in, CASE II ( = .75 ( 1,4D + 1.71 + 1,87E ) ) with 0 % Live Load. Pu = 17928.11 lbs. a : 0.55 in, (,_ 4s' - 2.16 in, "2 c - 0,65 in, i : 0,876 Ms - 47.94 in-k icr - 82.92 in. "4 Mu = 149,86 in -k Allow. Defl. = 1.39 in, Phi * Mn = 280.83 in -k Service Defl, = 0.06 in. Delta n = 4.83 in, CASE III (U = .75 ( 1.4D + 1.7L + 1.7W ) ) with 50 % Live Load, Pu = 30646.24 lbs. a - 0.61 in, As' - 2,37 in. "2 c - 0.71 in, Phi = 0.860 Ms - 45,31 in -k Icr - 87.46 in, "4 Mu - 206,51 in -k Allow. Defl, = 1.39 in, Phi * Mn = 299,19 in -k Service Defl, = 0.06 in. Delta n = 4.97 in, CASE IV (U = .9D + 1,43Eq ) No Live Load, Pu = 15366.96 lbs. a - 0.54 in. As' - 2,12 in, "2 c - 0.64 in, Phi : 0.880 Ms . - 47.94 in-k Icr = 81.96 in. "4 Mu = 137,12 in-k Allow. Defl. = 1.39 in. Phi * Mn = 276.95 in -k Service Defl. = 0.06 in. Delta n 4.80 in, CASE V (U = .9D + 1,3W ) No Live Load. Pu = 15366.96 lbs. a . - 0,54 in, As' = 2.12 in, "2 c - 0,64 in, Phi : 0.880 Ms = 39.60 in-k ( r = 81.96 in, "4 Mu - 121.32 in -k ,flow. Defl. 1.39 in. Phi * Mn = 276.95 in -k Service Defl, = 0,05 in, Delta n - 4,80 in. a SHUTtER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. 7P-4i 1300 -114th Ave S.E „ Suite 250 Calculated by Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 06/01/95 ** *s* TILT UP WALL DESIGN # * *$# 1 Considering P -Delta effects per Section 2614(i) of the 1991 UBC ) Description Wall Supporting Spandrel Support Beam, t * **t ALLOWABLE STRESSES AND DESIGN CRITERIA * * * ** Basic wind speed -- -) 80 MPH Wind exposure category (B, C or D ) - - -) B Open structure ( Yes or no ) - - -) No Wind importance factor : 1.00 Wind load (p = Ce x Cq s Os s I ) 0 - 15 ft, = 12.20 psf. p = 0.67 # 1,20 16.40 * 1.00 ) 15 - 20 ft. - 13,19 psf. p = 0.72 * 1.20 16.40 * 1,00 ) 20 - 25 ft. - 14.17 psf. p = 0.76 $ 1.20 16.40 * 1.00 ) 25 - 30 ft. - 14.96 psf. Seismic zone (1, 2A, 2B, 3, or 4) - - -) 3 Seismic importance factor = 1.00 Seismic load (V = 7 * I * Cp * W ) - 15.47 psf. f'c of concrete = 4000.00 psi Fy of steel = 60000,00 psi Percent of live load combined with seismic - 0.00 Parapet height, height of wall above roof. - 0.00 feet • • Design height, distance between floor and roof. - 25.50 feet Fixity coefficient - 0,90 Tributary width for design loads - 3,00 feet U ifnrm dead load on design section � 120.00 l / ft. ' n live load on design section 200,00 0 / ft. n,;ontrated dead load on design section : 6070.00 lbs. Concentrated live load on design section = 1010.00 lbs. Total dead load on design section = 6430.00 lbs. Total live load on design section : 1610,00 lbs, Additional wt, applied to wall, ( ie. Stucco. ) - 0.00 psf. Eccentricity, dist from center of wall to load - 2.75 inches Wall thickness for weight calculations - 5.50 inches Wall thickness for design calculations = 4.75 inches Depth to centroid of steel - 2.90 inches Allowable axial stress ( .04 * f'c ) - 160.00 psi. Weight of wall - 68.75 psf, • Weight of wall on design section = 2366.72 lbs. Total design load on design section = 10406.72 lbs. Actual axial stress (( Pw + Po ) / Net area ) - 60.86 psi. Steel ratio ( As / ( b * d )) = 0,0089 Maximum allowed steel ratio ( .6 * Rho-balanced ) - 0,0171 Modulus of rupture - 316.23 psi. Modulus of elasticity ( Concrete ) = 3605.00 ksi. n = Es / Ec - 8.04 Cracking Moment - 42.81 in,-k Ig = 321,52 in. "4. ** DESIGN SUMMARY. ** Ultimate load capacity has been met for all load cases, ( Mu ( Phi * Mn )• e load deflection is less than ( design ht. / 150 ) for all cases. steel ( 0,93 in "2 /ft) is less than .6 * Rho - balance ( 1.79 in "2 /ft). Axial stress ( 60.86 psi. ) is less than .04 * f'c ( 160,00 psi,), SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. r•t Z 1300-114th Ave S.E., Suite 250 Calculated by S Bellevue, Washington 98004 Checked by (206) 450-4075 Date 06/01/95 - -(. 3 Number 5 Bars Results shown are for 36.00 inch wide section. CASE I -A (U = 1.4D + 1.7L ) @ Roof ( M = Pie -- No P * Deflection.) Pu = 11739.00 lbs. a - 0.55 in. As' = 1.13 in. "2 c - 0.65 in. Phi - 0.866 Ms = 22.11 in-k . Icr - 49.16 in. "4 Mu - 32.28 in -k Allow. Defl. = 1.84 in. Phi * Mn = 153.42 in -k Service Defl. = N.A. in. Ult. Defl. : N.A. in, CASE I -B (U = 1.40 + 1.7L ) 0 Mid-Ht. (M = .5 *P *e + P * Deflection.) Pu = 15052.41 lbs. a - 0.58 in. As' - 1.18 in. "2 c = 0.68 in. Phi = 0.856 Ms = 11.90 in-k Icr = 50,56 in. "4 Mu - 136.81 in-k Allow. Defl. = 1.84 in. Phi * Mn = 158.33 in-k Service Defl. = 0,08 in. Delta n = 8.02 in. CASE II (U = .75 ( 1.40 + 1.7L + 1.87E ) ) with 0 % Live Load, Pu - 9236.55 lbs, a - 0.53 in. C- as' - 1.08 in. "2 c - 0.63 in. i - 0,873 Ms - 51,59 in-k icr = 48.06 in. "4 Mu - 132.87 in-k Allow, Defl, = 1.84 in. Phi * Mn : 149,57 in-k Service Defl. = 0.69 in. Delta n - 7.81 in. CASE III ( U = .75 ( 1.40 + 1,7L + 1.7W ) ) with 50 % Live Load. Pu = 10262.93 lbs. a - 0.54 in, As' - 1.10 in, "2 c - 0.63 in. Phi = 0,870 Ms - 43.02 in -k Icr = 48.51 in. "4 Mu - 129.73 in -k Allow. Defl. = 1.84 in, Phi * Mn = 151.16 in-k Service Defl, = 0.30 in. Delta n - 7,85 in, CASE IV (U = .9D + 1.43Eq ) No Live Load, Pu - 7917.05 lbs. a - 0.52 in. As' - 1,06 in. "2 c = 0,61 in. Phi - 0.877 Ms : 51.67 in-k Icr = 47.46 in. "4 Mu - 121.87 in -k Allow. Defl. = 1.84 in. Phi * Mn = 147,48 in -k Service Defl, = 0.70 in. Delta n - 7,77 in. CASE V (U = ,90 + 1.3W ) No Live Load. Pu - 7917.05 lbs. a - 0.52 in. As' = 1,06 in. "2 c - 0.61 in. Phi - 0.877 Ms - 41.51 in-k r - 47,46 in. "4 Mu 108,68 in-k \ .,low. Defl. = 1.84 in, Phi * Mn = 147.48 in-k . Service Defl. = 0.28 in, Delta n - 7.77 in. ... .... .. ... ... .. ,........- . ........... .. .. .. .... ..... .. ., r+;� ;;�i w .'fiiwCi;nnS•;: ...n. .. RNA rra.. .r..,. yrn SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. P- 1300-114th Ave S.E., Suite 250 Calculated by sS Bellevue, Washington 98004 Checked by (206) 450 -4075 Date 06/01/95 * * * ** TILT UP WALL DESIGN *1*1* ( Considering P-Delta effects per Section 2614(1) of the 1991 UBC ) Description 2' Section Adjacent To Man Door, Panel 50 ***** ALLOWABLE STRESSES AND DESIGN CRITERIA * ** ** Basic wind speed - --) 80 MPH Wind exposure category ( B, C or D ) - - -) B Open structure ( Yes or no ) ---) No Wind importance factor = 1.00 Wind load (p = Ce * Cq * Os * I ) 0 - 15 ft. - 12.20 psf. p = 0.67 * 1.20 16.40 * 1.00 ) 15 - 20 ft. - 13.19 psf. p = 0.72 * 1.20 16.40 * 1.00 ) 20 - 25 ft, - 14,17 psf. Seismic zone (1, 2A, 2B, 3, or 4) - - -) 3 Seismic importance factor = 1,00 Seismic load (V = I * I * Cp * W ) - 15.47 psf, f'c of concrete = 4000.00 psi Fy of steel = 60000.00 psi ' Percent of live load combined with seismic - 0,00 Parapet height, height of wall above roof. = 0.00 feet Design height, distance between floor and roof. - 24,50 feet Fixity coefficient - 0 ,90 i = 7 )6 4 F ) ' 3 9 Sp4f Tributary width for design loads - 3,67 feet Uniform dead load on design section : 335,00 N / ft. > — U ` , rm live load on design section - 558,00 N / ft. (3----1"4.47)(45 �S S ..‘$5 itrated dead load on design section - 0,00 lbs. .,,Acentrated live load on design section : 0.00 lbs. Total dead load on design section = 1229,45 lbs. Total live load on design section = 2047,86 lbs, Additional wt. applied to wall. ( ie, Stucco. ) - 0.00 psf, Eccentricity, dist from center of wall to load - 1.00 inches - Wall thickness for weight calculations - 5,50 inches i Wall thickness for design calculations - 4.75 inches Depth to centroid of steel - 2.90 inches -/ Allowable axial stress ( .04 * f'c ) : 160.00 psi. Weight of wall - 68,75 psf, Weight of wall on design section = 2781.75 lbs. Total design load on design section = 6059,06 lbs, Actual axial stress (( Pw t Po ) / Net area ) - 53.15 psi. Steel ratio ( As / ( b * d )) = 0.0089 Maximum allowed steel ratio ( .6 * Rho - balanced ) - 0.0171 Modulus of rupture - 316.23 psi, Modulus of elasticity ( Concrete ) : 3605,00 ksi. n = Es / Ec = 8,04 Cracking Moment - 28.54 in. Ig = 214.34 in. "4 • ** DESIGN SUMMARY ** Ultimate load capacity has been met for all load cases, ( Mu ( Phi * Mn ). Service load deflection is less than ( design ht, / 150 ) for all cases, ■f steel ( 0.62 in "2 /ft) is less than .6 * Rho - balance ( 1.19 in "2 /ft). .,, stress ( 53,15 psi. ) is less than .04 * f'c ( 160.00 psi.), • SHUTLER CONSULTING ENGINEERS Job Parkway Place Structural Engineers Sheet no. P -461 1300-114th Ave S,E;, Suite 250 Calculated by .75 Bellevue, Washington 98004 Checked by (206) 450-4075 Date 06/01/95 2 Number 5 Bars Results shown are for 24,00 inch wide section. CASE I-A (U = 1.40 + 1.71 ) @ Roof ( M = Pte -- No P * Deflection.) Pu - 5202.59 lbs. a - 0.52 in. As' - 0.71 in, "2 c - 0.61 in. Phi - 0.877 Ms = 3,28 in-k Icr - 31.61 in. "4 Mu - 5.20 in -k Allow. Defl, = 1.76 in. Phi * Mn = 98.20 in-k Service Defl, = N.A. in. Ult. Defl. = N.A. in. CASE I -B (U = 1.40 + 1.7L ) @ Mid-Ht. (M = .5*P*e + P * Deflection.) Pu - 9097.04 lbs. a = 0.57 in. As' = 0.77 in. "2 c - 0.67 in. Phi = 0.860 Ms - 1.74 in-k Icr - 33.32 in. "4 Mu = 69.51 in-k Allow, Defl. = 1.76 in. Phi * Mn = 104.18 in-k Service Defl. = 0.02 in. Delta n = 7.36 in. CASE II ( U = .75 ( 1,4D + 1.71 + 1.87E ) ) with 0 t Live Load. Pu - 4211.76 lbs. a - 0.51 in. ^s' - 0.69 in. "2 c - 0.60 in. C .i = 0.882 Ms = 48.22 in -k Icr - 31.15 in. "4 Mu - 88.69 in-k Allow, Defl. = 1,76 in. Phi * Mn = 96.60 in-k Service Defl, = 1.55 in. Delta n - 7.12 in, CASE III (U = ,75 ( 1.4D + 1.7L + 1,7W ) ) with 50 % Live Load. Pu = 5517.27 lbs. a = 0,52 in. As' : 0.71 in. "2 c = 0.62 in. Phi = 0.876 Ms - 40.04 in-k Icr : 31,75 in. "4 Mu = 84,10 in -k Allow, Defl. = 1.76 in, Phi On = 98.70 in-k Service Defl, = 1.00 in, Delta n = 7.18 in. CASE IV ( U = .9D + 1,43Eq ) No Live Load, Pu - 3610.08 lbs. a - 0.50 in, . As' - 0.68 in, "2 c = 0.59 in, Phi - 0.884 Ms - 48.29 in-k Icr = 30.87 in, "4 Mu = 85.35 in-k Allow, Defl. = 1.76 in. Phi * Mn = 95.62 in-k Service Defl, = 1.56 in. Delta n = 7,09 in. CASE V (U = .9D + 1.3W ) No Live Load, Pu = 3610,08 lbs. a = 0.50 in. As' = 0.68 in. 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N y/n MAX 'X' DIMENSION = 97.75 ft MAX 'Y' DIMENSION = 111 MIN 'X' Axis Ecc. = 5 % MIN 'Y' Axis Ecc. = 5 % CALCULATED DATA Center of Rigidity: Accidental Eccentricity: X Dist from Datum= 48,87 ft .05 * MAX 'X' = 4.89 ft Y Dist from Datum= 110.85 ft .05 * MAX 'Y' = 5,55 Torsional Forces From 'Y-Y' Shear... Xcm + 5% Max X - Xcr = 7.59 ft Torsion = 797,105 ft-k Xcm - 5% Max X - Xcr = -2.19 ft Torsion = - 229.95 ft-k Torsional Forces From 'X -X' Shear,.. Ycm + 5% Max Y - Ycr = -45.76 ft Torsion = -4896.0 ft -k Ycm - 5% Max Y - Ycr = -56,86 ft Torsion = -6083.7 ft-k ( - -- Y-Y Shear Values -- -) --- X-X Shear Values - --) _. WALL WALL WALL DATUM DIST. WALL FIXITY 'E' Governing Direct Total Governing Direct Total Maximum ; ID THICK LNGTH HEIGHT 'X" 'Y' ANGLE 1:FF ELAS, Ecc. Shear Shear Ecc. Shear Shear Force To LABEL (in) (ft) (ft) (ft) (ft) (deg) 2:FP MOD. 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Title : 12. 1300 - 114th Ave S,E, Scope : Suite 250 Number: Bellevue, Washington 98004 Misc (206) 450-4075 Dsngr : Date:26-Mar-95 (:, STEEL COLUMN DESIGN Page DESCRIPTION )) )) COLUMN DATA DESIGN DATA AISC SECTION ))ts12x12x5/16 Fy = 46 ksi OSE JZ ) / ILx44 FOa . TOTAL COLUMN HT. _ .10.58 ft LOAD DURATION FACTOR = 1.3333 COMBINE LL & ST ? N y/n Pc SUPPORT FIXITY ---)) 1 (( 1: Pin /Pin, 2 =Fix /Fix, 3 =Pin /fix SIDESWAY 1 :Restrained, O :Free 4 =Fix /Pin, 5 :Fix /free X-X AXIS = 1 (Bottom /Top) Y-Y AXIS = 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X -X AXIS = 10.58 ft X -X AXIS - 1 Y-Y AXIS = 10.58 ft Y-Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD = 41,12 kips ECC. for X-X MOMENTS : in ' LIVE LOAD = 51,56 kips ' ' Y-Y ' - in ' SHORT TERM - kips co c. F 4) ' Dead Live Short SLoc ELoc of 01E '2 X-X AXIS MOMENTS: TOP - 0,3 0,6 140 k-ft To BOTTOM = -0.7 -1.8 -30.2 k a FL.604 BUN ENDS = ft Y -Y AXIS MOMENTS: TOP - 7.3 18.8 k -ft 1.0v- P 6 f". ( BOTTOM : -6,8 , -8,2 k-ft BTWN ENDS : ft POINT LOADS: (k) X-X - ft Y -Y - ft UNIFORM: (k /ft) X-X. : ft Y-Y = ft SUMMARY USE : TS12X12X5/16, Max Stress Ratio = 0.98 Load Comb..,)) Dead Live D +L DL +ST . Formula 1.6 - la - 0.438 OK Formula 1.6 - lb - 0.451 OK Formula 1.6 - 2 - 0,177 0.297 0.977 OK Actual & Allowable Stresses,.. Fa : Allowable = 24,59 25,46 25.46 33.37 ksi fa : Actual - 2.86 3.58 6.44 2.86 ksi Fb :xx : Allow [1.6 -1a] = 27.60 27,60 27.60 36.80 ksi ' ' (1.6 -lb & 1.6 -2] = 27.60 27.60 27.60 36.80 ksi fb :xx Actual = 0.16 0.40 0.56 31,18 ksi Fb :yy : Allow (1.6-1a] = 27,60 27.60 27,60 36.80 ksi ' (1.6-lb & 1.6 -2] = 27,60 27.60 27.60 36,80 ksi fb :yy Actual - 1,62 4.18 5.80 1.62 ksi Max X Axis Deflection = - 0.223 In 4 5.85 ft from base Max Y -Y Axis Deflection = -0,053 in 4 5,50 ft from base • STEEL SECTION DATA DEPTH = 12.00 in I-xx = 324 in "4 WIDTH = 12.000 in S-xx• - 54 In "3 FLANGE THICKNESS = 0.313 in R-xx = 4.743 in WEB THICKNESS = 0.313 in I -yy = 324 in "4 AREA = 14.40 in "2 S -yy = 54.00 in "3 WEIGHT = 48.89 I /ft R -yy = 4.743 in r -T SHUTLER CONSULTING ENGINEERS, INC. Title : f 7/' 1300 - 114th Ave S.E. Scope : Suite 250 Number: .55 Bellevue, Washington 98004 Misc (206) 450 -4075 Dsngr : Date:26-Mar -95 STEEL COLUMN DESIGN Page DESCRIPTION )) )) COLUMN DATA DESIGN DATA AISC SECTION ))ts12x12x5/16 Fy - 46 ksi TOTAL COLUMN HT. = 14 ft LOAD DURATION FACTOR = 1.3333 COMBINE LL & ST ? N y/n SUPPORT FIXITY -- -)) 1 (( 1 =Pin /Pin, 2 =Fix /Fix, 3 =Pin /Fix SIDESWAY 1:Restrained, 0:Free 4 =Fix /Pin, 5 =Fix /free X-X AXIS - 1 (Bottom /Top) Y -Y AXIS L. 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X -X AXIS - 14 ft X -X AXIS L. 1 Y-Y AXIS - 14 ft Y -Y AXIS = 1 APPLIED LOADS AXIAL DEAD LOAD = 76.51 kips ECC. for X-X MOMENTS = in ' LIVE LOAD = 90.66 kips ' ' Y-Y ' = in ' SHORT TERM = kips Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP - 0.5 1.1 30.2 k-ft BOTTOM = k -ft BTWN ENDS = ft 7 y eti r Y-Y AXIS MOMENTS: TOP - 2.3 2.2 k -ft ( , . ,Q BOTTOM = k-ft - BTWN ENDS = ft o p 1' POINT LOADS: (k) X-X = ft Y -Y - ft s 48 - f °D/ < UNIFORM: (k /ft) X-X - ft Y-Y - ft SUMMARY USE : TS12X12X5/16, Max Stress Ratio = 0.51 Load Comb...)) Dead Live D +L DL +ST Formula 1.6 - la - 0.231 0.274 0.506 0.286 OK Formula 1.6 - lb - 0.215 0.255 0.470 0.344 OK Formula 1.6 - 2 - OK Actual & Allowable Stresses... Fa : Allowable - 24.52 24.52 24.52 32.69 ksi fa : Actual - 5.31 6,30 11.61 5.31 ksi Fb:xx : Allow (1.6-1a] = 27.60 27.60 27.60 36.80 ksi ' (1.6-lb & 1.6-2] = 27.60 27.60 27.60 36.80 ksi . fb:xx Actual - 0.11 0.24 0.36 6,82 ksi Fb:yy : Allow (1.6-1a] = 27.60 27.60 27.60 36.80 ksi [1.6-lb & 1.6 -2] = 27.60 27.60 27.60 36.80 ksi fb:yy Actual - 0.51 0.49 1.00 0.51 ksi Max X-X Axis Deflection = -0.071 in 0 8.12 ft from base Max Y -Y Axis Deflection = -0.010 in 0 8.12 ft from base • STEEL SECTION DATA DEPTH = 12.00 in I -xx - 324 in WIDTH = 12.000 in S-xx = 54 In FLANGE THICKNESS = 0.313 in R -xx = 4.743 in WEB THICKNESS = 0.313 in I -yy - 324 in AREA = 14.40 in "2 S -yy = 54.00 in WEIGHT = 48.89 $ /ft R -yy = 4.743 in r -T SHUTLER CONSULTING ENGINEERS, INC. Title : p 1300 - 114th Ave S.E. Scope : r P / Suite 250 Number: ,. Bellevue, Washington 98004 Hisc : (206) 450-4075 Dsngr : Date:26- Mar-95 ( MULTI -SPAN STEEL BEAM DESIGN 5 ANALYSIS Page DESCRIPTION )) Col 0 Front Of Hezz w/ high roof Lateral )) 1 Span 1-1--Span 2-1- -Span 3 -1 --Span 4-1--Span 5 -1- -Span 6 -1 --Span 7-1--Span 8 -1 ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ft 14 10.58 4.75 ENO FIXITY Lft 1 1 1 1 1 1 1 I Fix,Pin,Free = 2,1,0 Rt 1 1 1 1 1 1 1 AISC SECTION )) ts12x12x5/ts12x12x5/ts12x12x5/ None None None None None --- CALCULATED VALUES 1 No Good-I-No Good -1 1 1 1 1 Fb - Allowable psi 27,600 27,600 27,600^. x ", z 36 ■ bC fb - Actual psi 6,702 31,139 31,139 fv - Actual psi 574 4,292 7,867 Moment 0 Left ft -k 30.2 -140.1 ' ' Right ft -k 30.2 -140.1 Max. Mom. 0 Mid -Span ft-k 30.2 -140.1 X -Dist ft 14.00 10,58 4.75 Shears: Left k 2.15' 16,09 29,50 Right k 2.15 16.09 Reactions: Left: Dead k 2.2 -18.2 45.6 Live k r$ /2,"2'` 14 Total k 2.2 -18.2 45.6 ��/ u r Right:Dead k -18.2 45.6 d : . s8 r '- � '7 �3� Live k . 6 Total k -18,2 45.6 • 81 =7 19/ (... az, Defl. 0 Mid Span in -0.070 0.150 -0,577 — X-Dist ft 8.120 6.489 4.750 ---- BEAM DESIGN DATA i 1 i i i 1 UNBRACED LENGTH ft Fy ksi 46 46 46 36 36 36 36 36 SECTION AREA in "2 14.40 14.40 14.40 BEAM DEPTH in 12.00 12.00 12.00 BEAM WIDTH in 12.000 12.000 12.000 FLANGE /WALL THICKNESS in 0.313 0.313 0.313 WEB THICKNESS In 0.313 0.313 0,313 I -XX in "4 324 324 324 I-YY I11"4 324 324 324 rT, X:Bar, y, LL Spacing APPLIED LOADS i 1 i 1 i i 1 1 USE LL THIS SPAN? Y/N Y Y Y Y Y Y Y Y UNIFORM DL klf LL kif PARTIAL DL klf LL kif X -Left ft X-Right ft TRAP.... DL 0 Left k /ft 01 A Right k /ft LL 0 Left k /ft (._ LL 0 Right k /ft X -Left ft X-Right ft POINT DL k 29.5 LL k X -Dist. ft 4.75 DL k LL k Y -Dint. ft, 11111111111111111111111 - SHUTLER IIIIIN P P. CONSULTING JOB 1111111,11111111 ENGINEERS, INC SHEET NO. 1 1 OF CALCULATED BY -.-T • DATE 1300-114th Ave SE, Suite 250 ( Bellevue, WA 98004 CHECKED BY DATE (206) 450-4075 FAX 450•4076 SCALE 11■1■111, - -.- 1 I ; ' . ' ! ' : ; ! ; ; i ! ' ' ■ ' I ' I 1 I . ; ; ■ ' , : ! : FD4 a /5 : : ! ; : i . : Pi- 4 1 : is, ;: //9,4 z' L 44°1 - 13 L G 2 • ; . / ! ' /40 4614 g e4r- . : . I. . , • k 434. 0..4....Gt ..i1J ). ......... ., , /6 =4, I' .. .. . ' . . . . . x "v ._. - 0 10.r.. r 6 ? :)4 .//,() 2 A 19Z 7.5).. . I& /)' 444 _ .:.7A ' ' g S Y 124- 4 410 14- . . _ . .. . . , - . V c 201,-) z ÷. b?,30 z 2 / Y . rorg . . . c r • "1 4 (-- ... 1 'Llar ::' - (11)( 50 . 3,3 Y;;; I : )6/5/ ' 69. xi/6•76 - // C - --- - -. -.. : -.. 7 .._.......—.... P, 4 F , /7, 3 ,., $ b )( •?.(V.3.)(,3F) 0 J?/,/ 2. . . . -( X • — • - .- 7 ' • 61",iJit --- ..' ;-1 -- 2 z• 6 ps / Al..'... 6'6'5 1 S = * 011/1' ON . c "' — - (s%s)(V.$)C/z) - ' • Y. " ' G .1. . • II: (1.2.D.SL , i X 1,14 333. r e . . . . u A 9 'V/ 7r 4 6 .7 )(Ape).- . sp4> .......,,41.. )3:10.04y.fr..... : . . . . . . ,.... :... .: . .... MP.E r ?,. 4 _ .g4e; 1 .. 1 4•P a 7' A IC ..... tes ST)_$/e4.) 0740 ' - ir -3.4'7 -.. %)-!-° .... AVE //90 of,7_6re6,4.:__ 0,e,.. 9 kV : it - LT -:: - - 9 C I • ( i_ 7 • 4 jv . i. ' 4 Le, /6./SV)(445) W I S It ii , . , .----. .2. , . . ' .,... .2. „ „ • : , ilio. t. / 4/( 4/6 vo). , 9 (04/70:: ..v/ 5* , • . , .. • . • .. .1 . ....:1 : ■ 1111Mill , • ' Mill11111111 . .... .., . .. ,...... .—. . . ; .L.19 90 /A 1, 44— A -. - °?‘ ' - :..--- - --• ---. • - • - -b9)( / - • - - • - - • ..- - - 4 4011 7 . - 41 — 0 7,4,0 lAV '7 — : '''.. :' ' --. - - - • .- - ' .. --- - ...-45. , •• epp.. iti 511evie rizmr/o 0 *To Ate g/i v $03 At. s e....1.mr r / f '`'' "r ' f6 • 3 i/Z 14 . /d, SHUTLER CONSULTING ENGINEERS 1300 - 114TH Ave. S.E. Job: Parkway Place Suite 250 Date: 3 -27 -95 Bellevue, Washington 98004 Calculated by: JJS (206) 450 -4075 Overturning Moment 4840.00 Kip -Feet Slab Dead Load 29.56 Kips --� /U �� �� / ' *I-9# 5.4 G Footing Dimensions: / t Width 649 Feet Depth 24.00 inches Footing Extension -- Left 6.25 Feet Wall Length 43.00 Feet Footing Extension -- Right 6.25 Feet Overall Footing Length 55.50 Feet Footing Weight 108.23 Kips Applied Loads: Distance ** Mr (Left) Mr (Right) Wall Wt. 89.66 Kips 21.50 Feet 2488.07 2488.07 Kip -Feet Load 1 17.43 Kips 0.00 Feet 108.94 858.43 Kip -Feet Load 2 21.15 Kips 0.00 Feet 132.19 1041.64 Kip -Feet Load 3 15.54 Kips 43.00 Feet 765.35 97.13 Kip -Feet Load 4 13.63 Kips 43.00 Feet 671.28 85.19 Kip -Feet Load 5 0.00 Kips 0.00 Feet 0,00 0.00 Kip -Feet Slab 29.56 Kips 21.5 Feet 820.29 820.29 Kip -Feet Footing 108.23 Kips 27.75 Feet 3003.24 3003.24 Kip -Feet Totals 295.20 Kips 7989.35 8393.98 " "Distance from left edge of wall. Total Weight Times .85 250.92 Kips Mr (Left) Times .85 6790.94 Kip -Feet Mr (Right) Times .85 7134.88 Kip -Feet (@ .85 Values) ((i ) Full Values) X- Bar (left) 7.78 Feet 10.67 Feet X- Bar (Right) 9.15 Feet 12.04 Feet Soil Bearing: Left 3.31 K.S.F. 2.84 K.S.F. Moments sumed Right 0.00 K.S.F. 0.00 K.S.F. about left side of ftg. Left 2.81 K.S.F. 2.51 K.S.F. Moments sumed Right 0.00 K.S.F. / 0.00 K.S.F. about rt. side of ftg. 4, /.J1r $3S0 01 ®_-- SHUTLER ( , JOB P. ®e CONSULTING ®111.1 ENGINEERS, INC SHEET NO. 1 "2-- OF 1300 -114th Ave SE, Suite 250 CALCULATED BY "a 6 DATE -3• -g1� Bellevue, WA 98004 CHECKED BY DATE - (206) 450 -4075 FAX 450 -4076 SCALE i f i i , S_ 6r.�d7/.4_.t_iw Nac:S_ v -n _4:4 /A S� _ , . ii t 41/P.47 )& g) 2 614)64 9) ; 163 9/) .ice /2 ,7o° G.t ' LA) ,Qr a�... G .: (. �,� )4424 .8,11/1,'5'.!"-: a ' �t)l, � ��� �3 .: -.... 3, 3 o � ,G7 3 °/ 3, 3 • (...... ..a, [ . '2 4 x L.,-. 4 , 7 ip.. 16 A 11 4,0, A.iq. ' 4 , ...- .. (20.'5x% 2xb,6) ........ ._ .. . . / s - ) 7‘-• U )(,2) , Q 76's1-Ci.s/) . 4 L& ._ 6 L x G � 2, 3 2, .._, , �. : _._.. IAA; • 2 /-3 X A 3 5 p' 7 - � t . 6i 7 ( . . . ..... MOAN -- SHUTLER JOB r r. MM. CONSULTING ,J 11111.111111 ENGINEERS, INC SHEET NO, L" • OF Q 1300 -114th Ave SE, Suite 250 CALCULATED BY �,5 • DATE- __ ( Bellevue, WA 98004 CHECKED BY DATE (206)450.4075 FAX 450 -4076 SCALE i / G L 13.6 c sac, G � i._ ,g /60 9 ; ;pop . I • -• ■ (41. A .__.` v pJ9 N6C..... /34 °L'4' ‘,): - G, "/SK .. - r • ._‘/6 .t .- . /30,9, r- L,'��.w_ 13 2.- J8! _ - f— : • • . ... 1 ..., if?' • ...1.3 : 1, • , 01 J 0, 93X R P� f _ � �s 3 1) . A 4 ' fj frt. r » . L ' ( C•4 l)( /) 4- /•?•G I, U.9 . Z ° . f:37 i 33 14 _. el .7 � . y/ K , • 4.0 �' fs, 10 .r (. )c ... ;7% ;x 44/ - . 3 9/ _ : � _.N ytk .. /�v('37,.,,i)- /2.... 9 ,� » • - - - .. !O – & 1 Y .2..:).*.,&, 2)61)7 /P.M . . .. A:. ' x /57 ��- 1 • 3'rJt-7Q.Xt .... pg rie�•J .TO .. 5 `fi . • • • 9 1V .3oa It . ............., .., .,...._,.. ........ _ .......... .., .. ,,,...,.. . _.. , m._,b,.... x „.uv.....nwe.r...f ......w mmnwm.... away. vr: v.'.' R^ Yk .^1.i•5^FMcvn•d<eYr7�FUeA4n`G SHUTLER CONSULTING ENGINEERS 1300 -114TH Ave. S.E. Job: Parkway Place Suite 250 Date: 3 -27 -95 Bellevue, Washington 98004 Calculated by JJS _(220 450 -4075 c , Moment 2951.00 Kip -Feet Slab Dead Load 23.31 Kips f t )( 5;...1)( to, a 1, 3/ 4 Footing Dimensions: Width 6.50 Feet Depth 27.00 Inches Footing Extension -- Left 7.50 Feet Wall Length 31.00 Feet Footing Extension -- Right 7.50 Feet • Overall Footing Length 46.00 Feet Footing Weight 100.91 Kips Applied Loads: Distance ** Mr (Left) Mr (Right) Wall Wt. 46.90 Kips 15.50 Feet 1078.70 1078.70 Kip -Feet Load 1 12.65 Kips 0.00 Feet 94.88 487.03 Kip -Feet Load 2 11.97 Kips 31.00 Feet 460.85 89.78 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 Slab 23.31 Kips 15.5 Feet 536.13 536.13 Kip -Feet Footing 100.91 Kips 23 Feet 2320.99 2320.99 Kip -Feet Totals 195.74 Kips 4491.54 4512.62 "'Distance from left edge of wall. Total Weight Times .85 166,38 Kips Mr (Left) Times .85 3817,81 Kip -Feet Mr (Right) Times .85 3835.72 Kip -Feet (a .85 Values) ((g) Full Values) X- Bar (left) 5.21 Feet 7.87 Feet X- Bar (Right) 5.32 Feet 7.98 Feet Soil Bearing: Left 3.28 K.S.F. 2.55 K.S.F. Moments sumed Right 0.00 K.S.F. 0.00 K.S.F. about left side of ftg. Left 3.21 K.S.F. 2.52 K.S.F. Moments sumed Right 0.00 K.S.F. 0.00 K.S.F. about rt side of ftg. 4 0 l• � � = X6 ® ®- = -= •- SHUTLER JOB ! , 12 ' IIIIIIIU CONSULTING SHEET NO, L - ?4 OF ®® ' ENGINEERS, INC ' . 1300 -114th Ave SE, Suite 250 CALCULATED BY `T 6, DATE .x' ° 4s (...„ Bellevue, WA 98004 CHECKED BY DATE (206) 450-4075 FAX 450.4076 SCALE .' r /N4 2 6,./4_ .___..W_4tw e*_.412_1._.- -- _- _--___..__ __,__.- -__ _________,- _ ______ 5 V , t 1 ,/ , rz s- s t /,i�) s, SS , �( , 31x SS'. , i ' 44 OS . /, 7/ --- 47/Y7s -- A 5 2)12L•P', . _ 6 ,)(A_ 75J . _ . _ _ /14, _ _______ __:_ .__ 3 2 348 . _ .. .99 /4 - - _..... _ . � _ - i 1 A , .6./1 . a3,1 *az, s7. -, $,)j 99.9 . y , 1 ( it 6 A w f GO / a) a /2....../ / - ' 7 16. e,40. 1/' ..,..- .. • J / w � r L(4 . ." ._ /S S 'X ) �. (5)6'/2)4. C9.2Sx'../s) p,./ ..... z / z- S (/''' -�'''? `, . 5/b °g- s l . ?4 / o�V,J) < 87 a ,�a) lisp Sri = �• i 1 ' . ,., , ... . . .: , .M: a [ o # ■%^`= ®® -- _ SHUTLER JOB ! , PI �U _ CONSULTING 111111 - ENGINEERS, INC SHEET NO. L • 77 OF c . 1300 -114th Ave SE, Suite 250 CALCULATED BY .75 • DATE Bettevue, WA 98004 CHECKED BY DATE (206) 450.4075 FAX 450 -4076 SCALE ----- 1 07 :- ' - c. ) -77. 7 777- n ; I 7-7— • • . l./ , 7 0.9 , , , . 0 G ._.___.__._:..(,44 . , G._.....--- .... ..6.e. .) 6.,2t,$) ' 8 a, .2 :.7 '/ 14 i7y ?5 ac . .ci_.:_..: (,e.)(Ads / /b ,6 r : [c)L ,j; lei) • 0 � � .a o Ge3 ( y ,�... . .... - . . ft , .. b ( Ill.$)......._. - . -.. - .. - - -- . ... : 1 14. ... �• / S �� a / 0 �s ..y, yea?'. o , g' .I J47i.. _36t -r .... lg4.OW` (9)(.5. if.v3). P. ///i4_4 - 't r ; /I[ 4 :.. br2._...._a21. " A f..- _%_'`_id L Y - /, a p hi r i 7 i is G 5 4 33 = I X , . J 0- :9 ►30(.Y t . - .4 k / > a.. .= 6 ? 2 n " . o o I i : - a r r . + e . ., t � � I ( 1 _ t,...t..1..s".. h S 4 I - - ;:it , " • 2 s r )l,9la)(41 + - e ;) ., 3o .- -._ .. _...` . _ .c. c, 1 i - : ..- .. _ .__ , i2,4 % - yN= 0 .6s)(s). os � M 1 . '.. . - :.:: °.': .. •:, ,r.. •.....,...,. «. -,... ,....,....:... H. rh ': -; .Y'.: ...r. , v. .+e ......e .-.w. .nvr+,e rxt r., :r.-e. w .... •t.cne. r. . wl'Y .> c 'i Y 4v ^ f Sv. • • ......., ...•., • , _ .. ,:n•. .wa.aW.:rx , R . , ,.. ,.. ,.'!i''!M.. 1RPtP 7u2.6'4s :'f't�'rv7.�:fi'114q.'1�:itS•;�� ®glila -- . -- SHUTLER . 7, J . , —U . CONSULTING ® ENGINEERS, INC SHEET NO. -L -Z$ of • 1300 -114th Ave SE, Suite 250 CALCULATED BY ., S DATE 4-1-. (.... Bellevue, WA 98004 CHECKED BY DATE (206) 450 -4075 FAX 450 -4076 SCALE 1 1 I ---- a.g/96 r, u T ,/�i lD �i.! -l-.-�- J i to 'I g '.5.1#41 ) ' i ! ; , 1 '.; 0- : j i , 03) . 00) , : , , , l - -_ /- I 7 I L 6W ; ^ i i j I , l K. O � r r- J , lya� .3 ._.. , 53 ' � _... • /i331 ' s' ......_ _._ .._ _... . -_ : _...._�..- .._ __.. ' .... ( ,,... , . : : ; . : ; , - - 1 - ; --! -.; , , . , : , ; ,,, . ; ; 1 ' : i - : i , _ .. i • . . ' _ C f _ . .. '..__ - , + .._. . . . ._.. • .........._ -... _...._ r_._..-_-•,_... j.._}._ n..._.- i-.._:.. ..w..__._.i_._r_.._....,•._ -.,. ..- ..- ,• -._. :. w._- .._. _.... _.........e...,.... ».n..ri....r _...... _..... .. �.._.r.— v.,.....,_...�.. «.. .^. ...._... ,_.. _ —...,.....,.,..,,,,,,...........-....._._.-.. ..-....- .....,.... „... _... d... ............._........- :.,K-„:,..,..•:.....-1a..sur;., .rv•xv,..„,,. ,gf.3'.�'{,. .. . &. .. ®® -- - - -. SHUTLER JOB ! P ®a CONSULTING 1111P`11111111 • ENGINEERS, INC SHEET NO. L -,2' OF e 1300 -114th Ave SE, Suite 250 CALCULATED BY i ' S . DATE 3-2$ .9S” ('' ' Bellevue, WA 98004 CHECKED BY__. DATE (206)450.4075 FAX 450-4076 SCALE {{ � , I i I f f ! t i i : i ( . —i + fir?. j f _ , , 1 . , , , S 4K to 22.1.. e 4 .. 4 _..... ...__. _ ..._ ...... i_._.. . .. _ ..._ t _ .. ... . ._ . _ - .. _ _•..._ ..... ' _.... __ a , r •i ,} - -f is :9, ,,5 o ._ ; ; ,,. ! I ; e,x. : O,,--/i i „...,,,,, 7 /.,/ e , . } .p 38o S ; -_ AaV ` . . : : , / *to 1 i . i ' • • • • • SHUTLER CONSULTING ENGINEERS, INC. Title : p 1300 - 114th Ave S.E. Scope : b Suite 250 Number: S Bellevue, Washington 98004 Misc (206) 450-4075 Dsngr : Date :28- Mar-95 f STEEL COLUMN DESIGN Page DESCRIPTION )) Drag Strut Grid 6 )) COLUMN DATA DESIGN DATA AISC SECTION ))w27x84 Fy = 36 ksi TOTAL COLUMN HT. - 42 ft LOAD DURATION FACTOR = 1.3333 COMBINE LL & ST ? N y/n SUPPORT FIXITY -- -)) 1 (( 1 :Pin /Pin, 2 :Fix /Fix, 3 :Pin /Fix SIDESWAY 1 :Restrained, 0 :Free 4 =Fix /Pin, 5 :Fix /Free X-X AXIS = 1 (Bottom /Top) Y-Y AXIS = 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS - 42 ft X-X AXIS = 1 Y-Y AXIS = 7 ft Y-Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD - kips ECC, for X-X MOMENTS = in ' LIVE LOAD - kips ' ' Y -Y ' = in ' SHORT TERM : 110 kips Dead Live Short Sloe ELoc X-X AXIS MOMENTS: TOP - k -ft BOTTOM = k-ft BTWN ENDS = ft Y-Y AXIS MOMENTS: TOP - k-ft BOTTOM : k-ft BTWN ENDS = ft POINT LOADS: (k) X -X - ft Y -Y - ft UNIFORM: (k /ft) X -X = 0,65 0,95 42 ft Y-Y = ft SUMMARY USE : W27X84, Max Stress Ratio = 0.83 Load Comb...)) Dead Live D +L DL +ST Formula 1.6 - la - 0.446 OK Formula 1.6 - lb = 0.408 OK Formula 1.6 - 2 - 0,339 0,000 0.835 OK Actual & Allowable Stresses.,, Fa : Allowable = 18.61 18.61 18.61 24.81 ksi fa : Actual = 0.00 0.00 4.44 ksi Fb:xx : Allow (1.6-la] = 23.76 23.76 23.76 31.68 ksi ' [1.6-lb & 1.6-2] = 23.76 23.76 23.76 31,68 ksi fb :xx Actual = 8,06 11.78 19.84 8.06 ksi Fb:yy : Allow [1,6 -1a) = 27.00 27.00 27.00 36.00 ksi ' [1.6 -lb & 1.6 -2] = 27.00 27.00 27.00 36.00 ksi fb:yy Actual - ksi Max X-X Axis Deflection = -1.355 in 0 21.00 ft from base Max Y -Y Axis Deflection = in 0 ft from base , r ( STEEL SECTION DATA \' JEPTH = 26.71 in I-xx = 2850 in WIDTH : 9.960 in S-xx : 213.40 in "3 FLANGE THICKNESS : 0.640 In R -xx = 10.720 in WEB THICKNESS : 0.460 in I-yy - 106 in "4 AREA = 24.80 In "2 S -yy : 21.29 in"3 WEIGHT = 84.20 I /ft R-yy = 2.067 In r -T : 2.490 SHUTLER CONSULTING ENGINEERS, INC. Title : p 0 1300 - 114th Ave S.E. Scope : Suite 250 Number: V' 3 ( Bellevue, Washington 98004 Misc : 3 (206) 450-4075 Dsngr : Date :28- Mar-95 STEEL COLUMN DESIGN Page DESCRIPTION )) Drag Strut Grid J )) COLUMN DATA DESIGN DATA AISC SECTION ))w18x35 Fy : 36 ksi TOTAL COLUMN HT. = 41 ft LOAD DURATION FACTOR = 1.3333 L COMBINE LL & ST ? N y/n ..1 �, � S f4 UPPORT FIXITY ---)) 1 (( .11\(.111 �I� r 4 1: Pin /Pin, 2 =Fix /Fix, 3= Pin /Fix SIDESWAY 1:Restrained, 0:Free � I ` E. . ]2." 4 =Fix /Pin, 5 =Fix /Free X-X AXIS 1 e;:(03 x '�� (Bottom /Top) Y -Y AXIS : 1 , UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: �8 0 X -X AXIS : 41 ft X -X AXIS : 1 0 7 ' II Y -Y AXIS : 8 ft Y-Y AXIS - 1 ' r Ya APPLIED LOAS (. ...___ , ..1 .1 �d ^ AXIAL DEAD LOAD - kips ECC, for X-X MOMENTS : in 1.' 1,5,I' ' LIVE LOAD : kips ' ' Y-Y ' - in ' SHORT TERM - 19 kips Dead Live Short SLoc ELoc Ali X-X AXIS MOMENTS: TOP - k-ft BOTTOM : k-ft BTWN ENDS = ft Y-Y AXIS MOMENTS: TOP : k -ft BOTTOM = k-ft if BTWN ENDS : ft d.,,C = a' POINT LOADS: (k) X -X - ft G Y -Y = ft a = • UNIFORM: (k /ft) X-X : 0,14 0.17 41 ft c : , d 7b Y -Y : ft UM USE : W18X35, Max Stress Ratio MARY66 P� / I/o � " C• $7i) ! ) &1t �� - �_� � Load Comb...)) Dead Live D+L DL +ST Formula 1.6 - la - OK Formula 1.6 - lb - OK Formula 1.6 - 2 - 0.299 0.000 0,662 0,314 OK Actual & Allowable Stresses... Fa : Allowable - 15,49 15.49 15.49 20.66 ksi fa : Actual = 0,00 0.00 1.84 ksi Fb :xx�: Allow (1,6 -1a] : 20.48 20.48 20.48 27.31 ksi 2, :=7 -V 7o [1,6-lb & 1.6-2] = 20.48 20,48 20.48 27.31 ksi h fL , f 3 fb:xx Actual - 6.13 7,44 13.56 6.13 ksi Fb:yy : Allow (1.6-1a] = 27.00 27.00 27.00 36.00 ksi 4 (1.6 -lb & 1.6-2] : 27.00 27.00 27.00 36.00 ksi DOL. = It / fb :yy Actual - ksi 601. /,/!/° Max X-X Axis Deflection : -1.333 in 8 20.50 ft from base Max Y -Y Axis Deflection = in 8 ft from base (: 1 - STEEL SECTION DATA - uEPTH : 17.70 in I-xx - 510 in "4 . WIDTH : 6.000 in S -xx : 57.627 in "3 FLANGE THICKNESS = 0.425 in R -xx = 7.037 in WEB THICKNESS = 0.300 in I -yy : 15.300 in "4 AREA : 10,30 in "2 S -yy = 5,10 in "3 WEIGHT : 34,97 11/ft R -yy = 1.219 in r-T = 1.490 vo ,.. .. ., uvo ., ,•. a,nr .¢ . , ; ?'4 ?X:Tifn iu: "P �s't. SHUTLER CONSULTING ENGINEERS, INC. Title 1300 - 114th Ave S.E. Scope : PP a- Suite 250 Number: ` - 3 Bellevue, Washington 98004 Misc : S 5 (206) 450-4075 Dsngr : Date:28- Mar-95 STEEL COLUMN DESIGN Page DESCRIPTION )) Drag Strut Grid 3 )) COLUMN DATA DESIGN DATA AISC SECTION ))w18x35 Fy - 36 ksi TOTAL COLUMN HT. = 38.25 ft LOAD DURATION FACTOR = 1.3333 COMBINE LL & ST ? N y/n SUPPORT FIXITY ---)) 1 (( 1 =Pin /Pin, 2 =Fix /Fix, 3= Pin /Fix SIDESWAY 1:Restrained, O:Free 4 =Fix /Pin, 5 =Fix /Free X-X AXIS - 1 (Bottom /Top) Y -Y AXIS - UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: • X -X AXIS = 38.25 ft X-X AXIS = 1 Y-Y AXIS - 8 ft Y -Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD - kips ECC, for X-X MOMENTS = in ' LIVE LOAD - kips ' ' Y-Y ' - in ' SHORT TERM = 26.6 kips Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP - k-ft BOTTOM = k-ft BTWN ENDS = ft Y -Y AXIS MOMENTS: TOP = k-ft BOTTOM = k -ft BTWN ENDS = ft POINT LOADS: (k) X -X - ft Y -Y - ft UNIFORM: (k /ft) X -X = 0.14 0.17 38,25 ft • Y-Y = ft SUMMARY USE : W18X35, Max Stress Ratio = 0.58 Load Comb,..)) Dead Live D +L DL +ST Formula 1.6 - la = OK Formula 1.6 - lb - OK Formula 1.6 - 2 = 0.260 0.000 0.576 0.320 OK Actual & Allowable Stresses... Fa : Allowable - 15,49 15,49 15,49 20.66 ksi fa : Actual = 0.00 0,00 2.58 ksi Fb:xx : Allow (1.6 -1a) = 20.48 20,48 20.48 27.31 ksi ' (1.6 -lb & 1.6-2) = 20.48 20,48 20.48 27.31 ksi fb :xx Actual - 5.33 6,47 11.81 5.33 ksi 7 �� s Fb:yy : Allow (1.6 -1a) = 27.00 27.00 27.00 36.00 ksi lo I ' (1.6-lb & 1.6-2) = 27.00 27.00 27,00 36,00 ksi P �- fb:yy Actual = ksi oo„- Glf ; I. 2 Max X-X Axis Deflection = - 1.009'in 0 19.13 ft from base Max Y-Y Axis Deflection = in 0 ft from base I, STEEL SECTION DATA `�. oEPTH = 17.70 in I -xx = 510 In "4 WIDTH = 6.000 in S-xx = 57.627 in "3 • FLANGE THICKNESS = 0,425 in R-xx = 7.037 in WEB THICKNESS = 0.300 in I-yy = 15.300 in "4 AREA = 10.30 in "2 S-yy = 5.10 in "3 WEIGHT = 34.97 I /ft R-yy = 1,219 in r -T = 1,490 .. _.... .. ,. ... ..,... «.... r.. x.. .... .r . r .. .... . .. ... .... ......x _...nr +r i w ...Y. V'.e 1 rF ". , � ..i. h .. .x. .. :.., ®- -.:- SHUTLER JOB p, p, Mall CONSULTING Mr ® ENGINEERS, INC SHEET NO. L- 3{'3 ' Of CALCULATED BY -i 5 • DATE 1. e 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 CHECKED BY DATE (..... (206)450.4075 FAX 450.4076 SCALE "Jill 1 ' ( ' . . 04 i ; .... 6A ,,I i il, P.,.. .. N- 5_ , t,' , i; ii: ,i: , --- -. .... ._..r--- - - -• -- -- __ ._ _- - -- - , - - -- -- " - - - -- - - - - -- - - .__ - _- C. U ' • /✓ S, � . � �� _ IPY97, 67(&2) 3 o�a -- : - _ - _. • . ab7� 0 = 03 )6.4,04 ) 7 6,; rC . 70./62....... - _..6,r -- . 7,7 7 • g" its , /6 6 ..trG — of.1‘ii * Ni i _ (�6,4 Z j, V); 1 oL " ( ' (; )It oso - > /oG .oz-_. --- . - a -AY if r _ V AQ4 s Tau r 4 AL 1 0. Wo a . , ( W V _ y ... 7J j G/ JG. ._.. . .. _ ..... ... i SHUILER CONSULTING ENGINEERS, INC. Title : 1300 - 114th Ave S.E. Scope : p. P. Suite 250 Number: L- ' `l Bellevue, Washington 98004 Misc : �S • (206) 450 -4075 Dsngr : Date :28- Mar-95 STEEL COLUMN DESIGN Page DESCRIPTION )) Floor Drag Strut Grid 9 )) COLUMN DATA DESIGN DATA AISC SECTION ))W21x50 Fy - 36 ksi TOTAL COLUMN HT. = 42 ft LOAD DURATION FACTOR = 1.3333 COMBINE LL & ST ? N y/n SUPPORT FIXITY ---)) 1 (( 1 =Pin /Pin, 2 =Fix /Fix, 3= Pin /Fix SIDESWAY 1 :Restrained, O:Free 4 :Fix /Pin, 5 =Fix /free X -X AXIS - 1 (Bottom /Top) Y -Y AXIS - 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X-X AXIS - 42 ft X -X AXIS - 1 Y -Y AXIS = 6 ft Y -Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD - kips ECC. for X-X MOMENTS = in ' LIVE LOAD - kips ' ' Y-Y - in ' SHORT TERM = 75.61 kips Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP - k -ft BOTTOM = k -ft BTWN ENDS = ft Y -Y AXIS MOMENTS: TOP - k-ft BOTTOM = k-ft BTWN ENDS = ft - POINT LOADS: (k) X -X = ft Y -Y - ft UNIFORM: (k /ft) X-X : 0.51 0.31 42 ft Y-Y - ft SUMMARY USE : W21X50, Max Stress Ratio = 0.97 Load Comb.,.)) Dead Live D +L DL +ST Formula 1.6 - la - 0.723 OK Formula 1.6 - lb = 0.629 OK Formula 1.6 - 2 = 0.601 0.000 0.967 OK Actual & Allowable Stresses... Fa : Allowable = 17.27 17.27 17.27 23.03 ksi fa : Actual - 0.00 0.00 5.14 ksi Fb :xx : Allow [1.6-1a) = 23.76 23.76 23.76 31.68 ksi ' ' (1.6-lb & 1.6-2] : 23.76 23.76 23.76 31.68 ksi fb:xx Actual : 14.28 8.68 22.97 14,28 ksi Fb:yy : Allow [1.6-1a] = 27.00 27.00 27.00 36.00 ksi ' [1.6-lb & 1.6-2] = 27.00 27.00 27.00 36,00 ksi fb :yy Actual = ksi Max X -X Axis Deflection = -2.012 in 0 21.00 ft from base Max Y -Y Axis Deflection = in A ft from base STEEL SECTION DATA ,,EPTH = 20.83 in I-xx - 984 in WIDTH = 6.530 in S-xx = 94.479 in FLANGE THICKNESS = 0.535 in R -xx = 8,182 in WEB THICKNESS = 0.380 in I -yy : 24.899 inA4 • AREA : 14.70 1n $ = 7.63 in "3 WEIGHT : 49.91 0 /ft R = 1.301 in r -T = 1.600 I .. .:. ...,...> ....:.. .... .. e .. E . s ...r ,:s .... x v.rl >w..,n n. a:,t'I. .+x".. ..rv. >>. N.eiX`.•..w +t +...... h. «. ,-..,j,. ur, >; a"Y.J. v. .. ..YZ4"1YL %"i.'. .Y!, Yfl .rr•.f.4 f.Yt.Ml.. /1111111011111 - -- SHUTLER JOB 9: 94. 94E ®. - • CONSULTING 111111.1111110 ENGINEERS, INC SHEET NO. L - 3 S OF 1300 -114th Ave SE, Suite 250 CALCULATED BY .r 6 DATE 4 /4'96-- Bellevue, WA 98004 CHECKED BY DATE (206) 450 -4075 FAX 450.4076 SCALE I I I 1._ I � O L — '1G . 8 ■ � n iS , 6 s :- oq "' _ s _ 6 . r. ; .__.. , I 1 I / i . i v p W L4 /G •. t t Jst _ __ , ; W i 490' , • p. r 14 , � I hr7 /e. Xa c. N I bpc. s4 " , aa,oy �,� � C�}, ' g 1 ..�-- . . . s• 9I/"4--034570• . oe _ . . _..- ..._..,... -.. .. _.,__ ��77 • l ay // "7 l g 1),'S "'II' '/ 2 --- t i ! f. ( ', '.. ' . ,' - , , „ .., .: i i 1 SHUTLER CONSULTING ENGINEERS, INC. Title : 12,p, 1300 - 114th Ave S.E. Scope : Sc Suite 250 Number: Bellevue, Washington 98004 Misc : .f 5 (206) 450-4075 Dsngr : Date:05- Apr-95 STEEL COLUMN DESIGN Page DESCRIPTION )) Drag Strut Building A . )) COLUMN DATA DESIGN DATA AISC SECTION ))W16x26 Fy - 36 ksi TOTAL COLUMN NT. - 40 ft LOAD DURATION FACTOR = 1.3333 COMBINE LL & ST ? N y/n SUPPORT FIXITY ---)) 1 (( 1 =Pin /Pin, 2 =Fix /Fix, 3= Pin /Fix SIDESWAY 1:Restrained, O:Free 4= Fix /Pin, 5 =Fix /Free X-X AXIS = (Bottom /Top) Y -Y AXIS = 1 UNBRACED LENGTHS: EFFECTIVE LENGTH FACTORS: X -X AXIS - 40 ft X -X AXIS = 1 Y-Y AXIS = 8 ft Y -Y AXIS - 1 APPLIED LOADS AXIAL DEAD LOAD = kips ECC, for X-X MOMENTS = in ' LIVE LOAD = kips ' ' Y-Y - in ' SHORT TERM = 25,04 kips Dead Live Short SLoc ELoc X-X AXIS MOMENTS: TOP - k-ft BOTTOM = k -ft BTWN ENDS = ft Y-Y AXIS MOMENTS: TOP - k-ft BOTTOM = k -ft BTWN ENDS = ft POINT LOADS: (k) X -X - ft Y -Y = ft UNIFORM: (k /ft) X -X = 0,09 0.16 40 ft Y-Y = ft SUMMARY USE : W16X26, Max Stress Ratio = 0,79 Load Comb...)) Dead Live D +L DL +ST Formula 1.6 - la = 0.403 OK Formula 1,6 - lb - 0.327 OK Formula 1.6 - 2 = 0.285 0.001 0.791 OK Actual & Allowable Stresses... Fa : Allowable = 14.68 14.68 14.68 19.58 ksi fa : Actual - 0.00 0.00 3.26 ksi Fb:xx : Allow [1.6-1a] = 19.78 19.78 19.78 26.37 ksi ' [1.6 -lb & 1.6-2] = 19.78 19.78 19,78 26.37 ksi fb:xx Actual - 5.63 10.01 15.64 5.63 ksi Fb:yy : Allow [1.6 -1a] = 27.00 27.00 27.00 36.00 ksi ' [1.6 -lb & 1.6 -2] = 27.00 27.00 27.00 36.00 ksi fb:yy Actual - ksi Max X-X Axis Deflection = -1,650 in @ 20.00 ft from base Max Y-Y Axis Deflection = in 0 ft from base C STEEL SECTION DATA DEPTH = 15.69 in I -xx - 301 in "4 WIDTH = 5.500 in S -xx = 38.368 in "3 FLANGE THICKNESS = 0.345 in R -xx = 6.260 in WEB THICKNESS = 0.250 in I-yy = 9.5900 in "4 AREA = 7.68 In "2 S -yy = 3,49 in "3 WEIGHT : 26.08 0/ft R -yY = 1.117 in r-T = 1.360 ®® _-- - .• SHUTLER JOB I ' P ®. • CONSULTING ®. . ENGINEERS, INC SHEET NO. / ° a 7 OF 1300 -114th Ave SE, Suite 250 CALCULATED BY 1 . DATE /S- 56'. Bellevue, WA 98004 CHECKED BY DATE ■ (206) 450 -4075 FAX 450.4076 SCALE i ; ___.Dd N4. .._6 1:407 _/-41)..ig _ 6 x /u -_ -- -: __._ f!:e._ta�__ ..__ __. ___.__.�_ —__ -. r -- Its �s GZ - -: w .S I / le w 4 . ;fv . 2-±_ 1—,w,, ^� l T 4,2 . 33 et ow ...._._ -.._ _ .__..--- .._..__ 0 i tv.34 . 1 i s AA 2. /a " off :. __..... _... . vi.t... (, o e)(/. / Y Al / %/f 41 -"—" . / I, ''''"'"'"'''' .. 0 6 / el //to. f)101..) d Zia iv CO i - 9 _ A8 . ‘ c q/y 4 *" 0 A . 0 '' 004.76 = --- 3 ).- - .P.- lit 1# _ G. 3x�. �9d C ...._... ,, • ... ,:. 47.24/ .. a'7 ,! /. . ... x2 / 2 .. _ 4 I b — .... s - Ai f/ p t�ti � � - ?Id7 l a bZ� e ;c0t /,33 " ... 7r itc 1. o .. ..... f E : . L 7 .9, s � sMEei Z Fn /4 r/ 04 �,9 7 D YI - 66.7x 4/0 )67)0. a ) 7 p it+ _ 4 _ ..,. 2•43 1 it _ .ii-v . 75: : I . 6 g is __ - r d a g ' XI "a . 04 12s =1-Lf ;. /p198 " ' 4 9.3.X /. $ 3 = /a 4 h wiz. o 111/6a : 6J, . $ . • ULCItAFT 1.5 (B,F,A) 22 DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: %" PUDDLE WELD SIDELAP FASTENERS: #10 TEKS Fastener SPAN (1t.-In.' Layout 3-0 3 -6 4 -0 4 -6 5 -0 5-6 6-0 6 -6 7 -0 7 -6 8 -0 8-6 9 -0 10-0 11 -0 12 -0 .48589 0 413 359 313 276 247 223 203 186 172 160 149 139 130 116 104 94 .37749 1 476 416 369 327 293 265 242 222 205 190 177 166 156 139 125 113 .30864 2 535 470 418 376 339 307 280 257 238 221 206 193 182 162 148 132 .28103 3 590 521 466 420 382 349 319 293 271 252 235 220 207 185 167 140 -42615 4 642 570 511 462 421 387 357 328 304 282 264 247 233 202 167 140 36/7 ' .19949 5 689 615 554 503 459 422 391 363 337 313 293 275 249 202 167 140 • .17845 6 732 658 595 541 496 457 423 394 368 344 316 280 249 202 167 140 .16143 7 772 697 633 578 531 490 455 424 397 359 316 280 249 202 167 140 .14737 8 809 734 669 613 565 523 486 453 412 359 316 280 249 202 167 140 .13556 9 842 768 704 647 597 554 515 478 412 359 316 280 249 202 167 140 .12551 10 873 800 736 678 628 583 544 478 412 359 316 280 249 202 167 140 • .11684 11 901 830 766 708 657 612 561 478 412 359 316 280 249 202 167 140 • DB= 129 DF= 226 DA- 356 K2=870 .58295 0 366 322 286 255 :228 206 188 172 159 147 137 128 120 106 95 86 .43358 1 419 371 333 301 274 248 226 207 192 178 166 155 146 129 116 105 .34514 2 468 417 376 341 312 287 264 243 225 209 195 182 171 153 137 125 • .28667 3 508 458 415 379 348 321 298 277 257 239 223 209 197 176 158 140 .24514 4 545 495 452 414 382 353 328 307 287 270 252 236 222 199 167 140 36/5 .21412 5 576 528 485 447 413 384 358 335 314 296 280 264 248 202 167 140 .19007 8 604 557 515 477 443 412 386 362 340 321 303 280 249 202 167 140 .17088 7 629 584 542 504 470 439 412 387 365 345 316 280 249 202 167 140 .15520 8 650 607 567 529 495 465 437 411 388 359 316 280 249 202 167 140 .14217 9 669 628 589 553 519 488 480 434 411 359 316 280 249 202 167 140 .13115 10 685 646 609 574 541 510 482 456 412 359 316 280 249 202 167 140 .12171 11 699 663 827 593 561 530 502 476 412 359 316 280 249 202 167 140 DB= 758 DF= 886 DA•- 974 K2=870 .72902 0 280 247 219 193 172 155 141 129 1 119 110 102 95 89 78 70 63 .50951 1 331 295 265 240 218 197 179 164 151 140 131 122 114 101 91 82 .39160 2 375 338 306 279 256 236 218 200 184 171 159 149 140 124 112 101 .31801 3 412 375 342 314 290 288 249 233 217 202 188 176 166 148 133 120 .26770 4 443 407 375 346 321 298 278 261 245 231 217 203 191 171 154 140 36/4 .23113 5 468 434 403 374 349 326 305 287 270 255 241 229 217 194 167 140 { .20336 6 490 458 427 400 374 351 330 311 294 278 264 251 239 202 167 140 .18154 7 507 478 449 422 397 374 353 333 316 300 285 271 249 202 167 140 .16395 8 522 495 468 442 418 395 374 354 336 320 305 280 249 202 167 140 .14947 9 535 510 484 460 436 414 393 374 356 339 316 280 249 202 167 140 .13734 10 546 522 499 475 453 431 411 392 374 357 316 280 249 202 167 140 .12703 11 555 533 511 489 488 447 427 408 390 359 316 280 249 202 167 140 DB= 1072 DF= 1216 DA• 1286 K2=870 .97178 0 234 209 189 171 153 138 125 114 105 97 90 84 78 69 61 55 .61728 1 273 248 226 208 191 177 164 150 138 128 119 111 104 92 82 74 .45229 2 303 279 258 239 222 207 193 181 , 170 159 148 138 130 115 103 93 .35690 3 325 304 284 265 248 233 219 206 195 184 175 165 155 138 124 113 .29473 4 343 324 305 287 271 255 241 228 216 206 196 186 178 161 145 132 36/3 .25101 5 356 339 322 306 290 275 261 248 236 225 215 205 196 180 166 140 .21859 6 367 352 336 321 306 292 279 266 254 243 232 223 213 197 167 140 .19358 7 375 362 348 334 320 307 294 281 270 259 248 238 •229 202 167 140 .17371 8 382 370 357 345 332 319 307 295 284 273 263 253 244 202 167 140 .15754 9 387 376 365 354 342 330 319 307 296 286 276 266 249 202 167 140 .14412 10 391 382 372 361 350 340 329 318 308 298 288 278 249 202 167 140 .13281 11 395 387 377 368 358 348 338 328 318 308 298 280 249 202 167 140 DB= 2209 DF= 2428 DA= 2442 K2= 870 'Number of sidelap fasteners per span G'= K2 3.78+ (0.3x Dx/SPAN) + (3x KxSPAN) • I y 53 ULCRAFT C 1.5 (B,F,A) 20 DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: %" PUDDLE WELD SIDELAP FASTENERS: #10 TEKS Fastener SPAN ,ft. -In.' Layout 3-0 3-6 4 -0 4 -6 5 -0 5 -6 6-0 4 6-6 7 -0 17 -6 8-0 8 -6 9-0 10-0 11 -0 12 -0 .53685 0 496 431 377 333 298 270 246 226 208 193 180 169 158 141 126 115 .41690 1 573 500 443 395 354 321 292 269 248 231 215 "201 189 169 152 138 .34076 2 644 566 504 453 410 371 339 312 288 268 250 234 220 197 177 161 .28813 3 711 628 561 506 460 422 386 355 328 305 285 267 252 225 203 185 .24959 4 773 687 616 557 • 508 466 431 398 368 343 320 300 283 253 228 193 36/7 .22014 5 830 742 668 606 554 510 471 438 408 380 355 333 314 277 229 193 .19691 6 883 793 717 653 598 551 511 476 445 417 390 366 342 277 229 193 .17811 7 931 841 784 698 641 592 549 512 479 450 424 384 342 277 229 193 .16259 8 975 885 808 740 682 631 586 547 513 482 433 384 342 277 229 193 .14956 9 1015 927 849 781 721 668 622 582 546 493 433 384 342 277 229 193 ' .13846 10 1052 965 887 819 758 705 657 615 566 493 433 384 342 277 229 193 .12889 11 1085 1000 924 855 794 739 691 648 566 493 433 384 342 277 229 193 DB=97 DF= 169 DA- K2= 1056 .64409 0 439 386 344 308 276 249 227 208 192 178 166 155 146 130 116 105 .47880 1 504 447 400 362 329 300 274 251 232 216 201 188 177 158 142 128 ' .38102 2 561 502 452 411 376 346 320 _ 294 272 253 236 221 208 186 167 152 .31641 3 612 552 500 457 419 387 359 334 312 290 271 254 239 214 193 175 • .27053 4 656 596 544 499 460 426 396 370 347 326 306 287 270 242 218 193 36/5 .23627 5 694 636 584 539 498 483 432 404 379 357 337 320 301 270 229 193 .20971 6 728 672 621 575 534 498 485 436 410 387 366 347 330 277 229 193 .18852 7 757 703 653 608 567 530 497 467 440 416 394 374 342 277 229 193 .17122 8 783 731 683 638 598 560 527 496 469 444 421 384 342 277 229 193 .15683 9 805 756 710 866 626 589 555 524 498 470 433 384 342 277 229 193 .14467 10 824 778 734 692 652 615 581 550 522 493 433 384 342 277 229 193 .13426 11 841 798 756 715 676 640 606 575 546 493 433 384 342 277 229 193 DB= 567 DF= 663 DAB 728 K2= 1056 .80548 0 336 296 264 233 208 188 171 156 144 133 124 116 108 96 86 77 .56260 1 399 355 319 289 264 239 217 199 184 171 159 149 139 124 111 100 .43226 2 452 407 368 336 308 284 263 243 224 208 194 182 170 152 136 124 .35095 3 496 451 412 379 349 323 301 281 263 245 229 214 202 180 162 147 .29539 4 533 490 451 417 386 360 336 314 295 278 263 247 233 208 1.87 170 36/4 • .25501 5 564 523 485 451 420 393 368 346 326 308 291 277 263 236 213 193 .22435 6 589 551 515 482 451 423 398 375 354 336 318 303 288 263 229 193 .20027 7 611 575 541 509 479 451 426 402 381 362 344 327 312 277 229 193 .18086 8 629 596 564 533 504 476 451 428 406 386 368 351 335 277 229 193_ .16487 9 644 614 583 554 526 499 474 451 429 409 391 373 342 277 229 193 .15149 10 657 629 600 573 546 520 496 473 451 431 412 384 342 277 229 193 .14011 11 668 642 616 589 564 539 515 492 471 451 432 384 342 277 229 193 DB= 802 DF= 909 DA. 959 K2=1056 1.07370 0 281 251 226 206 186 167 152 139 128 118 110 102 96 85 75 68 .68151 1 328 298 272 250 230 213 198 182 168 156 145 135 127 113 101 91 .49918 2 364 336 311 288 267 249 233 218 205 193 180 168 158 141 126 114 .39381 3 392 366 342 319 299 280 264 248 235 222 211 200 189 169 152 138 .32518 4 412 389 367 346 326 308 291 275 281 248 236 225 215 197 177 161 36/3 .27692 5 429 408 388 368 349 332 315 299 285 272 259 248 237 218 201 184 .24113 6 441 423 405 387 369 352 336 321 306 293 280 269 258 238 220 193 .21353 7 451 435 418 402 386 370 354 339 325 312 300 288 277 256 229 193 .19160 8 459 445 430 415 400 385 370 356 342 329 317 305 294 274 229 193 .17376 9 465 453 439 426 412 398 384 370 357 345 333 321 310 277 229 193 .15896 10 470 459 447 435 422 409 396 383 371 359 347 336 325 277 229 193 .14648 11 475 465 454 442 431 419 407 • 395 383 371 360 349 338 277 229 193 DB= 1652 DF= 1816 DA= 1827 K2= 1056 'Number of sidelap fasteners per span G'= K2 3.78 +(0.3xDx /SPAN) +(3xKxSPAN) 57 • • • . - , • • . . • • . ! 1 ......... . • ROOF DECK WELDING SCHEDULE - • # OF 53/4"0 .. ' • . • . • . • ••• : „A • .• . - • . , - PUDDLE WELDS SIDE LAP • ALL() - , ' - • -. WAOLE — - DECK - _MARK PER 36" WIDE FASTENING SHEAR GAGE SHEET - AT EA. SUPPORT •••••••• : ----- • ••• •-•- - - - • .-•••••• - •. . . . , • • - C) 22 . . • 4 • ' - ' • 7 ' • &.• . • . -'..•..: . ''' - -'• , :- . 4 ..:,...". :; ''..'', • . 7 PO 'MKS • 1 *.?;: • -,•':.. — ',. A.d.',. - . • . ....,.......... ,..;,....:;...-: .4- • , ........A.,:i. .,/..., , rp, -•,:.?• • , , ::• . .:. ' t....• ,.....-., i....• D--.•:.%.:F:•' ;'!., r• • A. r d : • . - • , ' , • • ,, / 22 4 •• #1 TEK S, al t2 ' ": :;" • 11‘; ; • ' : • . • A '' /, l < < - . I- , • ' ..., ax:-. 1 11 4. • .. ' • .. 22 • . . 4., ..ft '•; : -4 , :!‘ !;- • .v.„‘.. • • -. . • 7 #10 TEKS - : *12 o4:: •-• - 4iii7S, • r'.' •.',.,;!!, , . - ' ,x ' d /i i '' . • • 1 - t • . --. ',/ • . i".• ,.. .. e z,' , .. . .• 22 7 /10 TEKS • "o.c. ■ .. , , .. i • - ‘< .1 .),,' • .......4......... • _....... . 0. 111111111111** 20 7 #10 TEKS •• 9 . i .1=111160111111111111 . memsaimmison ......6........• • . , " - ....,.. Nt.,,?...• ..).-,.......i, ' ,!.... 1 . • • . ,. . . . , • • . , ..• , ..,..4 , ,, : :■•,... , ...?.L. , .., ., ROOF DECK WELDINQ, SCHEDULE NOga: , , . • : .. ,...; ..„.: . 4 „ ...,•:•,,,-• er,, ,, ,,;•,-4 9 PROVIDE 5 /6 - 0 PUDDLE WELDS 0 12" to.c. TO SUPPORTS i:°iIilfiA:J.141 .4(3 .0wt,:• ,.. • •,,,,,,•,..t.,.. 2) SIDE LAP FASTENERS SHALL BE #10 TEK SCREWS (SPACtiI16- PEri SCHEDtiAldr) ' • A.' , .. • . :•P, :' ..-•• ' ., . , .; ' , '' ...: ‘i 3) SEE GENERAL NOTES ON SHEET S-1 FOR MINIMUM DECK PROPERTIES. •-, ,• • ,......., ....., • • S, •,..-• -', .•-••••..: , I , .e.',..(7•.'• • ,"- . ... • ". ' — ': .Zit:•';""it'-'•,*';', 4) WHERE DECK IS PERPENDICULAR,. TO BOUNDARY d; - D - e .51:ROrt• PROVItm :::•,-• ••1'.:7:t qr. . , %0 PUDDLE WELD AT EACH FLUTE' AT 1)1APHRAW 41 .° " I I . I . k i ‘ ' • ' 7 • .." ,:trgrf'i "' • ..:-* . , STRUTS. WHERE DECK IS PARALLaT TO, OlAPHRADIA_° - 0 ' 0 *it 0 '• c ' ..7'-4r , •;• , '441:' ,4 , STRU1 PROVIDE .5 4+ 1 '0 PU,DOLE ' VSEU)S. ' At FOLLOYMZ '' . '''''.,'•.-,' ''''.. / "• 4 ''''';'1 4 • -, ' •'' "`k . . • . • . : . .: ;-..•:. a -• • -- 4 - :4....e. . ,. . . 4 0 ..,, ‘7,1b ..... /.,. .4 , P.:,::: .k , :ti.z , . • 1... ;:i.. . ., • .. ,.: . I'v ,qiitt'i'vf.;114 4.— 4 ITilt,•i' .- t-4'0/ . .. ,. • . , . . . . : .., ...4 , 11 1 .., • 7 ,,a, .,..4: t 4 .. 7 1, 4.1. ., "70 • .'..'(... JO . i '•'4•7',• LF • ' • • •'` . : ' • . • ••• •,,,^ •.": '. .'•V lrr;•' hu . .... . . .,. - - .7• , 4 -.. ..l..., 1,, . .:. . ., 7' '.1-.4` ;,. •• • • . 1 );., .1,••• ''','''. ,,,Ir tle. ,"' , le, -' • . • ,. ,•,. :, "q. - ,., ,, ,.1.; A A 1 • 't j ' ...ttit! ' ' : .. ..., ,,, ' : . . , • .- ... 1, , '•:., v .• ...0! 1/4,;ii , 0- .f..'.1t., :., .. :4Z • • .: • ,o0:.d....\- 7 , , • : . -, • liEf.k.-. "7 Ali ' ,•••■• ' ., ' la . .:` ' :. l'. f‘. 1 , L 'I''''. 1 17 71 . 431•• . . . , i . • • . ' • ' 4 • ''' •': -t .",' " ii A , . "..-.... ..,- ',?. -,... .,..1,4A.:::r..- - ... - ..!'.. • •.•••:4 ", 4 -. • . . , . . . . . , . , ..:i'..' , : A ,, , . ,• • ... r :.:`, '.. .17 . • •i%. ' '. . . ,.. • ;" • .C. ' ''-- '. '• - 854 - .0;.:-,•4 ..,,,..ty : ..„--. .,.6 c%. ‘ . .... ;. . -..' - :- -,,,•;•. .,. - . :, ..•yipeti411 Y 4 i, - - ut... - "ta4,•! ' ' ' ' ' ' .- . .a;. . ' - .. - ' . ,,,,. . , • .: • . -... 7.: - .. ., ... -:-. .:1 .74; .„%:-.•.‘: :'. ,17:,-,;, ....,...Ativit.5 • , • • , , 4 :, • ,'' '.:';Z....,17 ;IV,,,"'ry, ?",';',:::::',1e.' 1,4, ..:11.1t:g.t • 'i 7:',14:/r,'"_r . • . . . .. • _ - .. ,. . ....,. .,.. • •. ..-", 1 .4..,,-.. -,, 'N 'C"' ' .iii::*,:fai'',103,71" ,"' ' '.,..710 ' 1; is , .7 • 7 , • . • ' , ' , ' • .. . ''•,' ■ C 7.. ' 147.4 '' 1,..; k , ,,t. - ••4::• I.4 . " " ' ••• , : I 0 ... - • r .■ A . CAf I...VV. :14L , '''ttri;•1 J ' 6 C • . * ' . ' . : • .. . ... '''' '''',4*.r 7 I` - 1' ' ' ' ' 7'••'' X ' . ' t r '' ...' 'it •*‘- ', . '', ",..' : ' ', l ''. ,. '' • i 7? '''','''. 7 ,,'''.. - 7 • 1 ,7,;•'7 : '! : '' I r . ...ii '..•?".4....,- 4e , • C) . i . ',...-. ,c, ' - ''. . ': • t ' - • , ,t ...go ., `3,-,. • , • /. ': •-• -'?'''...."'- . , I 0 I • . . -""7' • ' . • # I ' ' .. . , • 1 U .....• t.I.J . ' ' 'A i i M , I - .e: ' .:''r .. . .. , . , . ., , '.. . • . ''.4' r..: ; ;: . ‘, ',,N ': , t , - ' / • . "- M • I Li . 1 ............. , 7 FASTEPOE RS .pat so4F4T., •.,,,:,:.,:. i i PER ttIPPORT. . ON -. .; c-:! : 1 t t 1 • FASTENER EACH • ..) : • I 1 I 1 - . . 36/7 PATTERN • 4 FASTENERS PER SHEE'r I , I 00 ,77 . PER '•sumfkrr. .., :.. .., . . . .. ...... 36/4 PATTERN •f l• 7 WRES GAT OF C \ s 33j' tyro. 4 2:, J/ . NOTES BL., 1/4„ ty, , 7i FRE HYDRANT Q \ 9''S 5 /g • Q �= tf alSTNO FRE HYDRANT 0 0 2 QE AR let �� tl Si TRANSFORMER 1 Pr mvoED SPACE (5) N EOL IZED i t ry 0 3•-G" ML FREE BOARD HEUF1i. ' \ \ \ \\ RASED PEDESTRIAN CROSSWALK LEON, , SEE S-AT3 �Q O Uky, h �IR' CQFOIA6 TO QINZORAL FE](]iT F FRE LANE NO PAHIQIG SIGN 6 50' °O PER C°OE tr 'p' t*13501J ;• O FRE LANE NO PARKNG WRAP S PER CCOE REa+zEUE7rt - Rsc sEC nn Og W-4 w CR SL 4 ETE CONCRETE SLAB OR SHOfCETE (N1C) STOP SIGN m © r-0 Du. RE (ruc) © g (s) sr� Paawc sraLL = gske ( 2 0 ovEa wNG tcoruzETE — .— .— .— . — . — — — — — — — — — — — — — — — ---'\-- '1:1-1-1:.‘11- g(s) c�ar ars i6A an Iv L 1 rzErANNC wall (NLC) L Q OL: :J J \ \ 3390 _ 4 W/ FRE LAS % ' —_ • — - — O CONSTIa1CTICJ STORAGE & TR AIER AREA O _ _ i - �': j f WEE PLANTER DUTY 4' b' 4' 4. _ �' CT�A42AIX�J © / O CRUS ROCC, ASPFWLr� A. LC7iT DUTY PavNC sECnoN AREA' s TENSCN WRE TENSQt wRE I I CRUSFm OCt(, r ASPHALT � —AI; (RETAINING WALL /BLDG. SECTION �, e 1 ZIT G AY c'''' EST lfl Q SCALE 1/76 - =f-0" REF: RETBDSEC.GCD � ASPHALT PAVNG 07 O 111 O /./ � \� ---� � � OS VFR EX51NG DRNEWAYT OVERLAY PAVNG - -_ \\ y O US.. SLOPE EASELAMT TO BE ABANDCL.D / \ I . 07 PAR HAN LNK ES TENS!. N L \� O / TEP 4 DUMPSTER PLANS &FRONT ELEVATIONS n-0' r ® s9j ao-0 ,p_D � , ' ° G STEFI PPE AT GATE tN E SUE SEE 3 /A t3 O SCALE 1" = 10'-0" REF OUFPSTII2G O CONCRETE SLAB SLCPE TO °RAN SEE 94..11/A73 58 E ♦, � - 9D O 78•- — � i � Rf -0" H. 7L7-UP CONCZESE PANE. lZ �� 2.4 � _ . � - N • '. � � � �� O�at�ss '•� rn � ® � w. - � © FIL7 -I CUN LN< FF NCE 8 g c� ° :s © � O _:_.- ®� BRA, F =� .' w w EEnvr , *3:../ - - .L.:' ' :, MiliV ';', � 4 __ © ©"� g ©. 6 ti 6 2 ,t... -- Ste$- ,�1 F I ®° F N I I - . ANTED • -.: F.• FRE '� �'' „ gin ' 'r� ' >� O Q t t f 1� - tom!_— s ,* _ _ 2 C I I I P — p"� �N / � I �L. �i V . III ADD RE$5• I ! l� ' •I.�..� ! .� — I ' ..aG I —.. i i i . —.— � �^ r 4 7028 s°a . I .— 17585 :SOUt1} ENTER PAKKWRY I I © �� ,, , i , g ' 23 9 4 g (Sy A� ATE I I I I I ( f is TRtd ea t; v s 20 n (c) 1 cl HERMIT AND _ I g: is I I < <, j s • r APP t 4c (53 I I I I .I -- I j- ---- i s [ I g S) \' '' RE,7RE� I 25 I I i I -- - �j t9' I \ I I I �5M m I I Cli I 3 i _ 5' 14' xJ' 25' 79 38' -0' S7'-g• 66'-8 50 -if 23' -4 / -' ® Nur � I ` : - � I I -- — — — — . � I �isilif►utW OS t �GEE' V0.vl 31i01,� I .. �_ .. \ ' _ _ _ _ :_ _ va r ___L_ ____L _ __ I .— , __I L i re = 40' 0 t 1 1 , . � � �' -� . ._.. *��. E �' �x_�.:�t, -- - - � ^' : -- �` � 1 flits b i fi fi � fi •� , � ' . E 2�! i I , ,.......,„ \ sy _ ,- te. (s) _ 6 it . gym 4 s — 2 r g �� — r b s c u (c) zs c t ) y — — ti 14 s N �. �" (sue zs s - G , NINg : - � 3^ i >9 c _ 33 s) � ' ze (s) a - � so - ND euioi .........AS.... .ir ° U A NEW RETAIL 26,980 h - '" 3 w 3 h an B NEW RETAIL 40,02Q y _� x _ -- �V; �.Y. r PARK PL' I C1 NEW RETAIL 23,402 ' 1 I N _ PLACE E •66. 53'-4' • 53 '-4 • 53 -a• I 5 3' -a ' '-4 . sz•- :.I 63--0• s3 s3 0 I 63 • -0 • s ,.,E 9 LT ,• ' 1 N • C2 NEW RETAIL 30,177 - _14,..; � 5 A _ . -4' 7501 SOUTH CENTER PARKWAY D NEW RETAIL 43,050 s T- ,51 • © I nz TOTAL NEW 163 629 f s j s _ = = 1 six wNx � - TURNER AND ASSOCIATES =1 �� _ — 18420 24th PLACE N.E. 1 r� r .. j ARCHITECTS E EXISTING AZTECA RESTAURANT 17555 SOUTHCENTER PARKWAY 1 s �, , y . •� 3 £ � `" i . �. / _ — SEATTLE, WAS �JGTON 98155 'ry — e ' t.1 5G-d ' �m . �','� il% S ET81• / LOU`i - — / . F EXISTING WINNERS RESTAURANT 17401 SOUTHCENTER PARKWAY I t --`�� y � i �Y��"s% — aY : s �.. ✓-+ ' � � � a tT . i " / - / --- TELE (206) 365 -7431 FAX (206) 365 -7504 G EXISTING LEVITZ FURNITURE 17601 SOUTHCENTER PARKWAY I = •` H EXISTING ETHAN ALLEN FUNITURE 17333 SOUTHCENTER PARKWAY 1 ` ; �,� / SITE PLAN . .i. in g33E / PARK • i riir / /ririsr ------ / am} t �� / ' . PAR PLACE TUKWILA, WA 1 G / `�� 'V. r - / ----- JOB: PARK PLACE 04 1955151191 © 1 1W 1 . • .�°",w -i -' / — C'T�' / / ' i - ARCHITE _ ) / _ FILE PPA] -2.GCD ® f— • —' — - ° ' — - © I , - ,. — _ / — f - / . / � - � — — . _ DRAWN BY: SDH,TGE TA I 1 STATE ROPE AAD i / - / •W D T . N . 0 - . 124u- I I/ DRANACE EasEarxrs nj, . i --j-\ _ - / - _ . , CHECKED BY: HRT STATE OF WASHINGTON •© — ` ,� / _ ® xSTeri' / --.-v . i �, --- EA41 . to I DATE ff SCALE: 4/27/95 © i I _ . _,--- X _ i E 1" ., • / , L. REVISIONS 'dj a ^' -ii - WDTH V ~' 9TE PLN IXIX as � , i 'v.4; J. / i / _ __ . / / __---\ .. '•r TYPCAL DRNE ABLE MOP � .... � — F / . / / T ' �� ` I STALLS BY 3' -0" \ L : L I / - ' i - / / / SIGNALIZED INTERSECT!. CININTERSECT!. =-7, /Y § eoYB f u3 -Y f -� m-T I \'''*' '\ ' . I _ _ . / / -- _ . i 3 \ 6/7/95 PRELM. ENTRY REV. — i / / N. N -- 7/78/95 I INAL BAR OST 7:V � -� �I • / ' / i _ / ' , 7 18/95 AD 1, 2 & 3 / / _ / " X1'11 / o / j — / _ _ '' % _ - / / w p k 8776 /2/95 F NI DCD COM )1 S --- • ■O - . : - _ . PARKING ANALYSIS � \ w � I j- � C ` i cijvolU�W7� LLL ��� I R pPPR \ED © © 2 SITE PLAN PROVIDED STANDARDS = 465 COMPACTS = 246 A au , 61595 SHEET REQUIRED 163,629 SF 4/1000 = 655 STALLS ®SCALE 1" =40' -0" [PPSITE7] REF: HANDICAPS 16 au w o O I5I5IO 1" = 200' -0 PAVING PLAN O TOTAL = 727 STALLS ® SCAL PLAN DIMENSIONS RECENEO S A I . 2 CALE 1" = 200' -0" REF: 1 -A7.2 ? SCALE " °( j_ AUG 0 4 19 I Fli 5 mum. c. .)( 1 1 PERMIT CENTER NOTES PANTED VMTE LtE HMDICAPPED & EACH PARKNG SPACE RESERVED FOR PERSONS WITH PHYSO 81J AL DSSATES VAN ASE SDNAGE SHALL BE DENTFED BY A REFLECTORIZED SIGN PERMANENTLY POSTED1AM DIATELY (SEE + P Aw HAP P SOLACE) i ( SEE H NCICAP PPM. ADJACENT TO AND NIBBLE FROM EACH STALL OR SPACE CONSISTING OF A PROFILE i W LOCI 9J VEIN OF A WF N — EELCHAR WITH OCCUPANT WHITE ON DARK BLUE BACKGROUND. 1/2 E7�ANSgN DI1T TIE SIGN SHALL NOT BE SMALLER THAN 70 SQUARE NCFES N AREA AND, WHEN N TFE LO CN �j - , PATH OF TRAVEL, SHALL BE POSTED AT A MNMU�A HEDHT OF 80 INCHES FROM THE SLaE RAW % dia'? BOTTOM OF MAX THE SIGN TO THE PARKNG SPACE FNSFED GRADE SIGNS MAY ALSO BE 0 CENTERED ON TI-E INTERIOR END OF TFE PARKNG SPACE AT A MNMUN HEIGHT OF 36 NCF ES FROM TI PARKING SPACE FNISFED GRADE, GROUND OR SIDEWALK s^ s�TA roA / ttD C � E AN ADDITIONAL SIGN MUST ALSO BE POSTED, N A CONSPICIOUS PLACE AT EACH FLARE �� ® R D AbD TROWEL O ENTRANCE TO OFF STREET PARKING FAgLITES, OR IAvED(ATt7Y ADJACENT TO AND 1/z Em �Nr IX is m ATE V S8LE FROM EACH STALL OR SPACE TFE SIGN SHALL NOT LESS INAN 17 O-FS v^� PANT TRAPF C YEU ow 4 4 O PAVING 2 COATS BY 22 NCFES N SIZ WITH LETTERING NOT LESS THAN I NCH N FEIGHT, WHCH w_ z" FT Eh0 DED CLEARLY AND C�ISPICi�USL STATES TFE FOLLOW FuER W/ 0 211. .R LOAONG `O -� ., :'. SLICOPE SEALANT O "UNAUTHORIZED VEFICLES,PARKED N DESIGNATED DISABL PARKNG SPACES NOT ' n =nI= III - III =111 AT BASE I= III = III= III =III= DSPIAYNG DISTINGUISHING, PLAC OR LECENS PL ATE S ISSUED FOR PHYSICALLY 1ITI =ITI ITI, „ITI -III DISABLED PERSONS MAY BE TOWED AWAY AT OWNER EXPENSE TOWED VEIiCL FI � = III , III = N°IU =Tn= _ / 8• D' s'-O 9 o” g� 5 O B - n ' MAY BE RECLAELED AT OR JY TELEPHONING to I COMPACT im. HAWICAP srul 5TarDAtD TIP. w w_ P vAN srAU • ' .. Ii I1 °- 4 GRAVEL BASE III= III = III =III III = III (NO RYES TYP) — III -111 •n 111 III = III ' _ III ,, ,111„ III -- CONCRETE CONCRETE SDEWALX i n TYPICAL PARKING DIMENSIONS SCALE: 1/8 " 4�T �D SIDE W = •- 9 RAMP SECTION E TRY � =f-0" REF:1 /Al2 e o . O PA F MOM _WOOD BA � �i . '\<'; A n � DETECTABLE WARMICS CH RAMP �b B A R 12 LONG EACH \ AND SCE FLARE SREACER RASED WAY. WELD TO PPE. µex O/C ° SLOPE up ° " - - , . ' • " . DOMES W — TRUNCATED 1/09 �� D 0 � IAL, .2 " � ® "t10 = . - - WEIGHT 235" O.C. VCIIFLLY CON - SLOP • • LP , • . • - TRASTNG WfTH AOJONNG 51f7FACE • 1Y2 ® CALE: 3/4•' BOLLARD © LOADING DOCK 2,1 sl:c LP 12 WDE CIRCOVED B oTROER t /a x CUTS 0� TE /` 4 CONCRETE WAUC 3 S =i - 0" REF: BOLLDCK.GCD T - 0 tp: 1/4" GROOVES ®3/4" O.C. / PROVDE 20 AT EXTERNAL CONIXTION, LOCATpNS TO BE DETERbt•ED. _ ' • •ifs . -9 _ AS°HALT ELECTRICAL GEAR ® B DGS 0 R M & C.LAT ON TBDOC� FOR PROTECTKKJ '? - 11-0' .A WWADS K CONCETE 9N3 I - - - PAW. OF FLECT = C ' _ l.Ef•SDNS N PARENTHESES ABOVE. 6 ■ ' r.,- o/c sx ± tx a ° 11111111111111111 III / ' a' 1111111111111 /1 I u • 11 3AVNG PFR 4 /At2 LOCATIfT! tc P !I / SEE -11r_- I= SCORE JO L-------- ,, A l- III_' 4 � `� - =maw ®HANDICAP RAMP DETAIL ®SIDEWALK CURB DETAIL ROOF HATCH ' I � � H - air r L srtacTTPrAL PLL 13 N.T.S. 8 SCALE f =i -0on REF: EXCRBDET.GCD — _ .ip E76�Al9ON JDMS - i4 O 2 4' o TR _ , . 0 3--p c n= III = III = 1' _�� =' 2'-0- BASE FLASHJG 4 r-0 ° RESERVED RESERVED PA rt l � ma� ` 71jz NSxaTDN TYPICAL PARKING ISLAND DUMPSTER WALL & FOOTING PARKING PARKING DDN> DORDED R AND 1 6 SCALE 1/8" =1' -0" IF 1-A1 A WALE 3/4 ° =i -0 REF 4/Al2 \-- -- ( , Q7 B'- °P. 6" `SLA70N do MS ® 5 -0 - 4' METAL LADDER W/ CAGE 1(,, _ REF. SPECS ill OD 3 4 R �� SWALE N TCPSOL 11.11: nn X17. ' �-I 3• 24- 3 AS CIP. c H 1 E Bum W/ • �: • 17. ° •o ('F1AI.T PAVING �� I lll ' M€Tr.L DECK SWALE N TCPSOL SLOE _— / (2j MO-4 BARS HOTS. a II /IL. / C nnllnnnnm m.�.o unne niiii I BAR JoS � ��=V=1—II' � __ VAN ACCESSIBLE V X" ii -. �ll /a RFaAR 0 T o -c 0 SIdRFACE SIGN � , Ill_l CONC ET E. . I l l I_ 111 �� lll ASP!iALT PAVING W/ /4 0 24 I lll_ , O/C EACH W nnunml ,HANDICAP PARKING SIGNAGE ,EXTRUDED CURB DETAIL ®ROOF HATCH DETAIL 11111111111 • *•' ° NUS. SCALE f =1'-0 REF: EXCRBDET.GCD SCALE: 1- 1/2 " =f -0" REF: 3 -Al2 h Hi, t 0= SWALE N TCPSOL 1, 7 CU, CONCRETE CU. W/ /4 SAOOSHOO. BOWEL PLACE SEALANT k FLLER N ALL / (2) N0.4 BARS HOR(L E O R PAPHR W13_ E OR EXPAIEDN JOINTS ®15' MAX O.C. A 1 C.I.P. CONCRETE CURB Q TRUCK LANE 1 / 2 " WWF 6� wt4 wt4 �_ _ ASPHALT PANG SCALE 1"=f -0" REF: CP-0(RB.GCD N 4° = TT�> � �/II III 70111111 r caNc ® = Il U I l m m � nn , vs r . PROVOE Bnaa3z RaO – Tir � rr ::_ow, tea; � I4o,01;,�111 III III, 111,, ,111,111,,,111 „III,III, ill, MD .: ! nDJnSENLANTTO 111 I T'lPICAL 75' O.C. ` 9” //= Q UPPER PANEL UPPER PANEL NOT A PART OF BUILDING PERMIT P P''DLDED F 1 ! in ' PARK I REQUIRES SEPERATE BAR APPROVAL - PLACE SIGN PERMITS. SIDEWALK EXPANSION JOINT TYPICAL C.LP. CONCRETE CURB 1111d LADDER W/ .. � MIDDLE PANEL 11 REF: S 6® IllNi EF. SPEa 17501 SOUTH CENTER PARKWAY ¢ SCALE 1/2 " =1' -0" SWEXPJNT.GCD SCALE f =1' -0" REF: CIP- CURB.GCD , LOWER PANEL ° LOWER PANEL TURNER AND ASSOCIATES FLUSH ® CROSSWALK I ASPHALT ° 18420 24th PLACE N .E. ARCHITECTS - Cum E£YOND L� r a \ SEATTLE, WASFNGTON 98155 PROVIDE (2) 100 SF FACES EACH SIDE ® /o ///////o/i2216r///// .,...., �� / / / / / /, / / / / / / / / /� //� ° L�J TELE (206) 365 -7431 FAX (206) 365 -7504 SOUTH SIGN: a TAPER 18 n. STORM a TAPER 's`_ F SOUTH FACE — SITE DETAILS —'1.� UPPER PANEL PETSMART K ° _ LOWER PANEL BORDERS 4 REVERSE SIDE W NOTE PROVEE HAFDRAL ON #09TE. ®SECTION Q CROSSWALK 1/4 " =f -0" REF: CROSWALKGCD ° JOB: PLACE PARK PLACE UKWILA, WA NORTH FACE: I " UPPER PANEL OFFICEM s E I S REGISTERED • MIDDLE PANEL BORDERS `a{ I FILE: PPA1 -3.GCD 4104 LOWER PANEL PETSMART '4 I MAUL SPACES TT O DIT ON o q DRAWN BY: SDH,TGE ARCHITECT MAX ®PLRC STARS & — CHECKED BY: HRT HOW R. TU RNER DATE: 4/27/95 L. — 1 1/2" OD. STD. 1/2° :T: PPE• ET woz�LTao TPUTHORITY LIHS zg s...` — /4 ® °/c 1z z w /w2s L yRi_1lIIN/ MOO= IKi)�ITakill ' F 2' -0" W.W 1 F SREwOPoC NORTH FACE: ..",:r. `a PAVING s' -0 I '• 1.111.1111111111111.11.1.1==1111 UPPER PANEL LINEN' N THINGS 1s 0/C 7 pA T} O 1 .7 � J LOWER PANEL THE SPORTS AUTHORITY AS PER c E z C11V OF jUKWI D 4 VERT. h tTCTL PlAF FaR 1115 s' o/c SERI (SEC. ogs°) ELEVATCNS r , a f NP , RpV E /4 nrostNC III III III :; II ° I11 (ifEl / 2 • - 4 1 14" f\\ S 1 g 1 99 5 s" HAIL (TYPICAL) " cONCRETE OR A�riAI.T =III III I. - II 1 ''II =III =III b, - m -III = II �I 'II -n1 =m 24 "xFUU. HEIGHT n EE SflE PLAN 1/2" Ea ,' rr.'. I EXTETdOR HALL � O I . L ADD. 3 1/2 ",1�I SOLOING O t 11 2/ 4 CONE. ` ¢ 1 Q ITT ,,, lu= of BLILDNG / ,9� . 6' SHEET 1 b. -0. l' • 1,84.4 M L / 3 (XA. E%P. ANCHOR 1 1 ®FREESTANDING SIGN PROVIDE (2) SIGNS. SCAL ®EXTERIOR STAIR SECTION (;)SIDEWALK SCAL CURB SECTION ®LADDER CAGE DETAIL 14 E 1/4 " =1' -0" REF: POLESIGNGCD r-„ SCALE: 1/2 " =1' -0" REF: E 1/2 " =f -0" REF: CURBSECT.GCD SCALE: 3/4 " =f -0" REF: LDDRDET.GCD RECEIVED CITY OF TIIKWIIA AUG 0uI ■ A 1 • 3 - - • PERMIT CENTER NOTES o O ® �..„, , ,, SEE DETAL 4 /AU & ,,„cTnN s ow, 2W O rERAMED : AL SCLPPER WRH OVERFLOW CUTOUTS PA RED WC DO WNSPOUT S CTIO TO S OFIM 1 GUARDS, Qc TiCfiTLlE COMECTION TO STORM MANAGE SYSTaL 0 CLASS A ROOF W TH R -E NSLLATION y 33 4 5 O CONCRETE. FE_ sTOP L 31Y -2" I 7R' -3' t 36 I 35-6^ L 36-6 T a40'--f w 11 �( 1 1 O5 GRAVEL STOP, SEE OETAL 5/A49 i 1 I I I I i f I Q 1 Q A 32 6 A, PREPANTED PARAPET SHEET WAL „. PETAL SEE DETAL 4/A49. GS TOP OF ALL WALL„. SEE DETAI I I �� Q I I I O •a NOTE 5 SEEET 4.24 1 I • en Au Q7 6 fa 6-6" 14 0 PWL10 E■ f 5 _ 1111111111111111 i I • `o I I I 2 O —. fi v e f� _o TO R0.O I I I I 1 , d o, o — -- I-- I I I I FUTURE TOLET ;1. �� f o ® 0 I I n• p -- -L _--- 1--- --1 - -- : I I I d IMF -P 3 N c ® I I 1 L � N _.._ { - - - - -- IG -- - -- - -- - - - - - - -. -.. <>--- — — — — .— .. ap 7 a,x�rE sus i I Q I i 1/4" PER FOOT i 1 p .. .._ . -- — — — — — . — — — —. — .— .. �..— __..— . 0 — — — = — — • � �4 j1 i i i C = == o o i i o UIOQ�PB SCL a . a- SEPERA1E TI PERLIT) ____ i INF , i P :1 I A N ; T 1 » : 26'- o° 34' -0" 193' -4" 6' -6" , FLOOR PLAN BUILDING A ,ROOF PLAN BUILDING A SCALE: 1/16" =1` -0" REF: 1-Al SCALE: 1/16 " =1' REF: 1 PARK PLACE 17501 SOUTH CENTER PARKWAY q �F 9, TURNER AND ASSOCIATES F P G �O G 9 q � 18420 24th PLACE NE N 3/4' REVEAL \ 3/4" REVEAL, 9 " SEATTLE, WASFMGTON 98155 I. © © . ° `� •- ' S TELE: (206) 365 -7431 FAX (206) 365 -7504 i E ' . I ° o • ° % . eI e " ° , • ° FLOOR PLAN - BLDG. A sEa.ENr w . ° • - 3 1 10' ' ." 12' - 0" . 7 - 9" I 7 - 3" , 29' - 3" I 1z' - 1" 1. - 4" 11 TV BACKER PARK PLACE — TUKWILA, WA � � _B < 1 n JOB: PARK PLACE 1p FILE: PPA2 1 a RE GIS TERED • = °¢ g A R CHITECT ' i T= ■ _�— A �— ill P.C. CONCRETE SE w/ DRAWN BY: SDH, � GJ��� i :At_ ilaT - 1 PA"' (PA''') . I ° WV VARY AT ... Rob CHECKED BY: HRT HOWARD URNER - l Q SMAR CONXRON DATE: 4/27/95 STATE OF WASHINGTON 0 \ ink- - ` P.C. CONCRETE SCALE: 1 /8" = 1' - 0" C ° PANEL ® 3/4" REVEAL ° • �• 3/4 REVEAL REVISIONS ('1 6. (1 0 111 . 61/4" • PAL (PA 0 5/15/95 PRELIM. ENTRY REV. I 7/18/95 LA FINAL BAR &POST BID REV. TY -0" 22• R' -0" 16' - 16 . ..9 . L A' -0" 22' -0' 42' - 6" ® 7/18/95 B ADDENDA 1, 2 & 3 8/2/95 8 FMAL DCD COMMENTS 1DI l 2 SIDEWALK PLAN BUILDING A ° 4 CORNER PANEL MITERED —JOINT CORNER PANEL BUTT —JOINT SCALE 1/16 " =1 -0" REF: 1 -Al SCALE: 3 " =4-0" REF: 1 -Al . SCALE: 3 " =1' -0" REF: 1-Al (TYPICAL CONDITION) SHEET RECEIVE° 1 I CITY OF TUKWILA AUG 0 4 1J90 1 A 2 . PERMIT CENTER . 1 402'-0" t O 1 T � 1 I O 1.54-5 i 9A ° t • '? ink NW 39•-01• } 38 J I 3g 3g-0" 36' -3" 38 36•- I 24' -5 ,/4" 24' -5 1/4" i 24' -5 1/4" j, 24' -5 1/4" PLAN — — I I I i 12'-9" 29'-6 35,6 1 30, � 4 9 9A b n . 0._ EPLIJ2GfD — — I © , SEE I I 4. I i I i AM 74 5 - 4040 � �q�� 'Illranr1=-1 irl T T .- uitsssua SDI_ LIE I 1 ELEc. 0 WTI ° . 21 _4040_.: I 4040 � e - " � a � ... I I - . I I I Ark 31 .. o I.. a •' ° I ® ��INI� 46 I /darn_ 1 1 107 i 1 R ]y �}I I I PANELS I O ` ELEC. ` PAM STEEL ST AR AN) HAAD RALS PER I C TKKJ 3306: Rs (W-0 0 TREADS . � ..- 4040 -4040 -4040 —.i— 6 "LPDF1m.A6 SOL LlE - - - .- FROM P g , WIT BRACKETS T O, SE WALL A /� �j - - - — — — -� PANELS BIEY I 4 117 NU lq� --..�- _4040_.. _4040 -:40 40 _40 . - - --- - -.- -- -- - - - -. 1 EXTEW /W 1G 12 ' 3 TO POST. STRD FROM MC 12, AT ALL POMS I S 57R 1C1 L A 5., I TO 1£ A AN UM of 6" -8 ", LANDNG TO 44 ". I J ,.- 4040 —,. —. —, — . —.- . — STRUCTURAL �.. —. — . — . —. —4040 4040 - 4040 -4040 —. — .- 4040 - 4040 -4040 —. 1 1 I STEEL COLUMN Q ' j j j j G2 j 1 - I • 1 I ) 1 I ^ I BORDER'S BOOKS C I 2 I FIN FO 0 I I I I E pI NDI 0----'---- 4040 —_- 4040 —__4040 — — — — — — — — — — — — 4040 —_ —. 1 VACANT : BORD R'S BOOKS I I I I ` B-2 1 I TYP V -N, B -2 ^ TYPE V -N, B - _ 1 _ 23,402 SF _ ____ ____ ____ 20,177 SF �ROUND_FLO R__ —4040 I O L B ---- — —. —4040 -4040 _ — 4040 —..� S PRINKL ERED 10,000 SF ECOUND FLOOR I i 1 1. FIN. FLR. = 34.0' I 30,17 SF TOTAL , I LINENS'N THINGS STE SPRINKLERED I I TYPE V - B - I KNTERIORLIGHTBVG POW ER ALLOWANCE FOR I �Y� FIN. FLR. = 34.0' 1 `� v 40,020 SF j THE INTERIOR RETAIL SPACE IS 1 SPRINKLERED LIMITED TOAMAMUMRESCRIBED IN MAXIMUM - FIN. FLR. = 34.0' TABLE 154 OF THE WASHINGTON I DO ®I 1 I I I C UUMENTATION IN THE FORM OF LIGHTING I I 11\ I Q 0 < _ _ SCHEDULES AND FIXSTURESPECIFICATIONS [ - j - ELEVATOR PRN I � . V T1 I + - - - IVHl BEREQOR7RED IVITHTENANTBNPROVF.RIENT I I Q I TtS CONTRACT. PERMIT APPLICATION. - ( I � .. .. — _ —. .�.. -4040 -4040 ..� 4040 -4040— \ 4040 -_ - 4040— _ -4040 —_ ... I I' I 1 LIGHTING UNDER THIS PERMIT IS I 4040 - 4040 - -.— J- -. \� J J - COMPLIANCE MUST EDOC DOCUMENTED -- ! \1\_r \ f • COMPLIANCEMUSTBE DOCUML+NTED PRIOR - ' Q I I I TO FINAL INSPECTION APPROVAL ( 1 ® 40 40._... CONCRETE SLAB = a a •a; iv CON JONT SLAB 40 40 .. SEE STRUCT L 1 PAMm 5761 STAR AN) FiAN7RAL5 PQ2 L8C SECTION 3306: ! SAWN�1Dt T5 TO ! ! I SAWN JOHiS TO - 45 VNE WRFi 24ldiERS ®7 OVERALL), TREADS SECOND FLOOR BUILDING C2 RECEIVE AN EPDXY RECENE AN EPDXY ®i FROM P CRATNG, TWO H, { � RAL� ®34 ABOVE NOSNG I RapoEN !'D F11 PR I ( 1 STD �� I ROTA 113/Z PPE WITH f sO� BAR N Ew EgATES ®6" O SCALE: 1/16 " =t _O" REF: 2 -A2 2 pro FLU DEPTH I FULL DEPTH - : OG EXTENONG 12' EEYOND �F�RCSTT AN) LAST RISERS, RERJR r' B TO BE A OF i I a�Vwr. TO � I AT ALL PORTS �/t�r J.. 1— _.- 4040 -4040 —.- __f _ �/ � .. -4040 4040 —. 4040 - 4040 — _ -- 4040 —. - � .. -4040 - 4040 -4040 � ..- 4040 - 4040 —. - - I � -. —. —. —. —. I I FUME WALLS At. TENANT FiXiOVEA9:Ni. 1. I I I 1 �. 4040 -4040 -40 - — — — — — — — .- 4040 - 4040— .._._�.. NOTES • ®© I I ® AI � 1 . —40 40 -- -- -- 1 I - 0 JONI SEE DETAL 4/A2.1 & S CN SFEET 9-13 4040 '4 Ore PLAN. EIEVARMIS : : ® CONCRETE WHEEL STOP. Q 1 1 1 1 I 6" u 1 AB I 0 BPATTERNED TE PATTERNED CCM. 1 gro '� 1 0 1 I� - SOL LNE I O • I A ,/,A, G P AR�CII I T DRA CNhY.'S BANTERS SEE LANDSCAPE _. 1 ! 1 o 1 ® 1 1 -0 0 TREE CRATES, SEE LANDSCAPE DRAWNGS ` I • I II m Q O EENCFfS, SEE LANDSCAPE CRAWNGS. Th _Ea_ _ _ _ _m___ rj ,,, . IL lay inv 'a .., Now- 0 ch. - O ® —.mum ® as ''1MTO-u€ A 1 EXTERIOR BUILDING LIGHTING POWER IS �� w � LIMITED TO AMAa7A1( /MWATTAGE CALCULATED • BYMDLTIPLYITOMUM WATTAGE ECALCULAT [� 4 [� I,� Q A ( A , " � �- �O A. �_ .0. INFEET BY 7.5 WATTS /LF. FO 1 !l I l I \ I� /-1 - , A PROVIDE DOCUMENTATIONINTHE RMOF . S j E(S) ND SPIFICATIONS _ 17501 S OUTH CTER PAY I ! u © -- ECTR PFIOTO FINAL INSPECTIONAPPROV G a � T I• - ( E ®- r TURNER AND ASSOCIATES 18420 24th PLACE N.E ARCHITECTS SEATTLE. WASHNGTON 98155 26 24' - 1f 23' 15 40•-0" 16•-0" 23' 25' - O 9' - 5" , 23' 55 - 9 ° 15 ,, ,13 , - 9 1/2" 15 40' - 0" 15 ,15 - 9 1/2" 15 13' 23' - 2" 23' - 2" 4040 { TELE: (206) 365 - 7431 FAX (206) 365 - 7504 74• 72' -0" 95 -0" 127 - 7. — / / 127 - EXTERIOR BUILDING LIGHTING SHALL BE CONTROLLED FLOOR PLAN - BLDG. B / C ® B FLDDR PLAN BUILDING B & C 1 AND 1t!!iF*Iii E, PHOTOCELL 2 ® 127 7 - AVE ocRAM RK © �7 -7' I I I I.EAST Ia H OURS FLE9. Y Y Y ARCHITECT - IFPOWERLSINTERRUPTED. DRAWN BY: SDH,TGE CHECKED BY: HRT H R. TURNER . / 5 -2 1/2 DATE: 4/27/9 STATE OF ...... TURNER 1 2' • _15 • 37_2• 1 72 H " 78 -0 I 36• -0• 3' -e " f6' -9" 27 -0" 1 6-4" 27 -9° 1 7-6° 30'-9" 18' -10" 30'-0 1/2' I x-4" 32-4" SCALE 1 /16 1- 0 ° 1 t 1:1 ID DI 44.x CI ❑ Y� 1 1 REVISIONS A Ea Oa ® 6/6/95 O PREL@ 1 E NTRY REV o 1 ©A _ 7/18/95 8 FNAL BAR & POST BD REV. 404040 . © �� �� 40 , ' " ' 6/z /940 B FNAL DCD COMMENTS �J ■ / PLANTER •••• _ - ---ice► � . \ \ \ \ ® —, ® ® C PLANTER gtSV R OKV �i40gw 4040 p P P r eel 40 40 ila u 40 40 40,.� © 6 \995 51 - (18)CD 8' -0 " = 154'-O• .c < ljt ~�1' j p� SHEET n ' E Ce+.1�40 - at 1 5 7 ®SIDEWALK PLAN BUILDING B & C = . 1��.4040s �� ..4041...., • 3 SCALE 1/6 ° =7'-0 REF: 1-A1.2 5' (8) 0 8.5'«68' -0" '-E (4) CD 8'=32' 22'-10 5/8" (11) 0 8'=88'. - 8' -0 flE cmv A iN,,, 2 . 2 I UK PERMIT .. NOTES C) isrER JONI' ssfizAL 4/A2.1 & TYPE - c - . C) rownp sapp. wn ovrow curcurs, amps, 8, TanuE COMECTION TO STCVM DRANA. SM. I 0 aAss A ROOF WM-I R-t21 NSJIATLN . . t A . -- a, - Ri6T - E siTEET 02: 1 ST_ SEE :AL 5/A. 0 ALL P '1-AL. COAL 4/A4 . . cl ¶ ¶® < 1 :> T K' ® .<:%• T .9. , .0. . t • • f. ( ciThs, ii)-\, I 0 --- i • • . n r.z.‘ 0 7_0 ( I . 7° 0 ,...., 1=1 -- Th . - i • I C) 0 ® . ® , 1–' L i . ? \ __ 1 ® i ..: I I ., .--- –-\ , 1 'A <)------F- 1/4 F. FOOT 1 : .. .., 0 B . , c 1 C 1 , r . - - 1 - LOWER RXF . 1 II 1 I \ / .. . 0 --- O I I I— • —I- __I . —0. i ; PARK PLACE 0 Ep y.sEE RAN. I 17501 SOUTH CENTER PARKWAY 0 VP SECT% le .t. 1 , - 1 . 0 ® AL ENTRY, SEE ® .9_ A • . I 1 r _ _i_ _ — _I, _ _ I imp Mr. - It TURNER AND ASSOCIATES 1 i — — 1 - A : 1 ., _ I r - —V— (....---...__ ________ ''r i • _ __ 7 18420 24th PLACE NE. SEAT11E, WASHNGTON 98155 ARCHITECTS : 1 C°7-1 ., i ,p- ,... ( r. . \ _ I . --1 0 Th;:ii' ---- ' -------- •i.j■ I \AD 0 1 , C.' TELE: (206) 365-7431 FAX (206) 365-7504 0 / 1-, / -- - , Z ' 1 - r: 1._ _J 0 ()_/ 1 --±),.. ------- ............ i .• . .• • , .....J/ ,_, / 7 0 5.)-' . 0 I ROOF PLAN - BLDG. B/C 1 . 1A ------ i (.;- 1 , i Ko'-, i / 1 c; A PARK PLACE — TUKWILA, WA 1 0 i iiiii...... ..... .1 L..........- 0 1 ' JOB: PARK PLACE FLE: PPA2-3.GCD 41. R RCI-Iler rROOF PLAN BUILDING B,C tL___ J Y: DRAWN BY: SDH,TGE CHECKED B HRT 1/16"="r-0" REF: 1-A1 _ DATE 4/27/95 : s r E A AT . , L sti n = SCALE 1/16" = REVISIONS 5/15/95 P PRELIM. ENTRY REV. . 7/18/95 A ADDENDA 1, 2 & 3 1: _) 9 J.1.5 ' ■V kV , . ''''''''''S c-' S Fi 0 s - FA5......6111 , A 2 3 • • NOTES 0 MTER .XN4T SEE DETAL 4/A2.1 & COMECTION S ON S SFEEf s->3 � ® PREPAA[im M:TAL SCI.PFER WITH 07 _OW CUTOUTS S PA NTED PVC COWNSPOUTS CTIO N TO ST CRI.4 M ANAGE SYSTEM. T & TKiiRPE COMECTp TgA1 MANAGE 03 CLASS A ROOF WITH R -19 Pia/AVON . 04 GRAVEL sm., SEE Du. 5/A4s t 205 t S> i2 t 1144 O t © O 64 SO. NCFES SLUT CN WATERTIGHT 64 T LP IGHT CUiBS 4r-0" L 4t-� ar-0" 1 aril" 4-0. /� RESISTANT T5ECE SOON MTH CLEAR [CT AREA T !!! i OOCK SEE < j 12 13 15 (/ / 0 7}GC i 4AOO P5 .. .- w 1'2—w' EN -ARCED PLAN 1 O ?. Y wwAC MD a FE Bi001A Fw 1 a A2 I I I -0- 1. - -- 1 T 1 I 3 ,.. ir ,, ,.. "� i I I I • O— I I I i I A I __ _ . 1 1 `1 J t i 1 1 - 1 j j j D j o € i i 'P THE SPORTS AUTHORITY 1 1 I I TYPL V -N,B 2- «• I I I ® I 43,020 SF 1 4 SPRINKLERED A I FIN. FLR. = 34.0' I I . v 1 I 1 I 1 I • 1/4 PER FWT I I I Q - I v i CG1Q�1E SAB - I sg I sa ALL SAVORS "` TO j I O `� I 1 S °' n j/ o ENTRY. SEE 0 I I I I 0 r i `T _ SEOI & ELEVATgNS 1 I A {1- I � I j - t -- — © - -- 0 Ira —I -- - -I -- I O -, - -2.,__EL_. ___ _o_--- .13_ _ _Ar nl 1 1:l� C3 Q ; o FMTCIH_DE A ® - 'ILI- 101n� E1ATOiN© L J PARK PL A CE I & _ 6_ & _ &� IW. 17501 SOUTH CENTER PARKWAY TURNER AND ASSOCIATES 18420 24th PLACE N.E. ARCHITECTS 23' -2" 23' 2 23• -2" / 1G-O 40. -0" 1 , 15-D" / 2Y -$D" 24 -5" 25 -11 SEATTLE, WASFIJGTON 98155 65-6" 77-0" / Ts -2" ,ROOF PLAN BUILDING D TELE (206) 365 -7431 FAX: (206) 365-7504 2 O FLOOR PLAN BUILDING D SCALE: 1/16 " =1'-0" REF: 1-Al FLOOR PLAN - BLDG D SCALE: 1/16 " =1'-0" REF: 1-Al PARK PLACE — TUKWILA, WA A • O O JOB: PARK PLACE 4104 REGISTERED -' FILE: PPA2 -4.GCD ARCHI CT. 3 -0{ " . 1, >a 1, 14 i5 t,3' - 2" Q Q DRAWN BY: SDH,T i I I O ®- NV - C HECKE D BY: HRT , �� sz 0 _ 14- F1pW. • , -. TURNER DATE: 4/27/95 STATE OF WASHINGTON ® � ICI r ® — ❑ L ❑ J P SCALE: 1/16 " =1' -0" p REVISIONS Pi 7/18/95 A ADDENDA 1, 2 & 3 ,1X q q p- p /, 8/2/95 A FINAL DCD COMMENTS 4 J)S © A 4� L4 (� Lam- (r1 qr Tr--6" ® 57-0" 412-0 VAN 25-6" / 34' -0" 48-9 3/8 ® - I , 29 -11 ✓✓ 0 6VOFZOVE FLOOR PLAN BUILDING D ap uG '6 , 995 SHEET E5q 5 ...... 0 ( 1 1 ) SCALE 1/16 " =P -0" REF: 1-Al N BUi�O \0160 \v \ i NECENED CITY OF TUKW,LA P 2 A ERMIT CE.N r., BUNG 9 RJLONC C ©� BELONG D i>. O Q Q © v 4 12 Q Q e I 4) �f -- 5 0 -- ; O ( fi r O © __..._....._........._ . ............ __ _ ■ =.. °= I © o_ 25.-b- , ® °5 ® ® .. - tip ID ® ® ® C .... ....... ............................... I' © ®A ® °5 ® ® @ 0 ® ® �.--0 — r ,,,,,,t=r, I . E m.b! t.1• ■.1•I•am.�..I. �.1••1R.1.. .j_f_...∎J+■o �_ =_� �>t.1 .__ 1 ® EAST ELEVATION — BUILDING B,C,D — ° SCALE: 1/16 " 4-0" Y t Y T n f . t T T T ?. T T - T 0 1 I I I 2 Y� I I_ �II I I� I I I n 21,-0" 21,-0" I I I la _ – – - -- - -- -- - -. _- 0 __ II 21 -3" I �1 J O 2O ' Y ' 29 © ® ® ® 6 -71 ® ® ® ® © © =0 1 ® ® © ©` © © © © © _ ga 'W - AM 7-, _ ___ 0 COLOR LEGEND ® 2 WEST ELEVATION — BUILDING B,C,D BM 1610 (DARK GREY) SCALE 1/16 " =1' -0" ❑ ❑2 BM 1607 (LIGHT GREY) 0 0 © ❑3 BM 1116 (TAUPE) © ® BM 1114 (LIGHT TAUPE) ❑5 BM 946 (OFFWFITE) O O — . ® O I O E BM 946 -2 (LIGHT OFF WHTE) 1 1 Q B 4 E Q qB• -0• I I 7 BM HC -135 (GREEN) I I 0 0 3 1 ; , 1 1 Il 0 • �.�, ■ . �.:e: iiiiftf ci - - ec 75' -4 " ,. 25'�i' _ _. -- - -- - - -- - - - - - — — — — - _ -- - 2o'-N' * 2G'_9 --- ® - - - g - ®- 0 0 ® ® ` 1 .. o 1 I 1 o 0 0 ■ i © ® ■— • ■0L■. 1 - 1 Iraq. 1111111 ■i ® • • ® — ID ® • k. © ® 1 © 4 �I 0 0 • KZ w ■1 ■ .. 1:' ■ • - - .1:- ' e 1•��. • 1�— - — A P P R o v E D ��1- �!�, �7 l — I 0 AU6 161555 0 - 0 COV17�D WALKWAY 40'-0" 1:7 GENFRA0 ocLOSLRE 4/55.1 • BuILD1NGD () SOUTH ELEVATION — BUILDING B,C,D ®NORTH ELEVATION — BUILDING B,C,D 3 SCALE 1/16 " =1'-0" 4 SCALE 1/16" =1' -0° NOTES 0 oWAD P ARK PLACE 0 © � R � OR STRUCTURAL I FLLL PEER SOLS SOL A A ® , MY REPORT, SEE STRUCTURAL PANELS. FOR SEE AND COORDINATION 17501 SOUTH CENTER PARKWAY T DN TO PANELS. 4—, Y O O O O2 CONCRETE TLT -LP PANELS, PANTED, WEB 4 -- I SEE 3/4" L0 PANEL FORS A SFE�LEGEND FOLLOWS; FOR CO 3,5' -0^ COLOR PANEL TYPE AS FOLLOWS; F TURNER AND ASSOCIATES 0 .. 25-0 - \ = FULL G BETWEEN . S = SPANDREL 0 �_ i SPP 0 JG BET OTHER PANELS, C = 18420 24th PLACE NE ARCHITECTS .. 25 �I 25' �" WITH TWO 2'-6" SQUARE COLUMNS AND SEATTLE, WASFINGTON 98155 3 ' SQUARE BASES E XTENDING DOWN TO GRADE - 0 7 1 ® ® 2C I @ I 2C ® ® 0 0 O C1P. CONCRETE COLUMN COVER, © ® 1 SQUARE BASE AND ROUND SHAFT, WITH TELE: (206) 365 -7431 FAX: (206) 365 -7504 �, -0 " ,. STEEL COLIR�M CAST WM-N, ECTENDNG � � DOWN TO FOOTNG & UP TO FRAMNG. ■I ii , - ■� ,—,l / , ..■' , a \ it I I �i. ® 0 1 1/2" PPERAL, PANTED STEEL, FOR ELEVATIONS TT = - I �— i -ir hlp�■�= rr�..,•���ll 1 1 I�i i I , _ - GUARDRALS AND HANDRALS. 1 -- l O5 PREPANTED Sr-EETMETAL FLASHNGS, TYPICAL PARK PLACE — TUKWILA, WA 17 TOP OF ALL PARAPET WALLS, SEE DETAL 4/54.9 7 0 — 0 LNE BOTTO OF CORRUGATED qt aq REGISTERED _ J © 7 JOB: PARK PLACE `- ST O F RUCTIJ9AL METAL DECK FILE: PPA3 -SOCD ARCHIy,CT EAST ELEVATION — BUILDING A SEPARATE ' NO RTH ELEVATION — BUILDING A PR EPANTE D METAL ROOFNG SYSTEM OVER DRAWN BY: SDH,TGE n J ( 1 (�. ;a0 5 SCALE 1/'6 " =t -0" PERMIT AND 6 SCA 1 /1G' =1' -0" NON COMBUs METAL DECKNG ON NON CHECKED BY: HRT 4 . A ., R TURNER ORM COMBUSTELE LIGHT -GAUGE METAL FRAMING. REQUIRED DATE: 4/27/95 91911 F WeWASHINGTON RE PROVEL 191 5 REQUIRED ® T EPANTED METAL SIDNG 0.'J NON SCALE: 1/16" = 1' -0" '� 1 CO LIGHT -GAUG META FRAMRJG. D © O PREPANTED METAL SCUPPER WITH REVISIONS O © © O © OVERFLOW CUTO PANTED PVC T /� DOWNSPIXJTS W TH METAL RAPER 5/15/95 © PRELPA. ENTRY REV. s a 3 C', 0 0 35, - " �L S S, n & A NA T S S C CT9N TQ 7/18/95 A FINAL B A R 1, 2 & 3 Bu1 REV. S 0 0 T ® P REPANTED METAL GUTTER 8/2/95 ® FINAL DCD COMMENTS DJP JS 4: i : ; i _ _ __ 1 1 1 I _ _ "` 11 ANODIZED ALUMNUM STOREFRONT ' -® ® O 2C O ® ® ®— �. _ ® HOLLOW METAL DOOR WITH E'MT DEVICES -- 2F LJ ® O ® ■ � � � — � Aft C ' N 1 _ ijrii; ® 0VERW DOOR, ET O 0 — O mil. r � n SHE 0 �; - - ® OVE LIGHT-GAUGE tTT UGE M£TM£TTA FFRAM 0 427,. © ■� �Q 0 SEE LEGEND FOR COLOR (tA tE 6 ELEVATION — BUILDING. A ^ - ^'�- �-'� ® GLAZED CERAMIC TIE SYSTEM I s 0 A1,o WEST ELEVATION — BUILDING A P RMp 8 ® GWB SOF SYSTEM, SEE LEGE55 Fd fro 4 E DP° REQUI %NE SCALE 1/6"4 -0" APPROVAL S C ALE 1/16 " =t -0 " O C0 Oft. GROS_ STOP, SEE CET. A 3 . 1 •.., R I n 5 /Aae AUG _ , PERMfI - ... . - - - .....,.. -- - -- .................--... ._ _ T - -- COLOR LEGEND ___ - 0 BM ,670 (DAIRK G E.Y) \ 1 E BM 1607 (LIGHT GREY) B M 1116 Ta - EMS. EC NO //�� // ^�� `/yam, -1 - - Q ( ) MILT-P ROOFPA O� M/AIL a FWD `w . .9. Y I ® BM M4 (LIGHT" TALPE) <?. © � R -» races rsuATnu � ro wuL o any a T Y � ■ ®� � F525 =ERIC BM 946 (OFFWFRE) >, R-8 eATT lSilATgN 22 - -- -. - ��. � � ■ s ��� © BM 946-2 (Lk� -rr OFF r TTnc OR ravATNnv -- � ■ I� - N am HC (ate) 1: jz:& 1 1. R-8 BATT /ISLAM! pl 111 111- 111_I 11 _ _ I - — • .106r � ll� 111 .._... Y� -- gM- son EAA.ONG• ■ III _ - 111_111 CONSTRUCT. _ I, 1 11 11 11 3/. onvr. Eraour I ( EERY AALOAATICNS l/l /II�11 aN SHEET A52 vErzFY R -VALLE Wmi V III I ' I . iji ARcHTECr pRox To 1.§---7.--Sp.. NOTES MAYMA DE9RJ AT 5 - I 1 I I - 9 _' FIt1LOtJG a CNN _ II 0 CONCRETE FOU DATIONS, FMIMA M 18" �lll 1 1 ` 1 BELOW GRADE TO BOTTOM OF FOOTING, --......i - • � .......... -. _......... TO BEAR ON LPAISTURBED NATIVE SOL I�� I OR STRUCTURAL 111 PER SOLS I i I REPORT, SEE STRUCTURAL FOR SEE AND D 1 1 COORDINATION TO PANELS. \ -��— O2 CCNCRT DEEP REVEALS PANELS, SHOWN, FOOTING INSULATION DETAIL BUILDING SECTION — A .----\;-7---- SEE STRUCTURAL FOR SEE LEGEND ® ROOF INSULATION DETAIL ® SCALE 3i4 =1'-0 I ,HAT O FOR COLOR PANEL TYPE AS FOLLOWS; F SCALE 3/4 " =7' -0" REF: 1-Al SCALE 1/8 " =1 -0" REF 1-Al = FULL FEIGHT, S = SPANDREL SPANNYJG BETWEEN OTFER PANELS, C = WITH TWO 2 SQUARE COLUMNS AND ® 3' SQUARE BASES EXTENONG DOWN TO GRADE CAST ( 1 > <1> ® CM. CONCRETE COLUMN COVER -. .. O TO 80 00 181 , TO ASING, T T ? I SQUARE BASE AND ROIED SHAFT; WM- STEEL ® ri DOWN TO FOOTiJG Pc L� TO FRAMING. _ -.. 5 WY I 0 1 1/2" PPERAL PANTED STEEL, FOR I 1 I I ®o II ® PR EPNTFD tETAL RASS-8 0, TYP CAL AL o I �- 25,x• 'LA TOP OF ALL PARAPET WALLS SEE DET 4 A 49 ,-_--------'- - ------ _----- - ---- -_,--- - --- VAI ∎1r_ -- -- 6 LIE OF BOTTOM OF -r I O STRUCTURAL METAL DECK / C -- / \ / NON -CO ED SBLE ROOFING SYS7EM OVER 1 / \ \ r __ r) I I I NON- COAFIT TA tR,ETAL Dr ON NON - C01"9USTBLE LIGHT-GAUGE !.£TAE FRAAINIG. 05 ® I j "SEM TEATEn 8TONG' I ' ® CO5BU LIGHT -GAO tv£TAL 1 FR41MlG. GI - I `� ® OVERFLOW DOWNSPOUTS AIITED PVC © ® i i 1 , S 0 ( METAL ET CON NE TO 6 GUARDS, & S WF51 T tJE CONNECTION °;' D STORM DRAINAGE SYSTEM ® - n o Ill PREPAMID IvETAL GUTTER ( 1-1-7 : . 1 ........... - - -. .......: I I I SYSTEM 801-4 NSU.ATED GLAZING AND TI ANODEED ALUIv4JUM STOREFRONT 1 1 -..... -: ------ .. -_ (i I O SHOW 1 1 DOORS AS SHO 1 1 . 72 HOLLOW METAL DOOR WITH EXIT DEVICES _ _ AND CLOSERS. I �_1 BUILDING SECTION - C1 n ® OV A L PAOS4G DOCK DOOR, O ® SCALE 1/8' =1 -0' REF 1-A7 ® EXTERIOR IISIAATED FINI5HNG SYSTEM _ OVER LIGHT -GAUGE METAL (85506, SEE LEGEND FOR COLOR \ ® GLAZED CERAI4C TIE SYSTEM T 1 4 4 5/A4 ® CO SOFFIT SYSTEM® GRAVEL STOP, S(E OETAL , SEE LEGEND FOR 1 4 I I 9 1 © 1 ® � © 1 1' 27 © ■ eWARAT�oN I4 —.�-.--_---∎ I �___� —_--- 'I -�--_-`� J I [ r ® PROVOE TEMPORARY >' ��� LOWER ROTS _ - N - GUARORAL 42 ' I � 1 1 _ o ∎o ® ∎e ∎�� : ������ ∎ ∎ ∎ ∎'l ■ 4 ∎rte ∎ ∎ri 0 PARK PLACE ■M I ON 9-EEf A53 - - _ - _ i 17501 SOUTH CENTER PARKWAY 0 - 1 1 22 TREADS 0 /1_242 , ' O 24 REERS ® Y= =168_,4•-0" 5 TURNER AND ASSOCIATES i El = I , � - I 18420 24tH PLACE NE ARCHITECTS 1 I 1 , 10' -f ; '-8 1D -T , 5 SEATTLE, WASHNGTON 98155 SECTION 3306 O �_ — 45" PANTED WTTH 24 RISERS ® D (14' -0 LMC TREADS I C 7 0 TELE: (206) 365 -7431 FAX (206) 365 -7504 BUILDING SECTION — R C2 ® TF FROM 1" C�RATNG, TWO HANDRALS ®34" ABOVE NOSING Vii -- - 3 ® SCA 1/8 " =1' -0" REF 1-At OC, FROM EXTE DNG BEEP ND FIRST AND LAST RISERS, RETURNING A BUILDING SECTIONS TO POST, STRINGERS FROM MC 72, FEADROOM AT ALL FONTS TO BE A MINIMUM OF 6 " -8 ", LANDNG TO BE 44 ". PARK PLACE — TUKWILA, WA cr t�KV +tU JOB: PARK PLACE i E::: ED P 0 4 I P 1 DATE 4/27 95 HOWARD R. TURNS / STATE Of WASHiNGTCN I I 1 I 1 ® 1 SCALE VARIES j 1 I ® 1 1 REVISIONS 25 o - -1 20. - ® 7/18/95 6 FINAL BAR & POST BID REV. I I 1 1 I I I I I 1 I I 1 l I 5 I 1 7/18/95 A ADDENDA 1, 2& 3 ,[2,' JJ5 \ I I I ` E 1 crATV \ I J I - - FEATED B LDNG- I I 1 n JUL 7 11'34:3 U SI- CALCULATIONS 1 1 Ark cFRMIT CENTER ON 5157A53 SHEET f1 f 1 - -: f_1 \ 1 — E=i I L3 I _' ®BUILDING SECTION — D (2 )BUILDING 1/8 =1 -0" REF: 1-Al A 3 e 2 i NOTES C3� , , Q , 5 Y � J ■® T 0 G RAC TO BOTTOM O 1C F AfDWM. 18 BELOW ON CRANE TO F OOTNG, TO I UOSIURiEED NATIVE SOL OR STRDORRAL FLL TS REPORT, SOEPORT, SEE STRUCRRAE FOR SIM • AND COORONATION TO PANELS. it I I O cOV CONCRETE SOEWALK OVER GRAVEL BASE (FN. • ©` 0 __.— ❑ � �_ ❑ I • I O CONCRETE 117-UP PANELS, PANTED, W. 3/4' DEEP REIP'' END T SR'I "' SEE STRUCRRM. O O © - r . _ - - -- © FOR SSEE IEC FOR CR 25-b•.�••• „,•,•,• ••,•,, -�' EDNL 4 -- Oa CV. CONCRETE cmum Ex sQLw� BASE • ___ J ' ( � � , �/ hND RIXM S HAFT . STFFk1 cauor CAST I. O 0 0 i R IX TET�IG GOWN TO FOOTNG & l.R TO © O A - �' _ _ __ 1:3 OS PRFPANiE SFELT AETAL FLA3�'1GS SEE El -,- O6 PRNPAMm AETAL ROOFNG SYSTEM OVER NON- II _ � CO NNSTELE LGHT -GAUGE FRAAC . .j O7 PREPANTTD wrAL sonic ON NON- CCIOUSTH£ O O © a - v �r.�f '-- L7(liT -GAUGE METAL FRAFRJG APD GWB SEATING. Q � - ��i ii, J _ t! E O CUTOUTS PAN. VC DOWNSPOUT PO O ' i� , =Ill � � ��II f ' �'- ��.', O ' ! � ' �► © ;` � ' . s y , . o DWNEPOU( SAL(i OC P ANTED PVC i 1 _ . ! Q ��!��.r .! �� � f !I __,I, _ i f O STGfEFRONIT SYSTEM WITH V O NON-COM NS TEL ED ENS-NG SYSTEM OVER OF S (TYF1CA CCA9IL GHT ST E U AL RA , S. 1 E{o • BLDG A SECTION RF: 4/A4.1 ENTRY E LEVATION BUILDING A O sGFFIT .LETSF QE \ S P N D S CALE 1/8 " =1' REF 1/A2 p \1 RE O STEEL JOSTS (SEE STRIICTIRAL) O STEEL BEAM (SEE STRUCTTRAL) T -- � � � . O AEraL oECTaac (SEE srTaICTTRA) ® RICA NSULATON DNENSOS . 1 I I — _int , ,,,, • . -- , sr- s T COLOR LEGEND A - - 1l BM 1610 (DARK GREY) I It Nr& STOREFRONT ELEVATION BUILDING A ❑ BM 1607 (LIGHT GREY) 5E BM 946 (OFFWI -ITE) © BM 946 -2 (LIGHT OFF WHTE) 1,� ... VO`i� 3 0 4 5 6 0 B HC - 135 (GREEN) y`t` 4 Y. 4 V4,4 p1. / ! 7 5-5 FOS. ! > I 16" -0 FNS. 43-R" FAS- 76"-0 ENS. i AL I 2 BLDG A ENTRY (BACK) ® ®® • SCALE 1 /87=1-0 REF 1/A21 i 1 1 . 1 o 2D o 0 0 :r • ..._..... PARK PLACE Q - T7501 SOUTH CENTER PARKWAY 76• FN. EDGE OF -IFS AND CONCRETE COLLAR BASE A TURNER AND ASSOCIATES PERM j j A ND kp B U�LDgNG A ROOF PLAN 1 18420 24th PLACE N.E. ARCHITECTS '' ',?,,?Q0,0 o SEATTLE, WA511JGTON 98155 2 �ll�l _ p fPARAJf TEL-: (206) 365 -7431 FAX: (206) 365 -7504 PARK PLACE - TUKWILA, WA .. 0 / `' > APpR p� AND :�: ;:,. ;s / � R fPUgr A � ENTRY - BLDG. A 1 V viii`yV i V C❑ JOB: PARK PLACE 114,i,VV T /� FILE: REGISTERED � `iVV PPA4 -tGCD X 41.4 Y{ ARCHITECT DRAWN BY: SDH g CHECKED BY: HRT i 40 10 . DATE: HOWAR. R. T RIVER STATE OF WASHINGTO © I . I I SCALE: v:1=274095. 0 s° 1T z s I s 1r z s ii ® ' ® � <.II,. < _ I I > 5/15/95 8 PRELB L ENTRY REV. 0 o 0 7/18/95 A FNAL BAR & POST BD REV. `/ `/ © © © El © © O © © 7/18/95 A ADDENDA 1, 2 & 3 (I�l.> /_ © - _O 7/18/95 A FNAL PLANNING C01v8MENTS 8/2/95 A FNAL DCD COMMENTS ■ 1t JS \/ 0 'Mo • m.. o �� '- - ' O oo # J ©. LDG. A ENTRY (FRONT) BLDG A REFLECTED CEILING sHEET r; BLDG REF:1 /A2.1 I _ - O B SCALE 1/6 [FSAX.GCD] REF 1/A2.1 A aECE CRV OF AUU u . 4 1 PERMIT c':_, NOTES 0 cct TE FO WATONS, IH(M S v . T 4 GRADE TO B3TT OF FO S TO �M Lt n_ THE STRUCTURAL ELL PER SO. REPCRT, SEE AND Commix. TO PANELS • 02 CON( SOEWACK OVEZ GRAVEL BASE (FN. AN ON ® CO'tETE TLT-LP PANELS, PTED, WRH 3/4" DFFP REVEALS AS LS, P A, �E L [RAL T 2 FOR SfLE, SEE LEC N FOR COIDR • O4 C1P. CONCRETE G LEM AV COVER SOUARE BASE • AN) RCEW SHAFT- ST% F OLIIM CAST i F EXIQDNG fk]WTI TO OOTNG & LP TO . LKifAN �- -� !�� OS FREPAMED 49 SLEET METAL FLA9NG5 SEE I -� ^ I OETAL 4/A 1� 0 PR . - METAL DECK/. OVER NON- �� / CQ`.A157A.E LIGHT-GAUGE METAL FRA v - O 7 PREPANTED METAL SONG ON Nc - COM9JSw E LCHT -GAUGE METAL FRPMIG AND GWB SEAAlJG- O B PRFPANTED METAL SLIPPER WTIH OVERFLOW CUTOUTS, PANTED PVC DOWNSPOUT • f -2 3/8" / / FDS I I ® DOWFfS'OIfTS MD�SPLASH BLOCK ID PVC - O AN00 A D STOREFRONT SYSTF3A ram �` ` _ O Q FA.S © NSILATED CIAZNG _ O ecru= 1-03. ® mt./um mt./um FNSENG SYSTEM OVER NON-COMA15 UGH S ALICE M OVER NON - } COMASTA.E T- GAUGE METAL FRAM*JGS SEE T © 1 1 ® ._ _ _ ___ © SLOPE 1/4" PER FOOT -� \ \ N. N. I COLOR LEGEND. 8 0 GLAZED CFRAMC TIE SYSTEM. coma Q » I o I ^ ® I O COLOR SOFFIT SYSTEM SEE LEGEND FOR , I _ , SLOPE O '5' a S 1 _ /a" PER FOOT 0 578, GRAER (SEE STRUCTURAL) "v - _ — O STEEL mars (SEE 5TRUCTIRAI.) 0 ® STEEL BFAM1 (SEEE S RUCTIRAL) 0 O STEEL. calm, (SE STRUCTURAL) 1 0 ` O I tATION(SE ST d CRRAI ) ., J �(G148 BOTH SIEs) ® � /-69 (GWB 80TH TO - ®` ® 9LT LP ROOF OVER SYSTEM ON PDN-COMAE LIGHT 15-4 1/2" FROM FACE OF SAD 10 GILD 7 6• FROM OW 7 TO FDS VP 0 f4 12" FROM TO CRD 7 FROM CRD 7 TO FOS METAL OECIQJG OVER Nerl- COMAISTBLE LGFR GAUGE METAL FitAMJG fL Z - N T-/ F.O.S. (_ ) ® ® 5/B" TYPE "X MB ON NON-CO MA15TELE LIGHT A . GA UGE METAL FRAMNG. 0 I \ © 1 1 © O GAUGE T -9 BAIT NSl_ATICN Itititttitt • •••• •- _ — — — O23 COPlTNI.OUS GALL/MOM SCREEN VENT T 0 I � M•I � j• M I � I � I M 'I`�'M' 1�'MI`IMtMi`IIf MI= 1�1M• - - - - - ` 0______- ) lir 6 o � ' , © COLOR LEGEND a $ O A 5 / ❑i BM 1610 (DARK GREY) ° f / _ fi t1. ° W _ ❑2 BM 1607 (LIGHT GREY) . E BM 1116 (TAUPE) A , ® BM 1114 tLK,HT TAUPE) ❑5 BM 946. (OFFWHTE).:: • © 946-2 (LX 1T OFF WHTE) S \ A 0 --/ WI . 7 _ E BM HC-1,35 (GREEN) q I 004 © it �-Oo q — n A - __T T OM PL "` PARK PLACE 11, 1 DM PT �� n 17501 SOUTH CENTER PARKWAY � � _- TURNER AND ASSOCIATES i` 3/4" 5 18420 24th PLACE NE ARCHITECTS • 0 SEATTLE, WASHINGTON 98155 °� SfPg TELE (206) 365 -7431 FAX (206) 365 - 7504 - - O � PfRM,jA; 0 3 SCALE: 3 " =1' -O" REF: 1 -A1 APPROV ENTRY - BLDG. A �' -,��- SIM. CONDITION ®E.I.F.S. R fQ�(RfD • ` 0 PARK PLACE — TUKWILA, WA JOB: PARK PLACE REGISTERED `N - © - =i — n.� a FILE: PPA4 -2.GCD 1.,..,s,,,,,,,,,, ARCHITECT FFR F1R \ \ F FLR. ` lA DRAWN BY: SDH .. CHECKED BY: HRT - I ° n - - • _ HOWAR R. TU NER - , IIII - - I CONCRETE REVEAL ' _ DATE: 4/27/95 STATE OF WASHINGTON SCALE: 1/2" = 1' -0 LO • REVISIONS j BUILDING A SECTION BLDG A SECTION O SCALE: 1/2 " =T 5/15/95 4 PRELIM. ENTRY REV. -O" [FSSECO2.GCD] REF: 3/A4.1 7/18/95 A FNAL BAR & POST BID REV. _ O SCALE 1 /2 " ='f -0" [FSSECOICMP] REF: 3/A4.1 8/2/95 A FINAL DC COMMENTS r 1P ../J5 -� -- - - L AA F) - SHEET q s o t t i ® RECEIE[t � 1 CRY OF Uh: " " AUG 0 . ■ PERMIT CENi_ ,s A .. ,„., ,___,..._ L . NOTES 0 CONCR FOIIDATIONS, KSBAIA 18" BELOW � `/ (RASE RE F T WIV OF 4_ O G. U TEAR F .ADE TOB NATIVE SCI. TE S TO FEAR N 0 14 � © PER SOTS REPORT, VATION SEE AWLS. RAL FOR 5[7E ArD COO 13 I .. . .. © ® O CAMCf2ETE SDEWALK OVER GRAVEL BASE (FN. CONCRETE PA._ C] ° 7LT-1P PANELS, PANTED, WITH © SOFFrr I 0 3/4 CEEP OWS. SDd1CTIRAL v • - -- �3 \ 3 O4 C1P. CONCRETE COLUN COV., SPARE BASE AND ROU9D SHAFT, STEEL 0111194 CAST . '. 1:] 111 r RI-N. EICTETDPG DOWN TO POSING Sc IP TO © ii,--- O , D t A TYPICAL 3 /a • �' © .o.m... \ , r , ::::: © W FRAI.G - 0 0 . F•ORIA W - ' ❑ O PREPANIED ETAL ROOFNG 1 OVER NON- // A COMDUSTAE METAL OECIQJ(' OVER NCN- COM�bTN.E LDHT- GA(1(E A£FAL FRMSIG. - I" 1S,1 O DC7iT�AUCE bfT FRPMJG MD NG. © �- 1 a a 1 - ❑1 '11 ■■ ■ © Oa CUTC. TED A£TAL s C D O W SPO OVERFLOW UT © mu �� 3/4" CHAA1 ER _ N ® F.PA POIJ , SPLASH PANTED PVC ® 3/4 1/Y W / �® / ® t ® ', / - P6.lATm CIAZNG C� �'� UM BET'OrD �.� G / . 4 Q -' O ANON. AU_LM1 1 STOREFRONT SYSTEM W. n SF,EATrNG OVER NON- - ' , ,� -- I ��' — % % , �1 C � � O COW... U.T -GAUGE METAL FRANC, SEE i 0 © �� �■li y a ? pp ■1 ° \ COLOR LEGETD. ® SCALE: DRIP @I CONC. SPANDREL PANEL / ® ID FDIZ n 3A E 3 " -T DIMENSIONS " � � O F O (TYPICAL) COLOR. _ ®BLDG B/D CANOPY SECTION ®BUILDING D ENTRY ELEVATION (B —SIM.) o 3 SCALE 1 8 = -0" REF: 1-A7 SCALE: 1/8" =1' -0" REF: 1/A2.4 s s EFi GSTS (SEE s a cTtlul) (SM SUE) O srEEEL BE. (SEE smucrum) 1 iil 3A A4.3 O S EEL 0.11A4 (SFE SIFd1CTLRAI_) 10 ' ® hum. p.a. (SEE sm. 7 / / 13' f / 1 © I \ S 35 -0" / 3 / 13 -f / / 2 -5" O RDD NSLIATDN O METAL DECKIG OVER NON-- COI�LCIiT.. _ _ ..__- - .._ - ru GAUGE •METAL FRAMSJG 'uI 3 /// I n v s /a" TZ T ova ON NoN cawsras LINT 3//4' CHAMFER GAUC� A£TAL FRAMSG. C CNC. PA AT / % % . // // O U PACED R -199 BAT' NSLCATEN r - . - 1-1/2" CHAMFER Ar 4 0 i ii , �J °' % `f ® Q u u u j �` O c 4 1COr t AEfSRW.OER AT ® , ______-----(N.,---- BUILDING D STOREFRONT ELEVATION COLOR LEGEND 7 \• 1 C IAI.C. ® SCALE 1/8"=f-0" REF. 1/A2.4 • O .-- PLAN VEW E BM 1610 (DARK GREY) A C BM 1607 (LIGHT GREY) , - O - 0 O �3 EM 1116 (TAUPE) /� fi0 / ® BM 1114 (LIGHT TAUPE) 0 I 3" CHAMFER AT 4 TOP' EDGES OF BASE 7 �" -r r 5-10' 4a �" 7 - 10' 3 - �2 - E BM 946 (OFFWIITE) - ' I © I © BM 946-2 (LIGHT OFF W J HTE) \111 / / I I t 1 I I J J 4 E BM HC -135 (GREEN) , \ 1 - 1� Y �C�HAMfER AT a • • O - C OF BASE LI , N q 1p- o t - .. . _ /a j i ll t----' ,, J NON- ST COM - I - NC. 7 IW PANEL 6O . OUT PALL COLUMNS AT WALKWAY r BUILDING B STOREFRONT ELEVATION (LINEN 'N THINGS) BLDG B/D ENTRY (BACKSIDE) \ 1/2 " =1' -0" ® (BUILDING 1 / 8 " --1 a" REF: 1/A2.2 O SCALE 1/8"=1 [rsAxaa P] 1 /A22 O� �� / 7f -9" FOS I • I //� \ / 1G -TL' FA / 1D' -7 1/Y F.OS 75' Y F.OS 70' - 1/2" F.4S / 1Y -0" F.OS I P -.AF K , P `. �l �j E o 74 SOU T CENTER P AR KWAY Q � n TURNER AND ASSOCIATES � - !!E .' - : 5 \ ON SiRUCRRAL FOR FOO -3 TNG D ROOF PLAN —UM) O REF/A2 S C / 2 " 4.3 SCALE: 1/8 t '��II © 0 REVIS ■ 111 011 �/ , / ® g 3 a f s 7/18 /9 WO , (15 .110.■ C 1 1 5 6 FNAL BAR &POST B® REV I • _ ® 7/18/95 ® B Q © I © O EV lb i Li : T P. k II PppR \995 !,,,,s9; - III Wirr (FRONTSIDE) B/D ENTRY (FR ) 3 /a p J J SHEET O SCALE: 1/8 " =1' - [TSAX.OMP] 1/A22 ®COLUMN SECTION ® D REFLECTED CEILING PLAN (B —SUM.) SCALE: 1/2 " =1 -0 " REF: 8/A4.3 $ SCALE 1/8 " = 1' - REF: 1/A24 TYPICAL CONSTRUCTION, SEE STRUCTlA2AL, SIZE OF TUBE STEEL VARIES. crry OVC AUGU - PERMIT i.E1,1 NOTES O CONCRETE E OL CM CE , FfMi418 T�ELOW IS TO B OTT TM OF FO ORJC TO TAR CN LDOT F F. S E S NATIVE SCE OR SiRIF - OR FU_ PER SOS REPORT, SEE STRUCTURAL ELS FOR 517E AM COOImpA1 4 TO PANELS O CANCRETE SDEINALK OVER (RAVEL BASE (FF. 3O CONcREFE TLT PANELS, PAMED, W. . E LE O F COLOR SEE SRd1CRRAE O CIF CONCRETE COLUMN COVER SOENRE BASE PM Fm UM IONG STFTO F OFI.LN COST 4 WM., EXTETDPIG GOWN TO FOOTlG & LP TO /� L ® F REPAMID SHET b£TAL FLA4FY;5 SEE Y OEFAL 4/A49 O P.PANTED FETAL ROOFNO SYSTEM OVER NCN- COFBL6Tl3F FET OF170`L OVER NON- - CCt,BUSTHE LX ff-OAU FETAL FRN.tJG. ❑ �� O7 F FflTID FETAL SONG oN NON - owe s1 11 K,1{EAfdG GWB 9fA1HNG- CUTOUTS, PANTED PVC DONSPOOC \ \ \ \ i 0 L PREPAMID T - CAUCE METAL FTAL SCUPPER FRA WTTFI AND WE<iF7 - OW 0 WANTED FETAL arr. W. PANTED PVC DOWP EPOUTS AND SPLA.9 BOCK :, n 7 /13- Q aNOO® ALLMTi1A STOREFRONT vs wRN 10 I F.OS NS'U.ATED GIA2 G yyy,,, 0 O NON WA61b7R OVER NON - \ r\ _ ® COL LI -GA -GAUGE FETAL FRAMING, SEE r-9 \'; b F .OS I P. r F.OSZ° / ^ 1 I 0 O GLAZED .RAMC TLE SYSTEM- q SLOPE 1/4° PFR FOOT--.- CIO CWA SOFFIT SYSTEM SEE LEGFM FCR \ \ 0 i1 `© - J E:::= N ! � - -- ■ ` _ ^� A9 - 5 o An, r \ ∎ - ) ) - 1 I F ;, ® 1\ I + I AM Q sTEE1 BEAM (SEE sraucnxAL) 4 it $ I SLOPE 1/4 PER FOOT -� 0 \ I I 1 j O STEEL COLLMJ (SEE STRUCTURAL) e r � .�. �c�. I I ( S TRUC LJ_J r) O F ETAL DECKNG (SEE STRUCTURAL) 0 \ O BU-T UP ROOF SYSTEM ON NON--COFRSTBLE FETAL CECKING OVER NON- CIB[STB-E LGHT GAUGE FETAL FRAM. a 0 ® 5/8° TYPE "X' GWB GIN W)N-CO FU U SIBLE HT A ! v GAUGE FETAL FRAFNG- H h @ LPFACED R-13 BAIT ISUATION • 3 • .1 A4. - f-8" ° 1 -13 1/2 7 -b° FACE OF SOLO TO FACE OF SOLD GRID GRID LFE ® . O CONTTA#%1S GA-NAPPED 9C�FN man \ ( (` , I f-e" f 5-e 1/Y FACE OF STUD TO FACE OF STUD GRID Lf•E K1 O I I 0 n 1 i 1 ;€ € ? €€ s €; €€ €€ € €_ € € € € € € €<€ € € ;; COLOR LEGEND \ . _ 1 _ Y 0 \ - 0 El BM 1610 (DARK GREY) 0 B 1607 (LIGHT GREY) 10 \ 1 Z°J - v 1 3❑ BM 1116 (TAUPE) Ta I \-- CD 4 CV E BM 1114 (LTG- T TAKE) ' O� u E BM 946 (OFFWHTE) r7 ' a E BM 946 -2 (LIGHT OFF WHTE) 4 - q 1 i _ n v\ E BM HC -135 (GREEN) R 1 y-® I W C M - ¢ N f . / \ / \ / \ / oo ©01 0 g II i r n -- i • n ❑ 0 n :e::: 0 PARK PLACE f ■ ■ ■ ■... © 17501 SOUTH CENTER PARKWAY . ■ ■. ■ ■ : - - TURNER AND ASSOCIATES : : ° : :• P © SEATTLE, WASHNGTON 98155 ARCHITECTS ...... : EMMEN .■o■. :. ..■.. ■ - TELE (206) 365 -7431 FAX (206) 365 -7504 ••••••- ENTRY - BLDG. B / D M * y PARK PLACE — TUKWILA, WA .....■ 0 i : JOB: PARK ACE 4104 REGISTERED 1 : FILE: PPA4 -PL3.GCD ARCHITECT : < DRAWN BY: SDH Q( / ( 1 ( V - "+ 1 ° ' ice CHECKED BY: Ii2T HOWARD R. TURNER .. 1 ' O ° DATE 4/27/95 STATE OF WASHINGTON ... n FN Tx \ o { ° SCALE: 1/2" = 1 I I ° ,° '�® 0 REVISIONS 7/18/95 &ADDENDA 1, 2 & 3 BLDG D ENTRY SECTION (B —SIM.) 8/2/65 e FNAL DCD COMMENTS 1�. J) BUILDINGS B & D — FLASHING DETAL O D ENTRY SECTION (B—SIM.) O REF:4 /A4.3 SCALE: 3 " =1'-0" REF: 1-Al 2 SC SC 1 ALE: 1/2 " =1' [TSSECO2CMP] 4/A4.3 SCALE: 1/2 " =1' -0" [TSSECOI g\T' P " 99 5 PSG \ S cp`� \S \r SHEET Rp \gy \ice' CITY O F' i. AU GD- - PERM C, , .. • NOTES -----„,, . 1 0 CONCRETE FOfRr 1*""" 1B ar CRAOE TO BOTT OF FO OTFIC TO BAR OH �. A4.6 9 UDI STUR.EED NATIVE SOL. OR STRUCTURAL FIE F. SO. REPORT; SEE STRUCTURAL FOR SZE BEAM (S. 9TRUCTLRAL) SEE LFC • ADD COORDNATION TO PANELS. � © nn ti ° :.� ����� nD1 r � pr - / � I / I \ / 1 T ? T :: _ PfREPANTED SA L ROOFKG OECKNG OVER s FR N ■ / _ _ _____ - - - - --- - -- m, - Q �I Uni liij \ I! I I I I I i l l l l l l l l l l l l l l ' ,•, ,•• m v „ m , u„ ' ca.IasraE LK7-IT FETAL FRAMfJG. ' 7 PflcPANTFD FETAL SDl1G at NCN- C0F913[B -E LCM-07 FETAL FRAFHG. SLIPPER —■ — — —�__ O IXfTO P PVC DDWDB'OIfF ID - � ] O 9 PREPANTED FETAL GUTTER WBH PANTED PVC , _ O DOWNSPOUTS AN) SPLASH BLOac . CI I — •� © '/ �� © '�� aaurc sror�RaJr sYSr� MrT, —�� _ - — —, ❑ -- - ,�� ° ■ _ I _�. "._- - --- O h ® e — , © � � CO L E G EL.K7-fT-0AUGE FETAL FRA7RJG, SEE � I'; 6 �� � � � ! I�i�IP ►�� Illl i i; I I'll � ����� �) �� (f — ��� I � —� © � o GL�D GE�MG TLE , _ i� tom' =1 •1 r ID I ' M — I �_ j I I — - ' Q cwa FFe srsTEaat rw FGR 1� ■ 1� "� Il C l� h o ' �_�' f-' 1 , 1� . —.1 L �1� �' , ®�� 1� COLOR sa ,■ a m 0 . -- NI WM ,®��■1I ∎Eli � i ���1G��■ 74 STEFL C{tflER (SEE STRt1CTlRA1) \ \\ O _� -__� _ O mai_ , srs (SEE STRUCTURAL) O STEL _ OFREVEA (TYPICAL) BUILDING C ENTRY ELEVATION Z.1 ° n O ®SCALE 1/8 " =1 -0" REF: 1/A22 �, -\.___,.._.,"--__ _ O ST DEavac (sE: sTRucTLRAL) 34•� O mu HALATION i 4'-0" 4'-0" 4'-0' - 4'-0" 4'-0" 4 0' 4,-0" `? O BIIT LP ROOF SYS TEM ON NON- CU.91J5TBE /W��� OECIQJG OVER Cp.9lb'f FETAL FRAMNG / ,. ' ;nF O s/8" 7YPE "X" GWB ON NON- Cp:EIfiiBLE LCTiT o GAU FETAL RAFN ,;�_ IAFACEDR -iS BAIT t�Ll.1.AlCN i O / 4 11 © > ❑ 0 ' A O CONR GAl.VA7� SCREEN van- " �� - - � �' ❑� ® , ,- ,� 24 SOFFIT usi-rmG mal Ipprilimmi , -T- , , 1 pi -,- , - - algal, ®.� _, ���� =- _ _ COLOR LEGEND ® BUILDING C STOREFRONT ELEVATIONS BM 1610 (° ` 4 ❑2 BM 7607 (LIGHT GREY) r ' SCALE: 1/8 "=1' -0 ") /A� E BM 777s (TA PE) 0 _ 154X - 7Z0 Zoo - F- 5,C z.5u4 - 4T.z5 ® BM 1714 (LIGHT TAUPE) O (r,25 +11.25)Z 33. U� E BM 946 (OFFWFTTE) • © BM 946-2 (LIGHT OFF WHTE) ❑7 BM HC -135 (GREEN) T 0 0 0 t ___ o :: :, 7 _ / ..00 .40100.. 0 0 . . • 1 1 2' F.0.541Y -3' F.O.S. / 15-111/2" F.O.S. 27 -7 F.O.S / / '''''�'" 10 o i • - 2D • ,........... ....._.- .._..... ..------ - -. -.- .---- - - - - -- ....... .................. ............. ....... ............ ................... ............ . PARK PLACE 17501 - - ,, '''i �'rrl/,/r/' E 1 I, /'I R ,ii,i � •rr/r .// _ _ '/.. //// �I I ' �/� / , O O /� *111011 — . —. —.— — .— .— .— .— .— . —. —(/ 1 -0" ( DF�CKEDBY: SDH, HRT .T uax � '' ,sS; I. DATE: 4/27/95 STATE OF WASHINGTON irii iA� I I I I _ I SCALE: 1/8° = OOP ,, III REVISIONS DwARDR ea dS /,////� AV I �' -0� 5'--0' 24 � I s -0' -0, I o 5/15/95 A PRELIM. ENTRY REV. �������ip ® I ® TIP . I Q 7/18/95 A FINAL BAR & POST B® REV - 1 , 1 , // r r , © p 0 0 73 13 D ,,,,,i , ��Or © 7/18/95 ® ADDENDA 1,2 & 3 � r�Ai�Ar 0 0 0 W \v 7/18/95 0 FINAL PLANNING COMMENTS 8/2/95 ® FINAL DCD COMMENTS rrrr O© 0 0° o ©O o a ° E VI' 1, / /,� o o \Z V 04 Dv COMMENTS Di P JJ 5 � � = / r , r : <�I \ 24TYP. p pP g 199 . , yt /I 1 Vlo ®� K� :_u 0 o 0 0 0 °. • ADG 1 1 10 RlV \�O \NC 0 \ \51 A © J SHEET .� • � _ '0 �I B UILDING C ENTRY s BUILDING C REFLECTED CEILING MI, O SCALE 1 /8 " =1 -0" [BSAX2.CMP] REF: 1/A 2.2 O SCAL 1 /8 "-1' -0" REF: 1 /A2.2 0 j IIII RECEIVED WIL A � (IT OF TUKA to SS C L/� a7 <` I III I > PERMIT CENTEP ' . ✓/ . -J !.mss- ._,.,,--- .....a,,. " >.. - - -. .- _- --r -. » .. ... .. ...... _.__ _ -.. -. NOTES 7O TO Fq. OM F "Dag ^ MISTIMED TO N NATIVE OF F ORS TO BAR ON Y PESCES R NATIVE RU STt R L FOR FLL PER COCK REPORT, SEE PAWLS. FOR SZE AND COORDrLVTON TO PAWLS. O CON j SOMA. OVER (RAVEL BASE DRISH PER L O C TLT -{.P PP7€7SW. V 3/4' , PA... W CF}P REVEALS AL SHOP% SEE STRUCRRAL _ _ O FOR SRE SEE LEGEfD FCR COLQ2 _ i O C/P. CONCETE COLUAR COVER, SQUARE BASE STEEL CallIN CAST C[ C C C C[ C C A�RsaF _ WffHN DOOM. DOWN TO FOOT. do TP TO FRAAM. SO PREPANTm STEEP AETAL FLASFNGS SEE 6 DETAL 4/A4.9 6O PREP./TED AETAL ROM. SYSTEM OVER NON, COA9USTBI.E COA86TRE LGFR �AIX� DECIOJG AETAL OVER FRPMNG. NON- � O PR/PANTED AETAL SONG CN NON- CCMDMELE L GHT -GAUGE METAL FRAM. AND GM SHEARING. I _ O8 E!E TAL IFPER WITH OVERFLOW \__C.)ED W DOMJSPOUT AL GUTTER YATH pm-. PVC AND SPLASH BLOCK • MM STOREFRONT SYSTE WIT M H ZNG - O MEMOIR NSLATEO FFSFNG SYSTEM OVER Q CONDUSTR E LXM A ALGE AE7 FRAM., S E S 2 CCLCR LECFTD. . O GAZED CrRAMC TLE SYSTEM ® g STEM SOFFr SYSTEM, SEE limo FOR COLOR. O STEEL GRDER (SEE swumR L) el / ® STEEL JOISTS (SEE STRUCTTRAL) 1 O STEEL. BEAM (S. STRUCTURAL) °' / On STEEL cO LLI (SEE STRUCTURAL) O METAL DEOG (SEE STRUCTURAL) Q - - 2O ELL.T LP ROOF SYSTEM CN NON- TE' AETAL DE OVER N ON- Cp.9USTB[E LO+if GAUGE METAL FRAANG NV - - O ..... \ O GAUGE AETAL FRAMING NDN- A�bi$E LIGHT. 1 Q O LPFACm R -19 BATT NSUATON • �� Q q� ® O CON1TLOl5 GALVAN"hD SCREEN VENT • " \ 1 W� ____H COLOR LEGEND P 0-N, m - I 1❑ BM 1610 (DARK GREY) ❑2 BM 1607 (UGHT GREY) ° 7 -7 1/2' FOS TD CONC. WA ❑3 &A 1116 (TAUPE) ViV ( ) ® BM 1114 (LIGHT TAUPE) ri 1 © O E BM 946 (OFFWHTE) I l 1 u _ _ .0„. 6 94 6-2 LK;iHT OFF WHTE) l'-0 ❑ ( 0 © 0 _ E BM HC -135 (GREEN) Q o 4 , rl �� i _ 1 1 j 4 I 1 1 " n -_ 0 saPED � �Q 1 iI i n �—�L► 1 A ( PARK PLACE 17501 SOUTH CENTER PARKWAY sl © © r p q p © I1' i ® TURNER AND ASSOCIATES N ° L Y J A 184 20 24th PLACE N.E. ARCHITECTS © SEATTLE, WASHNGTON 98155 +a i I �KI TEIE: (206) 365 -7431 FAX (206) 365 -7504 r Q - ��� ENTRY - BLDG. C � PARK PLACE — TUKWILA, WA x JOB: PARK PLACE atoa REGISTERED i © ARCHIT y I F ILE : PPA4 -6.GCD ^` DRAWN BY: SDFI; TGE - (10:J CHECKED BY: HRT HOWARD R. TURNER e a DATE: 4/27/95 STATE OF WASHINGTON :i SCALE: 1/2" = 1' - p REVISIONS 44) / ��� W\W 5/15/95 0 PRELIM. ENTRY REV. J V - C 1Sy P R ED 7/18/95 8 FINAL BAR & POST BD REV. M 1 1111) pP 7/18/95 L ADDENDA 1 2& 3 =I © I `� p\ 6 1 b 5995 7/18/95 Q FINAL PLANING COM@ -RENTS FLR . . FN FIR 8/2/95 ® FINAL DCD COARv£NTS D --J-1-5 if --J-1-5 O i SHEET OBLDG C SECTION OBLDG C SECTION ,-- • S CALE 1/2 " =1' -0" [BSSECO3.CNIP] REF: 3/A4.5 ] SCALE 1/2 " =1'-0" [BSSECOLCMP] REF: 3/A4.5 RECEIVER e,q5 ,'IluuII. oI1 aA UGoO Tus . _. _____. ___________ _ _ .,„,..._____________ _, ......_____ NOTES . SEALANT • REVEAL • ' FRY' il'FE - sr SFY3J(7.OK 0 CONCRETE FOINDATOS- MI AN 18 Baow ° • T W /26 GA_ WINTER- UD6iIF D NATIVE SOL�C STRUCTURAL FLL SEE • n r AND COCROMTION TO PANELS. DiLRA(_ FOR 20 G0. P[ZETPANTED CAP \ FEAS•* CN FELT (LAP O2 WNCRETE SDEWADK OVER GRAVEL BASE (mar 7 L PER • � N 9fATHNG. 3/ l / ! I ' OVER 5 WOEH 3 CONCRETE TLT�.P PANF35PANES,. PANTED, WRH 3/4" CFDPR 9$.T ijit 1/ ;: ® 3/4^ OEEP SFE f AU H OWN, SEE STRUCTURAL t A - - _ __ FOFt SRS LECFAD R COLOR V, EFS OVER 1/2" G.wa 3F __ _ 0 CAP. CONCF�.TE GOLDEN COV'Rr . SOT/ARE BASE T 5 1/ lyri. *, -_ © AM , EG STEEL CODING CAST F , T �ExTBDNG DNC WwN TO FaoTNC & UP To _ } OS PREPANTED STEET FETAL FLASHNCS �� �g' f's O CONE 6LE AL DEW. NO h� STUDS TO ALL PLASTER OCCURS AT VW STUDS WMEUSTBLE UGHT -GATXE NET, FRAMNG. 0 I ' - ° y PIP �Ij a PAN]. JOPIT, PROVDE WI [Z OW EXPAN90N. 7 FREPANTFD Asow TAL SD CN MN- CO..18.E � �A 5 OLT 18 GA. STUDS LET- GAUGE AU NET, (TiFJ.4JGMD GWB SFEATHNG. ° • • d +l)t - • . O8 PREPANTED sou,. SC WTTH OVERFLOW • • 1I 3 /a" CEDAR 3!A 1i ' L � nl © CUTOUTS, PAN T TED PVC DOWNSPOUT i'il O9 PREPAED t.ETAL GUTTER WTDT PANTED PVC i - - ° 'A 7I . .i S T'8 GA I� M. ®NBLLA a' � ;RD Ob ANOO® ALIMNUM STRCTT SYSTEM wffH ° ?It �\ ' • • f O EXTERIOR [AD LATED FNSFNG SYSTEM OVER • - - . . , 7 N- cosre -E sFEATT -aGG ovER NGN- 1 3 -0 COMSUSTBLE OGHT -GAUGE NET, FRAMNG, SEE 7r' GN F, �COLOR LEGEND. n � - ➢)il O C{AZED CRAFAC TLE SYSTEM ® G.W.B. SCFFTT SYSTEM, SEE LEGEND FOR COLOR. 1/1111/ 14 STEEL GREER (SEE STRUCTURAL) - PILASTER SECTION PILASTER PLAN VIEW 0 STFEL soars (SEE 57RUGTIRAL) SCALE: 3 " =1' REF: PLASTDT.GCD - SCALE: 1/2 " =1' -0" O STEEL BEAU (SEE STRUCTURAL) O STEEL COLLI.N (SEE STRUCTURAL) \ - O METAL DECKNG (SEE STRUCTURAL) O RIGD ntsuuv ION ❑� VIII HL O ° ®- _ 20 BULT IP ROOF SYSTEM ON NCR-COMBUSTIBLE METAL DECKNG OVER NC,CONE STE E LDHT • I I I ► GAUGE METAL FRAMNG \ \ 21 GA 6¢TAL FRAM4JG. M LIC N- COM3U57BLE Hi • i L O I.DFACED R_19 BATTE•SA_ATTOG \ \ I 1 —" — — — — — — ® © Y O comas GALVANIED SGl&IIG VEM AI _ ©. ` OlElEE5II8'fYFlCAL • COLOR LEGEND ❑ 0 .. _ ,--_— • \ :F. 1❑ BM 1610 (DARK GREY) • \ BM 1607 (LIGHT GREY) 'Q • - g3 BM 1116 (TAUPE) . 'Q . 0 ® BM 1114 (LIGHT TAUPE) • g BM 946 (OFFWHITE) ❑ © © BM 946 -2 (LIGHT OFF WHITE) • . -. �7 BM HC -135 (GREEN) • . •• A © I I© m 0 _ H I ID L ® 3 - S Ark - - �= lw PARK PLACE 17501 SOUTH CENTER PARKWAY j:. ^ 4 4 n q . TURNER AND ASSOCIATES • 4 N 1 A4.7 18420 24th PLACE N.E ARCHITECTS SEATTLE, WASHINGTON 98155 1 n' TEl_E (206) 365 -7431 FAX: (206) 365 -7504 / \ LOADING DOCK SECTIONS . PARK PLACE — TUKWILA, WA (�--� 1 JOB: PARK PLACE \ . FILE: PP 4 7.0CD °-•,..°-•,...„41' A G A - `t � "Tcn 0 C HI'ECT • \ \ - O ' ° . L DRAWN BY: SDH,TGE F FLOOF \ yq, - - - cRaDE ®� CHECKED BY: HRT ' B MTEML Arx;LE DATE: 4/27/95 TA R. TUR NER / v BOLTED TO COIGC. = 1 STA Of WISMItiGTON c �- (2) 1 2^ EXPANL�ION SCALE: 1/2 N REVISIONS 7/18/95 A FNAL BAR & POST BID REV. 7/18/95 A ADDENDA 1, 2 & 3 Ds )1 CRY OFIUrcw PrrcNEo V�� \�.Y u CANOPY BETWEEN ENTRIES - SECTION © COVERED WALK - SECTION THROUGH PILASTER C,\j�e R SiE° JUL 211995 3 SCALE 1/2' =l' -0" REF: ENTRYCAN.GCD SCALE: 1/2 " =1' -0" REF: COVRDWLKGCD SCALE: 1/2 " =1' - REF: PILASTER.GCD p,P b NO3 prPmrt CENT. .- P Q u ',o li SHEET .--- A 4 * 7 i NOTES 0 STRUCTURAL CONCRETE FOLWA1I0FS, P MLM'B" BELOW T =S TO EDNACM aS F0 OR BEAR F LNR Sc& S DEAC D NATIVE SOL OR ST I RAL E OR SEE AI. PER SOT SEE RAL F - - AM CWFmNATTON TO PAFELS. O CONCRETE SD8WA71C OVER GRAVEL_ BASE (FLASH - PER PLAN) _ -..___ _ ..._.__ _ 0 CONCE7E TL7-R PAPFJ -S. PANTED. N7TFi F/4 ' DEEP REVERS AS R MWN, R S STRUCTURAL FOR SIZE, , SEE [ECc`ND FOR MR' SAD D OR 0 MP. CONCRETE mum COVER, SIX1 ARE BASE APO ROUND SHAFT STEEL COU.F CAST , -- e v —FlA9 -I HOLLOW WTfI-N. EKiEPDNG GOWN TO FOOTNG & !P TO A METAL DOOR -- ••••—• FULL DDET . O P(�PANTED Sf fET b£TAL FLiS-T105 ALCM O PREPANTED METAL R°CFNG SYSTEM OVER NON - DOOR Vi v1' COMBUSTIBLE M FR METAL DECKI•G OV NON- I ^ — I I CUR. TE)R. CUSS COM BUSTELE LGHT -GAUGE METAL FRAA4.IG. oN . '.1 i •' I.•; I DD . o T�L GAS . Q . ® PREPANTED METAL SCUPPER WRH OVERFLOW ® CUTOUTS, PANTED PVC DOWNSPOUT c) ^ O ® PREPANED T METAL GUTTER WTTH PANTED PVC OOWr E,POLTT S AN D SPLA3i @OCK \ \ 1 I� . O ANODE. ALUMNIM STOFEEFRONT srSTEM WTTH NSU ATED GLAZNG I CERNAC TIE SYSTEM. O O Np 'TBLE OVER NON-- 1 COMBUSTIBLE UGHT -GAUGE METAL FRAIRJC SEE I F -T F ..ALS WM 2. SAL EL9i HOLLGV C.. LEC -ETD. 1 METAL DOOR © HflALQV FALR 2 ® CLAM M 3 TP901FP5tR i O G.W.B. SCF, SYSTEM, SEE LEGEND FOR — _ \ T Wror CCL04 • O STEEL GRDER (SEE STRUCTURAL) - i \ Rnls O STEEL X.'S (SEE STRUCTURAL) I 16 STEEL BEAM (SEE STRUCTRAL) • 0 F On srEE coLUMN (SEE s RucluRaL) \IV7A-----L J O METAL DECKING (SEE STRUCTURAL) • • O R.GD risu_ATION • • y ME O DOO R TYPES 25" BLIP E R G N GLA ND OVERNON CQ3USTI T 5 T ALC TAL 9b �ELJ SCALE 1/4 " =1' -0" REF: DOOR SCHEDULE r-1 21 5/8" TYPE X GINS ON NON -COMB S EBE ThlT GAUGE METAL FRAM.. • __ • - ___��_ - – .. @ U•FAC. R -19 BATT NSU.AMON O PORED N PLACE conc., LID. W CO. FLOOR REAR PIT WALL SIDE CURB ANGLES TO P SLOPE 6q' MUST . 90' TO DOCK FACE d��i4�i�i�i�i�iL�i�iiJiS °F 1/ FErzM1s ` s E �� �� (� ,.1q z3 • L —J -1!,11 q 1 ANGLES I • A EXACTLY 90 ` _- Al CUi ANGLE - .DNTS TO BE WELDED . SECURELY T • C1E5 3 . \ { - ARCH Ri • - — ------ ,�/ FLOOR 1/7 • • �` - : ANTGLE ' ' IhID � I __ NOTES: 1 1. SIX FOOT WDE LEVELERS TO BE ' �\ ■ WBH 5 (FlVE) 6 NCH WELDS. L MUM 2.2.-y, A... BOTH SIDES A ' ' / i E) p, gT (05 © C'OOId7NATE PIT DP.E7�CSON6 �COw�NCRETEVBiATm. FIT STEEL MAbr CF ALL EDGES. EbEEDOEO STIES i I 3. 8 NCH .COMMENCED THCKNESS FOR WRH TENANT 1.PROVEhNi PIT WALLS, PTT FLOOR AND DOCK FACE ORAYVtJGS 4. PROVDE 8 NCH CONC. WATER STOPS J DOCK APPROACH y// KEYWAY AT ALL RFTF. CONC. 4 — XN TR XX WELL AD.CSVNG COCK 5. REFER TO STRUCTURAL DWGS FOR STEEL R.F. AND NOTES ® ■ - LEVELER NOT N CCNTRACT A SCALE 1/2 " =1' -0" REF: LEVLDET.GCD PARK PLACE \- 1 17501 SOUTH CENTER PARKWAY r • _ L- _ 0 4 _ _ . FOR TURNER AND ASSOCIATES � "L= 1 Q= 111 ip ° - 8420 24th PLACE NE AR CHITECTS 1 11; L � ;111 111, =111 ll �i 5 , 4 SEATTLE, WASWNGTON 98155 1 ,111 =111_,' y \ :=1 , 1 ❑U • TELE (206) 365 -7431 FAX (206) 365 -7504 « i111= l PIT DETAIL FOR LEVELERS 'a . � � I F q � LOADING DOCK SECTIONS Y . . ' 1 ro f- I _ 1� _=111_ —nT. '' PARK PLACE — TUKWILA, WA 'Ill —T JOB: PARK PLACE \ lll�azl i FILE PPA4 -8.GCD 41" f t� SEALENT DRAWN BY: SDH,TGE �AR ^H1TECT� LOADING DOCK © BUILDING D 0 R.F. G RErANNG WAL CHECKED BY: HRT C- OLOADING DOCK BUILDING C O IN DATE 4 /2 7/ 9 5 HOWARD R.`TURNA r2 LOADING 1/2 " -f -0" REF: DCKCSECT.GCD SCALE 1/2 " =1' -0" REF: DCKDSECT.GCD STATE OF W /SHINGTON am SCALE: 1/2" = 1' -0' 4 REVISIONS zo' , 7/18/95 8 FINAL BAR & POST BID REV. 7/18/95 ® ADDENDA 1, 2 & 3 7 JJS - O SECTION Q DOCK LEVELER R =, Z 2 SCALE 1/2 " =T -0" REF: LEVLSECT.GCD c1TY OF AILA O FS�wF- JUL 2 118?5 C \S p eiti 5 yep b l35 ® 03 \ 1 u SHEET . e 8 COLOR LEGEND �J g ,'7, I 1 i 1 1 o BM 16b IS (DA GREY) Idl E2 E A 1607 (LIGHT GREY) w �- E1FS sup, 8 E BM 71'16 (TALPE) � l }i �o'�' O 'P— 4 G ' �. ® BM 7114 (LGHT TAUPE) I E BM 946 (OFFWfi(E) ,ZAr i © BM 946 -2 (031-1 OFF WIVE) I 111 BM HC -135 (GREEN) -/ �\ 1 _ lu_ - _______ ' \ 1 Vii, 1 O ® ___� 'O r CLO9.F� STRP roam f _........_........._.._........._ ..................._............_..... .._............_....._.....__._ OCENTRAL ' ARCH AT BLDG. �A4.6 C � ,\-- - • SCALE 3 =i-0 REF \_ � \ EFS SHAPE 111 iiiiir ' IFIIF ,/. i' ' m me JA . ° I. I 1 ° 6 - hp I r' —1 CORNICE AT BUILDING C ! ` l O SCALE 3/4 " =1-0 REF: 1-A4.6 ° 1 I ° I x iI ■ I I MM. Ill i 4 -; i - \ `•\ — EMI il , il i sl i ` 6 G1P. APRIXJ lit-7-4 1 1 1 1 PARK PLACE O ARCHITRAVE AT BLDG. C \ 7 SCALE 3/4 ° =i -0 REF: 1-A46 BLDG. C SECTION © MEZZANINE EXIT ALCOVE @ BLDG. C 17501 SOUTH CENTER PARKWAY ��- 2 SCALE 1/2 ° =1' -0" RE CSECT.GCD SCALE: 1/2 " =1' -0" REF: EXITALCO.GCD TURNER AND ASSOCIATES 18420 24th PLACE NE ARCHITECTS us W/ 1/27 GWB ® - Q SEATTLE, WASF�JGTON 98755 . 1Y:45 15 ROOF FELT OVER TCP LAP ovER RECaEr TEL E: (206) FAX FAX: (206) 365 - 7504 TOP LAP sTRP TYPICAL 24 GA PREF METAL ��- SEALANT COFNG F. MCA PLATE rTA L g S P PTE �����a��t.���� WALL SETIONS -- - a - L —�� 'FRY TYPE ST. SPRNLia REGLEF w za GA FAsr 1 ,1 l' ryP CONMX A Y FR TCP T R ACK OF WAL BEVELED CEDAR 9-M ON 2X ���� P.T. aATE w/ 1 z eaTS EED BY: HRT T, L[#iT Gax MEraL s11DS, 11n� za oc EEAOS a:o RowARG ri TuRRE a SEE "' 11111111111n1111` ' n¶ r L� ► <I :SUP yp Rua 4/27/05 :�:: :�G:ai:::� ::ai:a�r CAL0.lAT[!E © � w/ 4 LEGS STATE OF WASH NGTON 1/2 = f - t .DA CyS ROCF 11/111111/1111 ? ' . F— PANTED mHa7t - fE PASSES T ICAL , , BATS A, NOT A LTC. Tl EXPENSE REVISIONS 2' CC N BELOW TOP OR S. n - CAL BY TSA. NOT A EXPETSE +j a OF COCRETE WALL - CAM StRP CCNCRETE PANEL I TLT-LP PANEL CE}ASCJG WALLS ►� I 6 78 GAUGE MtTAL vim 117TH 1 s 8° FLANGE ® 24' oc AND 7/18/95 6 FINAL BAR & POST BID REV. ■ l 3 LP PROTECTaN BOARD PREPAMED M£TAL �w w. t� I �- R Hx . auER.. ®4' -0' O.C. 7/18/95 A ADDENDA 1, 2 4 3 VJ' -)J � LATFE FROM r FOREXPANOED M ETAL RETAL OEGG 3 �t� ►� TO LN LO OF GRGER �- aLT- PANTED PVC .,40,, 5/8' TYPE GYP. BD. EACH SOE • r CI OF TUK: "JI A ' >1 W DOWNSPOUT = �hSTEA SHARED Tsa \SVeFR� E� JUL 2 i f505 20 GA. 6 TRACK F— 5 1 /2 CONCRETE SLAB Pub 1 6 X99 O.1a6 DAMETER Powt1ER c. ,,,,, ,,,,,s S HEET \ FASTFTERS ®1G O.C. s`c" O FLASHING DETAIL GRAVEL STOP DETAIL PARAPET © CONCRETE DEMISING WALL SCALE 3° =1' -0° REF: RF -FLSH SCALE 3 =1 REF: 1-Al O SCALE 1 1/2 " =1' -0" REF: O SCALE 3/4 " =1' - REF: 1-Al %CAR COMM.O NSU_ATEO ROOF . /I\ 4 te 9 • NOTES 7 -- 0 " 1r-9" 3200 k T /> r I II (4 REFR6' =24' T „,TREADSS ®Ox' =33" 7 i NiV Y PLAr+rEx ¢ I i I Y. TWO -WAY COMANCATION N I SYS'. MOM AREA OF REFOCE O FROM CF t 1 I I Lif WONG .y - r 1. VS 1 Ilk 1 n .., e ! I 1 I 1 I I__ 1 1 o I I I Ill I iU- -- - 1 2 2 LOADING DOCKS — BUILDING B/C O LOADING DOCK ® BLDG. C SCALE 1/4 " =1' -0" REF: RAMP- BC.GCD SCALE 1/4 " =1' -0" REF: RAMP -C.GCD • 4 m 4' -0" 4'-6" 4'-o" ( 2) 1READ5 ®iP= 22" =i -%1" / / / `^ I 3 R66S ®64" =192' / � .. — 2 -m �6) TREADS ®ifdiG — BOL1AFm -�® M ( 7 j r ®6srs NW 1- 11 - 1 / / 4t; Ibi L I 40' COMPACTOR / E 1 R OCF LADDER A. T WO- W AY COAANCATgN HATCH ABOVE SYSRDA FROM AREA OF • r m REFUGE TO FROM OF BLILDNG 4 LOADING DOCK Q BUILDING A 1 I 1 i 1 EXIT DETAIL — BLDG. C O SCALE 1/4 = � 1 0" REF: t Al / J 3 SCALE: 1/4 " =1' -0" REF: EXIT - C.GCD 1 I r i �� � ,ROTC � PARK PLACE bq 5 , 0111 , � — ®` ' - T7501 SOUTH CENTER PARKWAY TURNER AND ASSOCIATES A `l OWN EDGE aF 4 O �ON TURN DT AD M^ ` SEATTLE, WASHINGTON 98155 ARCHITECTS r 7 3270 \ /8,.., /Y ® CF REIANW ioa TELE (206) 365 -7431 FAX: (206) 365 -7504 — — — te A 4 O 4 ..,\ 0 MAY LOADING DOCKS &EXITS, ENLARGED PLANS. 1311° PARK PLACE - TUKWILA, WA gc 41' o `Q 111 GENERATOR ' ANT 4 O JOB: PARK PLACE m - Aa.7 6" CNC P AD B " FILE: PPAS - CGCD AflChl eCTI d CHAN INC CAB DRAWN BY: SDH TGE 4 COVERED TOP A w : ACI A CHECKED BY HRT HOWARD R. TURNER :I 0 DEAN PLANTER - �zq�T DATE: 4/27/95 STATE OF WASHINGTON P ANTER ¢ '" s -0 " ' B ` SCALE: 1/4" = 1' -0 REVISIONS a-- LAPDSCAFE ER \"----_ 7/18/95 A FINAL BAR & POST BID REV. Y \ e 8/2/95 A FNAL DCD COMMENTS JP Js SDEWAIX Q 4 \ZV e Q I F j �� 6 0 / 5-6" 3' \------,.._----,_.,,,,_----- � — p�G Q PLANTER PLANTER SOEWALK ` e���\ SHEET I O 6 EXIT DETAIL - — BLDG. B OLOADING DOCK @ BUILDING D SCALE: 1/4"=1' -0" REF: EXIT -B.GCD 4 SCALE: 1/4 " =1' -0" REF: RAMP - D.GCD A cl of r.,a AUG 0 ; NOTES DOOR SCHEDULE DOOR ND. FROM TO rse WTL 'an. PEJO Me 91 BRar / -�� A 71:,.... "- IEL ATB1 NOT RATED. AT GRACE. ND SENS. / �' V4 3/4' D RECFATD DRIB= B•-0' x 6-0' x / Yr A SR_ STL T S T T T BAR CR LE11BIER FIT \ R RECENND EXTERCR 69 9 ' x O x 13/4 IL ISLt A S SR_ 1 AI POT RATED I� D RECEMNO EXTEROR 6V x 9, x 1 Yr A STL SR. 1 NSUAT� NOT RATED I_.___. _.� • 6 E7J IL A low TRAPICE EXTDRpR 0-01‘7 Yr B ° 40 NIM 6i r 2 EAKASTYLE Y SE E)OT - ___.-._ -- 6' STUDS 14 ENTRANCE EXTFJdOR S-Ok7O d 3/4 C a' 1 1 10 ALIM 2 STOREFRCt4T SYSIBI BACKNG BOARD SI =WI r TIF SMLAR GC4DRgN & a.BCS 1 6 SALES EXTERICR FirxT{A 3/4 3/4 a E Hit Hit 3 tetissD NDT RATED PEON TI.BE N REVEAL ( B 8 D - YNTFiOI/i F€VEAL T RASED PATHS I ( OLE TOP DATY TO IB SALES EXTEfdOR r Fl 7a Yr E it Hit ®I, 3 NStIAT PDT RATED SOFFIT. 21 SAL[S IX 6,1,7,0 6,1,7,0 3/ r F F HY 4 PAN OF BOT DOGS PAIAfED NOT RA'RATED D T I, • 22 - SALES EXT940R TO•xT� - a Yr E H KM 3 NSiIAT® N .i` l NDT RATED - 23 ENTRANCE EEROR T-O O - a Yr B 1110 DULL 2 BRFNCAWY STYLE EXIT "' 24 EXTERIOR idOR 6-0 x 6-O x 1 Yr A SIL Sit 1 tBTIAT®l NOT RATED EY SHAPE EF5 SHAPE 25 SALES EXTERIOR IX13d 3 3 Yr E • Hit Hit 3 NSIAATED. NOT RATED Y. 4 31 RECETJND TOR 6-0' z 6-0' x 1 Yr A STL SIL 1 NE/LATER PDT RATED 32 SALES EXTERIOR 3 3/F E HM. HA 3 TSL.tAT®; NOT RATED EFS OW E 4 _ 7 -s AFF. , Y -3' AFF. FN 33 TRMICE DCTERIOR 6-0'icT-0'1a Yr D AAN. 2 STOREFRONT BI 1 •• 7- ifirlil 34 ENTRANCE DCTETd:R 6-0x7- 073 D 2 STOREFRWT SISTB1 i> '•, , �I� /VIM AUfit 35 SALES EXTHdOt 6-O T-O• 3/••• F Hit Hit 4 PAR CF EMT Dam NS -A1 NOT RATED , •' I � TbAl _.. 41 CCRB)OR EXTERIOR 6Cx7 Yr F Hit HLL • PAR CF DIT DOORS MUTED. NOT RATED 1 -- ! 42 EXIT STAR Cq>R 3 DOR 3 3/4 wise f -0' E Hit Hit 5 20 E RArNO 43 SALES CORRIDOR Er-MAT-01d 3/r F Hit 1 MA 5 20 MUTE RAITO 44 ENTRANCE DOER. 6-0x7 -Om Yr D aS AIIIII1 ALIlt 2 STOREFRONT SYSTBI 45 ENTRANCE DRFRIR 13 ,IThdYr D At U& 2 STGR13.RD TSYSTE, IX ®ARCHITRAVE © BLDG. C, PLAN VIEW (7)MOULDING CO STOREFRONT MOULDING © STOREFRONT 3 SCALE 3/4 " =1 ° -0" REF: 7 -A4.9 �' SCALE: 1 1/2 " =1' -0" REF: 2 -A4.6 5 SCALE: 1 1/2 " =1' -0" 48 RECENNb TQRIOR 6-0° x 6-0 x 1 3 R. A S STL 1 Na'L.A7®. NOT RATED \ ^ 47 SALES T STAR 3'-0x7-07 3/4 it I1i 0 E H Hit 5 20 ITE RATND v ENT A.-_-----`._- _- ...,..„.______, �.2 /s--- 51 DOT EXTERIOR 6-0•x7 -0w Yr D S' ALUt SYS 2 STOREFRONT IER 52 EXIT EXT6POR 6.OYT-076 3/r D AL. 2 ' STORErRONT SYSTEM 53 ENTRANCE EXTEROR 6-0'x7-070 3/r D 14 ALLJt 2 STOREFRONT SYSTEM 54 SALES EXTEIdOR 6-0'x? -O 3/ 4 F Hit HA 4 PAR OF DOT DOORS N SATED. NOT RATS 55 SALES DaERCR 3-0x7,ta Yr E Hit Hit 3 TELLATED. NOT RATED 56 RECENND OCT FRIO2 8 O x f-O x 1 3, A STL STL 1 TEU.ATED. NOT RATED • 57 RECENW cOLPACTai 4' x 4-0' x 1 Yr E Nit Hit 2 NSUATED. NOT RATED NOTE: THESE BUILDINGS ARE DESIGNED TO MEET ° SECTION #13102 SEM- FEATED SPACES" OF THE WASHINGTON STATE ENERGY CODE. FEATNG SHALL BE CONTROLLED BY A TFERMOSTAT 56 SALES EXTFfdOR 4 T-O Yr E HU Hit 3 NSULATEO. NOT RATED MOUNTED NOT LOWER THAN THE FEATNG UNIT AND C • ° • a OF PREVENiNG ...• ••• • : s VE 44 F SPACE TEMPERATURE SFPARATF HARDWARE GROUP MANFACTIRERS HARDWARE PADLOCK PERMIT AND ENERGY CALCULATIONS - BUILDING A • HARDWARE GROUP 2 MAN.FACTURFRS HARDWARE. CYLNDER LOCKS APPROVAL RLQUIRLu HARDWARE GROUP 3: 3 BUTTS PM1C HARDWARE LOO6ET. CLOSER TH7ES1-DI.D. SVEE? 47EATf- ERSTIIIP HARDWARE (i201F 4: 6 BUTTS 2 PANG HARDWARE. t ASTRAGAL LOOSER. 2 CLOSERS. 7FESHOID. 2 SLEEPS VEATFBRSiTtP 17928 W Axl .012 t Hwy, Site H PATH ET✓(;t.EQS, NC Phone (206) 461 -7735 Both* WA 98012 Zone Loads - Sera - Heated Space Fo< (206) 481 -7692 HARDWARE GROUP 5 3 BUTTS CLOSER PANG HARDWARE. PASSAGE SET • Zone I A Zane Dlpicae Floor Area Wa 1$ ���• �_��_ Room Number(s) Roam DsscripUa{s) LNT Zaes (Rft) (ft) • itr3W7:.a BLDG A Bock Load 1 26.956 210 44.0 1 200 _ - Heating OA Heating Roof Length Width Area Area Load Fr P R V E O Rem (nth) V ( P.P. W.) Roof T (ft) (ft) *lit) (WO U OW AP 1y9 Roof 34.9 Sbtotd A 2 26,956 26.956 0.054 34.9 ' pUG 1 _ Skyfic/Its Totd 52 8 vik . y 6 VT j, yI W. 817 Totd 26,956 26956 34.9 1 - - l 17 VZ l y V1 GWA Wrdows 74 R t. B U7 01 0V ISIOP PL PANS_ in Doors 7.4 Skyi¢t Length Width Area Load SEALENT ® M. ng PROVD 1 L E FiFS Ventilation 0 Skyfjrt Raof Type (ft) (ft) Qty. (soft) 11 -Ville (n6h) 8 EXT., T YPICAL tl �; PROW. CONT. Patitione A !1E 74 WSW ' gAL.EDIT ®NT. C s Floors Peopb 200t W,. k IXT. TYPICAL ar Per 1000 Per Area B Found PAR PLACE . RI 7 -3' AFF_ 11 7 -3- a Floors On) People Sqn. Person (64ft.) Nnber 1i'� x Subtotal 401 Fad A 26956 Dimensions Gass Net Heating qin t.,,, I wd leijlt Length Area Area Below Load 17501 SOUTH CENTEf2PARKWAY DISP ED(� �l - VT otd 1411 Totd Wd Type 10 (ft) (s 16.0 (s 0 0220 Grade (nth) hiliA • OW 3 n0 5,052 5.480 0220 NO 817 Out Cf..- • Cfm.- Haar area Air . • _ - Flan Outside lied A B ventIati � R o T TURNE AND ASSOCIATES (XKR & FRAF£ F70ll FETAL A 20 566076 F & B - 18420 24th PLACE NE ARCHITECTS DoDR FiRAa£ 0 SEATTLE, WASHINGTON 98155 HEAD 3<r rata HEAD H Outside Air . • • -- por Mi via (. ass) W M= + poor Outside Beating Totd 5,052 5,480 817 ' muitemsusgs s rr 3/4 n A m Ar Load TELE: (206) 365 - 7437 FAX (206)365 7504 M1j hi T tr a[ion z ofm) Ir bh Chrensians Heating 110 V 2' GA 566,076 16.052 572 Window • H (0) WWI Area Window Lood P.C. Pere 1110!� S. Widow wd wrta Qty. (ft) (ft) (WO Type U-Vdue 0.0 DOOR SCHEDULE, DOOR TYPES, DETAILS • III air...... Ad. Spore Beating A A 1 4 7.0 3.0 314 1 0500 45 n �. \ htaior Floc Length Width Area Taro. Load B PARK PLACE — TUKWILA,. WA n L ;:: : :: Floor TYPe (ft) (ft) (WO U-Vdue (der (^) C r D JOB: PARK PLACE 104 REGISTERED PROVDE CONT. FLE: PPAS - 2.GCD I� ARCHITECT SEALANT ®M. , 1 S DT., TYPICAL 0 NT. Dimensions Ad} space Heating F DRAWN BY: SDH,TGE HOLLOW rETnL C ®M DOOR & F RaI,E & EXf. TYPICAL Partition Type (ft) (ft) (sgf .) U-Vdx; (deg. F) (abh) Totd 4 374 4S HOWAR R. URNER \ QW !ETA_ D ATE: 4/ 27 / 95 STATE O WP SHINGTON DOOR & ERNE B amass s Heating SCALE VARIES JAMB Total H( ( Area Load JAMB o:re,>sore Ad01pace Healing Door NW Type (ft) (ft) Qty (agft) U-V5,e (men) REVISIONS _ Cana Length Width Area Tem, Load A A 7 258 1200 7.4 Ceiba Type (ft) (ft) (WO U-vdae (deg. F) (208) B 7/18/95 A FINAL BAR & POST 90 REV. SIYE3� A 0 Totd TH S>a SWEEP 258 7.4 8/2/95 ® FNAL DCD COMMENTS DJ .li Area " iFRE9ROLD _ D;nermors Hsatig Heating Exterior Boor Temp. Lood Floor Type Le (R) (ft (sgft) U-VaLe (6 F) (Irbh) A 20.0 ■�� _I, Totd SEALANT � �� THRESHOLD NT F ated L( F SHEET THRESHOLD A �- 77110 0.730 rz5 EXT. DOOR DETAIL P.C. PANEL (TYP.) O ® EXT. DOOR DETAIL © EIFS (TYP.) Tod 77110 25 O CO SCALE 3 " =1 0" REF DOOR DET.GCD SCALE 3 " =P 0 REF: DOOR- DRY.GCD SIM CONDITION FOR CONCRETE RECEIVE® CIT OF TUK`._.. AU G0410 - PERMIT CENTER NOTES ENERGY CALCULATIONS - BLDG. BCD - TENANT B ENERGY CALCULATIONS - BLDG. BCD - TENANT D 17928 Raul -Everett Hwy, Suite H PATH INGFE .RS C. Pion (206) 481 -7735 x7925 Bolted- Everett Hwy Sate H PATH U 3I'EERS, NC. Phone (206) 481 -7735 8othel, WA 98012 Zoe Loads - Sad - Healed Spool Foe (206) 481 -7692 8othet WA 98012 Zane Loads - Se 4 - Healed Space Fox (206) 481 -7692 Zone 1 A Zane Wade Floor Area I#. ti. Odd.- es s On Cross Net Heating Zone 1 A k Zone L to Floor Areo Wd HL I Ydoar Outdoor Dimensions Grass Net Healing • Room Akmbe Room Desciptk it ) n Zones (sa L) I 1Yd (ft) tRg DB MOM Roof Leggth Width Area Area Load Room Mater(s) Roca. D criation(s) Lift Zones (soft) (ft) Htg C8 Ft. DB Raof Length Width Area Area Load BLDG B Back Load 1 40490 1 270 440 200 Rod Type (ft) (ft) (soft) (soft) U (n•h) BLDG D Bode Load 1 43050 280 1 444 20.0 1 Roof Type (ft) (ft) (soft) (soft) U-Vdue Orbh) 40,090 40,090 0.072 693 A 1 43,050 43,050 0.072 74.4 Heating B A 1 1 1 F 9 oA " '9 8 Load . Told 40,090 40.090 69.3 Loaf Ventilation (loth / Berm ( ) Total 43.050 43.050 74.4 Item (.h) (cho) People soft -) Roof 693 Sbtotd Ernesias Heating Roof 74.4 Sbtdd Dimensions Heating Skykjrts Totd 79 986yt Legth Width Area Load Skyfjlts T td 75 Skylight Length Width Area Load Wds 233.4 Skykt* Roof Type (ft) (ft) Oty. (soft) I3 - Vdue (nth) W. 2402 Skylight Roof Type (ft) (ft) Sty. (soft) U-Vdue (nth) Windows 3.5 A Wilde. 35 A Doors 0.6 B Dears 52 B Ve notion Total VediaGon Total hfitration hfitr.on Patitiors Binesias Goss Net Heating Partitias Dimensions Gross Net Heating YAdI Height Length Area Area Below Load Cali.s People Sr/Ft Wd Heigh Length Area Area Below Load Ftnrs Per 1300 Per Area w Type (R) 08) (soft) (sgtt) t1 - Valle Grade (884) Floss Per .0 Per Area Wd Type (ft) (ft) (soft) (soft) U-Vdue Grade (nth) Boas (n) People SgFt Parson (soft) tinter A 1 210 13,403 13,142 0740 N3 233.4 Fours (in) • People STFt. Pam (soft) Harter A 1 • 210 13543 13523 0.740 NO 2402 Found 10.4 A 40.090 B Foul. 3.4 A 43.050 8 Suhtotd 347.1 B C Sm6totd 3255 8 C Total 317.1 Total D Total 3265 Total E Outside Cfm per arson Cfm per flow ores Ai- dome per far Outside Ifx 80. F Cut4 Cfm .- .- -.• Cfm • - four ores AP ..._ per haw Outs. Heath F AF Cfm / Cfm / Area AC VoUre Ai Load G An An Load G ventotian perm People sort (soft) per tar (adt) (6fm) (r) H Vediatio t ° ..- ••�EWHIFEE : cfm mbh 8 A 40.090 847890 Totd 13.403 13,142 233.4 A 43050 904050 58t1 13,943 13523 2402 B 1 B Total Ei ems Heath Total 1 anemias Heating Window Height WWh Area Waal. Load Widow Height Width Areo Widow Lord Outside An • • • - per how Wd (. •-) Midas +Door O tsde Hoot. Window Wd N nbr I Oty. (ft) (ft) (soft) Type U-Vdue (mt8) Outside An • • tear Wd • ass Widow + Doe Outside Heatig Window Wd tdnter Oty. (ft) (ft) (soft) Type U -Vdue (mth) hfitratian INIFEENIIIIEEIFA sift) dm nth 8 A 1 7.0 30 240 1 0.600 35 hfilVatian INIIIEMIENIMEMENI Arm L8h 8 A 1 7.0 3.0 240 1 0.600 35 A 841890 A403 261 C A 904,0.50 13043 420 C • © D D Merin 8881 . ' _ n G .211,013 Adj. Adj. Sp Heating E E F Merlon Fbr Length Width Area Ten, Load F Boar Type (ft) (ft) 040 u-Vdn (deg F) (.h) G A H A H Total 240 35 Total 240 35 Efiroa,.r Adj. Sporn patio Rer.ias Adj. Spar Heath Partition t Wid81 Arm Tamp. Loaf Dberss • Heating P.R. Lkight Wdlf, Area Rasp. Load Dimensions Heating Partition Type (ft) (o) (salt) U (de• F) (00h) Der I40 t Width Area Lad P888on Type (ft) (ft) (soft) U-Vote (deg F) (ab8) Door Hei4nt Width Area Load A Dor Wd Type (ft) (ft) Oty. (soft) U -Vane (mth) A Door Wd Type (ft) (ft) Sty. (soft) U -Vote Or.) B A A 1 21 1200 05 B 1 A A 1 BO 1200 52 Total 8 Total 1 B C C Diaesas Ad} Spooner Ikdig Totd 21 O5 = '•w' - natal 180 52 OTyp Leath Width Area Tarp. Leal R ondos Heating Heating MIN �� � CeFrg Type (ft) (ft) (soft) U O.,. F) (061,) D'mesas Heating Heating A E 0000 Flan Length Width Area Terry. Load A Erter'ar Floor Length Width Arm Temp. Lad Fbar Type (ft) (ft) (soft) U-Valre (deg F) (mbh) Fbr Type (ft) (ft) (soft) lJ -Vdue (deo F) (doh) A 20.0 A 20.0. e • B Total Total Heating Fad Length Led ( �f E Load Found For. Type L (f r F -Vane (.h) Fond Type (ft) F -Vdue (.1) "((Q D A 1 5910 0.730 10.4 A 1 196.0 0.730 3.4 b (((5 8 I B 0 Total 5910 10.4 Total 196.0 3.4 ENERGY CALCULATIONS - BLDG. BCD - TENANT C1 ENERGY CALCULATIONS - BLDG. BCD - TENANT C2 17928 Botl J- Everett Hwy, Site H PATH ENGIE tS, NG ) MWy Phone 206 Phone ( (206) 481 - 7 9 17928 Bo 98012 Sale H PATH EN NC. ( ) 481 -7735 - Batted, WA 98012 Zore Loads - Seal - Heated Space " Fax (206) 481 -7692 Both. WA 98012 Zone Loads - Sad - Heated Space Fax (206) 481 -7692 TEE BUILDING ENVELOPE UNDER BEEN PROPOSED ASA "SEMI SPACE ACE UNDER THIS PERMIT Zone I A Zoe Dmplmte Hoar Arm ITT. hdoa tdor Di esols Cross Net Heating Zoe I A Zane a F8or Area Wd Ht hdoor Outdoor Dimensions Goss Net Heating - APPLICATION. BY THIS CLASSIFICATION HEATING Room tdamtes(s) Room Desa I iptior(s) 7th Zees es (soft) (rt) Htg DB Mg O OB Roof Length Width Area Area Lod Room Numter(s) Room Desaiptior(s) 888 Zees (soft) (ft) Htg col Mon col Roof Length Width Arm Area Lod OUTPUT REQUIRED FOR FREEZE PROTECTION OR BLDG C1. Bock Load 1 1 25426 1 2L0 440 208 Rmf Type ON (ft) (soft) (soft) 0-Vil. (mbh) BLDG C2 Bodc imi 1 20341 210 440 20D Roof Type (ft) (ft) (soft) (soft) U -Vdue (mbh) OTHERWISE, ISLLYETED TO 8Btu - /S.F A 7 23.426 23,426 0.072 405 A 1 20141 20,141 0.072 34.8 THE INSTALLATION OF ANY HEATING OR COOLING OA Feuts9 tbatirg 08 8 WHICH' PROPOSES TO EXCEED THIS LIMIT IS NOT - Lod Ventilation (ht. / ' Totd '13.426 23,426 40S - Vet3o8an (6h6/ ' - Total 20,141 20,141 34.8 APPROVED UNDER THIS PERMIT. Load "' - Hem (401) (c4) People ssfL) Item (earth) (cfm) People , soft) - - Roof 405 Sbtotd Dimensions Heating Roof 345 Sided , ,11 t` D'nensias Heating - .Yid O Totd 1 5.7 51 , 4 4d Length 800 Area Lod 348ghts Total 68 1 ' '''S • -. c Skylight Length Width Area Load Wall 830 9cybglrt Roof Type (ft) (ft) Oty. (soft) U -Value W.) W. 911 r_ SleYk04 Roof Type (ft) (ft) Sty. (soft) U -Vdue (mbh) - PARK . P L A 0 E Windows 3.1 A Widows 3.0 ' :.'r. = A Does 39 B Dare 39 B 17501 505TH CENTER PARKWAY Ventilation Total Ventiatio Total hfitratio • hfitraGO I 23.426 IA.., 113 ohs Part.. Di... Goss Net Heating Partitions f ,i 7 Dines Goss Net Heating - Cedngs People SO, Wad Height Length Arm Area Below Load Collings People S}Ft v 3 - W Wd Height Length Arm Area Below Load `°° - (f t) (ft) (soft) t) Value Fbas Per 1W Pr 0 Arm wd ON Type _ (n) (soft) (soft) u-vdae Dade (mbt,) Floors P� 1000 Pa po Arm £ . Floors (in) Peope Scdt. Person (sglt) IA.., A 1 210 5 4,671 0.740 830 Floors (n) Pmpb Solt Person (soft) Nirber A d Type 1 210 5,473 (sof 5.128 U - 0.740 GdNO e (mbh) 11 TURNER AND ASSOCIATES 9 Fond 40 A 8 Foul 3.4 A 20,141 0 11' �� B S Sbtotd 7362 natal 7362 o I C Total 134.4 Total D P btotd 134.4 e I C -) 18420 24th PLACE N.E. ARCHITECTS Total D i p SEATTLE, WASHINGTON 98155 Outside Cfm per perm Cfm per floor ar m m Ar changes per hair Outside Heat. F Outside Cfm pa •- m floor am Cfm per or Ai- c ages p - Aar Outside ' Heating F Kr Cfm / Cfm / Area AC Votne Ac d La G Air Cfm / Cfm / Area AC Vol,ee Air Lod G TELE ai (206) 365 - 7431 FAX (206) 365 -7504 Ventilation person People soft (soft) per bar (alit) (cfm) (mbh) H Ven11o6on perm People soft (soft) per bar (tuft) (cfm) (406) H A 23,426 491946 Total 5,019 4,671 83.0 A 20741 422.961 Total 5,473 5.128 9 .1 ENERGY CALCULATIONS B 8 Total Dimension Heath Total Dimensions I Heating Window Height Width Area Window Lod - Window Heigh Width Arm Willow Lad PARK PLACE - TUKWILA, WA Outside A'v dwges per Lair Wd (goes) Window +Door Outside tfeat4g Window Wd Nnber Qty. (ft) (ft) (soft) Type U-Vote (mUm) Ortside Ac changes per tear Wd (• cos) Window +Door Outside Heating Windrow Wd Narber Sty. (ft) (ft) (soft) Type U -Vdue (mth) JOB: PARK PLACE Air AC Votme C. / Arm C. / Area An Lod A A i n 7.0 3.0 84 1 Ob00 12 . AC Vdue Cfm / Arm Cfm / Area Air Lad A A 7 7D 3.0 210 1 0.600 3.0 4704 REGISTE 6900am per, ho. (..ft..) ) s (soft) 5451 (soft) (elm) (doh) 8 A 2 1 34 - 110 33 1 0.600 05 hfitra8on per tar (alft} Soft (soft) Wt. (soft) (cfm) (.h) 8 FILE: PPA5 - 3.GCD ( AHCrITE A 491,946 1 508 348 c A 3 8 40 3.0 96 1 0.600 14 A 422,961 5473 345 c DRAWN BY: SDH,TGE 9 ! Y (J D D CHECKED BY: HRT HOWMO R. TL'R'1E4 Dimers`as Adj. Space Heath a E D Adj. Space ,4 E Mena Width Floor Length th Terry. Load F Merin Floor Length Width Area Temp. L Load F D ATE: 4/27/95 STATE OF 689960TCN Rod Type (ft) (ft) (soft) U -Vote (deg. 5) (WA G Boa Type I (ft) (ft) (soft) U -Vdue (deg 5) Or.) G SCALE: N.A. A H A H I Total 13 1 213 3.1 Toth 210 30 REVISIONS Dimes alas Adj. Spar: Heath D"i a sio s A. Space Heating Partition .light Width Area Terry. Load Diimensias Heating Partition Height Width 4m Terry. Load Dimercias Heating REISSUED, NO REVISIONS 7/18/95 (?I , - Pero. Type (ft) 00 (s 11 - ve,e (deg 0 HA Doe Height Width Lod Partition Type (ft) (ft) (s U -Vdue (deg F) (4.) Dear Height Width Area d D. Lo A D Wd Type (ft) I (ft) Oty. (soft) 0 - Valle (160) A. Door Nat Type (ft) (ft) Qty. (soft) U -Notre (mth) e A A 7 135 1200 3.9 B A 1 135 1200 3.9 Total B Total e p' 1 Ad} Space Heating Total 735 3.9 Dimensions Adj. Space Heating Total 1 135 3.9 ear, Leggth Ndth Arm Temp. Lod 28819 Length Wrath Arm nary. Lod J (1 L 7 , 1533 CeLAO Type (ft) (ft) (soft) Il -Noire (deg F) On.) Dimendons Heating Heating Ca. Type (ft) (ft) (soft) U-Vdre (deg 1) (nth) Oniey^'as Heating Heating A I Exterior Floor Length Width Area Tarp. Lod A Exterior Floor Length Width Area Terry. Lod renwi cc, Floor Type (ft) (ft) (soft.) U-Vdue (deo 1) (hbh) Floor Type (ft) (ft) (soft) U -Vane (deg 5) ) oh) A 20.0 A 20.0 e B I SHEET T Total Heath Heating p:f4 Fond Length Load Faun Length Load ® FauM Type (ft) F -Valle (d h) Foul. Type (ft) F -Vdue (mbh) A 1 230.0 0.730 4.0 A 1 86.0 0.730 3.4 Total 230.0 4.0 Total 860 3.4 A 5 0 3 - _ GENERA!_ NOTES NOTES: NOTE: PAINT PANEL -TO- O O - TS. COL BASER STEEL FRAMING; C ODE: UNIFORM BUILDING CODE, 1991 EDITION P.C. PANE FOOTING CONNECTION w/ 1 FRAMING TO HAVE THE FOLLOWING MINIMUM SECTION I =8.%PY -11" LIGHT GA 5 SEE ELEVATION x5 GE ASPHALTIC EMULSION & O- PROPERTIES: LIVE LOADS: COVER w/S MINIMUM p C FOR REINFORCING 6x6 x6 xT ' - 0 " - DRYPACK. ROOF_.__ _.._ ......................_..25 P. SNOW LOAD P EDGE OF SLAB -O C{R 7x7 1 3:x7'h eV-1" 4° X I(IN 5(IN A(N HIND. _ .............................. ......80 N•iPH LANE. EXPOSURE B' 4 CONC. EC E0. I•U4 ° X20 GA STEEL STUD 03565 .2782 .1838 13373 7,7:IS.IC . ............._......._...TONE III MINWUM P,C PANEL co, 6° X I -U4• X18 GA STEEL STUD 1.9000 '.6333 .3285 2. 1904 ROOF FLOOR......_._..._ ...100 PSF P.C. PANEL AROUND BEYRINO 1 & PIG- TS. COL 8' X t -U4° X IB GA $TIEL. STUD 3.877 .9693 .4185 2.82u SEE ELEVATIO GLAZING OR DOOR E Y s'• PER PLAN 10• X 1 -1/4" X 18 GA STEEL. STUD 6.8261 1.3652 ,5085 3,4424 FOtAT)ATTONS: FOR REINF. F P ER ARC H. CONC. S1A6 - FOUNDATION DESIGN PFR REPORT . 2 -Rol DATED NOVEAfB6FR 70, 4 # NOSING $ J 3 - PL4N S AIL GALVANOZID STUDS 1GE SHALL 1994 AMID ADDE #I DATED MAR 1995AND ADDINDUM#2DATID SLAB SLAB RC 4 . EDEM T e= � t SIFfl. THAT CONFORMS TO 12. ASTM 14 AND Au 6. GRADE GA D WI'I}i BE A MOJR.IUM FORMED YIE D FROM MAY 1, 1995 HY GEO ENGDJFFI25. FOUNDA7[ON WORK PER THIS • PER ARCH. yDEWA()( PER AR.. 0 ' -0 " 'OF 30,000 PSL REPORT. ALLOWABLE SOIL BEARING 2500 PSFPERREPORT. ALL.TERIOR P(8[{ ('ER COYAC- SLAB PER ' - _ _ _ FOOTINGS TO BE A MINIMUM OF 18 INCHES BELOW LOWEST ADJACENT �� CONC. STAB P� P.M I ' I SEC TION T I TRACK, BR GD' END CLOSURES AND ME ES30R�5 S L Li. BE FORMED GRADE, SODS INGINEQt TO INSPECT AND FOUNDATION 4 O 24 "o,c. 3 1•- PER PLAN D,-0. D'-V II 0 ' - p ! 777•]. 7FTAi CORRESPONDS TO THE REQUIREMENTS OF ASTM A446. EXCAVA710N5 PR[OR 7'O POURING. ALL FOOTINGS APPROVE SHALL SEAR ON 3 %3%416 z0' -10• _ FROM 5 GMDEA WITHAMRIQ.fOM YINiD OF 33,000 PSI. 1TNDLSfURHID NATIVESOLL OR COMPACTED STRUCTi1RA 1- FHL PLACED � BASE R PER SHED PREPARED N CA CORDANCE WITH THE SOILS REPORT HEAR OK SOHGRADE w/3- #5x2' -0 , _ _ - •0 _ At], f•1 VAN[ZED STUDS, TRACK. BRIDGING AND ACCESSORES SHALL HE O 4" GAGE �-• °�_ i - (EMBED 5INI4IHAIUM) _ WRAffD FROM $TFa. HAVING A G-6U GALVANIZED COATING MEETING ?INNSNI_C•IC - - s _ _ PAININPER ARCH. - 7VTIN SIMILAR FLOOR LOADING AND SOD. CONDITIONS CONSTRUCTED IN I E I - .p_ - ,RECAST PANELS: THIS AREA NO CONSTRUCTION LOADS HAVE HEIN INCLUDED IN T. „ MUTAT.. ice_,'' INSULATION 1" LEVELING GROUT PANELLETING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR AND DESIGNOFTHE FLOOR SLAB. THE CONTRACTOR SHALL REVIEW WMI THE - (LAN) PLAN)'... hi7.71 J!. !' ' - P. ARCH. . PER ARCH. -_-,!, ( P � p �t E SEW]. PROVIDE REINFORCING STEEL AS REQUIRED FOR HIS METHOD SOILS ENGINEE7( THE CONSTRUCTION LOADING OF THE SLAB AND SODS I ° _ _ ■ ) G AND ERECT1oN OF PRECAST PANELS, USE STRONGBACKS AS BELOW- HE SHALL TAKE THE NECESSARY MEASURES TO INSURE THAT j �. REQ AT EXCESSIVE PANEL OPENINGS. CON I i EB .48..-8" l j z n - UIRED CONTINUOUS GROUT THE SLAB AND SOILS BELOW WILL NOT BE EFFECTED OR DAMAGED BY ^� a: �..' IL 4iex4x0' -1� g' -. 7 - Ifi • ,,,. •• 8 BE IWEEI.I PANELS AND FOOTINGS TO BE 'EbIDECO'MASIIItFLOW #717 BY THE CONSTRUCTION LOADING, INCLUDING CRANE WEIGHT AND IRUIX_ WHS. 0xE FOOTING PER MIN. 2 - #4 CONT. I _ C Jr 4 - _ MASTER BUILDERS, INC OR APPROVED EQUAL SEE DRAWINGS FOR .LOADS. THE CONTRACTOR SHALL. ADD ADDITIONAL CONCRETE. WHS. O B' GA SECTION A -1 _ - _ P a EADDTIONAL NOTES REGARDING PRECASTPAN.S. v 17 ¢ t I G - G, _' - _ REINFORCING AND UPGRADE ]DINT DETAI.ING AS REQUIRED FOR HIS 2 - #5 CONT. CONT. FIG- I 0: I I r TOP & BOTTOM BEYOND R P 11 ,SPRINKLER SUPPORT NOTES: ' ...:.... CONTINUE :LA. ALL SPRDIIG.EI/ PIPE LARGER THAN 3• NOMINAL DIAMETER IS TO BE - CONCRETE: 1'-11 " I SEE PANEL ELEV. FOR RDNF, TH. CONSIDERED A WAIN` FOR THE PURPOSE OF THESE NOTES. PANEL - FOOTING PAD FOOTING Sri PLAN FOR 'ALL CONCRETE SHALL BE 570NE- AGGREGATE CONCRETE HAVING A 1.1791T CONK SPACING SCE & REINFORCING 6 .THE BIDS FOR BOTH THESPRINKLSR AND JO15TS ARE TO INCLUDE ALL '� SSryE P 57RECJG317 SAALLHE ASOLLOVIIDS. SIC FOOT. 28 DAY SECTION A -1 SECTION 6 -1 SECTION C -1 SECTION D -1 4 ;r7, AND ACCOUM' FORTHE LOADS INDICATED. fe °3000 • psi FOR SCALE: 3i =1' -0" SCALE: 44 " =1'-0 SCALE: 4 =1' -0" SCALE " =1•-O' FOOTINGS ..2....r... MAINS RUNNING, PERPENDICULAR TO THE 101575 ARE AIL SLABS BE re psi FOR AIL SLABS ON GRADE (4000 psi FOR SLAB INBEDG'D') 6 VERTICALLY SUPPORTED NO FARTH. APART THAN AT EVERY OT77ER 4 70 PRODUCE A S S U UOR SLABS TO BE AIR ENTRAINED 6% PLUS OR TCOI BASE PEARCH. SHALL CONFORM TO SECTION 2605 OF THE UBC SEE PANEL ELE J 5x5 ix77 1' T FERRULE LOOP 1S01A7t1 J0I'i DOCLEVELER #4 CUNT- TM AIL CONCRETE SHALL BE IN ACCORDANCE WTITI LOCATIONS. 727 x13x7' -1" SEE ARCH - #4!) v 16 o.c. --v- r - INSERT O 24o-c 1 , T PH 3. AILMAINS RUNNING PAA TA t cl. TO THE JOISTS MUST BE: THE UBC AND ACI CODE 318 -89. PROPORTION OF AGGREGATE TO CEMENT - &:H tii :75x7' -S DEN CONC. SLAB FOR RATING o- I PER PLAN CONC. RAMP i A. PLACED Mm -WAY BETWEEN TWO JOISTS AND BE TRAPE2ID 30 SHAil. CH EN WORKABLE MD4 I T A HO ' -. EACH ]OISTSIIPPOR75 HALF THE LOAD. 'MAXIMUM SLUMP OF { INCFI:S, WHICH CAN BE PLACID WITHOUT' - - S.C. PANEL SEE CONC. SLAB r 9 i PER ARCH SEGREGA710N OR EXCESS FREE SURFACE WATER 3/4• CHAMFER ON ALL -.. ELEV. FOR REINF. i PER PLAN (TIP.) t2zi2 S1. x1t3x -( i r B. SUPPORTED AT TT-0 ON CENHAMATUMUM. #5 - L49.1 2"0.c. !!!L 1 / GES u� it I YF4x4x41s TOM'. �� z pi O lc... r LL DESIGN: FOLLOWING WEIGHTS FOR SPRINKLER VERTICAL SUPPORT SUPPORT O. MAST GS. FCOLUMN BASES S#51¢ 1 l i - 'FMBECO MA517RR FLAW #51O 24.0.0. CENERED ic7!C - P / PES2E H T ➢FR FOOT HANGIIt VIIiTTCAL!PRODEXAMP /F: EQUAL - ` W o: 1 - s - o {�i 8• 51# OVEN: 8 I W O o � #4 HORI SUPPORTS AT S ON CEMFTt )REINFORCING STEEL: 4i" CONE. GROUT TS. COWNN PER PLAN o_ I 12"o.c. '• #4 . ti a. OT6 "o-c. „. 6• - Y G'-(l I 24 "o.c. n � ' x TM . 32# FIND. HA PORT'S T5'ON ICE ./TEN SHALL CONFORM TO ASIM A615- 82(51). (SEE BELOW i" LEVELING GROUP BASE Ft AS ABOVE w I I I I ¢ 3 4 17# ADDNP24# SOLN. 51#/EI'X 10' =5L0# - FOR WELDID MBAR.). .SLAB DOWELS. TIES AND STIRRUPS SHALL BE >����'� 4 -45 EXP BOLTS / � l ® ®6• 0- � 7' -0" _� T.ERNFPA 413 =250# GRADE 40 (FY 40,000 Fs = 20.000 . ALL OTi AE ma). SNAIL 0 +>o�'i r/� � (FAIRED S MIN.) - 4 < 6 0 3-V2 I4# TOTAL SUPPORTDFSIGNTOAD= BE 'GRADE 60 .60,000 Fs = 24,000 . - :LAP CONTINUOUS e 0 e a i a 0 % . ° SLAB PER PLAN m 0 ' CO NCRETE DRAINING CONTINUOUS s 760 # /HGR /REINFORCING BARS IN CONCRETE AS INDICATED BE[AW, 1' -T MINIMUM 0 0 % o � � o o BBAG... FOOTING DRAIN °""' " �" '', 1 1RdE55 NOTED rrumv LSE. CORNER BARS 0, BEND) WIT BE 'I l h11 x_41.1 i 1,21,711 (PER PUN) [PER PLAN) _.,..r> . • 111.111111,11-Pal IRa� 4 r U ' I= I E: ° I II I APRON ,, O PER ARCH. WALL HANGERS ED BE DESIGNED, SUPPLIED AND INSTALLED BY THE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT REINFORCEMENT DETAIL. SOEEL IN r I ■ #4 ® �I `n pig, ARCH- 'seQ4K7m SUPPLIDL - T ACCORDITH 7E ANDARD PRA « 1 { � 1 � � 24 #4 NOSING o �' E ._. r , . 11ETAH IN ANCE O AE NF Tt CONC RETE S R UCR sF TIES. WII DID WI(E FABRIC _ 6" 2 - #4 o ' ' O 76"n2a- 8. SPRQNIIQEALATERAL SWAYBRACNG(AT90 DEGREES TO MAIN) MBE: .TO CONFORM TO ASTM A-82 AND A -185, WELDED HEAD STUDS SHALL w I -44sx4z0' -70' .; . .SPACED AMAXIMUMOFTWICETHE VERTICAL SUPPORT SPACING. -108 (Fy =55,000 psi). a °w _. v w /2- if • o ' ,. ,ii - . ° PAINING APRON 5 CONC. STAR N� - TO CUNT. , '.B. - IBRACED FROM THE MAN TO A ROOF STRUCTURAL MEMBER WHIT 1� CONC. N w / #4 ® 12"o.c. IN . „ �� =• O #4 - 4. - .CONNECTIONS DESIGNED AMID INSTALLED HE PANK�R MR.H.LAP SPLJ F CONFORM F d - W145. O 6 GA '. w SIC -Jl- -_„5.,,,..,... a N a 4 v ., - _ . , ,- _ PER ARCH- OCK LEV PR i . J6it1 TOP C `" )BAR Ff • - - SIZE 300o D N .. '� 6. 73 AS 59' 51' REC'0. DRY PACK AFTER (PER PLAN) 3- CONT. 9 - i r - COLUMN IS IN PLACE BOTTOM ARCHITECT AIM JOIST MANUFACTURER WITH DETAILS OF HANGER • •- p ' DETAIL O 1' -0" 6" 2' -O 1 A xD SWAY BRACE ATTACH... WITH DESIGN LOADS. SO THESE _.. . _... _ _ - 74' - -__ 65'__ • SEE FOOTING SCHEDULE CUN FIG LOADS CAN BE DESIGNED INTO THE JOIST'S, ETC. THE FOLLOWING MINIMUM COVER SHALL BE PROVIDED FOR SEE FOOTING, SCHmUIF - f - ' • - PER SE CT. A -1 3' -6" a ^'": , -: - - •REIN INDICATED O7HIRWISE ON DRAWINGS): FOR SIZE &REINF. T-7.-,THE MOF TOTS! DESIGNER TO PROVIDE AND INSTALL:.DMONAL FOR SIZE& RONF. - ' i� 'BRACES TO TAKE THE SWAY BRACE LOAD FROM THIN SWAY BRACE A) CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO • SECTION E -1 SECTION F -1 SECTION G -1 SECTION H -1 f "tINIOTHEROOFDIAPHRAGM EARTH..... J ................. ............................... ..................3'EAA7H FACE _ ,,,..°' - ' SCALE: a4 - - B) . CONCRETE EXPOSED TO EARTH OR WEATHER (CASTIN FORMS) ! - y " =7'" SCALE Y3/4 - SCALE: �' =1' -0 - SCALE tIIiSPECTIONS: .#6771 ROUGH #IS BARS .......................... .............................1' F Lc t., .. - --O - _ LE �" _ 4 COPY OF ALL INSPECTION REPORTS AND TEST RESULTS FOR 111 # 5H ; AR5& SMAL LJD! .._ .......................... ..........................1 -12' - 5 -. iREQUIRID- INSPECTIONS SHALL. BE SUBMITTED TO THE BUDDIN , CON CRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH I / T y ' - - - 'x,DFPART'MEIT SHUILFR CONSULTING ENGINEERS, 1TIE OWNER AND THE GROUND �: 3" +� 1RCIRIECTBYTHE TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SLABS, WALIS&JOISF #MBAR& SMALLER. 3/4' _ T� �p 4 r; CLR.� I 7 - #6 O 6 ; HE AN INDEPENDENT TESTING AGENCY APPROVED BY THE BEAMS & COLUMNS .. _.. .. .. ...._... ..._......1 - 12' A � 6R ! / , 3' -0" RC_ CONC.. ,BUILDING DEPARTMENT, THE FOLLOWING INSPECTIONS SHALL BE - .;: - �� SNDS e L o 71� 7 PROVIDED AS A MIIAlUM; ADDITIONAL INSPECTIONS AS REQUIRED BY WELDED REBAR: IB ' PANEL LEG PER ARCH- 1[,1.7Y2" 9 kHI11IDING DEPARTMENT SHALL ALSO BE PERFORMED. ION SITE VISfLS , WELDED REBAR TO BE GRADE 40 CONFORMING TO ASTM A615- 82(51) OR L EXP FS 07 t2r 94.1 rs _ - (S ELNATICNS SY777E12iGDgELLDONOT CONSTITUTE ANOFFICLAL INSPECTION. GRADE 60 CONFORMING TO ASTM A706. (PREtINAT ALL GRADE 60 REHAB ' FOR RTONFORCING) ( \/T� /, R. �•ILYP. `= - PRIOR TO WELDING,) USE FRESH ETD. LOW. HYDROGEN ELECTRODES TO • ° . a CLOSURE PO. I BEYOND P.C. PANEL 1 '- 1• - SOILS 12iGLNEER TO TAKE COMPACTION TESTS WTIHIN BUILDING AREA WELD GRADE 40 RF]NFORCING AND E90XX LOW HYDOGEN ELECTRODES 5 - PANEL -TO- FOOTING -� R ' d a CONNECTION PER 4 #`• IJ O 24o.c- :° 7 = T� -- AMID IN PARKING LOT IN ALL FILL AREAS. COMPACTION TO BE AS -TO WELD GRADE 60 REINFORCING; CONFORM TO PROCEDURES OF AWS /2 S6 BASE FOR REQ OIRID BY SOTS REPORT. 'D1.4A2,' REC(1MMENDID PRACTICES FOR WELDING REINFORCING STEEL- 111111M11111111 STiUTLE C SECTION A -1 CO NC. ' _ .REINFORCING TO BE WELDED SHALL NOT HAVE CARBON CONTENT IN ® ® CONSULTING (ONE EACH SIDE ] - - E NGIN EERS /� P.C. PANE OF COL, 4 TOTAL) : T i n , SLAB COL'S ® CORNER OF ^le FOUNDATION- - _ - -__ -_ -_ -_ .. _ -.__ _. _.___ ... . _ , EXCESS OF 35. ALL WELDS TO BE BY W.0 CERTMED WELDE ... -. Inc. 7 - SEE ELEV. FOR SIDEWALK �-T ELEV SHAFT n ST SOILS ENGINEER TO INSPECT FOUNDATION EXCAVATIONS PRIOR :RUCTURAL STEEL; - - a BAT. OF REINF. SIDEWALK PER ARCH. PER PLAN B -� ® _ TOPOU.IGFOOTINGS. _ TUBE COUTP.S SHALL CONFORM TO ASTM moo, GRADE B (Fy = 46.000 psi). ......... 4th A.. H.E., Suite 250 _ a L � heel n BB004 o g 1 a _ - [ PER ARCH- $iR UC[IIRAL SLID. Wl. __ _ . $R CONFORM TO ASTM A -36 O'y = 36.000 psi) () 075 _ 4078 (208) 450 - < L a _ I •OI -O, I - I D75PECTCONCREPE FOLLOWS. HY THE ARCHITECT SHALL ( APPLY PRIMER CU BE 3 16 CONTIIIIOUS FIL t SPEC MNI.TJhL AIL WELDS TO d �, 1 • •-�3 t Yz AND RIBARAS. - E I N ACCORDANCE WITH AWS D1,1.92 AND BY W.0 CERTIFIED. . a - _ I fi��� r \ I: a:�� �- = ,�O�S Nom_ .PROVIDE ..spECp RFJ3AR PLACEMET PRIOR TO POURING, TAKE 3 4 WEDERS, USE FRESH E70XXLOW HYDROGENELECTRODES. , • • -I I J �iJJ... a f'� \ J v CYLI NDERSFOREA. CONCRELEPOUR,BUTNOTLESSIHANONCE • c 1 SEE FTG SIZE & , SHED BAL i - 0 J -. .. Q PI 5 ELEVATOR MFG 3 z FOR EACH 150 CUBIC YARDS OF CONCRETE. NOR LE55 THAN ONCE BOLTS FOR STEEL TO SLID. CONNECTIONS SHALL CONFORM 70 ASTM : FOR z REQU IREME NTS OF REINFORCING x w° I C I a - _ a 1 - I I '- #4 HORIZ p CEMER OF PU - IN c § FOR EACH 5000 SQUARE FEET OF SURFACE AREA FOR SLABS OR 413251.L MACTUNE BOLTS TO BE A307; EXPANSION BOLTS INTO CONCRETE • r - O 12'o.c i-' '`` ALTS TEST ONE CYLIND. AT 7 DAYS. TEST REMAINING ISHAL..,TT'KWIC BOL7SI• (MANUFACNItID AND INSTALLED PARK PER PLACE /f / //� o w N a #4 CONT, > g a 1' - O 1 - CYLINDERS AT 28 DAYS SLUMP, AIR CONTENT AND CYLINDERS 11C130 RFPOR7 44627 DATED FEBRUARY :1992) OR APPROVED EQUAL RK W IS A \JL� Q / 1 c #4 VRT. PERDBC SECTION 2605(8), ANCHOR BOLTS INTCI CONCRETE SHALL BE A307, MIt4A1UM EMBEDMENT _ °L -' "�'t -' B PER G a.c :'. - - FOR ANCHOR IN CONCRETE SHALL BE PER 1.113C TABLE 26-E, UNLESS 7 - #6 2' 0 4 0.c �Ri2 'II� I'I' IsECnON A -1 w SI cJA NSeECnON s.. Also BE PROVIDED FOR ALL F IELD WELDIN BIDI(ATm01.3.4 E. . - 17501 SOUTH CENTER PARKWAY w ° (ALTERNAT HOOK - #4 1 Q �® 24 "o.c 6" CONC WALL = IBQI SIRENGTA 7JBC BOLIIIJG. AND EXPANSION BOLT INSTALLATION AS }' - °, DIRECTION) 1 c REQUI(IDBY SECTION306. STEEL S'I JOIS - :: TS AND JOIST GIRDERS: a N - III- - .sU .. -- • WITH i:'IIIE ::AMERICAN INSfII7TTE OF STEEL CONSIRIICIION ID, JOISTS ARE TO BE DES 55011 AND FABRICATED IN ACCORDANCE l SEE FOOTINy' SCHEDULE w z FOR SIZE & Y REINFORCING ( (PER PL # d a SH OP DR - - TURNER & ® ASSOCIATES 4 12"0. SH OP, D RAWINGS FOR THE FOL CW.G reams SHALL BE SUBMRIID TO SPECIICATIONS, 9TH EDITION AND STANDARD SPE FOR - 00 11111 OTTO & - FAHRI AWINGS SH Po DRAWIN WNSIS7ING OF O REPRODUCTIONS OR MANOFA 7D PROVIDE ALL HEDGING AND BLOCICDiG, BOTH • CAR HrfECTS - I �� i I ° 8 ° S ...0 U COPES OF ANY PORTIONS OF THE smucr 1RAL DRAWINGS WILL NOT BE PERMANENT AND - ERECTION. SHOP DRAWINGS AND DESIGN 16420 241h PLACE N.E. U I � ali II ,.§i- . _ 0S CI :ACCEPTED SHOP DRAWINGS NOR REVIEWED BY THE STRUCTURAL CALCULATIONS STAMPED BY A LICENS WASHNGTON SIRL!CTURAL SEATTLE, WASHINGTON 98155 p J - FNGI7EE ARE TO BE SI7BMITTID 70 ED THE ARCIQIECi PRIOR TO TfIE: FAX • •,'.�, - = I) REINFORCING SEE. • FABRICATION. DESIGN CRITERIA SHALL MEET OR EXCEED THE SECTION J -1 SECTION K -1 SECTION L -1 SECTION M -1 = a 5 ' concrete dements L` beams, walls, co s, etc 0UOwING (206) 365-7431 (206) 365-7504 o,, SCALE � " =7' -0" SCALE: 44 =1• -0" SCALE 3/4"=V-0" - SCALE " =1• -0" 2) STRUCTURAL STEEL ITEMS ROOF JOIST ,........._...DEFLECTION -LIVE LOAD..........._.........__L160 . ;3) STEEL JOIST &JOIST GIRDERS TOTAL LOAD ..........._....._1)340 FOUNDATION SECTIONS /GENERAL NOTES • CONTINUOUS KEY .. - .. -. - _ wow __ .. (REMOVE PRIOR TO - r STRUCNRAL DRAWING 3080 RABGES `THE ENGINEER OF RECORD WI.t. REVIEW SHOP DRAWINGS FOR DESIGN FLOORIOIST CIONLINE LOAD - 1]360 - -- -- -... - INNT ONLY. VERTFICATION OF DIMENSIONS AND (mama ES ARE THE -._ - - TOTAL LOAD..:...... _IR40 PARK PLACE- TUKWILA WA PLACING NEXT POUR) TE AB ANCHOR BOLT FUR FLOOR - - P -L PROPERTY UNE JOINT LOCATION PER ItESPONSIBRI Y OF THE CONTRACTOR AND ARE NOT GUARANI® BY JOINT LOCATION PER ARCH ARCHITECTURAL FLG _':FLANGE P.P. PA.. PENETRATION Yz "023' -0" SMOOTH FOUNDATION PLAN FOUNDATION PLAN BN ;BEAM F.O.C. FACE OF CONCRETE P.C. PRECAST 'ETHE ENGINEER OF RECORD, - DRAWINGS FOR COMPONENTS DESIGNED 5700 57 1111 1)005 - JOB: 94 - 64 DOWEL 0 24 "0,c BLDG .:BUILDING, :: F.O.F. FACE OF FINISH PCF - POUNDS PER CUBIC ;PRIMARILY BY THE MANUFACTURER SHALL BEAR THE STAMP OF A .T IS THE RESPONSIB.TY OF T. GENERAL CONTRACTOR AND ...LE: SHT-Sl CUT BOTH ENDS ' CONCRETE SLAB 807 'BOTTOM FOS - _ - FACE OF 5N0 ° FOOT LICENSED ..:WASHINGTON STATE- :STRUCITRtAI.. ENGINEER-AND BE JOIST MANUFACTURER TO VERIFY THE WEIGHT AND LOCATIONS OF CONCRETE SLAB #4x3 -0 DOWEL CA CAMBER F :FULL PEN Ps . PER SQUARE _ - IRIBAffrm TO THE STRUC[URALE FOR A CURSORYREVI 4PDA ' ALL MECHANICAL EQUIPMENT AND SP01510- R L I N ES LARGER WITHOUT FLARE & I PER PLAN _ _ PER PLAN ®2 ENGINEER•' JJS P.C. PANEL GREASE ONE ENO CC CENTER -TO- FS. , FAR SDE : IN CH - •_OOMPISANCE WITH THE ANENT OF7HE STRUCT[RAL DRAWINGS AND FOR s THAN 3 °NDIAMElER PRIOR 705118MI DRAWINGS CE NTER . E R - FOOT PSF - POUND PER 50UARE If1ADS INfPOSID ON TILE BASIC STRUCI7RRE THE CO CHECKED BY: &" �" CUM GLP CA ST - 0 110 E FIG = FOOTING = •FO E= 'RESPONSIeIE FOR CODE CONFORMANCE AND ALL NECESSARY EL ROOFD 55301. : AIL RFE DATE: 4 - 27 - 95 II JOINT - GROUT (TYP.) - CJ CO NSTRUCTION GA "GAGE RD. ROOF GRAIN - ROOF. DECKING SHADY BE 20 AND 22 GAGE, TYPE B ROOF DECK AS ! - JOIN G G RADE - ED . REINF. -- SCHEDULING CO NOT SR CODE CALLED OUT A N ALL NECESSARY OR #L1NLAC BY NERCO MANUFACTU 0,,,, RING COMPANY EQUIVALENT it ( ,EMQt REO'D REQUIRED � STRRIJCSCANOTED µ ° WL BEA RiN. RETURN ' AND T * 12x12- W2.9/W2.9 W.W.M. ;LFAR DE - - SCHED - SCHEDULE - - ''S10PDRASTREVWED ND STAMPED CONIRAC TOR TO HAVE THE FOLLOWING MINPIUM SECTION PROPERTIES: LIIT -1 � F RA -ICI = � _ ClR _ - OCRETE MASONRY GWB GYPSUM WALL SECT, cSECTION CPRlORER LS S7NH OARD COUNN PER PL SUBGRADE PER CONC CONCRETE I.D- INSIIETER .J. HRINKAOTROL SUPIIRSEDID THE SIRUCIl1RAL S. T SHALL HE TILE ^' -22 G .75IN 87 IN .I '�'rb CONS- ,CONNECTION I.F. INSIDE DE F JOINT AN) SOILS REPORT ?RESPONSIBILITY OF THE GENERAL CONTRACTOR DRAWING ID MAKE CERTAIN THAT C4JSLRIICTIOM SET I'IB -95 t CONST ':CONSiRUCnON IN- INCH AM S S ON GE GRACNDE _AIL CONSTRU CTION 15 N FULL AGREEMENT WITH THE LATEST THE D' ECK A AND ACCESSORIES SHALL .1 BE FORMED FROM SHEETS CONSTRUCTION (C. J.) CLOSURE STRIP JOINT (C. S.) CONTR (ONTRACiOR Ji OINT SPEC. SPEC (ICAnON .S1R11CNRALDRAWNGS CONFORMING 10 ASTM A611, GRADE C OR ASTM A446, GRADE A • = n CS CLOSURE STRIP K KIP (1,000 Ibs) SQ, SQUARE SPECIFICATIONS. _THE DEIX.SHALL,BE PLACED _ON THE SUPPORTING • (PER PLAN) - c� -JOINT LOCAN PLAN TION PER ^" JOINT - KSF KIPS PER SQUARE ST - STANDARD .SPECIAL CONDITIONS: FRAMEWORK WITH MINIMUM END LAP OF 2• CENTERED OVER THE FOUNDATIO O DETAIL S P STI FF- STIFFENER DURINUCHLil3. VID ADEQUATE 0 ALL Sl1PS OT B "" "" ° IRA. DIAMETER LF- MEAL FOOT ML MEEL 7 ,II�I� DI - DIAGONAL LLB- ME L SiRUCi- STRUCTURAL SHOOIN G, BRACIN AND ON GUYIN CON GIN ACCORDAN $T CEWTI PRO H SOU NDPRACTICE I D LA THEROO F SHALL DIAPHRAGM ATT G 7 SCFgDUIE. THE POR75 DEIX A III e . 111995 �; 1Y z'.5" .'AND ALL NATIONAL., STATE, AND LOCAL CODES, 'CONTRACTOR TO SHAL,PROVIDE THE MINIMUM DIAPHRAGM SffiARCAPACITIES SHOWN ON SAWN JOINT CONCRETE SLAB D 0. DITTO -.: HORIZONTAL SIN SYMMETRICAL COORDINATE ALL 1.DES AND VERIFY DIMENSIONS IN F.D. OBTAIN THE DRAWINGS. ,... .. : pENMI t,trv�en ': APPROVAL PRIOR TO AIL FfEI.D CHANGES- SEE STEEL FLOOR DECKING: PER PLAN D DOWN G ' MFR. MA XIMUM U ER VERTICAL T.O W TOP OF WALL NC •ITEC'NRAL DRAWINGS FOR AIL Fl-OOR AND WALL OPENING R DECKING SIW.L. BE 22 GA •B FORMLOK" COMPOSITE STEEL DECK III I - 4-!5_/./-- 1 - 0' • .E--I DWG _DOWEL METH. MAXIMUM TS W STRUCTURAL TUBE 4 u 3 DIMENSIONS AND LOCATIONS, FLOOR AND WALL FINISHES, ETC. pS�MANUEACtURID BY NERCO MAMIFACIURING COMPANY WITH SHEET - 'MINIMUM SECTION PROPERTIES OF 14.175IN S -187IN AND Sn =.198 N'. EA. EXISTING MIN- MINIMUM U.B. TYPICAL - THE DEIX AND ACCESSORIES SHALL C°NFDRM 70 ASIM A446 GRADE 1; EL' EACH MIST. NUMBER CODE MISCELLANEOUS U.B.C. UNIFORM BUILDING ZINC COALED PER ASTM A525, 060. •DIE DEIX 51153 -HE PLACED ON TfiE 4 - #5 , w EL ELEVATION N0. NUMBER _ • (NP.) CUNT. V -6.. 1.5 Y. SUBGRADE II III, CENTER IN 95LAB9 W.W.M. EF P. - - EACH FACE _ -0 .C. N CTEHTSER U.N.D. W HERWI SE D : ` j� e�� � 011 OV 50 RIO( PPORTS. THE DELIC SHALL BE AITACFIND TD I w/ AIL SUPPORTS WTIH 4 PUDDLE WELDS PER 36• WIDE SHEET. USE NO EW. -EACH WAY .0. .OUTSIDE DIAMET WI WIDE FLANGE P �g� CONCRETE CONTAINING ADMIXTURES, cllWRIDE OR CHLORIDE SALTS ON NOTE: CONTROL JOINT (5.5.) GE I - IXPANSION .F. .OUTSIDE O FACE w/a WIHOUT 1 7H15 DECKING. MAY BE USED IN PLACE OF EXL '- EXTERIOR - OPNG OPENING - WT - 'STRUCTURAL LEE S NM 1 CONSTRUCTION JOINT (C.J.). f D. FOOTING GRAIN - DPP. _O FM 'FOUNDATION :P -POST W.W.F. WELDED WIRE FABRIC '• TYP. STEP FOOTING DETAIL CONTROL JOINT (S. J.) FlN. FINISH R PLATE NG C4 � )54Cn ° e" OF 157) ® q ® O O © ® O 0 33 ¢ NOTES: Y 1 2rT -5 I I t I 1 217•_6- g 30• -2" I 38' -r i 36•-0' 1 36• -5 1 36' -5 I 40' -1" 30' -2" I 38' -3" { 30' -0" 36' -5 I 36' -6" { 40' -i" I I ` 6•-7. 4 0 5• -0 I6• -r, 5 0 6• -4 6 ® 6 6 @ 6' -1 6 ® 6' -t = 36' -6° 5 ® 6' 6' -9" TYPICAL NOTE: ( = 24'-o I =31' -5 { = 30•_0 { JOIST PROVIDE TROWELED CONTROL JT. 94 I 2 �` I I SPACING AT ALL CORNERS OF CLOSURE p(� POUR AND AS A CONTINUATION ��.u W ' I ci -1 -0') / OF ALL SLAB JOINTS. 1 I ( � • wlti fez KE �� 4c O ( -5• -0 " ,_ at(-5.-0- `i -5-0') (-3"' 1 )(-2' -G) AA izm I a I U • oL•( -2 1_ 6 I �/ ) O / I I I H -6 H -6 F26 -0 "> Il I / C.. j L -1 I I I i L �' 4] [21 [2 {� I; ,A -1 j C O ECTION P_R I . SE ON 3 -6 1 I I I I j _, A-6 1_, w 5 •_Or co, 1 t 1 I I 1 i -j' a / \ n I L -1 - I CLOSURE 0• -9" ' j I I , 3° / .STRIP(7YP.} I +6 + + +"� I I 1 + + ` I 1 + +�. I 1 + + J., i , _ cr •=7 A -6` ,(- 5._0 -} _ •C 1 '<;4' ' y qy_' 'ly Fa.S � I 23 ] \ D 6 to _ v t 7 F 1 C 1 r 1 ���/, � _ _ -_ -_ -_ _- -_- � _ -_ -_ -_ ,�lD -7 1 _ RG-1A � RG -2A RC -2A RS2A RG -3A J -6 n �� F4.0 �' F'S F5.0 1 � L IJ F5.0 y + ] J 1 0 ` ' •-'r , - 3] I L23• -1 "] I l23' -1 "] q Ei�23' -7 "] `{23' -t "] [23' 1 "}' 4 T _1'�6 CJ. ( 1 i I I ,6 4:" 156+ © <26' -5 - --- I �i (_g•-0- :SA I I I _ I I x I BRIDGING MANUFACTURER I " {I I ! r _ _ _ _ AS REQUIRED BY '� - ETAINING WALL SEE ARCH. OMRS I 1 I I 21 SPECIFICATIONS FOR EXTENT '� IYPE 'B" R DECK 1• -6" TYPICAL ALL BAYS +�% I I + +�` 1 { ' +ai 1 CON. A -6 (SEE DECK ATTACHMENT ( I ( ) fr 6 1 I 1 I 4,1'3-' i I SCHED. FOR GAG (-5' -6 ,+ 1 } i •\+ NI."' I FRG. E 1 - - - - 1 '�' '1 / `'- i 'F' 23• -tOr [23.-10'1\1 11 LL 11 0" 23' -70" 23' -10" [23'- 70 "' + i \'y �\ 'r' I -- -_ -_ -_ - )� _- _- , I /_ _ _- F4.Si, - __- _ -_ -_ Y� ' ] 23' -7 \ j ] ] I� ] � ( I - r r, I r , Lr, /v, n r 1 \ RG-1A RG -2A RG -2A RG -2A RG -3A SLED . JF /.5 i •-F5.0 JF5 J F5.0 { I-' �J J -6 E -61 E�6 1 I 5'h' CONCRETE STAB REINFORCED 2, ( - 4•-0• �. - I •/ 12x72- W29/W2.9 N.WL- ON ! y6 , F - n i 2 ' ap y Ate, I i ~ + ' h I I R JOIST MANUFACTURER ROOF / , CLOSURE - -- I SHALL DESIGN ALL ROOF I m - 1 I f SJ. 1 GRAVEL ACCORDANCE ! STRIP - fe •--� q ^ A 6 i ; 501 11 PO NT LOAD ROM r , + _ � I + I MlTife 7�E GEOTECFINICAL REPORT- y a. -. b e � m ' 1 ' I' Y ��� I I 1 MERCHANDISING DISPLAYS, /�26' -6 - !/ 4:7/ , 1: 1, I 1' { 1 +/ Y - AT ANY JOIST PANEL POIM - [2a' -5 "]. / ( -4 -Or. �` I `y '�'- , 1 #' ; { ,,, 1 i " lye O • 8 • r a N (UPPER OR LOWER ONE \ \._a 2a• -r 2a' -T 2a -r za• -r - i + I / F4.5 ] u • -5] p -6 ] ] POINT LOAD PER JOIST). ] [ • F7- I • ICJ- 1 1 r1 • I L1-1 F7. T RG -1A RG -2A RG -2A RG -2A' RG -3A 0- __ - - =- C E '-1 ; I' - E - - R)--1 - - - IT o- -- - - --#- ` , �` '� w FlG. F4.5 i F5.0 F5.0 F5.0 i y R.0 + 6+ 1 A_t /\ o V4 E - 6 24' -T] I W o I 1 I 6 o \ .,,i_ o ` E -6 I • ( -3'-0" IA -N., � -a iI i �l -i: r.°i vi I / �- M -6 .a jjjj ,,JII f I V f 41 YII V7' V7l 41 V71 41 VI� YI U N - Z II F M -6 L - ( I! �sJ. I I I i 1 8 a r a } K 1 I ✓-� � � I U K_7 _� 0 r vl r F7.o - -c11.1 .��, i 'r'�,'"- ._,� ---�` 1 I F7. " x 9 / `'� �• °:':.>"- r --.,- s °s.�.�'.'-. ` y .. � ." - n - � fe � . ,' -� b o w T-R I I o [� 1 • ' � q 1 / "' n j z Low wtazz Low n • 1 _ j n I I (T (YP) 1 � \ L 1 j it 0 S' -4 ] � fw p) (G_V) . . j (25 7" _p ` 1 y 1 i � . 1t [_ S 1 Z t o- - 'J 1._D° '' " / /ff�_ (�) r ' \ \ fe b A -1 `x(-1 -0') C -1 F4.5 F45 y + ;' A -1 b o " .. 25 , - _ 1 . La 1 _ 3• - O - r - \ - : T y ±, fl I If _.3x3 'CON,. ob E -7 w1a.¢z a,; o -� i" I m 1 (- .i'�r 11 Q / - i _ i I v B -, d 3,,3x LEDGER r I T n / � I F7.0 F4 /F3/J43 S ° ( n �� _, . AI oo � A7, G' _ � ,n F. s \ F7.o .0 _ ' ' .ea . ) ( (c"=1/4-) Gam# (G. #' c 6 + y + y F4.0 a 6 +6i D <26• -6 <26'_g° .. 26 -6"> n • /� 6 6, 'F:` 3•-0', 29' -6 26• -6 11' -Y 38' -0 11' -2' 26 5 29' -6" 6 29' -5 26• -5 1 • -2" 38' -C7 I 11' -Y -26' -5 29 -6" i `'. `. 3.-if ` �� 6 I _ 2• -5 2 g ._6 _ _ X 2 ._ 5 ,. I � 3 . -0 .. ' 2 - . 2 - 5°.r 3. - 0" _/- 3 '-0.'i 2 _5- 2 3, -0, '` 3 Cr---'. 0"'� �2. t ' S" �_ 1 - 187' -4" I _ -0" © 6 BUILDING 'A' ® 0 <E BUILDING 'A' ® PERR sE ( P Rj0.�"' FOUNDATION PLAN AeeeovAL * ..,,,, ,I . 41 0, "D ROOF FRAMING PLAN pER� N � � SCALE 1/16 = 1._O. vc4atREO SCALE: ,1/16" = 1' -0' z . F °\ - - NOTES. 1) (0 A OM N OF S OECKNNG I J ILI Z E REFERENCEIOATUMOP OF STEEL JOIST . $ R Q .5, 1) TOP OF FINISHED Fl OOR SLAB IS - - Z 1 '.S -: REFERENCE DATUM 10' -0"1 . 2) ELEVATIONS SHOWN THUS: <_' - - "> INDICATE TOP OF PARAPET ELEVATIONS ABOVE REFERENCE DANM. ElcviaE ter z) ELEVanoNS sHOwN THUS: (_ _) wD!cATE TOP OF FOOTING I 96 1 - - - -- - ELEVATIONS BELOW REFERENCE - DANM. 3) TYPE 'B' ROOF DECK SHALL BE ATTACHED TO ALL SUPPORTS PER ROOF DECK WELDING SCHEDULE (THIS SHEET). 3) BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE 1• -5 MINIMUM BELOW LOWEST ADJACENT GRADE 4) SEE SHEET S -2 FOR JOIST GIRDER SCHEDULE. 1 ® -- sxuTLER 4) SEE SHEET S -3 FOR FOOTING SCHEDULE - - • ® ® CONSULTING t2.x� 78 GA ��� ENGINEERS Inc. STEEL JOIST i 1300 -114th Avenue S.E., Suite 250 ® 24 o.c. Washington Bellevue, Wesaeton 98004 _ _ _ (208) 450 -4075 FAX: (208) 450 -4078 ,L - Ir - I 1 'III I i 1 I , , 7 FASTENERS PER SHEET ' 1 II PER SUPPORT (ONE Ii I 1 FASTENER EACH FLUTE.) A -7 - 11- _ _ - - -X -7 • 1D� A [ ��1/J ID�1I LAC 36/7 PATTERN • f 1 I• 1 _ IJ- �ll llW If- IS�V' I 4 F ASTENERS PER SHEET A -7 - 36/4 PATTERN I I I PER SUPPORT. _ 17501 SOUTH CENTER PARKWAY T %E0ARIA BUILDING 'A' HIGH 3' -0' COVERAGE I 1j(� R71✓ ROOF GIRDER I +JA� ROOF FRAMING PLAN TURNER AND ASSOCIATES DESIGN CRITERIA DECK TO SUPPORT STRUCTURE SCALE 1 /16 = 1.-0° 18420 24th PLACE N.E. ARCHITECTS I FASTENER PATTERNS ®' SEATTLE, WASHINGTON 98156 MARK DEPTH I NOMENCLATURE LIVE LOAD III ROOF DECK WELDING SCHEDULE ;, RG 35 36VG6N92" I 5 - 6" TELE: (206) 365 -7431 FAX: (206) 365-7504 I # OF 45 "0 PUDDLE WELDS 0 6 Q 11 15 BLDG 'A' FOUNDATION 8c ROOF FRAMING PLANS ALLOWABLE PER 35 WIDE RG -2A I 36' 36VG6N8.8" 5.4" MARK DECK FASTENING NG SHEAR y GAGE SHEET AT E BUILDING 'B' BUILDING 'G' BUI 'D' ROOF DECK WELDING SCHEDULE & DIAGRAMS SUPPORT 20' 16 16 20' 8' 20' 16' 1, 20' 8 PARK PLACE - TUKWILA, WA RG-3A I 36 36VG6N9.7" 5.9 O 22 a X10 TEKS D 78"o.c. 245(7/' O "0 PUDDI F 28VG4Ni3.6" I 8.3 22 _ I JOB: 94 - RG -18 3 © FILE: - SHT - 5 36VG6N11.0" 6.7 / � II 22 4 - \ - -- - • ' / �� X10 TEKS ® 17'o.c. 316$/' Q 0 _ \ ] \ \ II N" \ IW\\. \\ II � ©_ � \ \ " " - _ 0 I \ III AVl \ \ \\ \ \ \ \ _/�/ T / 7/ 1 � \ \\\\< \ , CHECKED BY: RG -IC 35 36VG6N77.1 6.7 1e a ENGINEER: J.J.S. \0\ 22 7 g10 iEKS 012 "o.e. 397$/' t4 1s' 19' ] , - N \ • DATE: 4 RG -2C 26 28VG4N10.7" 6.5" - - cv Ma� /// © /// D / / - -- ��� � I� SCALE: NOTED "' Q 7 $10 TEKS 09 "o.c. 412 # /• - • O I \ \\ m7� X , I DIAPHRAGM - .1' DIAPHRAGM C. 1 DIAPHRAGM P.G -3C 35 36VG5N74.1" g.6" , II � -- ,� �j _REVISIONS � + ©� 20 7 ]E70 TIXS ® t2o.c. 479 # /' D � - /\ i I�9 - �� BOUNDARY 00 BOUNDARY _ N � BOUNDARY - / " • ® O ` /\ �� / / - _ I /I \ENT, REV751o1J ,.. .. • 5-15 • RG -4C 28 " O � � BOUNDARY -:. 10 ks, - ti Di • O 0 �, ,j Q I i� 01 T.� 0 0 r KNEW CPEMIFIC, BUILDI C C7 1:18.45 • RG -10 I 3 ♦1 ., \ N «}.ISTRUCTIOhI SET - - 1- 18 94 5 36VG7Ni 7.9" 7.2" ROOF DECK WFI DING SCHFDUI F NOTE OS. op r• f i ` as / I /�� / i i Ol 35 ". 5 36VG7Nt0.6 6A 2) SIDE LAP FASTENERS SHALL BE #10 TEK SCREWS (SPACING PER SCHEDULE). DIAPHR 28VG4N71 -9" 7.2" 3) SEE GENERAL NOTES ON SHEET S -1 FOR MINIMUM DECK PROPERTIES BOU o �� m �I ,' ��� �� ��� \ Al � /// ? / /// Y� � �� rrnM(T OC.rcn 4) W DECK IS PERPEDICULAR TO BOUNDARY & DRAG SRUTS,- PROVIDE iv � I \ \ \ \\ \ \ \\ ` \ \\\ \� \ \ \ \� El O i5 0 HERE PUDDLE WELD AT N EACH FLUTE AT DIAPHRAGM BOUNDTARY & DRAG - I V�. � 1 5 i_� \ \�\ NOTES: STRUTS. WHERE DECK IS PARALLEL TO DIAPHRAGM BOUNDARY & DRAG © - 0 STRUTS, PROVIDE \ �- _ SHEET t) LME LOAD DEFLFLECTCION N SHALL BE L1MffED TO SPAN /360/2. 0. 3/4 PUDDLE WELDS 0 1To c. EXCEPT AS FOLLOWS: �_ _ __ '- TOTAL LOAD DEETIO SHALL BE LIMITED TO SPAN 4 GRID 34 \ � Q = _ -j___ = Q G O WE D SPACING 8' 16' I 2) 4' CI(Y POFZUK1lILA MECHCAIPMENT LOA0 ROOF TOIT LOD & 6 - 9 °o c __ SPRIN L MAIN EQU LOADS ARE N , ADDITION P TO UN LOADS A SHO WN. 0 APROV Q 9 G 1995 3) DEPTH OF JOTS GIRDER BEARING TO BE 5. O - Tux. - - 4) TOTAL LOADS SHOWN INCLUDE A 50 PLF ALLOWANCE FOR 7 7 - 9 -8 6 . MS 1 S I= 2 THE GIRDER WEIGHT. ADJUST THE TOTAL IF REQUIRED. SEPARATE BUILDING 'A' -� BUILDINGS 'B'. 'C' & 'D ., 5) ALL HIGH ROOF DECKING SHALL BE ATTACHED PER MARK ®. PERMI AND ROOF DIAPHRAGM WELDING DIAGRAM APPROVAL WELDING DIAGRAM N ROOF DIAPHRAGM �\ - V L nYN�DI� I '"' 0 a607t1IRFD SCALE: 1 " =50' SCALE: 1 " =50' HU L G OF a 15 jI NOTES: C) O ® Cr Cr Cr C, Q 607' -6" C r ) e 10 o 11 QC) FOOTING SCHEDULE 1 1 19o• -0' I 1 I I 272 •_ I I I , MARK SIZE REINFORCEMENT BELIE: 38 { 35' - a* I 38' - I 38' - 0" 38 . - Er I i 200 I I I z1 ■ C O • T TROWELS) , ' C OF WALL 3 8• 48' I I 38' -3' 1 -3' I 38' -3" I -101" 48' -10 '1" I N 4 0' 7' F3.0 3'- 0'x3' - 0'x0• -10" 3 -85 EW., BOTTOM 'ERS OFT 80TiOM BOTTOM ' COL's & AS RE POUR 24 I ( -2 I (I '_o_ W I W PAD FTG•s 72,_4, 1 I 1 ' i W. , �G 187' -9' 1 I 72' -0' WALL. OF ALL S LAB JOINT' 1 ur ' 4 = a' C7 _ ' �n ' RETAP WALL I I 1 I PAD & F3.5 3'- 6'x3' - 6'x0' -10' 3 -85 EW - 2•-0') `0 2 0, - 6. . oN- -1 ) (-3 ' - 246 SEE ARCH -G5 24' -5 %" 24 'A" 24' -5 1/2" 24' -5'A" I pg.. ` ! o� 'l�? a " cs a I ^ n�v`;Z' I A- I ! ` lam. FOR E7CTE I 1 I i F4.0 4'- 0"x4'- O"x0• -,0" 3 - EW., BOTTOM ' - -- - - " - -- - -- -- t O I 1 RETAINING WALL y ! FACE OF p _ _ s -- . � -- _ I I W -5' -� I' I SEE ARCH OWGS -. .\+ 15 b ( -2'-C y C.S. 4- y + I .4 - V 5'-o H I I , FOR EXTENT H -1 0. ,,, . _ F4.5 4'- 6"x4'- 6"x0' -1 P 4-85 EW., BOTTOM I' , 1 , 'f '' 1 (_5'�• -- b �' T 1 J ' 'FOR L I � I [$7L I I r s _ ® F5.0 5'- 0'x5'- 0"x7' -0" 5 -85 EW., BOTTOM L - i I v ;Al I tiI vi RI vi ti vi tit I i' I Eli ' "' I F I a L&' I b g � I (_5 _0' G_, C ' + \° _ • :ill F5.0 q R S.J. I I I N ° I I M -' - 5 - 0*) �� U vi , c 'v U o kkg I "' I A -7 � I I _ I �y + F5.5 5 6 -85 EW., Borrou ° 8 -3 - li f I n E I J� �I�f�l� G S J L - r- - G '1' 1 *112" -C , I I a 1 Cs. - I � 5+ I - W F6.0 6'- 0'x6' - 0'x7'_7 5-86 EW., BOTTOM x), . ♦L �GRME I 1y. I �1y, i� I 1PANEL . ' I V.(11 ; _ 11MI1 JF4.5 y ♦O 1 BEAN +i j + PanEL I g 3' 6-86 ER, BOTTOM '' ♦ :�♦� S.L rK �F_ir _ r fO 3 ' ' `1` •V i i y° + ` \° �+ B - -^ � _ -_- _ -_- -_ - CLOSURE \+ \+ v 0,' 9� +, +e • i I I g STRIP(IY I 1 1 ci .,i I '� ♦°`� F5.5 F5.5 • F5.5 i 'E' 'E' A + H I F7.0 7'- 0"x7'- 0'x7" -4" 7 -86 ER_ BOTTOM - J ` J� I / I ; - - - - - - - -- 1 - -- - - I I - -I- ~ - - I I ( -(-2 II ?i0 -c�. STORM N DRAIN. F7.5 7'- z7'- Kxt' - I •� � 1 1 I_ , 0 J F8.0 L 'F8.0 L J L J a ,y ♦�♦ , y_O' 4 F5.0 I F5 L J 7 7 -86 EW., MEP C 3'- 3' -3 + 0 + i FB F70.0 I F8.0 F8.0 TM: ` ,. I I •c y F8.0 8'- 0'x8' - 0"x1' -7 8 - EW., BOTTOM v C-1• -4T' { _ ♦ . - I ♦ ♦ � I 1 ' I 1 P.C. I I ' ♦ ♦ ♦ ♦ ♦.► ♦ �.♦ a i S.J. F8.5 8'- 6'x8• - 6"x1 " -8" 9 -86 EW., BOTTOM TEL -♦ ♦o ♦ I o I • 1j I � ♦ � r ! ♦ r i�i ♦ �' ♦� O ♦i ',L.'. ♦d_• J 1y1 �♦� ♦� ♦�♦ ♦.1 ♦ � ♦ ♦ ♦ ♦ ♦ ♦ ♦� �� Ate ♦♦ ♦ ♦J ♦,O1A►♦ ♦ � ♦�♦ ♦ ��♦ ♦ ♦a. ' A♦ �. _ nc .J. _ _ F9. 9 - 0" 9 x1' -9" 10-f6 - C -- - . :; I 1 1 m r T - T + t5 0+ C - 6' -10" 8 - i FSS I LT 1 + a I ,. ^ +. _ .p' C 3 -.. 1y'1+ < , 1y '1+ • � 0 5 F8.5 ti f 1 I 3.-0- 1 c ; 1 + I 45"0 , °j 1+ ' •• -- - - - - - r - - - -- `= r -- '0 - 1 _ - _ i- F-1 �' , ,\ I CI - CLOSURE D RILLED t L J L_7J I L I- - ---- -♦ - ta ° ,\ " _ - - _ - _ - F10.0 10- 0"x10' - 0"x7' -11" 9 -87 EW., BOTTOM �) 1 1 I PIER (7YP) I F5.5 I F5.5 I F7. � h° J L , 1 +1+ • b I I I I I I I �E -71 I F4.0 '156 *6 -- F70.5 �y I F70.5 10'- 6'x70' 6'x2' -tl" 10 -87 EW., BOTTOM .1 v t S.J. I I I ' I f I I " I CLO LJ - - - - � CLOSURE 1 I I 70-87 LW., BOTTOM N I 1 I S.J. 1 b 3 I I I STRIP(TYP.) / y , , STRIP(TYP.)I b 8 LW, TOP . 1'rfi y° y° `7• I < 1 1 .5 I I , x-x ' " S.WI + ( 5 h P.0 J y TOP TOM 7 y +' - . . ' S.J. r 1 - - F - 1�r r r r .Y• + "I '`ti PANEL .J. -17 onou a - - - -- - - -- - - - - -- T�� - - - - -- L J -- - - -- L _ -_ -__ lad I + ti SS S �,y � ti I _ e -i1 , 8.-8TOP I •f/ - II S EP 85 . .W _ ' a �. TOP & BOTTOM LY F55 F5 , I , I I 0 I ° + rJ �� l i ° I N92E: - A_, J_, FA 1 ELEVATOR 4S J -11 FA. ' ' J 9 F9.5 ,, + 1 -I SOME FOOTINGS IN SCHEDULE MAY NOT BE USED. ° I S.J. i I I I I (-1' -0" PU I ( -1 -0 a I , I 1 I 3 -� 3 -3" ARCH. ,6" 3' -3 3' -3" :E;To:LA: • (TRANSVESE) F. IS CLEA Y • (LONITUINAL) TTOM REINF. IS 3 CR. u - _ _ _ _ _ - .. __ - - - - - - - _ - _ - - _ u 1 + - - L(J LJ L - - L \+ - �- !+ F7.0 i I '- , F55 , F5-5 I F5.5 , F5.5 F55 r I S i - r n � 4E LI_1 A L - J K -- - ,y,'.�'7� (EACY) TRANSVERSE REIN, C A A • e 'I L' i sPo I S.J. 1 REINFORCLACEMENT n o�. / o�a + 6 + \° 6+ WITH T HE OTECHNICAL REPORT. mz CS. F 5 6 +� ,E.r z I,.`>0 - - nc�m I � 6 + I 6{'.. -.. I . I I I.I __J , __ J- - °-' � - [ - - - - - - S. 1 s 1+ + a _ _ • " -1-0 A - t z - CS ° 7 C"' ° &C + �+ 1+ c.s. r�� , i i ( -1-Cr C -1 _ D -1 _ F60 F4.0 F7.0 �, i N F5 : � 0 ( -t - - " - ■i`I, O', /1. , }� B arge , ' I S.J. r _ - - _ _ �_ - 11 1 ® ® ® SHU77.ER ° {' F7.0 1 F7.0 /I," l F7.0 r � I o t - - � - - L J �1 - -- L J / _, _ b, �J o ® ®® K K -1 (' �� . . � � Op F55 F6.5 I �. .. � 11111111111111. ENINEERS Inn - " , 2 ALANCE PER 5 L"- �' ' ' < sECnoN A 1 m - 4-5 F3.5 - F3S q+ _I, F3.5 y° F3.5 •9. ;. ii 6111 4''''' e ~FOF b L 10 FULL LENGTH : I - - DIM. UNE LENGTH of �� ' TO FACE of 17501 SOUTH CENTER PARKWAY r GRADE BEAM 2i' -,1' 27' -71" _ 27' -70' i i' -Y 34' -0" 22' -0" 22'-0 6 ' -• 20' -0' 2' -5 11'-4 ¢ 11' -4 h 34' -0 11' -4'1" 11' -4 20' -2" 20 ,1 ARCH. COLS III C 3'_0•/ ' I 3•_0, ' 3•_0^% ' 2• -5-- 2•_5% \t3•_p° 3' -0 2' -5" • 2' S " : 3' -0 � 3' -0 ' I 3' -Cr 3' -0 2' -5 2' -S 2' -5 3' -0 3' 0 " 2' S 2' S " �3• -0" 3` 0" �If- - 74' -B' 72' -0 50' -0' , 6' - 26' - ,2' -3° I 43' -9$' 40' -0" 43• -9 h ,2• -3 94' -2" ti TURNER 8c ASSOCIATES LAP' BOTTOM 6• -81 193• -8" 16" -91 2T-0' 117• -4" I 120' -1' 1 11'-4 ,, ���j\) ARCHITECTS 2 -0- O \•-/ � BUILDINGS 'B' & ' C' - 16 18420 24th PLACE N.E. FOUNDATION PLAN SEATTLE, WASHINGTON 98155 • �/ ' TALE: FAX: SCALE 116" = 1' -0' (206) 365 -7431 (206) 365 -7504 SECTION -3 NOTES: 1) TOP OF FINISHED FOOR SLAB IS scAL =. °_' _p REFERENCE DATUM 10.-0.1 . BUILDING OOTING SCHEDULE, SECTIONS ' FL �L AN • . 3, -0" 2) E ELEV LEVAT AT I ION BELOW REFERONS S SHOWN THUS: ENCE DA TUM ( -_ - ") INDICATE TOP OF FOOTING PARK PLACE- TUKWILFI WA CONC. SL60 - PER PER PTR PLAN TS COL ARCH. ARCH. 3) BOTTOM OF ALL IXTERIOR FOOTINGS SHALL BE 1' -6' MINIMUM - ) l` PER PLAN IPER PLANT - BELOW LOWEST ADJACENT GRADE. JOB: 94 - ¢ 5' - SQ . STORM ¢ s• -0' s0_ I - FILE: SH7 - 53 F $ sECnG VSO r ENGINEER: JJS FOOTING DRAIN FOOTING - r- " -: -;, - - - - - _ i _ 13 -A4 SPACED EQUALLY l T.S. COLUMN CHECKED BY: Itge AROUND PERIMETER p E R PLAN DATE: 4 - - p.c. PANEL 1 n• -6" I n• -6" I �� III �� xt2x _ " ^' ' ' 8 3 TIES O 10 ° o.c. - - w //s- SCALE: NOTED 3 1 -87 BARS VERT. CONCRETE BASE 114.: tYAB. I I EXTEND FTG. REINF. I SE IO Fri � � � / FOR DIMENS ON 3 EQUALLY SPACE I I GRAD E MIN. BEAM. IMO I i 1� � ! r s° REVISIONS GRAD o ' _ I I '� ENTRY REVISIONS 6 -5 -95 J� FlN. FLO OR I+ c> 84 VERT. ® 10"o.c. - ®�_ .g Y ELEV 34.00' _ 3 C LR. TO AROUND PERIMETER i" LEVELING I I� NEW OPENING, BUILDING C2 7 -18 -95 2' -0' GRADE 3 '- i - . I 2" CLR. _ - CONSTRUCTION SET 7 -18 -95 BEAM ' A - I , f o _ _ 8 TIE GROUT - 1 � �_ L 0 vERT. i - 4 TOP OF FOOTING 7 'I ELEV = 32.00' , I V - + 84 7 ■1 ( TY ) Iy��� _ - I I /I II Ili \� � / \ / \ �< ® 10 "o.c. '� - ' crtvnFrTlt ,.. ELELEV EV 30. I \ / - ./ \, / \\ ■ I 2 - #3 TIES CO TOP I l i � r li / 1 �� ®® \/~ ,. SIDEWALK - I _J Ur CONSTRUCTION L ' ig90 = .00' I \\i w II?111i \ / 1l -',II ,,, 11 a O N Z '� - PER ARCH.. =MI f C m, ,ervi eH • i ,•_0" +2' MIN. 4 - 4 z Y SIDES I SEE FTG. SCHED. O('(V OF PAD FOOTING , \\ // � t� z�w 7 _ i1 FOR SIZE &REINF. IQV MR) \ \ 1 12 / PER PLAN a -p (�• III 11111 ° 41 � w � 11111 IE� ;_ 1 .I� I APPR alla \ \ ' �2 1r (TYP) a 4 L HEIG -- MIIIIIII n I E - I M I 6 I 0 1 7597 SHEET - O \ / PAD FOOTING MUST G W_ BASE PIATE _ / /3 TIE ` \ / BE OUTSIDE 45' UNE ... PER SECT. F -i - ' - e f3 © oc I� -C p1�lIS10° \ / FROM EDGE OF PIPE. I.E. ELEV = 2,.22 FIELD VERIFY EXIS - d I L I I11 11 111= e e,,ILU •' _ _ _ ELEVATIONS. % \ \�i \ % \ \i� \ \% \�j - • \ S ... 3 / 48"0 DRILLED PIER ONG DULE 6 -86 VERT. 4 FOR SEE SIZE FOTI & REINFO ING. LTL • 1 " -0"x1 • -8" • ELEVATION B -3 SECTION C -3 SECTION D -3 A DETAIL PILASTER SECTION E -3 A SCALE: " =1• -0" SCALE: 1/2"=1 SCALE: 1/2' =1• -0" A OF 1 5 O O O ® Q © O ® 607 Cr) 10 11 © 16 NOTES: 190• -0" I 1 I 1 1 212• -6° I I ' ,2o5' 38' -0 I 3 � OF , 8' -0' I 39' -G 38' -0" 38' - 24 1 , :-FACE 0" 1 WALL I ' 200' -6 I ' x 27 -0" = i , 38' -3 1 38' -3 38' -S 48 L 48 I 41' 0" _ I I 0. I I BRIDGING BY JOIST I 12 - 1 I 187 _g• 12 0 �- < GRID zN 1 A S EOU RED BY [20' -9" I OF WALL ,...---FACE OF "' & COLUMN I I I I FACE OF WALL i 0 .. ° Q c26' -<26.-6 I j .tom I SJI SPCIHCATONS ( WAL ° K ?6 C -6 (TYPICAL ALL BAYS) I O I i WALLS &COL. 0 ' � W 1 1 1 l' 20.-91 � 20•- 9 1 20•_9'] � - D'] 'C' 120 . -9 - 1 «, I .' I - - - -- ! /.\ i I H /\ - , «i O] b o- _ = O � 0 ' lJ m tOK I FI_ i I J. 2 a° �. I I . r I I / I .. I Oy K }6 I - _ - b v{27' 7 0 0 0 li W 70x1 C -6 K }6 , [ ;,, [ 27'_, W10x72 L -14 f� ■ I I I ¢ L m G_ 5 G4�)F -6 C -6 _ _ V IFP TYPE 'B' 0 -6 (2 ' 3' 27' -lY] 27-0• F -6 CA_0 3 I o-6 �2 +' - � �z +' - �] � , «, I � . ] .DPP. 0 ATFACH11E1G d 9M. /\ N /\ - /\ I 6' I zT -3 "] / \ /\ I - Ex Ex [ �. 1 11 �B_ ,I1• 2t' -Sl 1 20 4 `j ' == j '+' A 7, 4 t Itl r, FOR r„. )P ®� Ix - ^ a a — — — — — 1 2r -. ) N[21.-81 �2 +' -6 ] '[21 6 ] [z +' - B Y a ° t I� 721•_tO'] - 2 +'_ +O°l (21'_70- 1 K -+ E 6 27• - r] _' 21.-1011 _- I p i s� 3 27 _ 3 b m m m IL_6 ° - x °� [2T -7° 5 0 4S 6 1 z 2 m , D -14� 0 - 6 m n ° v ��p it 1 3 n I o a 0 -14 r m f m rc a , o a x m 22.-6 /,_,,,..] / 22' -6 W ,[z2' -6 1/21 [22'-6'h - % 3 3 0_6 3 � • `J. 261(7 261(7 / 261(7 / 261(7 261(7 _. .. /`2Y- 8.161 /[ -81/21 22' -8'•4• ii , . V ¢ � j L 22 9 1'h'] - 1 1 I 1 b b e O m _ m m / 0 / 261(7 / 261(7 / 301(11 / / 301(11 / l I � a i S C 2 K K e • T. m v 0 C -14 P i 23' -5 2 3' -5' 23' -5' _ _ 1• w r/ 23-5-i, f ] ,( ] E / f ] [23 -5' o-6 .. I p . N (��)} d/ d d 74 \/ \/ SIM6 W18x3.5 -714') W78x35(C,,w.) , W78x35 CA= 1/4 ° ) W18x35(CA -1 % ° ) HIGH / W18x35(CA =1 / °) [ - DRAG DRAG STRUT I F -74 DPI W78x35(CA -7th CO W U- _ _ - OPP H 1 , i W18x35(CA =1 ") LOW H -74 1 v u V F -74 �23 - 6 ® 23'- V� H� r // / _ m m m [23_r ^ E -14 (24' -r /\ E -14 / ---- -- - I 45 -6 1 i i i L-6 . I ' I • • [23' -r a r ° � D-6 rc m z 'm ROOF JOIST MATJUFACTURER 11 n n l _..� .- v SHALL DESIGN ALL ROOF ¢ 0 a 3 - _ . JOISTS FOR ADD1ITONAL 50 POINT FROM m a SUSPENDED CURTAIN WALL, x c v 24' -3 YZ'] �24' -3rh ° ] ,[24' -3 1/2"] ,(24' -3 h'] (24 MERCHANDISING dISPLAYS, ETC- ^ ^ - --[ E_5 d/ / AT ANY JOIST PANEL POINT 3 3 t o • �- P -6 a POINT R ORPERWER, ONE L -6 I • ' • Mix, I 70(7 J — _ — _ — �l aa,, 24' -5 �24' -11 "] (24'-5 t h ") 'atZ° ] ^p 24'- 51/2 24' -5 k [24' -5 h (if,'" . ,:,, ,_ 0 ., . • _ - / 301(11 / 301(71, \ /�_ -�. -------- \/ -7 �f�../"• \/ 4 \ice t f 3 m " tEXpiaES 09/12/ 94. 94. 25' -7] ,°` r25 -rl [z5 -. 25• -2 \ F _ _ © n I 25.-211 - ( + ,. / r .. s zs 21 o C zs •_r] 25 ��_� �. zs 4_ 3 wz7xa4 Lc� L 1 so, cu �� G ` p -_ �� 25 25.-41 0 25' -4 ° ] K -6 . -- 2s•-4' :_,. b K _ s K -6 \I/ 1 _4] ^:�•- '. -4 . ] � _ W. i i( x I, SIM. J� [25' -4 51M 25. -4•] r �� - - y : 4 : 2 - 2 , , ' V 14 [ 25 _ r f3 x3x% r�OM r "��' _ ' 10 . �'.Jre ,o <u-v) z T ` ] J . �' ` T _ _ 5 — 1 I Q 25 4" _ - W24x76 (G z) �N +4 W30x99 (CA_f) 1(SIM , ® ®® SHUTLE12 / - ' - u mu. 6• ]® 241(7 N 14 :. 4" (I I I 0 1 I ( � �'1f o azu ow M_6 /I� [25 -6 _ V yi ! I (c 0) - o [25'1--5. I �, • <26' -6" . M -6 ti.. 3 w SPA 2 '~ 241(7 N , 24K7 - 25' -6"] (25.16°],„, - 1111111111111=1 CONSULTING :o bI Q6' -G M -6 1 Q6'-6' (cu -o'1 <uwi' I � <26• 6 \ _ 241(7 n 0 I I � G - 7 H -7 F -7 H -7 c -7 26' > 5- � � � °' WIN= ENGINEERS Inc. '. r 1 7 n * a � O - r � � m Q I o 0 241(7 - ¢ 25• 241(7 241(7 n `' i t !' v � � ' - I - � x ` uro' - - w 13 ® PER 3lT Y[ -14 1 -- - h ') 0 6" IIz (208) 450 -v <26 G z2'''' . 4 • E.. - s (CA m V _ W24 'Z _ .. s�. - . i/ < SEE SHEET 5 5 W 7 W1 r- O A z` W -7 g FOR BU ILD ING D• I ' - � - 14 .. _ W74 ., ` W144.0 %_7 -T07 -/ (z5 10" % 7 - W14:, L• . W14x I4x22 ~ ) ROOF FRMG LAN I .. -:.I •... i . CAW) Z f (TYP) 0'P. 0 G=7) (0_( i I . ''S 77 " � P -7 �y�� - P -7 R -7 _ .�\ ° l 7 I PARK D •. !a._ j ._/ I ....r. � -DIM. LINE /� F"](yj (I /� ((� I.. �- '�....••, .'+..../ . . � , TO FACE OF P/n1I71)IN PISL=QV' E .. P.C. COL - ', DIM. CE OL_ 17501 SOUTH CENTER PARKWAY 21' -11 21' -11" 21' -10 11' -7 I 34• -0° 11' -2" 22' -0" 22' -0 - 6' -9 20• -(Y 2' -5 11' -4/ 11 Yz 1 1 34' -0 11' -41 11' -41/2" 11 " 20' -2 20• -2, TO CH FACE L- 3•- 3• -0"J 3' -Ol ' 2' - 2• - 5 / ' \ 3. -O"-' "-2• -5 -2' -5" 3• -0'- 3• -0 ' - J J -, '-r-3. - LAR. C 74' -B I 72' -0 50•_0^ 1�6 - 3 -Cr - � 26� 0° ' 72' -3' ( 2 -5 43 _9'fi" 2 -5" 3 -0" 40' -0 3 -0 " 2 -5° 43' -9'h" z -5 3 -0° 1 0 94' -2" - 6• -B°I 193• -5 1 I6• -9"I 27' -a 1 11-4 I 120• -1° 1 - 4" 1 , 23x_4" TURNER AND ASSOCIATES � 18420 24th PLACE N.E. ARCHITECTS 0 c:: 1 1 1 6 SEATTLE, WASHINGTON 98155 BUILDINGS 'B' & 'C' N .TELE: (206) 365 -7431 FAX: (206) 365 -7504 ROOF FRAMING PLAN SCALE: 1/16" = 1' -0" - - BUILDING 'B'-'C' ROOF FRAMING PLAN NOTES: 1) ELEVATIONS SHOWN THUS: (_' -_ INDICATE TOP OF STEEL JOIST (BOTTOM OF DECKING) ABOVE REFERENCE DATUM. ' PARK PLACE — TUKWILA, WA 2) ELEVATIONS SHOWN THUS: < -' - - °> INDICATE TOP OF PARAPET IONS ABOVE REFERENCE DATUM. JOB: 94 - - " - 3) TYPE 'B' ROOF DECK SHALL BE ATTACHED TO ALL SUPPORTS PER - FILE: SHT - 54 ROOF DECK SCHEDULE SEE SHEET 5 -2 FOR SCHEDULE ENGINEER: J.J.S. 4) SEE SHEET 5 -2 FOR JOIST GIRDER SCHEDULE CHECKED BY: ` -._ _ • _ DATE: 4 -27 -95 - SCALE: NOTED _ _ _ _ _ REVISI, „_ 7x16 GL 10 G4 7 x7 CA .10'x16 Gl I S -7 /t N � I`7FEN VI510N (. _5-95 8 GA- 8 GA 6 GA. - ` ]i+ 1 + Nf ' 6111 LPt Na 0_2_ - L8-a5 STEEL JOIST STEEL JOIST STEEL: JOIST Il Wx76 GA .. 71 5.EL ISY STEEL IIST $FEEL MY STEEL 15 1 6"x16 GA. . ® 24'o c. ® 4 o c. ® 29"o c STEE JOIST o 17 . ,-.0 JI1 .: 0 17 .. ® 17 .c. I STEEL JOIST � rRI 1 SET '7 -- (I 7N ; T c � ®24 _ _— T -v ¢ ¢ ¢T -7 RECEIV 6= � 3 E 1' I ' u iv ur u I I 1 L -_ �__ _� 1 d - ^�_- - -� (WCVJ1Ua I III_ , 1n G -7 H -7 r_: -7 H -7' G_7 C;1 p \ \ E� PERMR CEMER R -7 P -7 P -7 R -7 PQ Q )--' 6 X53 A BUILDING : : s 1 �� , ..-i_____.---- ` SHEET B HIGH - BUILDING C HIGH -,,,t, ['c'O ROOF FRAMING PLAN N ROOF FRAMING PLAN . SCALE: 1/16" = 1' -0" SCALE: 1/16" = 1' -0 S .. 4 ,0F 15 O 6O7 Q © 0 0 @ ® 0 © © Q 10 PO NOTES: 1 1 1 1 1 15 16 1 11 1 14 15 16 I �-1 I 235. -0 I I ! 205' -0" I I DIM. UNE I 277.-Cr I I I I I 277• -0° TO END p OF WALL ON GRID OM 41' -0" I 41' - I .i I <i• I 47' - 1 �,� 41'-if I 4i' -0 I 41' -0" 41' -O 41' -0" ° _3'_O' I I I NOTE: I - o a I PROVIDE TROWELED CONTROL JT. i c - 'g• EI+ ' , , , I I I p f2- I I z _ P ci ( 0 - 5 ' AT ALL CORNERS OF CLOSURE - / POUR AND AS ACONRNUATION fc r n `w oir .a, I ��.- I In'C I at / OF ALL SLAB JOINTS. ] " z .111 1� I . N p_t L_2 -U"] I ( a ( = -tic a �U ( -2'-O ). I .( -3'-O ) ID -1 I A -1 _ - I - ( 1 K +6 C_6 .._6"> vain (- 5 ' - 0"/ 9 ' L , CS. .°' • 140 i L-t - ® �zo• -11 k°] l20• -1 1 'k " ] -'7\120.-11 'h "] �20• -11 1 "] [20• -11 h" C f e --• _o .0 / ,�+ F4.0 ., F4.0 + F4.0 + / ---� I I 1 r -`�} I I .. I I / o n a m- / L -j - co 0 0 i ` i in + y. , + 1° I to 1 1� �1 + + '' I + ' �1� 0_ = I - /N�' 2i ' -6'h ° ] / ,{�21' - 6'h ] 21' -6'h"] /,(`21' -6'k "] ]f 1 A_5 r`L n II _ _ _[- C.J. r],'7 La .r___11.....? T ITT...-- H -1 V - cc _ - i { -_ -_ d L ____ L��FSe L - _ Fs Li'. F5.5 \mac v BRIDGING BY J01 1 I I 1 RETAINING WALL I I MANUFACTURER -6 I �' L-1 . SEE ARCH. DWGS 1 AS REQUIRED BY - 1 NI it - ail FOR EXTENT 1 (TYPICAL T ALL BA a . ui I di t, I: .) n N I EXISTING 48'0 I I m STOMA DRAIN I U U c� 1 c� . ,. . ` i •,` � `�.,•. ♦ Kk .,X.' 11 7r 28K7 28K7 -s'e° ] /x {22 1 ] $ - - � - �_ � PER NO E 2 BELOW, is I I I :I - I 2" SAM). ON VAPOR BRERON T F MG. r = °„ �°, erilb 1 m GRADE PREPARED IN ACCORDANCE OPNCE PER THE GEOTECHNICAL RE ( - 1•_O" v ci FREE - OWNING GRAVEL & SUB- c h II!III = . a WRH THE GEOTECHNICJIL REPORT. AT THIS LOCATDI 3'_0" j z z o I CLOSURE 1 D-6 IF[ g : I STRIP ( ) _ EEEATTACHMEN DECK _ 1 0 ED SCHEDULE FO GAGE- °- IfII.��y1 +1 tif ■ 1 + 11 + f 23' -4tFi ] 23' -4 h�] 23' -4h ] • 23' -4'h" F_ t l ,t /I - - CJ ] l'Es.o L I J F6' L I J F6.0 ; j F6.0 r W78x35FCA =14§ W18x35 CA=--182 E -6 I I I i I -- DRAG STRJT Ly_6 DRAG SIR w...6 " I ' X11• -6° ') V 6 V - 6 sm. M ' I I I� co,. [ o N o o I ' FTC. I 7 rc ¢ I 2 I I ! I I I j A - ,L r 5 -6 is ° r ,D D -6 I 1 +� I . ( 1+ . 1 1 r 1 1i` 1 1 1 1t-.' 24'- 3'!t "] 24' -3k "] 24 -3'k "] 1 � r I /,{ 24' -3'k "] �_- [ /f C.J. EI �F =7' 1 -_ Q ' ___ - _ _ - __d -_ _ _ _ _- ____ _ _.�._L Q F6.0 F 6.O I F6.0 F6.0 26 -6'> 41k J `�. E6 E CONT.r1 1 ® I I I I ( , n j K - , 1l�f�` , ' x - [ [24• -r' II tP.�� I o 0 o r i F7.0 f I 1 tOKt r N � ' 1 . B -7 it i N _ 6 L 1s .. y e 4 1 1 I `z I ® 13'r]R:.- tL�.tasVr.� c 5• --O" . 34' -10" • F3' 2 wE _c.: 1 •:F ' I •J`% �` ai'`. I ] 25' -4• = n a 6 I `_� 7 I �r o 1 4 1 6 _ ,� 6 6 .� 6 , ;o i L 6 T: _ I 25• - ' - ¢ ) 2 5 ' -4 " ] [ 25• -4" I .4 FS -O / w� , v g - ,, I ' •f3-' v CS. D -11 '�, Buz 1• - ] �m SI - _ 4 �_f iTA, �� : 4 r - L- � g IJ © _ f -- - • x �1.. 1 w2ax76 (c.,,,,.°) w 14' = F n. a= i 1- - m i �, © ® _ ®� SHUTLER A - i ! F7.o c - 1 = FZO Fs Q A - 25 -6"] ,F� 1 . - b- '' v [2s'- a • ❑ -`•' I 5 K -6 SIM. ® ■® CONSULTING 1• - 0" �° E0 1 r 33x3X COI. i X S 2 - II I 6 rl 4.3.3x'/. ®® ENGINEERS Inc. - L 1 1300 -114th Avenue S.E., Suite 250 w [ F70 K _ 1 1 D FSO F6S •� J F4.O K - V F7.0 F70 F7.0 _� ..... 26' -5> M -6 <26' -6 I .•) 'E ' x_rT ( ) 26' -6"> M -6 `c26•-6•> •,0 r Bellevue, Weehington 98004 1� � +/ II � ji I I 44/ 11i' _ 1 =1 G -7 H -7 F -7 o (208) 450 -4075 FAX: (208) 450 -4078 V SEE SHEET S -4 FOR c I 1+ y �J H -7 G -7 SEE SHEET 5 -3 FOR 6� ' •••IN, BUILDING IT & 'C' 1 BUILDING 'B' & 'C' 1 FOUNDATION PLAN - ROOF FRAMING PLAN pG1RK PLACE DIM. UNE TO P.C. COLUMN - - 17501 SOUTH CENTER PARKWAY 1 20• -2 21' -8" 11 34• -0° i1• -Y 21' -C 21' -5 21' -S' 20• -r 21• -6 1T -2" 34• -0" 11• -2" 21•_4 21' -5" 21• -5" '`3' -Q L3'-0" 2' -5' 2' SJ L3'-O 3' -0"J' 2' -sJ 73' -2" I 0" -O"J 3' -0"J 3• - 'L3' -0 ' `3' -0" 2' -51 2' -5' , -3 . -, 3' -0'J \-- 3 3' -0 3' -0"J - 3' -0"J 0IM. LINE -____921_,-.7,2" 72' -0" 73' -2° TO END( 9?�2° TO SLAB ,f`�� I oFWALL �__r -�__ TURNER AND ASSOCIATES BREAK 237' -' 6' -8 5- 23 " -4 6' -8" I- 72' -0" I 5- 18420 24th PLACE N.E. ARCHITECTS 1 6 A 1 6 SEATTLE, WASHINGTON 98155 �[��1 \) BUILDING 'D' BUILDING 'D' DATI 0 N PLAN i::> [] TEL(: (206) 365 -7431 FAX: (206) 365 -7504 FO U N ALE N 16° = 1� -0° ROOF FRAMING PLAN BU D' PLAN TION & NOTES: 1) SEE SHEET 5 -3 FOR FOUNDATION PLAN NOTES & SCALE: 1/16" = V ® FOOTING SCHEDULE. NOTES- 1) SEE SHEET S -4 FOR ROOF FRAMING PLAN NOTE. PARK PLACE - TUKWILA, WA 2) THE FLOOR SLAB FROM GRID 11 TO GRID 1 b & 01ST ('SPORTS AUTHORITY') SHALL REINFORC WITH 2) SEE SHEET GIRD-2 S FOR EDULE. ROOF DECK ATTA SCHEDULE JOB: 94 -64 - - - - 6x6- W2.0/W2.0 W.W.F. & FIBER REINFORCEMENT ®.. JER SCH OF HA. A 28 -DAY COMPRESSIVE STRENGTH FILE: O SHT - SS 1�I - ® N V ENGINEER: J.J.S. CHECKED 8Y: 1 6 DATE: 4 -27 -95 SCALE: NOTED CONTINUOUS KEY - t ._ 2 . - REVISIONS ' - (REMOVE PRIOR TO � /i� LUCk I REVIS InhI 6-595 PLACING NEXT POUR) i• to ®. 24••o.c. $151 cn • e' =t2 1. cn ;. ' _ R NEW Op I- PAJILDINf r.2 - 7 -1645 1/2 SMOOTH JOINT LOCATION PER I #4 '122 4 "o.c. • ze py ' CONSTRUr,TICR4 SET '7 -16 45 DOWEL IR 24 "o.c. FOUNDATION PLAN JONT OCATION PER •_F- _ _ _ _ _ 1 111 � I FOUNDA L TION PLAN PLATSL48 I===°- T � ! 1 r IL _ I Hr= �eiveu WITHOUT FLARE & 'kx %" DEEP q -� / - ' PER PLAN 1 P C PANEL ■ Y L _ L � J J CUT BOTH ENDS CONCRETE SLAB C\ � VIE s,... nc n GREASE ONE END I SAWN JOINT CONCRETE SLAB SEE ELEV FOR 2• , i PER PLAN - --4:10 - - ' - IL_ _ y - FppR� JUL 2 11yyJ REINFORCING _' 1� - - 'S ill DLO• 7 \ \ c -i H -7 �- H -7 c -7 � 10 \' �y 6x6- W2W20/0 W.WF ' PER ARCH. EAC®WA"6.c [A � u1 o les c o "`s' " SHEET 2.. SAND �� -, ' ' CENTER IN SLAB lv\ !I��l�` STOP AT C.J. � `6x6- W2.0/W2.0 W.W.F VAPOR BARRIER 2 SAND o .� CENTER IN SLAB I I� =11- P .C. PANEL NO = ALL MESH SIRS OR BE VAPOR BARRIER - SEE F ELEV. FOR BUILDING ' D' HIGH - GRAVEL BASE SUPPORTED BY CHAIRS REINORCING BAR SUPPORT TO MAINTAIN GRAVEL BASE VARIES I N RO FRAMING PLAN PLACEMENT AT MIDDEPTH OF ' ' �� VV THE SLAB SCALE: 1/16" = 1' -0" CONSTRUCTION JOINT (C.J.) FOR CONTROL JOINT (S.J.) FOR - -, _�o�_ _�._ Y� SPORTS AUTHORITY SPORTS AUTHORITY SECTION A - it OF 1 5 NOTES: 0 2x PATE y-_ _ t O ,6.0 A.B. O a6•o.c. STEEL DECK xs r r s 0 „[PER PLAN] 1 P.C. PANEL �E4 RN>LAN> SEE ELEVATION FOR , ' � Ay�6) .• [VAidES] co ° I = & REINFORCING 1121 x2 1 1 1 SIZE x21 x1/4 1111 1 RIGID INSULATION RIGID INSULATION g o _ BETWEEN JOISTS PER ARCH. U O . 11 ,- RIGID INSULATION COM. 3x32 % w/ PER NCH- i STEEL DECK �'0 1:30 BOLT O 24-47.c. (EMBED 3 RIGID IVSLRATOOCt O SER PLAN R� x4x0' -6° r 1" MIN.) VARIES INSINSULATION I PER K RIGID INSULATION P � P K I A325N BOLTS IN ID " _ PER ARCH. DETAIL b t STEEL DECK E+. [EC r - PER ARCH 2 -3n "0 A325N BOLTS STEEL DECK PER PEAK - a Ca. MOE "s STEEL DECK 1 ryp i�J��� LONG SLOTTED HOLES PER FLAN i PER PLAN JJa J'.' V t1 ex ,:;� i _ C -6 �� iaL - _ ■ - -- [PER PLAN) �wwwi J aw�ww�ae DETAIL --:10117'.'' / e?<xPANE1 WIDTH j ♦ \ - � PE�R Pt� BEIYIEE \ CWtf. w / /axt• -6- I STEEL JOIST � i PER PUN l / h `\ J06T5 VcT2T. O 16o.e. �s ttP. 3' \ /, t ♦\ / 3 .. `\ STEEL BUM HORIZONTAL OR t H ORR O MAL OR x 'ttP P ER PUN DIAGONAL BRIDGING BRIDGING ` ♦ , E1/4 xPANEL WIDTHx P.C. PANEL L ( BY JOST MFR. ! j BY JOIST MFR. 1 { v 1' -0" w /3 -}j5z t yi SEE ELT . T \�\ r # T , I� 3' -0" ® 4 GA FOR REINF. ON C1xPANEL ,IO16E -___ - ] ` _ P.C- PANEL x2'-fl w /3-/4x PER PLAN gyp P.C. PANEL STEEL JOISF REWIND 43x3zY. xt•-� I O 10 GA SEE EI._N. FOR PER PLAN WE & REINF. "x 4x0' -6' / LTS 0 ENO'. P.C. PANEL S SEE 4 3/4 EXP. PE JOIST GIRDER STABILIZER E BO STEEL JOIST GIRDER LTS O 9' G0. & FOR R Fr BOLT "0 EXP. PER PLAN (EMBED 3Va MIN.) & REINFORCING BOLTS O 9" GA B GIRDER MFRO� ( STEEL BEAM JOIST GIRDER) TYP. PER PLAN (TYP.) 31" MIN.) PER PLAN 0 STEEL JOIST au_ SECT.) T.S. COL PER PLAN PER PLAN SECTION A -6 SECTION B -6 SECTION C -6 SECTION D -6 SECTION E -6 SECTION F -6 SCALE 44 =1•-0" SCALE NV - =1'-K SCALE: 4:' =1' -0 SCALE: - =1•-O' SCALE 1/4" =1' -0" SCALE: P " =1' -0" ;y ,2-....'" . O 4a . 7p. T0 DECK 4. • STEEL DECK PER PLAN PER PLAN STEEL DECK PER PLAN 4, P gai �.B£it PLAN> I�_� 35s z e It <PER PLAN> C e µe o _.. O .. _' �- P DECK _ P DECK ll ( BALANCE PER I PER PLAN PER PLAN �' 4 .3x3(V CONT. " ROOF DECK PER P SECTION B-6 4 x21 x1/4 [PER PLAN}... 421 x21 x1/4 -T w ' EXP. Bo. i, UN BELWEr71 JOIST O 24 -o.c. RIGID ER ARC INSULATION RIGID INSUATION gab" P. ARCH. ON 945" BETWEEN JOISTS [ VARI ES] (EMBED 3'h ° ) PH. • _ PER ARCH. PER ARCH. [VARIES] ' TIP - _ , 33e" ®KK6 SB ES 3a O > 1 fir • I RIGID DISULATION O RI GID INSULATION COORDINATE w/ Y:]..� COORDINATE w/ I I DETAIL I I r .... _� J [ VARIES ] ° JOIST MFR. rrr ' ate - 1 II 0 DETAIL h _ .. M" _� i I JL�. *6 i RIGID INSULATION `.. t r_- PER ARCH PER ARCH. 'M E ; T - __ - I. _ c _ DETAIL I 3 SIDES PER ARCH. ' - PER PLAN DETAIL h PER PLAN 1 I' - - - I BETWEEN Va I - BETWEEN / ��4.J� �.+ 1• - . o �L"`J� I _ -- - JOISTS I PER PLAN DECK PUN E-Ya ',PANEL WIDTH STEEL DECK STEEL DECK f — _ - -� — - J , CCNT. w /]14x1' - 6 " wow .� JOI ��� STS •� ��� —•• (BALANCE PER I �., TYP. �� CON, W/ 1 ZI S C-6 Z Ye tYY I \_ T Q 1xPANEL WIDTH ( - \ 1" BRG E w/2 -� "0 \ 1' B1ZG E / 2 -3: "0 - - _ - - I A325N BOLTS IN A325N BOLTS IN /� i - . 6' ® G I r' ' :; P. C. PANEL P.C. PEL SEE ELEV_ FOR P PR NG S_EV. FOR SOT STEEL JOIST PSIX && REINFORCING T.S COLUMN T.S. COMN PER RAFN JOIST GIRDER PER PUN 1 EACH SIDE OF BEAM REINFORCING STABILIZER PLATE STABILRER PATE (ROD WELD IN PLACE) STEEL BEAM DO b4I WELD -- DO NQ WELD TO PER PUN - c JOIST GIRDER JOIST GIRDER SECTION G -6 SECTION H -6 SECTION J -6 SECTION K -6 SECTION L -6 SECTION M -6 �; SCALE 1 =1' -O" SCALE: " ; SCALE: 3i " =1• -0" SCAlP 1'-O SCALE -3a° 1' -0" 3x°=1' -0" T- C l PER PUN] E'/ x5x2' pf, • PER PAN] _ � BLATE t[PER PLAN] Y a s�oES . G w/1 ° 0 A.B. T MANUFACTURER • • _.:.. ..4,,,,,,,,,,> TYP. i ., , - [PER PLAN] O 4So.c. U �1 K. Fxo VsY 1 R Q 3x' /a M. / r FPJO . I IX / P`•R - ER LAN> 48°ou SRE & REINFORCING _ 1 ti Ii �. .— I- P ACE. O - 0 `\ — � ® ®® SIIUTLER (EMBED 31 ° ) Jr.... PER ARCM [PER PLAN] u ' 35s r S 1 E1/4.8x1 u , / ) _ - �' DETAIL p 1 I , . sP,'ac P� I 1 I ®®® CONSULTING L ABM, . I L -6 42• x21/4 x1/4 c,NT 43x3zv. s� I'1, " ' TYP. `\ I 1 t 2" '' ®W ® ENGINEERS Inc. _.I - m .6 4is zetzo.e. / � "0 IXP. VV. -_ I 1 STE'a BEAM BOLT ®M. - - [VARIES • RIGID INSULATION I ttP. y ttP ttP. IYP. 1300 -114th Avenue EC., Suite 250 ® A. JOIST / - \ I / PER PLAN I T � �■,t� EMBED 31' MIN - ER DECK [PER PUN] - TYP. `\ / I 5' T.S. C OLUMN ( ) Bellevue, Washington 96004 2 -3i IXP. BOLTS a„� (TIP.) �O , -TYp- I EL 6c'AM NP . PER PUN (206) 450 -4075 FAX: (206) 450 -4076 (EMBED 31 ° ) Tf3. 11 P PLAN E PER M -6 - L�M =yam 1 x PER PLAN NP. r y =��� �� ei 34x6x1• -1 \ (TYP.) JOIST 'GIRDER DETAL n ` \ I I T 3 SIDES l JOIST MANUFACTURER Tv A3 5 N BOLTS I - '� PER PUN (TYP.) BETEEN 1 4 4 "4 - S V ` JOISTS - � PER PUN (ttP.) 1 P.C. ; I ANDREL M OF J015T AT ♦ ..A 3. Q /� T.S. COLUMN PER PLAN PER PLAN T J,PER ARCH. - / .� - +i I 1750SOUTH - Y P.C. WA11 1 I S. BEE. FOR 3'e E TH COL � AR 11 - e .17 THICNESS & w/10 -4"0 A325N 1 ° PER PLAN (TRIM FLANGE t ` �1 VL %I/ DECK REWFORCING BOLTS EACH END 7 " TO PNL WIDTN) / I 4a - R THRU COL YP1 T" E1 x51 x0 B j r v < d . I 3 .74 6 P w/2 -#5z2 0" A325N BOLTS (TYP.) 1 h x21 xV TS COLUMN I 6^ VERT. ®4 GA. F aENR, 6 18420 24th PLACE N.E. ARCHITECTS �I■ 42 ' PER PAN x aor. . BETWEEN BAR z• - ma— Yap / JOISTS 2-#3 1 SEATTLE, WASHINGTON 98155 T &B v,s DER. n SECTION N -6 SECTION P -6 SECTION R -6 SECTION S -6 SECTION T -6 SECTION U -6 TELE: (206) 365 - 7431 FAX: (206) 365 - 7504 SCALE 1 ° =1 -0' SCALE 5 ° =1• -0 SCALE 1/4 =1' -0" scam 3:" =1• -0' 'SCALE: � =7' -0 SCALE: 1- =1' -0" ROOF FRAMING SECTIONS UN POINT (T1P.) 'UPPER PANEL ® 12 o.0c 4" a j_ - � PARK PLACE — TUKWILA, WA • I POINT (TYP.) 41s 2 L-� 1 y coNTINUOUS JOB: 94 - 64 0 INIM [PER PUN] (Y) 46z4x3'e x0.-8- \\ /\ /\ /\\ /j \ /7-1 i-'+ �s� ®72" ® UNDER HVAC CURB FILE: HT - S6 . 1 ONE ANGLE GREATER INSULATION L � S RIGID INSULATION (ES- JOIST) CONCENTRATED THAN 3 I TSPE •B' PER ARCH. ENGINEER: J.J.S. I \ / \ / ` \ / V. \ / BY JOIST LOAD I PER ARCH. ROOF DECK MANUFACTURER P TYPE B 1 . i POINT 1 �Y - DETAIL a II CHECKED BY: EACH RIGID INSULATION , ROOF DECK OPEN WEB J 1 I SEE "DIAGONAL _ 1 � i 0w H VAC UNIT & CU RB ` \ 1( 46x6x3a DATE: 4 - - nu ` , im y iY S TEEL_ JOIST BRACE DETAIL" ,. r i PER MECHANICAL HVAC SUPPORT P ER ARCH. - d � ■ ) I SCALE: NOTED 0 0 0 0 0 Dwcs (40006 MAX. V -6 7 O t 1° '' 500# MAX. ROOF DECK INCLUDI \ I R . ��� 15' r . 0 HG WITHIN 3 OF ANY UPPER PANEL POINT FOR "IC SERIES JOIST. " [PER PLAN] ��� _. a. REVISIONS ' AM ER NEL POINT FOR "M SERIES JOIST. JOIST 6x3a ER ALL RY HVAQ3 TPEZEANY PANETS. - PE ST PER PUST /� N OPEN , R2 ® AAN .. STIFFEHE TOP CHORD. SEE 'DIAGONAL MSTEGTEBE ° ii mo Q AAN STIFF ( uwu a s SO. Y C6zi3x3' 0° NOTES: 1 DO NOT CUT OR GRILL THRU A CLOND CENTRATED PER E PLAN K � 3 SIDES 5V(`I)\ O rry �Fn IANY OA Va ��' JUL L 1 1995 WELD eY �o1s a lt FO DRAG STRUT POINT GREATER i �ncnag P 2x2x'kx0' 2° Q o5 BAR JOIST 2) THIS DETAIL IS APPLICABLE TO LOADING FROM MECHANICAL EQUIPMENT, THAN 3 (lVPJ 4 P' 6 \�°' rents ��w,en PER PLAN (NP.) PER P LAN (TYP.) SPRINKLER PIPES, ETC. $: UCH SIDE Yu 2" NOTE X 1 DRAG STRUT ,���® ®®® •••• 3) ROOF JOIST ARE DESIGNED TO SUPPORT AN EQUIVALENT UNIFORM 1 WHERE CONCENTRATED LOADS ARE SUPPORTED BY JOIST CHORDS + uG \5 \C' OF DRAG EACH SIDE PER PUN ) & ARE LOCATED MORE THAN FROM A PANEL POINT CENTERLINE, 1!� • r0 \ SHEET COLLATERAL DEAD LOAD OF 6 POUNDS PER SQUARE FOOT (OF ROOF OF DRAG STRUT STEEL GIRDER AREA) FOR THE SUPPORT OF SUSPENDED CEWNGS, DUCTS, SPRINKLER REINFORCE THE J015T WTIH AN ANGLE BY J01ST MANUFACTURER -1� v� \ ~J ( 8' -0 MAXIMUM P WELD ER UN V LINES, ETC. (15 PSF TOTAL DUD LOAD). ADDITIONALLY, ROOF JOISTS ES JOIST), EXTENDING FROM THE POINT LOAD TO THE NEAREST `,y (FIELD WELD IN PUCE) :T:A0AD0;T AL ( ITE CHORD- // ST I E: LTIPLE PONT LOADS APPLIE ST THE SST PLE ALLOW INSTALLATION ST DO N01 TION TO UN (BEYO) ST EXCESS EW. BY EA MANUFACTURER. SECTION V -6 SECTION W w OADS FROM D OP N WEB HANGING STEEL JOISTS DIAGONAL BRACE DETAIL TYPICAL MECHANICAL SUPPORT DETAILS S /^ r. --o SCALE 3" =.1' -0 SCALE: 3a " =t• - 4i 0" SCALE: " =1' -0" y OF 1 SPER ARCH, JOIST � O N '- '- NOTES: BEAM $ P ARCH- b6x4xi x0' -6- Z "PER ARCH. A i• -1" 3:h^ \COL BEYOND TO11',4,., f ^- P ER �O i�¢ COL BEYOND I y. V o ARCH. & BEAM BELOW ACE f -18 GA 11)IG I - Q b c� i PER I 10x78 GA. SS / ^ Of DECK / GL TYPE S I 1 T N - ` " END OF TYPE '8' PANEL ROOF DECK (TYP.) FCH. .7075T O 24'o.c. RO CONT. TRACK I - : i �! • 3 -�70 SCREWS ( TYP.) \ 1 . JOIST MANUFACTURER OR OF DECK ¢ " I I a WSx10 o STL STUD PE R PLAN alili _ _ F IIf a 6"x78 GA. HGH ROOF JOIST ALL FlNISHES , y 101/11111. 101/11111. i' -5 1 -6- N� PER ARCH. ( PONT LOAD AFEI (TYP -) I FACE 'i , 0 24 "o.c. A5x54.4 L 5x18 CA � JEST. (LIVE LOA NEED BURRING TN JgyTS ST ST NOi BE CONSiD EO DET C DETA ¢ coL i'- 2I 7 -#10 SCRE UNDER HIGH ROOF;) r�� ®ACH CSx .CH STUD T2 " =1'-1T =7 I• 0° CC FINISH PER ARCH. 4 JEST ' TM BETWEEN PE,R .3', DETAIL d ,! PER PLAN 7e'S B SSIES 4bx6 \ 44/46 GPO BAR JOt * ®ASCw STUD I ACA. I }-END OF h " =1 -� / , <PER PLAN> / �T ®24 "o.c. a I CSx6.7x0' -6" TO 5,25 BFAIA : \ �,_ .. 2-70 SCREWS ' W8 � ({ Q��� (i 0 IXP.) OLT I ,!• EMBED 4" 7 EACH ST (iYP.) > RS BAR BETWEEN t J,fPER PLAN) i • BfR J06, L ALANCE PER I _ l Y W � 5x18 CA STEEL I 1G .s:e '' - FASCIA STUD UD O 4'x2(7 SS CENT. EAC 1 STEEL JOIST I �xS CONE. ( -) l 'h PER PLAN (TIP.) j 4S'o.c- AX. \ . \ j MAX 0-xs� EL BEAM I w/2 -3§ "0 M.B. P ER PLAN 6 GA. ,y EACH JOIST DETAIL OO 5x18 GA NI � � � : STEEL STUD 49x4xh x0' -5'h 2 ? 5 " }:' =t'-O' STEE SN / . DEF. _ -Al-, STEEL BEAM ,�� - - 1 ' - w /4- #5x2• -6" 1 PER PLAN :Kt. CSxG7 STIFFENER C TYP 3 1a _ 7k 1 u i' 9 � . I //I - m = w 20' e WTSx22.5x0' -9" PER ARCH. 4' I iYP. WSz10 /4 -� ^° ` -_•I: NP. , r ' PER PIhV CANT- C Sx6.7x0' - 0 COLUMN Lt � /3 - 3/ ^0 Ill 12'4x6'4 xt' -0" / A325N BOLTS 0 E PER SECT. A -6 STEEL 6x44%40• -6- A325N BOLTS 1ST O 24'0 < . . cEa V 3" 0 24 "o.c. �. I y SiFEL BEAM T.S. COL �T ®- I � / O EA BAR JOIST DECK . 1r YO4 P.C. SPANDREL 't,I 3• NP- P.C. PANEL E em _ PER PLAN PER PLAN �, ry ITTED STIFFENER �'1 ,,����i 2 -(/3 HAIRPINS 8888 CONTINUO - 1 "° ' 18 GA TRACK PANEL T PER PLAN TS COL PER PLAN STEEL BEAM 14' x E34x7x1 " -0" a z• -o' I .� SPANDREL 20 GA 4 '5, US ( TYP. ) ` 4'x STEEL ATTACH TO P.C. PANEL 11 .4 - D ET- /4 - 3:"0 W1 - 1. PER ARCH. �' STUDS 0 24 - o-c DRIVEN FASTENER O 2r0.c 1 c A325N BOLTS • Od • O V x 6 "x78 GA. 1 PER I STEEL BEAM 7 5TL DETAIL a STUD 0 24 "0.c. ARCH. PER PLAN (TIP -) SECTION A -7 SECTION B -7 SECTION C -7 SECTION D -7 SECTION E -7 SCALE 14' •7'-0 SCALE 34" =1• -0" ' =1'-0' SCALE: 34 " =1' -0" SCALE: 1/2 " =1• -0" CONT. 20 GA x 3 SIDES AR 18 GA. BENT PER ARCH. PER ARCH. O 34' `® PER ARCH 1 22 GAGE /PER ARCH. C .."-2 O 22 GAGE TYPE B' O Y ENT. t BM $ WALL TYPE 'B' STEEL DECKING PLA()10 STL JOIST e o ROOF DECK . SEE ARCHDECTURAL 11• I ROOF DECK (7yp,) :r: AWINGS F4'x20 GA SS 0 24'24"..- L PE _' .� -k, 0 Po�-E IlV9 I STEEL JOIST SEE. JEST EACH SIDE • ° 3 -#10 SCREWS p COL PER, 1' -0" 1 PER PLAN Sz1�8� PER PLAT: y , . STEEL JOIST EACH SIDE p1 VERT. STUD WRCI -1. �� I.VIRIES ` � � GVB (W-) \ 4 "x20 GA. 7'-6" t' -6" H_7 45x5, ;'.a 48x4 x SEE ARCH PER PLAN 1 ' q - 1 G -7 • I O 2do.c (iMP.) 5x1S GA SS- 0'-6 LLV. STEEL JOIST STEEL JOIST DETAIL I WGS 3- 7 -WJ LAN N _l_O ill= EAC ' 0 _ - - SCREWS (7YP.) To R ITT a 7 - -� , .c. (7YP:Ei' I � } I� i i. EACH I I 6" 1 - 5 � I A710N STU �, ' � vx IN 5 I 1 STCSz6 "7z D O a -c WTS/ - 5x1 _ _ + � O' -6- O u il? 36x820' 2-3TS r STUD . 0.0- 2 c. c ) / 36" - /10 SCREWS 0 3 I �1 w -34 "4 A3) EACH - I I INSULATION 4 (TYPI SI CAL) E '1 (TYPICAL BOLTS _ 2 �// �� ) WT 5x22.520' S STEEL BEAM - -- 15x33.9 EACH S R1D U -- 2 - #10 SCREWS SEE .y- TO 5x5 v PER CH- MSULA o INSLATION 1/4 PER PLAN (TYP.) ►I16 EACH JOIST FOR REINF- I PER ARCH. f10 SCREWS O PER U ARCH. 10 S CR EWS ® /2- "4 A325N Y _ / 2o11, y i zo�g BOLTS ® S' GA CON!- 18 GA ► ( -) 12"o .c. NP. CONE 78 G A ( ) STEEL BEAM EA. STUD %, - �3i il BEAM p TRACK- ATTACH STEEL BEAM 110 T ..c�aza 36" FITTED STIFFENER PER PLAN (NP.) x S �r' _ CSx67n0^ 8 C 1 pcq PLgN (TIP) ~-� P450P/VEL PER PLAN OW.) EA. SIDE ® COLUMN TS COL PER PLAN PE ER ARCH. .Q�af. ,, O 2{ c- w/ 11111111111. � � PO - E. ,,oRNETI CONT. Pk x1 x ENT. 1'h x7'4 x R.'h x8'k xt' -Y t 3 - -1450 BALANCE PER (fYP -) 35a TS (NP -) 4 3 ."4 A325N BOLTS • `7 FASTEN O C15z3'9 35s TS CONTINUOUS q o -- yS `FA POWER- j `` 24'oc i SECTION F -7 ! -- CO PER STEEL BEAM STEEL BEAM 4424x35 0' -6- 20 GA- 4'5, (TYP.) Cs ® Q �f SEC T. F -7 PER PLAN PER PLAN at w 2 3 25N 4 "0 A3 450 -� max ��� 4 "420 GA_ . PER ARCH BOLTS _ CON, O S) 10 �1��_ r. -- 5x18 GA SOFFIT d ' x 20 GA S TEEL P 47To.0. MAX. EP. STUD C15z33.9 JOIST 0 24 "o.c. P AR I PER ARCH. . I I BALaVCE P SECTION F -7 ET2I - I ` J .1 S TUF7S 0 24 "o -c 1 1 5x78 GA_ PER ARCH. 4 (Tn SOFFIT JOIST I " PER ARCH. 4 I SECTION F -7 SECTION G -7 SECTION H -7 SECTION J -7 SECTION K -7 SECTION L -7 L -----------/ -, ° ' : H ' = N' SCALE Vx ^ =1•-0' SCALE Vz " =1• " " -0 - SCALE: h =1' " -0 SCALE: Vz " =7"-0" SCALE. 'h ° =1' -0" SCALE 3'. " =1' - ' ^ C T . p - c1I GA O - - _ 4 "x20 GA. VERT. STEEL DECKING t � ,, o iOI TYPE 'B' 2� • l STEEL STUD PER PLAN STEEL JOIST 4 "x20 GA VERT. C r � 'g a O 1 ROOF DECK BM $WALT BLOCKING STEEL STUD - • Y N SEE ARCHITECTURAL 7•_7- BALANCE PER g• " CONTINUOUS WELD OR SHOOT DRAWINGS FOR _ SP. ARCH. SECTION 7 I 8 3-E10 SCREWS ALL FlNISHES PRO ' PER ARCH- iii -- ' ExwRE cy�:2r • BO 1 36 GWB q^ S TEEL JOIST 0,P -) (BALANCE PER 20 GA CLOSURE / - STEEL JOIST ` TO BEPM w/2- .145 "0 „VARIES PER ARCH - EACH SIDE r=-� I P PLAN B SECTION P -7 PER PLAN - `� FASTENERS) \ - DECK ! "x18 GA. \ ROOF DECK - 0 0 C OL. �' h " -2'h " PER 6 I STEEL STUD CON T RACK ® I 1 8x18 GA \ 1 _ _ " 0 1 _ STEEL J015T T G -7 ARCH 1 ° 3 - # SCREWS i M .VARIES ®24 "o.c. VARIES SHUTLER E N D OF f. S FtEL JOIST I SH1D • T ` PER PLAN i ®® CONSULTING DETAIL m 47 0 160. °. / ) I STEEL BEAM 7� � fJ BEAM 1 PER PLAN ` 6218 GA STEEL STEEL DECKING (A LIGN w STUDS q_ 10 SCREWS PER PLAN 7 -;to SCREWS I sruD 0 24 o.c- 1 ® ®® ENGINEERS Inc - C7.......32=. EACH STUD t 2 - -1450 6x18 GA. STEEL JOIST PER PLAN TO 5x54 POWE.RDRIVEN 1 STEEL JOIST PER PLAN S,§' GWB EACH? STUD EWS 1300 -114th Avenue S.E., Suite 250 FASCIA STUD Ill - DEac FASTENERS 0 I C5x c- 6.7x0' -6- Bellevue, llmhiu 98804 TO 24 ".c. I cpyl e .�¢ 24oc I O 24 "o.c. O 24 "o ( 4 EACH SIDE (208) 450 -4875 PAX2118 458 -4078 CSz6- 7x0' -6- DET. 0 0 24'o-c. -Ya" GWB COLUMN CONN. PER 8°x78 GA STEE 6-x18 GA. STEEL - .� - - 6-x18 GA. STEEL EACH SIDE STEEL BEAM SECTION L -7 fa 0 16-o.c. CE NT- Q PER STUD 0 24 o.c. -� STUD 0 24 o.c. �� �T STEEL JOIST 6278 GA �� PER PLAN (TYP.) I C5x6.7x0 -6- SECTION C -6 0 24'oc- I BM. PER PLAN SiEE1 BF, 4'x20 GA 55 _ _ w 0 8 37 SCREWS PER PLAN STEEL STUD 36" FITTED STIFFENER I CONT. O STEEL BEAM �FE- BEAM SEE SECTION R -7 STEEL BEAM - / 0 72"o.c. 1" I 7 P8x7'h xi' 7' PER PLANT 48"oc MAX PER PLAN PER PLAN (NP.) �' FOR BRACE PER PLAN (IYP.) TO BRACE & y, , „g STEEL BEAM EA. SIDE 0 COLUMN I ROOF DECK PER PLAN PARK I�f✓J fill /1 © I� w -34'4 A425N .� P4,11I K ILALA E BOLT ;27,1,''.1,a, f 6 GA STEEL is 18'445x0' -8" CENT. 78 GA T __ ! ATTACH TO J R SC 24 D BRACE w /3 -¢70 i Vzx7'h CONTINUOUS 3/i TS w/2 - "0 M.B. 1111 TRACK. ATT P.0 -PANE- w /-145 awl EA s AN - END - / ' �\ " TS4x4xVs 17501 SOUTH CENTER PARKWAY TS COL PER PLAN R ] a u r * In I _ ASTEN• 3- ,,'4,,,0._5" TURNER & ASSOCIATES L y H. SPEC, ARCH. x. POWE J. P ER ARCH . (_ ( / ' ` PER ARC \ � 4 1,i - 6" 6 GA SOFFIT R 4- - -' 11'-`� ' DRIVEN PINS Y I G n 7 STEEL BEAM c / 7 CONTINUOUS J 0 16 1 x ` 20 GA 4's (TYP.) P.C. PANEL WINDOW PER ARCH. CENT 4 • 220 GA STEEL ��- /' C T PER r -: S 1 STEEL � J J PER PLA 5 0 16o.c PER ARCH. 'A E5 S ECTION D -7 + + BRACE w/2 } SCREWS JOIST PER _ PER PLAN BEAM - COLUMN CONNECTION TELE: FAX 5 �. �,/ - .• -�_�� - To EACH BRACE PLAN (TYP.) r , .,- ��-- �,_-`_ `_�. ' i ' -- i SECTION M -7 NSECTION N -7. e S EC TION P -7 \ ` SECTION R -7 ` L SECTION S -7 if ES CTIO T -7 `? (206) 365 (206) 365 -7504 SCALE ° =1' SCALE k' =1' -0 SCALE: Yz " =1' -0" ` SCALE /� 1' -276" 1' -2 k" CALE: 34 " =1' -0" SC 34 0" �-�.,��f+- � ,� �ALE: - ` " =1' - �•...�_../�'� ROOF FRAMING SECTIONS 70° I ii �1 a BM o N 46x44 %x0• -8" PARK PLACE- TUKWILA WA . Irf lI WELD TO BEAM f395.......i STEEL JOIST o I II t- _ \STEELBEAM KI FILE: SHT 57 _ • ENGINEER: JJS CONTINUOUS 3 3' STEEL JOIST w o 6-x18 GA. PER PLAN 18 GA- BENT 12 PER PLAN T I 1 7" ( 4 5x5x31a STEEL STUD CHECKED BY: /�10 SCREW ��� , - DATE: 4 -27 -95 w TO EACH JOIST I STEEL BEAM a Wt5 225x0 -9" �% INSULATION PER PLAN STEEL JOIST H , I / / FASCIA siuD SCALE: NOTED w 3-34 °0 p n STEEL DECK PER ARCH. BLOCKING N 7 ! -. COL '1I-2,5"1.-2 ',4' A 325N BOLTS 39" BE P " I - I 0 24^o-c. PER PLAN yy , FASCIA STUD _ w/2 -34 "4 ALL II J 6 < h w/ 9 I P_7 BOLTS TO WALL _ REVISIONS �i 5x54 1 2 3 5 ° 0 MB DETA w ' & 2 -34 ° 0 A325N � ' -'� � S - FAS STUD ! FASCIA STUD I TiT\ �� � ► • 'k " =1' -0" [ 7:7 0 24 "o . c. ? 0 z4 "o.c. , 1t11 / - -- _ >I BOLTS TO BEAM 11 ppp /I� FNTAY REVISbNS 6 -5-45 1 T.S COLUMN i STEEL BEAM I h I ', 525 � ` ER LAN PER PLA CLTISTRULTIOM 551 7 - ➢, -9� v _ I 9 A 4 "x20 GA. I i L J ! DETAIL y 7/ �, 1• PER STEEL PLAN BE M " STEEL BEAM STESTUD "'1 - __ �I BENT PLATE ELD OR SH STEEL BEAM CONN. BEAM w 2- CAP SECTION / CTION X -7 4 5 °0 POWER FASTEN) -i 0 ` �L �- STEEL BEAM I I I A3 E P w/ , h IC w/ ANDREL PANEL JOIST PER PLA 34 "0 4 - "0 ECTION B -13 25N BOLTS A325N BNNECTION TO 1C PER SECT B -6 %' + 1 h " � • COLUMN) I 0 JOIST $ BEAM SHEET STEEL BEAM _ PER PLAN MY NP. T.S. COL. NP 36" FITTED P.C. SPANDREL P.C. PANEL STIFFENER E EA. COL 1' -6° 1 1' -6" 1 PER PLAN S DE OF BEAM ���),\ O FOR REINFORCING RE NFORCING DET. 7.5. COL. �, QR \IE Wi5x22.5z1' -0" DET. W/4 - "0 v WEBO COL. ��V e. A325N BOLTS (BELOW) DETAIL v ow . - ° w - T.S. COl_ v PER PLAN P c 1 b Y5 -3C3 S ... 7 PER PLAN • - a�8 ma / e A - c - �,t\ ,C -- SECTION U -7 SECTION V-7 SECTION W -7 SECTION X -7 SECTION Y -7 \�4 SECTION Z -7 - SCALE: 34 " =7' -0" SCALE 34' =1' -0' SCALE: 3'• " =7' -0" SCALE: ° =1' -0" SCALE: 3i " =1' -0" � SCALE: 3 4 " =1' -0" O `'`--F 9 O 0 0 90 °P 10 1 11 NOTES: �1 0 48' -tOh a8' - 10'h" i WALL & PER c� F.C. PANEL TS_ COL PLAN O !:{ r I t : p s MANCE PER SEE ELEV. $4' ���.� I 24' -5 i " I 24' -5'/." I 2a' -5'." STEEL STUD �}; / 4PCH. 1 SECTION A -8 i 24' -5'." / WALL PER I I 85' -9" I 12' -0" h ARCH. I #4 FOR REINF. b 0 24 "o.c. CONC. SLAB I ._ PER PLAN STEEL DECK I I 43hz3h I 76 ®6' -1.31" = 97•-9" xY CONT. w /1j4z2' -0 Y. w CONC. SLAB - ,�_,` a PER Pt AN d PER PLAN O 24 "o.c. 'PER PLAN ( Y. ' Y O 24 .S. COL : IP¢R PLAN I Ya IP PLANK WALL OF i� IQ . in _i.I.•••••■••■■••• - Y WALL& _ N ' \ u PER BEAM w+ a.wa PER PCAN z ,I I O Fa F -,s D -8 LEDGER) x\ I I \ STEEL JOIST 43 HORIZONTAL OR E e —.` DIAGONAL BRIDGING PER PLAN t • N12x , DI JOIST BRIDGING I •° 5 R o � Is B ( +) _ `\ CONNECTION OF I P.C. PANEL x\ C - 6 W18x40 BRIDGING TO PANEL SEE ELEVATION J ? `.0,1 STEEL STUD BY BY JOIST MFR. I FOR REINFORCEJG • x D -15 (+0") .., I = ,...i < Aq - (TYP.) COM. LEDGE I 8-8 CONN PER JOIST GIRDER PER 43x 3. w / " m L� W16x3,- / SEC ON ' -8 - M0 \ PLAN (STEEL BM. EXP. BOLT O 24 "o.c. 4 8x 4x1x0' -7- - (CA =O") i_ \ �� \ / O SIM. SECTION) M©- JOIST P. PLAN BAR JOIST (EMBED 4 ') - N_8 FG -2 J -3 3: ('SST TO PER PLAN R x12x1' O" 2 w/4,5 w/4,5 4 M -8 'N H -e G -8 FG -2 M -8 � -( I-{ ) VMS O EA. - - FG — 1 FG -2 . -8 l BEAM O A -8A) JOIST PER PLAN w /4 JOIST _ ' I �� 1.1i 10" Ii--;:. I r 22 GA. ^ B -8 S — _ TYPE B' . CO I > I � _ i t DECK n I 0 o SECTION A -8 SECTION B -8 SECTION C -8 SECTION D -8 1 w4" GDNG SCALE: " =7'-O' SCALE 4i " =I -." SCALE 3's" =1' -0" SCALE �" =7• -O" lH-8 N C--_ /6x6— W,. /Vr W.W.F. N 3 ' g - al- I 7 ter'- -e - JT JOIST PER PLAN O �K_8 �8 FG -4 G-13 FG -3FG -3 ' -t ,1x12 /4- JOIST L. - !, ¢ Q ,0 BOLTS IN ¢ \ l H -8 DPP. C SHORT" SLOTTED I ILl'i / o / \ c CONC. SLAB I \ _ s1 BEAM 1. - -- COL PER PLAN I HOLES.. - I 1" JOIST PER PLAN L n \ I ,- _ _ - / mmt PER PUN CONC_ SLAB I \ §'f �mf 2 - #5 CONT L. comma. I 48.4.1x0' -r LLV. O FG -6 8\ OVER COLUMN PER PLAN PER MAN --- / L� IN SLAB -_ I �� N BO R -8 8 I ` 1 -1-.( I 25N BOLTS l SIM. P � a� A - _ _ PLAN .6x1' -0" (IYP.) `' 1.± 12 26 D -,5 /� - 1 11 BOLTS PER GIRDER F -8� I) I I I _, MANUFACTURER ( +0" ( +0 z J 4 ��r = r - - oar A-8 SIM -' `� DETAIL f 6 BRG. DEP111 W' Nl ' I 1 0ll I c s lTna n 7 (TYR) VERIFY . - - -= I I o - t a \ - _� W10x12 I j 35" FITTED STIFFENER ' K r CONC. SLAB w /JOIST MFR. _ �- 4a -.� 6 ERG. DEPTH I1 ,', A M �. ( +o') _ PER PLAN / I (rm.) VERIFY r te- - ' I � 9 A 15 FG -5 ' FG 5 R -8 l= ! O COLUMN " 1 i Vi" R w /2— � COL I w /J0� MFR. F _ ; P =— ® . I_� � E R PLAN t . .. �� � I I 4,25N BOLTS ■r / L \ / ' ' / REQUIRED IO _ � �� [® / � 7, l °' � " °r `'° 1 � - SJI SPECIFICATIONS BEAM a o BUILDING C2 (TYPICAL ALL BAYS) PER PLAN STET1 BERN - .4x0•_ 6 JOIST DER r y ' ` 35- i,../3_,.-0 _ � PER PLC SrASTABILIZER R PER PLAN GIR \ - Y ° R THRU I 4 MEZZANINE FRAMING PLAN (o r IL0.1 GIRDER) WE TO JORT GIRDER . CO . LUMN .25N 25N BOLTS JOIST GIRDER) 1 PER PLAN (TYP SCALE: 1/16 " TS - 1' - ; 34•.4x0' -6" , 35s , NOT.: 1) TOP OF SECOND FLOOR SLAB IS 14' -0 ABOVE REFERENCE DATUM. TS. COLUMN STABRTI PER MAN - I 35" ;no R ER PLAN 41 WEL — STEEL JOISTS AND STEEL BETE SEL BEAM GIRDER ABOVE REFERENCE DU PLAN SOL PEAN 1 3) STEEL BEAMS AND GIRDERS ST • MN CAP 13' -3 k" ABOVE REFERENCE DATUM. PER SECRON T -8 I 0 ' w 4) ALL DECK SHALL BE CONTINUOUS OVER 3 SPANS MINIMUM. [, .----, 51 ATTACH DECK w/4 - PUDDLE WELDS PER SHEET.TEN „�s. 8 SLOE LAPS w �s m BUTTON FUNCH OR 10 TEK SCREWFASS O ,..c. . SECTION E S ECTION F -8 SECTION G-8 SECTION H-8 . - ..--) SCALE 3/4. � SCALE: 3i " ' " SCALE � ° •" 6). DECK TO BEAR 7 MINIMUM ALL SUPPORTING MEMBERS. 01 \? ,1 a O o 6" Q COL SEE � -'-"i I li I I TS. COL FLOOR GIRDER I WP O PER PLAN , . B DESIGN CRITERIA CONC. SLAB i, T.S PLAN TE 6 T COORDINATE - a+ GRDER SEAT PER PLAN GRD O GIRDER MANUFACTURER) w /JOIST PER SECT_ H -8 SIM_ SECT_ i ; r P G CK MNUFACTURER � I / MARK DEPTH NOMENCLATURE LIVE LOAD CONC. SLAB PER PLAN OCB CONC. SLAB IPER PLAN / \ PER PLANT I FG -1 26" 26VG4N39.8 25.7 E 1 ' - 1 BRG R (TYP -) N-8 (PER PLAN PER PLRN1 - M_g 4 j ..�.r� ® ENGINERS - _. '/ ' " � DETAIL I - GONG. suB _ �! ;:Mi pm.. I TYP. BOLTS / FG -6 26" 26VG4N10.9 5.5' JOIST GIRDER PER PLAN i 1 LS STEEL JOIST ER - OiD Y v GIRD SEAT \ 17501 SOUTH CENTER PARKWAY PER PLAN (TYP.) BRACING AS 2 3/4x4x0' -6 STABILIZ 0 STEEL BEAM JOIST GIRDER • NOT SHOWN REQUIRED BY (DO NQT WELD TO JOIST PER PLAN PER PLAN (TYP.) FOR CLAT2fTY NOTES: JOIST MFR- GIRDER) � / ER JOIST GIRDER P PLAN RY'zx6x (STEEL BEAM O Sim. SECT 49.4x%iz0' - 4 ONE SIDE 1 0" (iYP') T.S. COLUMN PER PLAN BEAM 1) LNE LOAD DEFLECTION SHALL BE LIMBED TO SPAN /360. TURNER & ASSOCIATES OF COLUMN w/3/4 IX + P_ PER PLAN , TOTAL LOAD DEFLECTION SHALL BE LIMITED TO SPAN /240. BOLT (EMBED 4 ") 2) MECHANICAL EQUIPMENT LOADS &SPRINKLER MAIN LOADS ARCHITECTS TS. COLUMN ( ARE IN ADDITION TO LOADS SHOWN. 18420 24th PLACE N.E. PER PLAN \\ 3) DEPTH OF JOIST GIRDER BEARING TO BE 6". SEATTLE, WASHINGTON 98155 M-8 �` N-8 f 4) ZEAL. LOADS SHOWN INCLUDE A 80 PLF ALLOWANCE E FOR s TELL' FAX. SECTION J -8 SECTION K -8 SECTION L -8 SECTION M -8 SECTION N -8 RDER WEIGHT- ADJUST THE TOTAL IF REQUIRD. (206) 365 -7431 (206) 365 -7504 SCALE: " =,' -0" -- -- `_. °�'l�.J�- --,- -.."f' SCALE 3: " =1'-O SCALE: 3i ° =t' -°" SCALE: " =,' -0" SCALE: - 3i " =1' -D° MEZZANINE FRAMING PLAN k SECTIONS PANEL CONTINUES - O SECT. R -8 SIM.� R3r z10z1' -2 00'. PARK PLACE—TUKWILA WA I o Fj�fi ' o P Ri x6x0'_70" • 6° AVE N� _ - /-EDGE °F ELEVATOR I'3° JOB: 94 - P.C. PAN ?: 4(2 ELEV /VTI F CR REINFORCING c� j SEE ELEVATIONS - PER 6" s-� ' ° P _, ENGINEER: JJS FOR REINFORCING ,. L _ r t CONC_ SLAB fie' D -8 CONC. SL48 STEEL BEAM PER PLAN 35 END R STEEL STUD 3'e' m ,r 4C CHECKED BY PER PLAN - - - I 4° Ru 121' -6 5'h ° P.C. PANEL A -75 STEEL B I� (BE O 1z 3 °mx STEEL STUD DATE: 4 27 95 '/ ( DETAIL F PER ARCH. (BEYOND) $GALE: NOTED LANT - j� IPER PLANT CONC. SLAB CONC. SLAB PER ARCH. ' db SRFFENERR PER PLAN PER PAN CONC. SLAB . - �� Z - - COLUMN I PER PLAN EMIIIME I REVISIONS - 2 -3's "m A325N f LAN PER PLAN CHA NEL N " �'� _ � /JOIST MFR) -' ��� -r�� _ Fw__ $ S PER PLA I �I - FIETSANINE REVISIONS 6 - - =5 n I ® - SEE it `!_ [7 L 1 , SECT. C -8\ \ ER I e - `x r ,' I' ii V I II I-- FOR CLARfTY 11!1 7 11 I - � - - - i 1 1 �� NOT SHOWN \ EP R PLAN STEEL BEAM CHANNEL FOR CONCRETE FORM m 4011 � \ \ 90F h STEEL BEAM N. 'h" 'MAX. STEEL PLAN - I _� MAX. /� PER PLAN PER PLAN PER WI CENTER -` ® , R35 xax0' -9" w/ \ Yar ♦ , \ Rye .427' -6 w/ a - -- _ Wi5x22.5z1' -4" 3 -3 0 A325N .. 6 --/ ° m A325N —7\1. " BRG I2 JOIST GIRDER /5- #5x2' -6" BOLTS (DPP. SIDE) STEEL BEAM GUSSET': BOLTS _ i I • 2 -3a "0 " m I PER PLAN (TRIM FUwGE TO / PER PLAN fj�I` \ ` L PANEL WIDTH, STEM A325N BOLTS SHEET NEL) �� WTSz22.5x1' S' JOIST DER ST L : / M FLx3' -O" FOR CLARITY I LN (TRIM FLANGE TO P.C. PA NEL (BEYOND) A325N BOLTS PER PLAN PANEL WIDTH, STEM IILL1" 48.4.1x0' Y LLV IS O Q OF PANEL) -= t= 3i" GUSSET R T.S. COLUM w /2- 3i "m - A325N 6 ,1.- PER PUw BOLTS S ... 8 �,-� ----- e - p�,� -�- SECTiON P -8 SECTION R -8 SECTION S---8 SECTION T-8 0 SECTION U-8 ': SECTION V -88 ) / x , ---- SCALE 44 " =1' -(T _ SCALE 3'a " =1' -0" SCALE 3'a " =1' -0" SCALE 31 " =1' -0 SCALE: 3'4" 1' 0" `� ) SCALE: 3i " =1 ' 11 O 1 5 , 1 p NOTES: 6° 30• -8�." ;52 "JT. 30 30'- 11 30' - h" 30' -11 , 30' -11 k" 30' -8%" " TYP. . <PER PLAN> VERT BARS 3 -$5 <PER PLAN>L $3 PER ELEV. 1 ' �, CHORD STEEL 3- I 3 -$5 Y c TO TOP OF FULL HEIGHT WALL PER PLAN LAP w /'8' CONN. I I CHORD STEEL ( CHORD SEE/. 3' L -6' 1 LAP w/'8' CONN. LAP r/'B' CONN. - PER PLAN _ _ - - 1 111, - •I _ .I II - I _ TIES ®6"o. 4 18' -0" Al I V I - a' I - TYPE 132' _ III I CONN, CONN. • / 111 CONN. m/ 4 TYPE 'C' 11 $5 VERT REINFORCING VERT L V `$5 CONN. VERT. O 14o.c 5 VENT. PER PANELQ PER ELEV. 3 TILTS "A' TYP 'A' $ 3 TYPE 'A' 0 t4"o.c. / O /4o.c CONNECTIONS TO TOP OF 12' -0" / PER / CONK. CONN. REINFORCING & REINFORCING & REINFORCING & PER PANEL( PER ELEV. PILASTER I ll \- i III �$4 Fpm III ` / III CONNECTIONS CONNECBONS CONNECTIONS $ 4 HORIZ. O 14o.c `$ FgR R. PER PANELS /PER PAIJEL© PER PANEL S O 14-on. • 14 o.t. DETAIL 6' 0' ` SCALE 5 EACH ') . 3/4".=.1' -0" � III 111 F'CE IIl I PANEL 0 I° _o., $ I � ON INF. T. HORIZ THRU VERT BARS r PANEL® 0 0 I f +L�!� 11 (PER PLA RE PILASTER TIES ® 6 TOT OP OF +(PER PLAN) Z PNL- TO -F10. / PNL- TO-FfG FULL HEIGHT WALL Y 1, CONN.'S FER A -1 CONN., PER A -1 _ _ _ PNL- TO -FTG. I O 10' -Vac, MAX. L - I O 10 MAX. 3' -4" 20' -3" S \ N.'S PER A -1 23' -0 4 •_6i4 m� _ _ O 10'- Vo.c., MAX. ��� • ^ ( , ® ® ® ® © ® - v BUILDING 'A' — WEST P.C. WALL ELEVATION (51/2" THICK PANELS w/ REVEAL) DETAIL 5 ALE: 4,=•1'-0- 0 2T -83/4' , 2T -51'2" $ 2T -552" •. 2T -5k" 27', " 29' -113/4" °JT. 2T -10 2T- 10 _ P. TYP. ' I 2 - I TY 2 12' -8Y•" 14' -9Y. PER PLAN> I [PER PLANj2,.. [PER PLAN] ,.. TOP OF 3 -$5 TYPE 'B2' 3-#5 < 3 -$5 - -- / /'CHORD S Tt - Et CH 5 al ;.j// + PER PLAN PANEL CHORD STEEL MN. CHORD STEEL CHORD STEEL [PER PLAN] _ C / II 0 24-0' (1 � 23' -0" _ :1:� III ::11 2 { 77.-0 _Q_ �- 7._0" N II/ 1(1 4 IIII 4 H°RIZ. II 18' -V TOP OF sr "E11' T 1 $4 VE RT E4 \ TYPE '82 Ill ®14 "o.c. IIII TYPE 'B2' V I 18 - V I,� 3 TYPE 'E' 4 TY PE 'G' 18'-O' • O 14 "o.c (I. O $5 VERT. $50V D rr. I CONN. 4 I CONK- • 11 1 CONN. t REINFORC MG & r REINFORCING & DET. N • 17o.c. 1111 I 2 Y PANEL CONN ppNN. 1/ --�- 11 ABOVE & 2 III 1TY2 TYPE 5 VETZ CONN �" p pp. FACE BAL ,1 - BELO OP NG. III / / 4 o.c PE R PA PER ,I 14' -V CONK. 1 . ® N. 0 $ 4 x2 AB IpRR. 111 A NL 24 it 72'-V 11 I DIA(T) $4 H Olt, BELOW OPNG I 1/ O 14o I lean. ` O 14'0.1- BEYOND ® 14 "o.c. II. 4 x 6" t I� II 'I I 111 ( coEC /1 r I 5?13COJI�EAELQ III 4 14 . `, t OF OP 1 , NG 11 s 7 AD D 3 -$5 • Go.c. © , �'7 1r O SPAND EL III II 1. 4 ID._p. II II,, .,'I I.: J,(PER PLAN) � 0 Q ANEL© 1L�� WI IW Y i∎ rat ' PNL -TO I � -161 FTG. PILASTER ' I PI ( LASTER 6 #°TA) �1 ° PNL-TO PER A -7 . pR0 - •+� - I #- - �� OF ° NG PILASTER 0 10' -13"oc, MAX - 16' -8" 11' -4" 1V -43/4" 1T -0 ® 09 10 11 12 13 PILASTER O 1 5 r L BUILDING 'A' — NORTH P.C. WALL ELEVATION BUILDING 'A' — EAST P.C. WALL ELEVATION ® GRID ( OA 5 W THICK PANELS w/44" REVEAL) (5 THICK PANELS w / REVE • 33' -51/2" a 33' -111" e AM _ 32• -G "JT- 32• -6" 32' -935" 30' -10," it44t-4 j �_ • #5 VERT. #4 VERT. 1LATI555 09 /12 / 7 TYPE .82. 3-$5 PANEL $4 HORR. A PER PLAN 2222. 7 0-0" O 14o.c. 0 14 "o.c. PDT PLAN PER PLAN ( 1 k De) ABOVE (TYPE LOW 1, " CONN. CHORD STEEL 14o.c. (TYP.) ,<PER PLAN> 24• -V _ 24• 0" —� A -14 ' 1 ® ® SHUTLER � u�: I u �} o o I fOPNG. J. 23• -0° /- II�'��►1} TYPE 'B2' - II R TOP OF I � j I CONN e - 1 � 11 ' ®® CONSULTING P l'''-' 'AST' I I II I " � \ ENGINEERS Inc. ® e n 11/ 11 $ ABNG , [ PANEL OL 4 OZ. I RE INFORGNG & ( REINFORCNG 4 4 T 4 ttPE 'G' .I 2 [ A' I TYPE 'K' ) ME 'B7' LAP w /A -14 CONN. 1300 -114th Avenue S.E., Suite 250 9111 CONNECTIONS :k OF CONN.'S CONN. CONN. II BEYOND CONN. (208 Washington 3 TYPE 'J' CONN. Bellevue, Washin (206) 450 -4075 FAX 450 -4076 7 I $4x2' S PER PANEL 14 - pER P0.NEL 14 12 -V LI / \ ♦, .12_0" IIII,,. f,:, (TYP.) �� . V -14 O 11 e I CONN. ) I I III IIII �$7 I � ACE BALANCE OF $ 1 I II. REINFORCING & REINFORCING & REINFORCING 42' " ;�, DET - D ET - II II I ADD 3 —$5 O 6'o.c. 6' —O' BAL A CONN.'S CONNECTIONS &CONN.'S ■ aIAGP. I�I 01 —*II Q I� EP.CH FACE (6 TOTAL) 11 $ 11 PER PANEL® PER PANELQ PER PANELQ 5N ' I, P I O SPANDREL SEAT PANEL 1 PARK PLACE J, I0' - ."I j6 . ,' tii. FACE (6 PANEL 18 Y III 3 - $5 EA I TOTAL) I 1 7 1 1 7501 SOUTH CENTER PARKWAY J(PER PLAN) r TO,TAL) 6 TO7AL) 19 - I �', ,'' YY 1 6 ., , PANEL 23 - EA. TURNER AND ASSOCIATES PANEL ® 2" ®1Y 5-L5 EA. FACE FACE ®1 ' 12' -0" a' 15•-0" BEYOND AT (4 TOTAL) (1 TOTAL) o.c. (4 TO •L) 18420 24th PLACE N.E. ARCHITECTS 1' -5 a. "' • • 1 5' -135' 8' -0" 4' -2" e' -0" 5' -T SEATTLE, WASHINGTON 98155 PILASTER n PI LASER 1 1 s 19 © 0 21 2 BLDG 'A' — SOUTHEAST TELE: (206) 365 -7431 FAX: (206) 365 -7504 BUILDING 'A' — EAST P.C. WALL ELEVATION CO GRID ® BUILDING 'A' — SOUTH P.C. WALL ELEVATION © GRID ® P.C. WALL ELEVATIQC ' B LNG PANEL ELEVATIONS (5 THICK PANELS w/ REVEAL) (5 THICK PANELS w` REVEAL) (6 THICK PANEL w/ R 0 Ff `nI' e[ _' . _:: . .. 222 V 33 -9%" "I, 6' 7 PANEL 24 25' -53/4" 25 3/4" _ 3T-11 29' -5 3/4" 29' -53/4" 33' -11," 7 � F' ED ^ +_ • ILA, WA $4 VERT. $4 0 14 "A.. 1 5 55 " PANEL � O 74 "o.c EACH WA 33 JOB: 94 - 64 5F -�� - - - - - 1 ABOVE OPNG $ 4 ® 14 "o.c. $ 4 0 14 "A.c. $ 4 ® 14 "6.c. $4 ® 74 "o.c FILE: SHT -S9 -.4-- EACH WAY EACH WAY EACH WAY EACH WAY ENGINEER: J.J.S. .<PER PLAN> 1 I III 5 -$5 • 12 "c.c. _ 2a ._ ° • 24• -G 25• -0 2s -p I CHECKED BY: I I EA FACE (10 (I II TOP °F Y TOP OF i0P OF I , i TOTAL) AA 22' -V TOP OF PI ASTER PILASTER PILASTER DATE: 4 -27 -95 I . I 7 • PILASTER Y 11 � II (TP.) REINFORCING & REINFORCING & 1111 I SCALE: NOTED C2 1a19•_G. I I i 4 )7 �` 1. 1 / PER N PANEL N 28 PER CONNECTIONS 27 4 \ Y _ 111111.. R 4 ttPE 'K',I I $4 HORIZ. 'ttPE 'C' , I . CONN. 1 ® ' CONN. 4 14'-v 11 11 " I C _ /\ F NTRY REVISIONS 6 - - 1. 12• -0" ' 6 0AG.(TYP.) • x2' 6' J� PER ARCH. \ 5 EA 2 -$5 E a_ 2 -$5 EA. 4 -$5 EA. - 4- 5 EA. — A\ NEW OPENING, BUILDING 7 - - 21• -0" Y 1� DI Y \ $ E_7 CONSTRUCTION SEf 7 - - I. FACE FACE ® lYo.c. FACE ® 1Yo.c. FACE O 1Yo.c. FACE ® 1Yo.c. P ANEL 31 (4 TOTAL) $5 VERT- (2 TOTAL) (4 TOTAL) (8 TOTAL) (8 TOTAL) I ® 14 "o.c. 3 TYPE 'E' CONN. 2 -$5 2 -$5 I 2 - $5 2 -$5 c� H nc t 1 A 6 0 , • • 6"o.c. • 6"o. PANEL 11 c 0 6 o.c. 0 6"o.c. I ' ° II 111 -- II 1 OR PA NEL 20 — — JUL 2 • 1 95`5 PANEL i `III J, PLAN) U, Mil ,_, Ml , �' ,�' �+L1 J,(PER PLAN) A l PAN Q7 (PER = ice —... �.. ��c - — z - 1 S L c • —D of —0 21 — 0" . — SHEET 5 -$5 0 12"o.c. A c _O L • 29 -6" ... a j -0 28' -0" 28•_0' c' -0' 29' -6" EA. FACE (10 8• 18' -8" TpiAL) 25 26 2 29 30 2 SPAN: EL P • •.REL PANEL SPANDREL SPANDREL PANEL S 1:111 9 BLDG 'A' ® SOUTH P.C. 3 31 WALL ELEV. @ GRID (0 m B UILDING 'A' - EAST P.C. PANEL /SPANDREL ELEVATIONS (5 THICK PANEL w/ REVEAL) SP N R E L . 0) PANEL (DPP.) SPANDREL e OF 1 5 1 U 9 ,,,_ „, h” 30'-6' ) NOTES: 6T 3 -7 3. . . 3T' -71 E'i .:T. 31' -7-o' 31 ' -71" , 31' -7 .. 31' -4 W 6' Y, ` i <PE� II I �'TYP. I. S I - I ttP. SEAT ,'. ) 6 - #7 LAP PER PLAN PER PLAN PER PLAN • W /CONN. R -6 _ 3 - tl ,y (PER PLAN] R -6 3 - #5 }'S 3- #5 r y al +(PER PLAN] C HORD STEEL C1IOR0 STEEL II 'CHORD STEEL r - ( I yu ) h 1 r • • 11 1 v 11I - - CO N PE C TYPE '82' TYP '82' I TYPE Tit' N 4 ® � I /! # OIZ. CONK. 44 NUR12. CON. CONN. CON ". :r'c fr 3 - . 'H• DET • A 12•-0" / f r O ,4 O 14o.c RI :24F RCIPYG & REINFORCING & REINFORCNG & ` 72 E.W. COY to SHEET Y I / / 1 1 1 �EAL O F CONN.'S (CONNECTION (BAL OF CONN_ 's 1/ - � Cf• (� •' 1 5 -72, nP /// PER PA N EL ° PER PANEL PER PANE © �^^^JJJ EA. END OF 2 -TYPE 'A 2 -TYPE 'A 2 -TYPE - .E C' SHEAR WALL 5 VERF co.. # V FJ2T. CONN. CONN. II C ONIC , \ # 7 #4 HORIZ. J� �I , # P.O M / - 6' / { 4x2 ' -6' Y� O 74 "o.c. 1 O 14o.c 12 11 O 14 11 � 11 II \ / „ PANEL 8A ' r ® 14 " o.c . ID -0 I O 7 4 o T c . � • O �0 o.c. 3- �fS E F . j--#4 . 1� 3- #5 glI I 111111 7 # I f{ 7 #6 - (PER PLAN v Ci ■�� \ ( 6 TOTAL) 1o' -p.. + \ 111111( 14 V [1 111( IIII 111111 'T /J- __ I. ` I ,,,(PER PLAN) I l!! . Gat. � An 11M1) PANEL 56 PANEL-TO-FOOTING / R CONNECTION PER -_ - PANEL© + _Tai � G" - 1_ !� ,7 -1 J -1 SECTION A -1 0 10' -O = - MAXIMUM - PANEL 79 PANEL ® PNL -TO -FTG CONN. PANEL 7A PER SECT- A -1 �13'-t0'h" I. 7' -0" 10 -G f 10'- 0"o.c. MAX ttP.) 8' -0" 23' -6" 3' -6' WEST P.C. WALL ELEVATION ® GRID O NORTH P.C. SHEAR WALL ELEV. CO GRID • (5 /" THICK PANELS w/ REVEAL) (5 W THICK PANEL w/ REVEAL) (NO REVEAL PANEL 7B ) Q 12 -54i" ,-6" 11•- 111.4' 9 3.E• -p' �', "JT_ 34' -0" 34' -7 e ' 28' -9 %" 28' -9 +h" I 28' -9 24 +(PER PLAN] ( PER PI/N II I DPP. [P PLAN],L NOTE WELD TYPE 'Bt' —� -.... - _. . [PER PLAN 3 CONNECTIONS PRIOR '[I 24' -0"A G4'WD STEEL TO ERECTING PANEL© 111 III 'I► 4 C I [ P`a PIAN] ::: \-- 5 CHORD STEEL #5 CHORD STEEL \— #5 CHORD STEEL 1 I I N 11 11 � J � • 11• II 2- \— IU 2- NPE'81' 0 78. -o " ' _ H• 3 -TYPE 'C' RENFORT' & LPE 'D' 3-TYPE 'E' TYP •T31 4 -NPE 'C^ 4 CO NN . CONK. # O R 12. CO NN. / CQl O CONNN. 3 -3-TYPE 'D' ' -TYP PER PANEL 7A I CONN. CW7K. CO TYPE 'A' NPE 'A• S_8 CONN. CONN. rO 4 14 'o. c H C O NN. 12'-0" / CONN. CONN. 0 1T -0", • � I 1 • • b_ I: 11: BAL OF REtNE REINFORCING & I BAL OF REIN, 2 - #5 2 - #5 2 - #5 & CONNECTIONS CONNECTIONS I. CONNECTIONS 7 CHORD STEEL CHORD STEEL CHORD STEEL # VERT. � 6 7 PER PANEL ° PER PANEL PER PANEL Q # • O 74 R o TO „ • • DIAGATYP-) • 111 111 - 0 6 -D 6-#5 I O 12"o c .f�' # HORIZ. # HORIZ. ` #4 HORIZ. / ) O 14 "o. O 14" .. ®' 14 "o.c. PANEL 7B ,/ / � I (12 TOTAL PANE 7A ;L: PANEL(9}� ,01 A l I .T. ( ) I _ _ II I I PANEL® I O 12"a.c. O 12 ° o. c. `, O 12'o.c. PANEL 15 BEYOND PER PLAN '- L J0 PANEL 8® PANEL '(,1'1 1 - 1 T1 — - "ANE 80 PANEL- TO- F00TING //p ��� $, PANEL -TO- FOOTING P PANEL -TO- FOOTING V 2 -Cr,-) -Cr,-) M1E (L 5 CONNECTION PER CONNECTION PER • Q _ SECT. M O 10'- 0"o.c. SECT. A -1 O 10•- 0 "o.c. CONNECTION PER ��+ 21 -74i" 12 -51 MAXIMUM (NP.) MAXIMUM (TYP.) S MAXIMUM ' (TYP.j °• -° °'` WEST P.C. NORTH P.C. O9 - 1 O :, i 1 12 13 14 PNL ELEV. 1 ' PNL ELEV. 12' -9" EAST OF GRID NORTH OF GRID U WEST P.C. WALL ELEVATION @ GRID © w o F ' g r.. (5 THICK PANEL w/44. REVEAL) (5W THICK PANEL w /ii REVEAL) (5 THICK PANELS w/ REVEAL) A r! z '' K r , p • m [PER PLAN] ,4'- 111!x" [PER RAN], GY. ,1 30' -56' 30•-111" 'k "JT. 30• -11," - 30• -711/2" , 30' -11 +k" 30•-11 30' -53/4" , 6" L • N 11 , _10' I nP. xLfi`r . 3' 1- I� !EXPIRES 09/12/ 9G [PER PLAN] `3 y 3 - #5 24' -0 1 I ri CHORD STEEL <PER PLAN), � r # HORIZ- �' 24'-0" 11) °4x2.5' / O 74"o.c_ [\< to L" DIAGONAL I [PER PLAN]a 4i k 3-TYPE 'D' #4 V ER T. 0 4 -TYPE •'C' / - - PANEL 23 ® ®® ENGINEERS ® 1 4 °-C- CONN. 4-TYPE . ®M® ENGINEERS Inc. CONN. CONN. 1300 -114th Avenue S.E., Suite 250 •'( 12'-0" #5 _VERT- REINFORCING & REINFORCING & REINFORCING & REINFORCING & REINFORCING & REINFORCING & Bellevue, Washington 98004 (208) 11 O 14 o -c- CONNECTIONS CONNECTIONS CONNECTIONS CONNECTIONS CONNECTIONS CONNECT ONS 450 -4075 FAX: (208) 450 -4076 • PER PANEL a) PER PANEL •C) PER PANEL PER PANEL <3 PER PANEL • PER PANEL( 4x2 7 6"/ 6' -0" ( -) #4 907: 11 •� * 6' -0" 11 O 14 o -c_ - . E.F JJ�� I�� ( T OTAL �� Y 0 -0 m r III j \ 1. I s ]O-O PER PANEL N01 s (PER PLAN) 10' -0"I $ PQG°a PLACE �i.( #7 a Y J,(PER PLAN) II (PER PaN T_ -1'\ I — I 17501 SOUTH CENTER PARKWAY W in - itl j,(PER PLAN) , I� / _ _ _ - ` I � (PER PLAN) V • - A, , 8' -0" PINE 16 PANE'S - - - -- 1-03- PANEL 24 TURNER AND ASSOCIATES PANEL 14 1 trJ 1 6 1 7 1$ ' 19 20 21 L ( �� L) 18420 TT LE, WASHINGTON 98155 PLACE N.E. SEATT ARCHITECTS SOUTH P.C. PNL. i LJ 12' SOUTH OF GRID 1 WEST P.C. WALL ELEVATION 0 GRID TELE: (206) 365 -7431 FAX: (206) 365 -7504 (5 THICK PANEL w/ REVEAL) -_ (5 THICK PANELS w/ REVEAL) BUILDING 'B','C' & 'D /- -C-----'------,' : rte �I - !'� ��•.- �� 0 P.C. PANEL ELEVATIONS ' "-1 x, / 32• -1 , 28• -704" 28• -7 28' -71" 28' -71' 28' -7�' 34' -6" PARK PLACE — TUKWILA, WA 2 #5 3 2 - # 5 SPANDREL CHORD STEEL JOB: 94 - i 2 — # 5 2 - # i 2- #5 CHORD STEEL PANEL 57 PER PLAN - -- i CHORD T #4 ®,4 o.c- C HORD STEEL CHORD S,EEL� PER PLAN ::: 4<PEP. PLAN> EAI - TYP CH BY_ CONN_ L 22' - 0" 111 22 ' -0" CONN. - �i `� DATE: : 4 - .JS. ( 20 - 0 t r *g As(TOP) 1 _ 20 - � �� CONN. mow SCALE: NOTED 7 Ii 3 YPE F OF PILASTER) I. 6' -0" 11 • 111 $ 16 _p I DE . 2Q A 1s' -o" / REINFORCING & REINFORCING & !::f -A' X S te' S -9 ` 4 -nE •G' • O I (NP.) Y # 5 V ERT. ' CONN O 12 "o.c. / W 1 • III :II . •', 'A' ) 3 -NPE 'A' 5 EF. S _ PE 'A4x2' -6" , 6 TOTAL) CONN. # 1 4 ) . . ' - DIAG(TYP) #4 HORIZ. I 7 #S EF 7 ® 14 " - - 6' -0" ® 14 " o.c. 1 6' -0" P�f "`� IU • cr eF rCxwlu #5 E.F. \ / SEE PLAN ELEV & DIAG.(NP -) L ", --- 1 X( DETAILED ELEVATION 3 -95 E., � � \ FOR PANELS'' (6 TOTAL) \ _ ET. , Q` THRU 24 NP.)9PP (PER RNI iUL nP S r I . / ( TOTAL) r • - + I � -- -- "—i I li (PER PLAN) � ^ / - I'_ 3 - # E F ' y . O /// *(PER PLAN) i � 1 ' (11 I r _ L (6 (6 TOTAL) oc,,ORO�C SHEET • $ y�� / — CONNECTION P PANEL -70- FOOTING /PILASTE' h j-.„_ PANEL 3, PQQ y0 PANEL 22 1 . - € 24B 1: D 24b I I I ER �� • ,� 7 SECT. A -t ® 10 .c. L I \) \ - , ! 1 4' 4•. - 6- PIIASTER 1' -6 ASTER- I �. -31" 25' 4 +4" 1 MAXIMUM (ttP.) 3' -4' 6' -4" 24' -10' P R.O. 1 ``2' -0" ---L. f^' R.O. �.� ' . „co, \S \D' 7 -4” 22' -9" l •_111 , 25 26 ® 28 29 30 �< Y 56\''''. S 1= 1 0 --%Z_ -- -1 _ ' Z. . NORTH P.C. WALL ELEVATION . v (51/2" THICK PANELS w/ REVEAL) OF 1 _ 5 16 ( 7:::;,"\ ,� NOTES: �h�JT. 28._a +h "JT. 29'-g y A �- A �� a � � ttP. STEEL CHO PER PLAN -�A e [ PER PUW] P CHORD STEEL TYPE ' 82' CHOR STE I TYP '92 CHORD STEE- OF PILASTER) / [PER PLANT co. NN E TYPE •'82' #5 VERT. r II CONN. , [PER PUW] (}I CONN. 22' -O' • 1 '• ,, 9 Y J" A 22•_O" •1 �� T OF \ �'') fl-TOP OF _ � ,: / Y 11 PANEL #5 V ERT. PANEL 1 5 ART- ART- w -f4 $ 78' - ). 11) 1! :I1i O lro.c J, 18' -0' II 1 1 S_i Y #5 VERT O 12"o.c. 4 1 0 1 AA-14 CONN. \ 3 -TYPE 4 -TYPE G I REIN F ORCING S & REINF ORCRC ONS IG & REINFORCING & 3 -TYPE A' N4 HORIZ. DET 02 0 14 "o. T c. 7 ` CONN. A'I ER ONNNN. O 14 "o.c.� ( 3 � y 12 TY.) ( III C#4x2 Dwa(TYP.) �or #' EO + 6 -� 11 ETO7 11 P �RQ� ( HL 5 -9 %C. PER # TY SECT. A -1 4- 12 c EF. p'- I ( 2})1 D, 0' ECT. -1 7 o (P -,e. _ _ - +_ () J 3- #5 E.F. •1I1U �r� PER PLAN t.1I MAXIMUM) r L I) . = l 11 ,42 ._ O ° (6 TOTAL) 2 ._ 0. Vii • 4 - _it 1 PNL- TO -FTG AT ' t _Ig1� F PANEL 30 - �+ ADD 3-/5 O Ton. I PILASTE 18' -2 . PILAST 9 -3 A• T® PANEL 4i T SPANDREL ( TOTAL) E L SEAT P ANEL 38 T E � �� CONN. PER SECT. A -1 e , - FOR PANEL END CONDITION (10'- 0"o.c. / MAXIMUM) 0 Q Q 34 3© 36 © Q 1 ] SEE A7I � N L (TYPI O AL P PANE 38 \� 37 , 38 & 41 THRU 44 ) PARTIAL EAST P.C. WALL ELEVATION © GRID Q PARTIAL EAST P.C. WALL ELEVATION ® GRID © N.E. P.C. PNL. ELEV. (5W THICK PANELS w/ REVEAL) (51/2" THICK PANELS w/34" REVEAL) (5 THICK w/ REVEAL) 4i -sw e r 'h "Ji. A A 24' e 1 41 ¢ e 2 a TYP. -ewe -ewe MEL PER PUN , . [PER PLANI,L • _ PER PLAN Y PER PLAN [PER PLAN] ( LER TOP 0 PLAN PANEL [PER PLAN] TYPE 'H2' I 14 W A CONK. TOP OF �' 4 22' -0' PANEL 22' -0' PANE R I) PANEL 1 95 1rERr Ill 11 � W -14 .•. O 12 ' oc. • 18'-(Y 1 - �,B - 1/ i+1H -o- u, BAL OF REINF. REINFORCING & REINFORCING & BAL OF REINF. 4-TYPE 'A' 11 fR1F ORCWG & e REINFORC & 3 -TYPE 'J' & CONNECB S 4-TYP 'J' CONNECTIONS CONNECTIONS &CONCT( NS 4 it ' . c. 4 TYPE 'G' CONN. BAL OF CO NN' s 9AL OF CO NN.'S CO NN. ' PER. PANEL 33 4 CON N. PER PANEL 32 PER PANEL 32 PER PAN 33 1 S 12'-0' ! PETE PANEL® ( PER PANFl® I 4, 72' -0' CON 4 HORS 72•_0•` (CENTERED) 7 -#5 ® R 11 Il 1 ®1•i , 1) (14 TOTAL) / ®51YoC •� - I v -14 • Y II 12 o.c. E.F. 1) E II L�,at/� tD r 6 -6. (1 FA E (8 TOTAL) OF OP - 4...-..6-'-6. x2' -6" 1 1941"49M - � � I DIAG.(7YP.) ADD 3 - #5 O 6"o.c. EA. FACE (6 TOTAL) I0 -0 -� !1 {I� AT SPAND SEAT d(PER PLAN) II I� --I t _ I! 1 y _ - PER PLAN c,- T 'LE PANEL 42 1 Erb ^I�tF PANEL® - E PANEL® ,L, ., L8!E �� PANEL 41 \ S . PANEL c4 R.O. PANEL m PNL- TO -FTG CONN. PER / i 39 ® 4 74 44 45 46 • o MAXIMUM) ' A EAST P.C. PANEL ELEVATIONS 4� EAST P.C. PANEL PARTIAL EAST P.C. WALL 15' EAST OF GRID (L) S.E. P.C. PNL. ELEV. ELEVATION CO GRID QL S.E. P.C. PNL. ELEV. ELEVATION © GRID F v J4 (5 THICK w/ 4'4" REVEAL) (5 THICK w/ 3 /4" REVEAL) (5 " THICK w / REVEAL) (51/2" THICK w/ 3 /e REVEAL) (51/2" THICK PANELS w / REVEAL `' t o c z 24'-7Yz" 24'-7 � 3 UT` A A e • r E . [FER PLAN • ® SEUTLER ® ®® CONSULTING x -1a ® ®® ENGINEERS Inc. . 18 - 1300 -114th Avenue S.E., Suite 250 & BAL OF EINF. REINFORCING REINFORCING & 4 -17,1 . , G Bellevue, Washington 98004 I f EPEEE cONN AN 32 CONNECTIO 31 •(12.-0• (208) 450 -4075 F. {206) 450 -4078 L i: PP 6',:r ADD 3 - # ®6 -0_�. t PARK PLACE Ea FacE (6 roru) (0 . o I * 17501 SOUTH CENTER PARKWAY ar SPAND REL sEAr (PER PLANK 12oc.0 11.-.r • (GEN - 1RM) •ANEL50 TURNER AND ASSOCIATES A 18420 24th PLACE N.E. ARCHITECTS SEATTLE, WASHINGTON 98155 ® 4) 49 m5.0( PARTIAL EAST P.C. WALL ELEVATION @ GRID ® TELE: (206) 365 -7431 FAX: (206) 365 -7504 (5 THICK PANELS w/ REVEAL) I P.CL PANEL 'C' & ONS 0 34' -6° 29•-9 %" 29' -3+k - +h "JT. 29' -3 +h" 29 29' -3'h 29' -3 4'a PARK PLACE - TUKWILA, WA TYP. JOB: 94 -64 . _ 2 - #5 FILE: SHT -S11 CHORD STEEL ENGINEER: J.J.S. [PER PLAN1 Y pER p�N CHECKED BY: GPER PLAN>,L t Y DATE: 4 -27 -95 J 0' I SCALE: NOTED '4 I K SPANDREL 20' -0 20' -0' PANEL 74 ISIO0' BEYOND - TY 0 Y REN #4 HORR. 1CPEI CONN. BAL OF REINF. 1 RIN REINFORCING & REINFORCIN REINFORCIN& REINFORCG & 5ET & CONNECTIONS CONCONNECTIOS VERT/J 12' -0 , e f PER PANEL 30 PER PANEL 26 I PER PANEL 26 PER PANEL 26 PER PANEL 26 PER PANEL 26 ® 1 ro.cJ #4x2' -6 � I 12' '• $ '� 4 IAG.(TYP.) ul 3 -TYPE 'A' - 13 -TYPE '0 RECENEO CONN. CONN. r �" Vy \�ti '� 7jjj 0 t EF. , „t 6 -0 A 1) , St 1g 1111 7 I 10gc -.. 4, 6•-Cr • OWG.(T1P.)' I ( #5 E. Y pP e R PERMIT CENTER 2-#5 E.F. , . (10 TOTAL), \ 1995 o -oy (4 TOTAL) \ r #7 o _D PUG (PER PLAN) I - I I $ -, . 1 (PER PUWLI G 9\ 15 10111 SHEET II = I . 1' -'11-- 4 Y �.U1ti91r� PANEL 49 PANEL@ 27' -70 3'- 4 "3' -4" 1V -0 R.O. 1V -11 6' -4" " R.O. 50 51 ® ® 54 55 56 SOUTH P.C. WALL ELEVATION m (5 THICK PANELS w/ REVEAL) OF 15 o NOTES: I 43. -0- ,y 0 1 PER PLAN 3 -g5 PER RANI CHORD STEEL L+ -14 1/2",17. 6' -7 h" ✓ (LAP w /CONN J -14. 11-14) ( �",�/ (PER PLAN] - � -1'; 2 -/5 EF. I PER PLAN EACH O 14 "o.c. 2 - #5 E,F. I�. IT U 6" IO -4`h" , 6' -11" 10• -4 vz" .J- 6T, ti• -6Ve 72' -5" I ] • ' 11 6" EACH WAY ��� ((( 1 (4 TOTAL) I 7 4 (PER PIAN]s $[PER PLAN] I EP,. PLAN]. `"' 4 - 'C' I I -- ` 1 24' -� .l� <PER PLAN II - 24' -O' A - _ e.,, .. I J -14 Y Y CHORD PER PLPN. 1 RD S7EE! —F j K : (PER PLAN -+� : IPER P U JJ] C O NN. I 221-0" 111 TOP OF III (LAP w /CONK — P / 7 (PER PLAN /� PIL45TER r 1 NI I r HORIZ. ' II DETQ EACH END) I:. :i : fSI 5 DET 1Q ` " • D " 4, 'D' 3 -TYP 'D' 3 TYPE' 3-TYPE 'E' 3 -ttP • R3-TYP E ' E MBED PER III PEL 75 PANEL 76 ' " - E I PER A `� ACE II ' I O 74'oe. NS VERY. , 2. TOTAL 7- - I. I III r .. 7- 6 / I I ,I I` ® 16c.c. I \ ( ) I. [4 O 94° I 6 '-4T 11 � f 1 I /1 _ il 6 ' - m \ 3 TYPE •F. 111 I I EACH wAY I I , Y 6 "-G ICI 11 • 11� \ 11 1 I 1 �4 ; 1E27_ 1 ' _ 14 HORIZ. I f4 7:1 �ill ' CONN. _ O O E . I O 4 "o.c # AN I PANELO6 # 5 VERT. < J ) # 5 VERT #4 HORIZ. O c O 14 "o O 14 "o.c. 1- 5 E.F. J -1 t „ _ J-1 I PANEL 80 O 14 °o.c. II, I (2 TOTAL) (PER � - 11 79 II #5 VERT. 1 PA 82 W PANEL 12 - 36' -0° O 14 "o.e 36 3'- 14-..... • CLOSURE PANEL(f) Q /^•�� BEYOND BEYOND 8 8 %z" 111 6' -4" PANEL 11 14' -61 6' -4 L.." BEYOND 1 e /z" 6•_4 4 POUR (IYP.) Q & V R .O. P ANEL - FFF" R_O R.O. 5 Q O. 79 BO 81 ® SPANDREL INTERIOR P.C. SHEAR PANEL INTERIOR P.C. INTERIOR P.C. INTERIOR P.C. INTERIOR P.C. INTERIOR P.C. INTERIOR P.C. WEST P.C. PANEL/ ELEVATIONS 0 GRIDS ® & _1) PNL ELEV. 18' PANEL ELEVATION PNL ELEV. 18' PNL ELEV. 13' PANEL ELEVATION PNL ELEV. AT SPANDREL ELEVATION (576" THICK PANEL w/NO REVEAL) SOUTH V l OF GRID © SOUTH OF GRID SOUTH OF GRID © SOUTH OF GRID 90 SOUTH OF GRID (9) GRID LINE (9) n (5 THICK PANEL w /Ve REVEAL) (5Yz' THICK PANEL w /3'a' REVEAL) (5W THICK PANEL w / REVEAL) (5 Li" THICK PANEL w /i'4" REVEAL) (5 THICK PANEL w /3'4" REVEAL) (5 Vz" THICK PANEL w /3'4 REVEAL) 43•_p- 'j' 25 24 S'r" 24' -3 Vs" 24' -7,4" 23' -754 23' -11/2 " 23 I 24 -7di -70/ �,: !- I -... , ,-TVs' 4 A "11_'`7 - -. 4 O 14 o.c. • , , #a o 14 "o.e. 14 O 14'on ° o tffwe ! y EACH WAY < EACH WAY EACH WAY II EACH WAY • E — \,. REINFORCING ) PLASTER i (iYP) I i i REINFORCING & (REINFORCING & REINFORCING & RE INFORCING & $ I '-" - I CONNECTIONS CONNECDONS CONNECTIONS CONNECTIONS i PER PANEL 61 1 ` \ PER PANEL 67 I PER PANEL® PER PANEL 59 PER PANEL 60 5, 1 '1, Y 1 ,l , I \ ! 1 I II E \� _ _ ` 3 - # EA. -- \V EA. )) � 2 -#5 EA. 1_ 2 - #S EA w t, - 2 A Q 11 / -13 - 1 ,1 _ SPANDREL FAC O P tYo.c SPAN_ FACE O tYo.c / / } ^ FACE O 17o.c FACE O )Yo.c. — PANEL 57 (6 TOTAL) P ��® ^ - (4 TOTAL) / (4 TOTAL) (4 TOTAL) { 5- 2 5 I PANELC)— O ;1 (4 52,1....c, O 6o.c. ;10.c. - ° k - PER PLAN ,5 e 10 f I ( � _ I II II II I II 11 II II : { . I I 1 I I I I ] Vol I I_ 1 3' -0• 37 -0" �' -01 13• OT 21' -5 �' -01 27• -5 13 • 22' -10" 23' -Y 3 : ± 20' -7 IL; -Ot 20' -2" F ± 1 20 3 •.y o 0' 59 60 6i 62 ® 64 65 _ C--- 5 PANE!- SPANDREL PANCZ SPANDREL SPANDREL (208) 450 -4076 PANEL SPANDREL PANEL � S ��PAND�REL NORTH P.C. PANEL/ EAST P.C. PANEL/ EAST P.C. PANEL/ N.E. PE: ``PANEL/ �� ELEVATION SPANDREL ELEVATION SPANDREL ELEVATION `* • SPANDREL ELEVATION SPANDREL ELEV -�. sT £ z I 23'-10 VA" 26'-0" 10'- t0*fi° O 4( . 24'- 1171 " a 6 O 6o.c. s s/ . 1 ( 1 24' -9?~ r 1 24 " 26 Vs" S � I I :AL- � Rs" 7,--,,1 7,--,,1 . --mil -i 2 ._ ° • L3T]LT3�rwe..w�— / ®7O MATCH ✓' HORIZ. REINF. II II � I <PER PLAN ��� >� ® ® ® SRUTLER �•. 3 -TrPE •IC• ` � - 3-TYPE Lc �- 11 � ®� CONSULTING _ I I ! ry / CONN. / ( REINFOR CING & r I I -� r C ON NECTONS I � I I / (PER PANEL 59 I A A ®I ENGINEERS Ina t 22 -O" 11 7 - # 6 VERT. REINFORCING & REINFORCING & 1 (1 ' dl /) 1300 -114th Avensse S.E , Suite 250 CONNECTIONS I CONNECTIONS �� REINFORCING & 11 REINFORCING & REINFORCING & REINFORCING & REINFORCING & PER ELEV. # 0 1 o.c. Bellevue, Was 98004 PER PANEL 65A I I PER PANr'1 60 • CONNECTIONS II CONNECTIONS CONNECTIONS CONNECTIONS CONNECTIONS 208 450 -4075 FAX: 1/ ! 78' -0'. • ` , • ' \ / PER PANEL 60 11 PER PANEL 59 !PER PANEL 59 PER PANEL_ 60 PER PANEL 59 EACH WAY ( ) Scc I II TEE { SEE TEE 11 BELOW , I I 14•_0 BELOW I BELO 1 , 11 BELOW 1 BELOW L __, D E I AIL O 8 -13 C -13 t t -- — 1 A ` ] ] 1]_ — PER ARCH. y '- SPANDREL SPANDREL 111 -rarer_ PANEL(:�j —PANEL 73 PARK PLACE `TS COL , . — aANEiQ 17501 SOUTH CENTER PARKWAY PER PLAN 1 - PANEL C> "S I 3Q 20' -O" 3 -0 ft 22' -0" 23' -6' o 10 1 -01 A , _ _ 11•11 _ TURNER AND ASSOCIATES I( ) 1 _ 1 I I _ I J I I I I (PER PLAN) /� II I 11 II I PANEL 66 PANEL 6a -0 I 3' -0 18420 24th PLACE N.E. ARCHITECTS i 23'- 4 " 'I 21'- 11 " 21 - 11" 3 -01 PANt1 67 / \ /}� /�� $PANDRc1 68 69 0 © SEATTLE, WASHINGTON 98155 66 R ci Q �/ SPANDREL PANEL SPANDREL PANEL 67 PANEL SPANDREL SPANDREL PANEL SPANDREL S.E. P.C. PANEL / EAST P.C. PANEL/ S.E. P.C. PANEL/ b EAST P.C. PANEL/ EAST P.C. PANEL/ TELE: (206) 365-7431 FAX: (206) 365 -7504 SPANDREL ELEV. SPANDREL ELEVATION SPANDREL ELEV. 6 SPANDREL ELEVATION SPANDREL ELEVATION BUILDING 'B' 'C & 'D' P.C. PANEL ELEVATIONS PARK PLACE — TUKWILA, WA Q F 1 1 \'` rJ � JOB: 94 -64 I 43• -0- 6' -7 'h" TVz"J7. \ ✓� "�� "' �' -' , la.r, > -,. _ _... 1 8 _0 I . - � �1; f FILE: SHT -512 _ -- : �� 8' -4 1/2- 1' - 14' -6 1/2" 3'_O � )_ --"' ENGINEER: J.J.S. wA, <PER P149>I CHECKED BY: — 11 <PER PLAN>� ® "{1j'r 1 - � DATE: 4 - 27 - 95 PANEL PLAN zq, z� #a ®1a o.c. za z� SCALE: NOTED REINFORCING & VEIW (T A_5 A -5 13' -0" ` ' REINFORCING & CONNECTIONS ,� 7• -OVz" ! • � 2 -TYPE 'D' in 2 -TYP '0' ' ,,, CONNECTIONS PER PANEL 57 y ( 7 -° NOTCH FOR _ : REVISION 5 I CONN. P ANEL 23 I PER PANEL C ONN. 16 '_0• -� O I 1 i• 11 1111 i� 1 1 // + /N 1 TYPE 'C ARCH. CO IOST •• a ® 14".c. // • - 0" SA _ T Y AL 74 1 - CO 51 l2 (P R AL) 1 1 m • s• I (8 TOTAL) PLAN VEIW I jU j \ � \OE���1 F,� Y 16•_0.1 ° (o -oI ��II I Pee b � PER PLAN 11 4' 0' �3' -SIFe" 3 -074 I 8 -0" �3' -6,' PSG, SHEET � +(PER PLAN) • A "` t .. RO. 1 1 I I_ _ i I 37 ,_ 6 " 3' _01 3 -0 3'- ! as CD ® l. _ . = 13 \� I \S t! „ �% N P.C. N.W. P.C. N.E. P.C. N.W. P.C. �--� PAN., PANEL SPANDREL � ,-` EL ELEV PANEL ELEV, _.. '1 PANEL ELEV. PANEL ELEV- _ .,.•` _�C� /" 1..._.�-°`C _ ,_i +.. .. - " SOUTH P.C. PANEL/ WEST P.C. PANEL/ © DETAILED ELEVATION PANELS THRU SPANDREL ELEVATION SPANDREL ELEVATION (5 THICK PANELS W / REVEAL) 5....otti 15 - �F , P.C. SPANDREL _ _ �� _. �. P.C. SPANDREL P.C. SPANDREL 3' -0" SO. AT BASE NOTES: SEE ELEV. FOR SE ELEV. FOR SEE ELEV P- REINFORCING REINFORCING REINFORCING FOR 5 I BELOW & CAP ABOVE I SPANDR 2._ TYPE •K' CONN 3' 2' -5" SO. AT . 2' -0" 131 IC PER TYPE ' i' -545" 7' -5 �" 2 - #3 / - ‘ , T 113 4.- - -- .. 14'CENTER SECTION "C" CONN. HAIRPINS 2 - #3 = 0" 2 - #3 = '6" F4 fRPWS TS +22• -0 HAIRPINS ' Q' w/ I I PER '� � / ;c % + I 13'-O' 207 1 � . 43x3x% _ � ` OF PANEL NEOPRENE ` S V x0' -e " \ BEARING PAD HIM 2- #Sx `_ � \ ,��,' 2- #5:7' -6 I 36. J� WE 6 , (HO LD 6r h ®6" GA. \ FULL HT. REINF. 45° ew/ Vz' N EOPRENE I 2•— „��, (HOLD Yi' - T 5 #5x2 ° -6 BEARING PAD INSIDE FACE) 5 CLR. TO PER P.C. COL P.C. CONC. (HOLD • x �• I� VERT. REINF REINF. DETAIL SEE ELEV. FOR FACE) n � ,M. F [x12:7' -Y 3' -0" REINFORCING EA. SIDE OF 5355' c°` ti ( COLUMN , 3• -0" COLUMN CAPITAL !L' PER TYPE I c >z "C" CONN. S Yz' P.C. 3 6 O Y � �; ' • � - _low I SPANDREL 7' -545' 7' -545° I Y. °S •�' ml _ � _ lyrc 3' -O' : � EC ` ' ADD #3 TIES AT 'o� ' #4. ` ■, ' `� ^ — - ,0 10 °.c. ABOVE ON _ y f it Iil CENoTER SECTI I f ''I ‘ fL1. ES AT 3- #5x2• -6" 21/211 6° 16" 1 �2'h° I tt Y P.C. SPANDREL SEAT I e f- z �b�(HO� TD �' VI ADD 6 - #5 (3 To I NSIDE FACE /s BOTTOM OF SPANDREL, �� a' I � 3 TO TOP OF PANEL, _ t2x2x its \\ C ilk 1 1 6 TO BOTTOM OF N x0 -6" \ 5 - #5 TO TOP SPANDREL AT '] I SECTION A -13 SECTION B -13 SECTION C -13 CORNER COLUMN.) @ 6" G . ® w* OF PANEL SCALE 45' =1"-O SgLLE 45 1'-O' SCALE: 4i ".1' -O' ®6" GA. \ FULL FIT. REINF. FULL HT. REINF. PER ABOVE PER P.C. COL _ REINF. DETAIL Q NOTE: PROVIDE SPANDREL TO COLUMN CONNECTIONS AT P.C. COLUMN REINFORCING SPANDREL TO COLUMN CONNECTIONS • .> . D q 5 ....... 0 I 1 1 • ^ HORIZ. RENE. PER n t EXTERIOR FACE PANEL ELEVATIONS Y O ,i ' I EX A E li (E7 ... FACE) REVEAL PER ARCH- _ —L I @ �ssAO::AL E,`` Q PRECAST PANEL (��' T ELEVATONS REINFORCING NOTES: A 56 ' ? BA PaB I ,5 } IExwa 9 ES 09/12/41 ELE E REINF P. O0 s ( (J 70 1, 12 13 14 I � ,7 ,6 ,9 2D 2i 22 ,6 O INTERIOR FACE PAN ELEVATIONS 1) THICKNESS INDICATED IS MINIMUM THICKNESS ALLOWED w /.- 63 0 If (7�•1.,. ® ® ® ® SHUTLER TYPICAL SINGLE MAT ( IIP1CA1 ) DEEP REVEAL DEEPER REVEALS, EXPOSED AGGREGATE A'S 8 2 80 ® ®® CONSULTING RAKED ARCHITEC FlNISHc'S ARE NOT PLLOWED WIIHOUi I 7 (� (3� (4� o5 Q O6 (� P RIOR REV &APPRO BY T HE STRUC ENGN ' o J Q f T T I Q e, . 25 ® ®® ENGINEERS Inc. REBAR PLACEMENT 2) PROVIDE 1-#7 OR 2 -#5 MINIMUM HORIZONTAL AT TOP & 130 Bellevue, n s.E., Suite 250 BOTTOM OF ALL OPENINGS EXTEND 2• -O BEYOND OPENINGS) V . 23 _O 54 gt ) 450 3) PROVIDE #4x2' -6' DIAGONALS AT CORNERS OF ALL OPENINGS. iy 26 (208) 450 -4075 FAX: (B -4076 450 -4076 HORIZ. REINF. PER EXTERIOR FACE 4) PANEL ELEVATIONS ARE VIEWED FROM INSIDE L00KING OUT O © — 0 53 PANEL ELEVATIONS UNLESS NOTED OTHERWISE (ALTERNATE FACE) - 2, - 75 76 27 REVEAL 5) SEC PANEL ELEVATIONS FOR PANEL THICKNESS- CD 70 2 PER ARCH. p 6) CONTRACTOR IS TO VERIFY ALL DIMENSIONS IN FIELD PRIOR TO ynnn ® 24 SP,wpR� PARK PLACE ' FORMING PANELS. 28 D d D p IS A E THICKNESS 7) SHOP DRILL 064METER AIR - RELEASE HOLES IN EMBmMEN,S " w 74 51 PER PANEL — - -- ' ® 7 25 SPANDR AT 6' CENTERS TO DISPLACE ALL VOIDS- rid 29 57 ELEVATIONS ` ID � � 070000 E 1 7501 SOUTH CENTER PARKWAY Z 0 37 m > 17 16 75 14 13 1 8) REINFORCING IS TO BE PLACED PER " TYP. SINGLE Ma REBAR SP;�OREL NOTE: PLACEMENT PLACEMENT DETAIL UNLESS INDICATED AS EACH FACE (EF). Z 26 sPaxOREi_ ER 49 0 G P I 4 7 46 45 30 WHERE VERT. BARS ARE a` SEE - TYP- DOUBLE MAT REBAR PLACFI.IENT DETAIL FOR REBAR • I T TT 3 4 2 4 7 ® m 3fi 35 34 33 32 31 ON EACH FACE (E.E.) & \—INTERIOR FACE PLACEMENT INDICATED AS EACH FACE (EF). © ° Q Q Q Q m TURNER AND ASSOCIATES TYP. MAT IS CENTERED, I • VIDE RISER BARS ® V.T. REINF. PER SPEL � e • ■ • �T - r • 78420 24th PLACE N.E. ARCHITECTS o m) ANDREL SPANDR 29 28 27 • � 40 39 C1 43 PRO 48 MAX. TO MAIN- 1 SP H ari 2 71 70 s PANDR e - SPAND TAIN CLEAR DIMENSIONS. PANE ELEVATIONS (TYPICAL) 66 65 sPA6NOREL 63 62 sPanoREL SPPNDRE 61 60 S9 SPPNOREL SEATTLE, WASHINGTON 98755 TYPICAL DOUBLE MAT SPANDRE sPArroRE AN SPFNOREL REBAR PLACEMENT � BUILDING 'A' BU °B'. ° & °D' TELE: (206) 365-7431 FAX: (206) 365 -7504 1 P.C. PANEL PLACEMENT KEY P.. PANEL PLAC EMENT KEY Y SCALE: 7 " =50• SCALE 1" =50' P.C. PANEL CONNECTIONS, PLACEMENT K EYS & P.C. COLUMN REINFORCING ' MARK ANGLES ° A ° PLATE °B° 6 81ax6x0' 8° PARK PLACE — TUKWILA WA y I O BENT PLATE -- -- •81• 4323 44 x0' 8° w/ 43 6' GA (ttP.).. Wez6x0' - 8" JOB: 94 -64 2 -#5x2' 6' ®6' GA- ('''.....-6" sx('''.....-6" • -6° �- � - I ? /2- #5x2' 6 �' /2- #5x2' -6" PER FILE: 5HT - S13 Ir P.C. PANEL Nd.. w 6 GA. f 3x3x 47a o' o ° w/ ®� I PLAN ENGINEER: J.J.S. -- == 3- 2 6 ®4 GA l'Af x420' -8' w 41ax6xo• 8" I . (SEE CONN. II — x /2- #Sxz' --6" ° (SEE PANEL _ •62• I,� 1 _;, CHECKED BY: ELEVATIONS -- —� • I Y3 S ys x7' -2' w/ IQ`�isx4z7' -0° FOR CONN. ®6" GA. Y I �'r' DATE: 4 - - 4- #5x2• 6" ®4" GA. 42x2x sAc x0' -6" SEE TYPE'C' P. 1/4,, Y, SCALE: NOTED LOCATIONS) CONNECTION l'� TY 42x2xs.SsxO' -6" BENT ICS � , MnOxo -6" REVISIONS R °B y I ttP. P.C. PANEL _ 4 PER TYPE " C ' �- 2 - #Sz2' 6 6' ®6"wGA. CONN. (TYP.) ► r TYP. /I\ ENTRY REVISIONS - 6 -5 .Y w3x3x4is x0' -8" 0 A •I•4SJ CF$IJIN6 ' BUILccJG G2. 1-18 - °S • /2- #5x7 -s° CONN _ __ TYPE ' C' CONNECTION TYPE 'E' CONNECTION TYPE "G" CONNECTION TYPE "J" CONNECTION STRt1CTIaNSET "7,8 -45 ELEVATION ®6 GA MR.) ' (SEE PANEL _ 45 ° =1' -O ELEVATIONS FOR CONN. - J — � LOCATIONS) '. (PANEL THICKNESSES - � � c m n IcWlu PER PANEL ELEVATIONS F- LEVAT'ION O R PER TYPE "C" PLAN JUL I '� PER 2" 2° ANGLE ° A" (TYP -) CONN. (TYP.) , r/ R Y.z4x0• - Y i . ° -- II W %.¢ °0 HOL i 43x3x s/is zo' 8 P.C. SPANDRE J2T.I P.C. PANEL 244° w/2- #Sz2' 6° PANEL (-- �� ' ` '� TYPE 'A' NNECTION I CO NN. & 4N��)\� SHEET - II JOINT I C4Sax4xo -6 ® +s -o "CO. +12' o ". BEN fYp N � 0 _ & +1a -o. -tea RO -� i � �� ttP CONECTION li TYPE 81' CONNECTION t µ- / 45sx4x0' -6'Pe �6 NO ' ® ,4 -1'7, N +18•-0 ' '. ® +22 0 ". L� — - — 0 PS +22' -0 TYP. , I PLAN PI AN 0 , w Ow I P.C. PANEL TYPE "D" ♦y , TYP. .GO\�\S\`\ CONN. S BM 13 TYPE 'A' CONNECTION TYPE 'B' CONNECTION TYPE 'D' CONNECTION TYPE 'F' CONNECTION TYPE 'H' CONNECTION TYPE "K" CONNECTION OF 13' • I-6,‘ O NOTES: O [PER PLAN] BE7'AEEl4 JOIST 0 PER P. I ? TYP. HKi i RIGID INSULATION LBW BEAM ��x� PANEL BEYOND E E SECTION H -6 I 6 ER PLAN • II , ::;: � STEEL BEAM ;1ccL s PER PLAN [ ' — _ ea o+0 h ' I STE�� dA'�$ ' I »mod �_ — - �J�:��JS . Ill � .r_��� aw.....�w�� ' . STEEL lulu `�� aww�wu - - - - --= \ PER PUN T , t P.C. PANEL SEE E.V. FOR SIZE k REINFORCING \ �p, �s� STEEL BEAM �" \ �G�N J -6 STEEL STUD INFlLL � � I � . tYz' PER P. WALL PER ARCH. l T)` e-Ye x4_xt' -O' \ 1 x Lem x6z1'- 0/ y ` ' INFlLL V -6 3'" 3 THRU COL / 4. BOLTS 0 3 SEE SECTION S -6 EL JOIST ��J�J�'J� DRAGSTRUT 2- A325N BOLTS PER PLAN CH. E3x3x S. x0' -lTl \ x J =�i _ PLANL(TMEAM PER PER PLAN V TYP. Wf5x22.5x1' -4'-` COL ; _ w /5- # 5x 2' -K LOO NOT WELD - - - -- �• . I 0 3' GA. (TR TO COLUMN -_. - FLANGE TO P ,` WIDTH) (STEM AT ¢ OF PANTS COLUMN / I 1 PER PLAN /� j DEEP LEG TRACK w /i" MIN. GAP it — ,A 1 — 1 TO TOP OF STUD 43..1/4 ® 8'- 0"o.c. f W � MAX. (FIELD WELD STEEL SPUD WALL IN PLACE (TYP.) PER ARCH. • SECTION A -14 SECTION R -14 SECTION C -14 SECTION D -14 SECTION E -14 SECTION F -14 SCALE 4'4" =1' -0" SCALE 4 =1'-O' SCALE: W =1' -0" SCALE: =7'-D' SCALE: ;" =1' -0" SCALE 3/4" =1' -0" PER PLAN , PER PLAN RIGID INSULATION PLAN INSULATION D -14 RIGID INSULATION C -14 O STEEL DECK • PER ��- BAR JOIST PER P O C -14 0 -14 PER ARCH. STEEL DECK PER ARCH. (TYP.) 6" 1 PER PLAN MP.) 6" ;� i - o-7q RIGID INSULATION PER PLAN STEEL DECK I PER ARCH. 2 W18x35 BEYOND P PLAN STEEL DECK Z'10:4142 _ e�x83. x0' -8�" PER PLAN 1�... �. 3 SDES ��r� 2'h x2'h z STEEL DECK tail T I 1.x I 4.6x4x4sx0' -8' v :',: N� 421/2.12 x14 I � ��,- rir. -rJ�S �� PER PUN (TYP.) ` I _ — 4 2 VZx214 x1 . Il %'J�J PER SECTION L -6 r y�J.1�)1 _ __ BETWE _ _I �' BEAM STEEL BEAM .I! 42122215 x 1 H -4 JOIST CL { PER PLAN I�. PER PIAN SEE SECTION C -6 ! E: BETWEEN JOIST (TYP.) W78z35 DRAGSTRUT - mow j G (IYP.) PER SECTION G — ® i � —_ , TYP- S " FRTED� _ NMI y y_ 14 SIDE 0 COL I. �: ��, ■ F ENO PER PLAN ", 45x3x1z z0' -6" LLV JOIST SEAT 1 LEDGER BEYOND ,I 1," 2- 1 T. x 0 Y A325N " BO TS 43232 V. i ' -'- PLAN (rm.) PER AI E:tP I l i _ _ _ PLA (rm.) , P.C. SHEAR -y , • 3 SIDES r , (Smoo INFlLL WALL , S Tom; 1 EE PER ARCH- EL,. FOR LING) ) x2' -0" u : :; :i x3' -6" GE LE I I 3' - I I e4'ex12x1' -4' 3 - ]/ S THRU COL w/ ERT. + IC4'e 2321' -5 (TYP.) Imo; BOLTSO(TYP)N R o SECTION G -14 COLUMN N 4- A325N BOLTS 1 I REINFORCING • TS COLUMN IQT'ex114e x1' -0" / T (TYP.) PER PUW (HORT SLOTTED HOLES) j �� 2" 4 . 4 . 2 ..' SECTION G -14 SECTION H -14 SECTION J -14 SECTION K -14 SECTION L -14 SECTION M -14 y�w=� °`�..s SCALE " =1• -0" SCALE 3. =1'-O" SCALE: "=1' -0" SCALE " =1'-IY - SCALE V' =1• -0" SCALE: 4. " =V -0" , : t 12Yax4x1' -6" RIGID INSULATIO I PER PLAN , PER ARCH_ . O V -4" � exawES m9, 12 c. 1 ,.' GIRDER SEAT in,-,...E,71:714 T - -- - - - - PER SECT. K -6 STEEL DECK 10" , - -- PM PLAN , PER PLAN 1 x w, i fri PER FLAN ,PER PLAN • I I 6^ COL � A RIGID INSULATION �— � I 1 BALANCE PER ( I END OF GI RDER ® ® � SHLJTLER El �� GIRDER SEAT PER PER AR CH. 2' - I &.FACE OF COL SLEET_ BE AM SECTION K -6 - 712 " A i� y SECTION K - 6 I - PER P LAN 1 I I ®® CONSULTING r — — ♦���♦ . .�, .��5 ���, v 4 --�- - BEAM P. �1 ® ®M ENGINEERS Inc. — I• ' 0 EL I y 3 S (208) 8478 L M j �' ui 1 :I F STEEL BEAM 312 . 4 2 z . _5 ` „ / L eYaz4/ p p PER PLAN . 8 0 A325N BOLTS EE I ERECTION BOLT U_14 ' Vs \ _ 1 C I %5 22 x1.-" r=L i ,• D w/ � � D 4 ' 2 ' TYP. SIDE OF COL STEEL BEAM / K TS COLUMN I ,', 1 \ T PER PLAN I 1 IT] I 4 - # "0 A325N BOLTS PER PLAN I I I % - IL T_HRU COL BEAM SE AT P ER 111 � _ FLAN GA. - I I 17501 SOUTH CENTER PARKWAY • TS COLUMN 13 4- 0 A325N BOLTS SECTION W -14 -_i_ WIDTH, STEM IS al i ,y IC 1x921 -3° w/ BOLTS II TIN AT OF PANEL) � 4-3'+ °0 A325N PM PUN '_ ^I P.C. PANEL TS COLUMN SEE ELEV. FOR TS COLUMN TURNER AND ASSOCIATES l e:145 496. 01 I I PER PLAN REINFORCING PER PLAN - P.C. PANEL g" 15 TS COLUMN 18420 24th PLACE N.E. ARCHITECTS SEE ELEV. FOU, REINFORCING '`," , PER PLAN SEATTLE, WASHINGTON 98155 ,L.... SE T-14 SECTION TELE. (206) 365 -7431 FAX: (206) 365 -7504 SECTION N -14 SECTION P -14 SECTION R -14 SECTION S -14 SCALE 4." =1• -O" SCALE: 4.'=1• -D" SCALE 3/4" =1' -(Y SCALE: 44" =1• -0" _SC.: T." =1' -0 �,._,. SCALE 4."= 1' - 0., ROOF FRAMING SECTIONS PER PLAN . e4■ex4x1' - D° PARK PLACE - TUKWILA, WA -•_.�_ _�--Q _ • JOB: 94 - ( P. P � FILE: SHT -S94 4 D'��T�J� I 2 ., � BEAMS ENGINEER: J.J.S. CHECKED BY: �■ - -- ' PLATE PER STEEL BEAM BEAM 1' RETURN Q V ■ f I I Wf 5x22.5x1' -4 " STEEL DECKING SECTION W -14 PER PLAN DATE: 4 - - WT 5x22.5x1' -4" T� i ( I PER SECT. 5 -14 a° P.C. PANEL SCALE: NOTED r W14x22 P.C. SPANDR ! t PER SECTION S -14 , 3 51DE5 BAR JOIST STEEL DECK DETAIL as EL a � 1 ' > �uti�� � • 4$ 7 �° PER PLAN P.C. PANEL SUPPORT BEAM — — -- �,- i���� ;.-, ::a ^z - REVISIONS 13 SIDES I — � _� 4" 4" SEE ELEV. 1 73' -0 1 '� w = FOR REIN, 1 —I /' /"'` I � V K _ = �I� = ] I �� ��li . — STEEL BEAM PER PLAN \� �F 1CV E ,_ T _ JINNI I/ � - r SEE SECTION C -6 I �� � PE R PLAN (TYP.) pQ� o w —I �� — 11��I Ic I 2 / " BEAM SEAT I WT 5x22.5x0' -9" w/ PER SEI STEEL ;--:LA' LTS -• E A NGL 4 TO TAL C ) BO LTS PER PLAN PER P ES T'e 24x1' 46x4x - i _ ! E T'e x1.-0" STEEL ANEL ONLY 0 SIM. i 2 -3/4"0 A325N IC4'e x600' -B" w/ 2', PER PLAtd BEAM SECTION BOLTS SE, '— - P SECT. i SHEET TS COLUMN PER PLAN P.C. PANEL SEE EL,. FOR REINFORCING S =I 14 A 0 `-- • SECTION V -14 SECTION W -14 e SECTION X -14 SECTION Y - 14 r � \ ( S SECTION Z -14 (SECTION AA -14) �- SCALE - - =,• -0" SCALE: 4 " =1' -0" SCALE 3/4" =1• -0" SCALE 36 " =1' -0" ✓ SCALE: 3/4"=V-0" SCALE: 1=1' -0" OF 15Th NOTES: 10 O r PER I PLAN 0 JOTS 44" STIFFENER IC PER PLAN r EA SIDE OF WEB %! END IQ STM. ST70 I I I CONC. SLAB ®¢ OF COLUMN CONC. SLAB WALL 1 PER PLAN CONC. SLAB PER PLAN CONC. SLAB PER ARCH CONC. SLAB PER PLAN I STEEL BEAN BEAM CONN. h" STEEL BEAM PER PLAN I PER PLAN STEEL BEAM r v • r7 CHANNEL PERK 6. 4" PER PLAN PER SECT. D -15 IPER PLANT 7YP. � }\ PER PLAN 1 _ — — — I P PER PLAN PER PLAN _ TYP. TYP. - - �■� ����w�� PER PLAN �� I IA I IPER PLAN ' IPM PLAN IA I ��lls �� I, I ( . l STEEL BEAM � `ha5VS a0' -BFS M � ,„ IL n/2 -?': 0 / � • jjJ:L PER PLAN r �� r /z -$ A325N S TEEL BEAM::._ A3zsN BOLTS (TIP.) BO L45 STEEL BEAM 2 ° 4 A325N BOLTS PER PLAN VA" EACHYq' PER SECT. E-8 PER PLAN =1e" STIFFENER R STEEL BEAM , -) -'; SHIM �1YS EA. SIDE OF BEAM PER PLAN PER PLAN SIDE OF BEAM Ire 7 11.1 M ®g . TS. COLUMN A325N BOOLTS EA. SIDE OF BEAM WEB ®COL ¢ A 1 rh „ � BOLTS 4. 0,1, A t,, , COLUMN CAP TYP' /4 -� °0 (SECTION K g1 1• � PER PLAN WEB ® COL A BRG 1 OLTS ( 4°) 1 A • 6' PER PLAN JOIST GIRDER COLUMN CAP PER SECTION T -8 I PER SECTION T -8 T.S. COLUMN SEE ELEV. - PER PLAN T5. COLUMN T.S. COLUMN FOR REINF. 1 ,,0" ' 1 Y 2 . T.S. COLUMN PER PLAN PER PLAN PER PLAN I - 1VZ SECTION A -15 SECTION B -15 SECTION C -15 SECTION D -15 SECTION E -15 SECTION F -15 SCALE 3/4" =1' -O' SCALE: =1'-O' SCALE: 3/4 SCALE " =1' -0" • 1.,,fiti:. ' ,,,,.,, 4LE . M ®® SHUTLER ® MOIENE CONSULTING W® ENGINEERS Inc. 1900 -114th Avenue S.E., Suite 250 Bellevue, Washin 98004 (208) 450 -4075 FAX: (208) 450 -4078 PARK PLACE - 17501 SOUTH CENTER PARKWAY TURNER & ASSOCIATES ARCHITECTS 18420 24th PLACE N.E. SEATTLE, WASHINGTON 98155 TELE: FAX: - - (206) 365 -7431 (206) 365 -7504 MISCELLANEOUS SECTIONS PARK PLACE — TUKWILA WA JOB: 94 -64 _... FILE: SHT -S15 _..... ENGINEER: JJS CHECKED BY: DATE: 4 -27 -95 e) q 5 SCALE: NOTED 'OP b 1 I I REVISIONS /\ ENTRY REYISIoNS A '5 A NEW 0.,,1G, 5UILPING r? x 5.45 • CONARLLOON SET 1'3 -, urPNM . Iv \ � (III 1 t 1225 '1eR�v . PERMR CENTER P \ 19`�'� 0 �'"°1, ~ SHEET S A OF 15) .s. NOTES I .Q .01 .01 .01 .01 .02 .02 .02 .03 .04 .09 .16 .32 .66 1.21 1.77 1.77 1.82 1.76 130 23 36 .20 .14 .13 .21 37 .75 1.46 2.58 2.44 2.83 2.43 2.07 1.07 .54 .24 .15 .05 102 .01 .01 .00 .00 .00 .00 .07 .01 .01 .01 .01 .01 .01 .01 .1 .02 .03 .03 .03 .04 .05 .05 .05 .04 .03 .03 .02 .02 .01 .01 .01 660 .01 .01 .M ,02 44 .05 .OS ,06 A7 .15 27 39 1.09 206 3.61 396 4.11 3.66 227 125 .73 .40 .79 26 _42 ,79 122 198 3.88 4.34 132 4.03 3,00 1,54 93 53 ,36 .16 A4 Al 451 Al .01 -01 .03 .05 .03 .01 .01 .01 .02 .02 .02 .04 ,05 .06 ,07 .08 .09 ,10 .11 .10 .08 ,08 .07 .05 .04 .03 .02 .07 BW 1 .Ot i • ,02 ,02 .04 .06 .10 .13 .13 .15 .27 30 57 140 1,33 248 4 .) - 1• I • 6 - ♦ .53(1 1.67 186 4 • • B 5. 475 3.1 �1d:8 1, 21 1,39 .49 _11 A3 42 A2 A2 .02 _12 ,40 .25 ,10 ,12 ,76 ,12 .16 .17 ,16 ,27 .21 .24 ,27 .22 .22 ,23 .21 ,18 16 ,15 ,11 .08 .05 ,03 .01 620 + , - - -- •+ + .04 .0.5 .11 .19 137 150 249 4.04 � 3,57 396 280 201 21 + °' 1.32 7.74 37 • � • S.O F 5.79 4. � : 8.13 6,36 � 32 434 475 •, 4.89 432 125 _46 34 26 .44 22 20 56 1.48 1.02 127 133 1.28 98 1.38 1.55 1.23 1.54 1.42 1.69 1.04 .46 .41 39 31 .23 .19 .09 .04 .02 .23 26 29 39 .46 90 e coo SG ♦ -� I• I ° 4 - _ SG sG - SG SG ' F $ ♦ F • , •• • + '4 7 76 252 - - 7 214 213 TA SG SG - . 0 1.37 .93 R 1.0 J .87 .9 .72 .57 .32 .14 .06 .03 .02 .01 At At .01 .00 40 .N A0 . . .37 39 .45 53' - 93 1 57 +' •_ '� ♦ ♦ + . a + „ . 4. e�- If r - -- �' 181 222 1 1 92 757 19 .O's 10 13 OB 02 01 At At Ot AO 00 .�. 3 .78 1 0 6 1 1 6 .18 :'30 122 1 1 ♦ : 4- t�- 4-:. A - 1 2.83 266 . i Sfi0 .68 1.22 1.• - 4 58 316 2 4.12 .- .50 •- SG ►: ft. , •• 3. 495 • t 4 � r 7 2.65 1 UI:� '81 434 4.9.95 1.14 .6 25 37 .7' 9 .04 .15 .03 .02 .OT A7 AO 0 , 520 r .94 1.78 270 4.20 6.40 5 {.2� +• • 5� 8.07 -r 8,$4 4.16 'SG - - .65 7.a0 1• 3 7.74 8.85 3.76 231 1.40 .33 1.10 .32 .'9 35 ,15 .11 .OS .02 47 ♦ V SG SG �+ . SE • SF • :8 4 1.79 2 • 3.72 8.71 Roy a - • SG .. -■ : • SG n 595 A � 71.86 1 2 0 5- 1.14 OB :a 599 - . 8• 633 5 11.77 . ,,43 480 26 BAI - 6.53 4 32 _. r/ 5306 21' 1.89 460 r 112 17 a . _ 621 : ` :t' 4.03 •.• 437 112 .63 440 • • • + ♦ • .4 111! _ + _ - , ♦ + _ " . 41 2.21 2. 2 07 2 2 1 11 .70 -8 a: • rr, .42 .76 1.05 1.45 ••• 47 309 4 • 491 270 2A 281 265 ' c..o�o. 7 L.. � � � - -. _ e 6.: 420 ♦ ♦ ♦ e e ♦ + * • a + r * -- - - r t.G.+- •t/r -O S 8 41 4 ♦ t 30 93 \ • / I ty p� �t�'1i�`_' p�P�]t - P(1`h?6LE WI'(! -}• 3 1 .. 757 93 1.61 • 63 • 4 358 '.. ■ ,r._ -- I ! 7 (d I [�2 . i .� - •t + 227 273 :.���� ' �Z�L r 4.22 211 . ♦ \ I I \\ • • SG OL,11OFJ CF p�ITP ' .: 1360 1400 440 1480 1520 1560 410 _ -... • ♦ : + 7 ♦ • .54 t1.01 206 = 398 .66 5.27 944 1124 6.58 4.38 2.55 206 194 194 7_ \ \\ 'c -v 1737 • WN - JBO ♦ • + + ♦ ,,� \\ • , • i u ° � .57 8.•• 9 5.8• .14 254 1.86 1.57 7380 1420 1460 1500 1540 • . .53 2 4 - 794 . .43 27L . 24 2 1 0 .0 ' F I 380 • ♦ + L ♦ ♦ ♦ + ♦ r 57 . 09 43 640 c S 7.89 432 4/ t 399 392 340 .. �.7� 1.�1 ( 2.33 :..55 3. 291 :.8:1 3.C7 - - __ - . ": �- '��r•- 6.40 7 6.' -2 2.37 ' 275'/ '34' ,34 7.04 5.93 6.40 5.54 ,50 3.45 3.9 'I , I 341 • ♦ • • ♦ ♦ • + , , ♦ .. • • • ♦ + + ♦ • • e • • + , + + ♦ • EXTERIOR BUILDINGLIGH7B1G POWER LS -41 ,61 141 1. 66 2.- 60 894 1 1 17 •c 6 • 4.. 493 - •'• 7' = 795 559 4.85 ,,. 349 272. 250 , 3.13 4.40 7,51 8.15 7.73 7,13 9.:' 3: :i Sri 7 N,1 :: •1 -09 .1 9 ••• 1379 13-48 1281 14 -17 8.72 4.82 3.72 2.88 2,70 241 2,63 3.45 271 3,13 3.17 4. 6 3.85 2. LL TOAMAXLIIUJ }IWATTAGE CALCULATED CMIM 320 , • ♦ ♦ •r t R^ i s ,,.,•. s 1 , y ♦ , e MUL G777EBUILDINGPER f i i i i BY PERIMETER 3 59 1 19tr y: g 9.33 6• • 4 625 1 9J 7493 i• 3 : 6 .14 • • 11. - 15.5' 17. • , • 15 �� - 5 4 - ., _ , •, 32 3.1 - ) +• 5.90 i 3 19782 �� 79 710 5.88 5.34 3.84 2.92 1.93 8. 7.10 4.88 IN FEET BY 7.5 WATTS PROVIDE 71E � °' , ^ " '"" .��� - • � SC t DOCUMENTATION INTHEFORMOF 300 • . ♦ f s • • �'` n . 1. -14 ` s s s s s s ♦ e • s LIGHTING SCHEDULEM AND SPECIFICATIONS - .71 1.16 5.62 - - 4.10 4. 4, - t5.01 17. 17749 1 • _ • 4 4. •,23 6.3• 19.0. 3.; 19 8 1 .1 6.75 5.73 •. 79 3.1: .. 4.93 i � s 16.121.001 .9 16.11 •.18 5.42 4.26 2.93 9.00 6.73 3.08 TO BUILDING INSPECTOR PRIOR TO FINAL • 2B0 ♦ s • s s ♦ ■ >SA a INSPECTION APPROVAL _60 1.01 1.60 r . 3 • • 12 348 4 1498 1 , • 12 • 749: 6 • • 3,:. 4.53 5. ' - 12789 3, • 12: • 1 1 . 3 - 550 33 - 457 377 301 260 332 4.61 749 9 - 0.3 758 734 9788 6.24 4,10 2.82 EXTERIOR BUILDING LIGHTING 1 85 7.60 4.00 SHALL BE CONTROLLED 260 • , i i 4 s 0 1 4.07 s 4 s 7 1 ANDAUTOMA TICALLYSWITGTIED BY TRIER, PHOTOCELL .;2 91 7,64 • , 3753 530 1¢43 490 83 103 - 3.•4 2 • • 3, • • 1 5.84 .6 � 5.: . 5 .73 .6 • 3. 7 2 2 6 T n 4 41 - 39 23.80 8.75 6 3.03 OR CO MBINATIONOF T7MERAND PHOTOCELL 240 + , � i s • �� 7 . s s s s ♦ • + A B ACK-UP CAP ARn777FS WHICH PREVENT THE LOSS ♦ ♦ fr + • s : s s 4 5 . 77 1 -18 139 303 5-43 -< 1 205 19 2.17 - . 8 2.96 3.06 art 3.8: 3.73 .02 40 220 - / -- :� I s R e • s s • -1 r5 306 2 + 238 305 4 -/ 633 727 • - 797 - 37♦ , 1 - 2 369 369 312 2.• i.6 a' 1.74 1.92 2.51 � 2.70 0: .96 3.00 -- 7.72 .4 s ♦ -. - 200 ♦ ♦ ♦ • r ♦ s s ♦ , SO I .49 91 1 134 738 1 - 199 7.90 1.44 1.47 1 -44 3.03 J.91 ..47 3.58 7.98 .04 - 73 < -4f- 3 4.40 1437 - 14.72 3 .9 2 2.56 1.68 3• + 9 2.98 2777 180 4 .63 s 4 s 3 9 8.24 s 7 • 0 �: 2 7 6 , + 4 .87 -74 57 91 J.15 � 7.1 • 54 37 . 32 329 37(1 .05 594 - • 1. 03 19.62 10.fi0 6.9.6-. .47 1.7 i 19.76 - v SC a 160 • ,1. • i s 34 31 ,28 30 3.52 ^ J 0� 11.48 ' • .63 10.1: ' 7 442 74 •: 15 230 3. 3 .30 457 5_42 10-16 1595 1700 17746 t•9 a 2.4 1 ..• • SE 6.95 204 + • .91 / r SJ SE \� 140 + , • e r i s i : r s 27719 s s , , CR�vi1r s i : .15 _ .11 _11 .12 3.71 1366 1 .•• 47 11,7• r3 70.68 AR • 4 1.75 230 230 4 1 _1' , 0. 7 • 7 5.95 13-42 + - - 2.78 1.13 .42 .31 l,�� Q [� 120 + + • • • s s s s ♦ + SE ♦ P /s /� 9.52 • i ♦ .05 .05 A6 3.07 r 9 52: , • 7 8. 4.30 .04. r 07 t5 /5� t � >, 207 7 5 x 1 sal e • 4 •: 4,19 3.38 257 / 101 ` a UG 1 l51.3 .08 700 + ( lt( a + , A4 A3 A3 A3 2-71 330 4775 6.73 5.88 4,0 / 3.78 _74 �: 459 4 • 93 1.34 1.46 134 t -44 128 . n 11\ - \vl\510' 80 .. ♦ ♦ i �� p Y � , 02 .02 M D2 219 275 3.10 .2. 2.•0 .52 5 747 , ' 5 • l �� /' -j9 0;1> 60 • ♦ 0 2 e 8 1 a 7 1 7���10�- Nib 230 3.7(1 lac 95 �G ` i � AI - t -Q1 .O7 .D2 2.2 • . 218 1.5.26 �2 242 724 .00 51 .3 57�\ `� �, ` � a •f49E + e v ROTATED REFLEC ITPE 11 TYPE FM ,O1 . 1 Al .07 Al 5: •.: 1.03 .71 55 .66 AO _71 .46 NOTE Rmeatar e.MHwr re! ®Yipprd. FMa rataQan of with Y rey}� py 6r awbac9pl' b 20 • ♦ + 11.11 U•0 drsdlan hldmbd M IM um m Wa le)vd- .07 . 1 Al -07 .O1 1.33 1.46 .81 .46 .31. .26 .27 ■>�[]441RX OF OH�ONfL A ROWS Quantity Calculated: HORIZONTAL !LUMINANCE IN FOOTCANDLES �� 0 indicat point is included as part of a special stalisiical area. + 7 A 2 .24 .28 .14 17501 SOUTH CENTER PARKWAY . = 40 ft. m t .Oi .O 7 .D 1 -Axis 0 • 40 80 120 160 200 240 280 320 3 46 1 400 480 520 560 600 640 .. • 720 760 .800 840 880 920 960 1000 1010 1080 1120 1180 1200 1240 1280 1320 TURNER AND ASSOCIATE S X -Axis 20 6D 100 140 - 180 220 260 300 - 340 380 420 0 500 540 580 6 • 660 700 740 780 820 860 900 940 980 1020 1060 1100 1140 1180 1220 1280 1300 1340 SUMMARY OF STATISTICAL AREAS 18420 24th PLACE N.E. ARCHITECTS STATISTICAL AREA # 1 - TYPICAL QM 0.166 SEATTLE, WASHINGTON 98155 PARKLAND PLACE - SEARLE. WASHINGTON PROJECT }504- 2141 -R2 Maly. grid daft. for thew 90. within tin ar.a bounded by: LABEL OUANTl1Y MOUNTING Hr 0ATAL0G I.CRIPTI0N TELE: (206) 365 - 7431 FAX: (206) 365 - 7504 S A 5 40.0 ft. 02623 - 10001.1 L U M I N A I R E SCHEDULE FT 1 FT PT SB 3 40.0 ft 026 1 3 - 10001M - X 734.0 768.0 767.0 SC 3 40.0 P_ H26 4 1 - WOW. Luminaire : Wminaire : Lu.naire : Y 304.0 3a30 77.0 ELECT. SITE PLAN SD 2 14A ft 079 1 D -250 F31 Uanino;re FRe : G5310NJ6 Luminabe Number . 1 R WWI . File : G5325M.16 Lumina. Number : 1 L++++++++ Re : 653100.65 Luminaire Number : 1 Num. 1 _ SE 6 14.0 019 1 3 - 250 MH Label : SA ^ WWI : SE 9 Label : 51 Cake 1 FtORIZOHTAL LUMINANCE SF 3 14.0 ft H19 1 FN - 250 NH Description : 89_4088 GARDCO UM•NG GS310M,16 9/19/89 2411 Description : 89 -4124 GARDCO LIGHTING 053259.1. 11/6/89 Lab S : 89 -4088 GARDCO LIGHTING G531DN.16 9/19/89 ■ PARK PLACE - TUKWILA, WA 5G 32 20.0 R 2 LOX WT - 175.1 Light Lon Factor : . M Lana Factor : -72 72 Elie SH 1 40.0 R + H26 6 0 4 0 0 - 1000.1 U9M Loss Factor : .72 Light v Awage : 5.31 Nadmum / Mlninum : 898 JOB: 5025 9 1 40.0 ft, 026 3 3 - 1000.10•• From Photometry : Candela Multiplier : 1.00 Ballast Factor : 1.00 Maximum : 10,7 Mmdr . / Avaro9• : 201 From Photometry : Candela Multiplier : 1.00 13.et Factor : 100 From Photometry : Candela Multiplier : 1.00 Ballast Factor : 1.00 pgpy1lUm .- 1375 Aaraga /Minimum 342 FILE: M: \CADS \5025 \5025E1.DWG SI 1 40.0 R 026 3 0 - 1000.1 Lamp : Lamp : Lamp : Mean WriaLion : 190 Rated Wmens/Lomp : 105000, Rated Wmens /Lome : 23000. Rated Lumens/Lamp : 105000. Number d Pointe : 24 DRAWN BY: DWW Description : 1000.1 0+++ : 2soM1 00+040 Tan : 1000.0 CHECKED BY: CS ••NOTE: REFLECTOR ORIENTATION NOT AS SHIPPED. FIELD ROTATION Lmnbeire : Wminaire : Wminaire : STATISTI.L AREA # 8 - TYPICAL GENERAL PAPoONG AREA DATE: 04/10/95 OF REFLECTOR IS REQUIRED BY THE 00161000509. Lumuaire Fie : 053100.16 Luminaire Number : 1 Wminaire File 1 GSFM25M.16 Wminaire Number : 1 Luminaire Poe : GSO10055 Wminaire Number : 1 SCALE: 1" = 40• - 0" Lobel : SB Lobel : SF Lobel : SJ Malyeia grid Wt.. for Was O. within 814 ow bounded by: SG. 40 MAINTENANCE FACTOR: 0.72 Description : 89 -4088 GARDCO LIGHRNG 165310M-16 9/19/89 ® Description : 89 -4162 GARDCO LIGHTING GSF3125MJES 12/9/84 V Description : 89 -4094 GMDCO LIGHTING 6750101L16 9/22/89 Light Lon Factor : .72 Light Was Factor : .72 Light Lon Factor , .72 . IT t FT 2 1 PT 4 PT 5 PTO REVISIONS ALL VALUES SHOWN ARE MAINTAINED HORIZONTAL FOOTCAIOLES AT GRADE X 4&7.0 1037.0 20460 8260 616.0 617.0 From Photometry : Candela Multiplier : 1-00 Ballast Factor : 100 From Photometry : Candela Multiplier : 1.00 Ballast Factor : 1.00 From Photometry : Candela Multiplier : 1.00 Most Factor : 1.00 Y 333.0 334.0 100.0 103.0 1174 2360 4 1 2'1(g7 PHOTOMETRIC DATA USED AS INPUT FOR ESE CALCULATIONS Lamp Wm Wm Rated Lumens/Lamp : 105000. Rated Wmene /W Lumens/Lamp mp . 23000. ted. 10 • 105000. Grid Number 1 IS BASED ON ESTABLISHED 16 PROCEDURES AND PUBUCHED THESE D escription 1000.10 Description : 259.51 W peeeriP6on 700DNH GLLmLti17r CokWat4d: HOtmONGL 01J9IINANCE LAMP RATINGS FIELD PERFORMANCE .L DEPEND ON ACTUAL LAMP. BAUAST. ELECTRICAL AND SITE CMARACI101 ICS Luminare : Wminaire : Htly wars a • Wminaire Fle : M1W17N.IES Wminaire Number : 1 Average : 8.77 N / M : 3.99 C^`� O T La b e l : Flo G5310N053106.165 Wmincire Number : 1 Madman mimu 73.0 M ews Wangle / Minimum : 399 GRAPHICAL OUTPUT BY LW... (C) 1994. SOFTWARE TOUCH Description : SC /. Description : SG M ean D : 153 Araeg• / Minimum : 3.78 JUL 2 1 1995 Description 89 -4088 GARDCO UGOTING 05310... 9/19/89 �� Oeeeription 94 -5026 mcPHI19EN LIGHTING N1W77N.16 01/18/94 {Q PHOTOMETRY NOT PRINTED ■•■ Light Lon Factor : .72 Mean r a( o i ?115 HtHMII ULNI err Light Lea Factor : .72 'y 9 , Number d PdMa : 195 � �,a From Photometry : Candela Multiplier : 1.00 Ballast Factor : 1 -00 From Photometry : 00 Ballast Factor : DT", D.83' i7 W :00000000 105000. ELECTRCAL GREG THOMAS - SHEET Lu 1 `A� 6 Lumina. Number : 1 "'S'4)Hpy Eta' Label : SD Lobel : SH . THOMAS OUTDOOR LIGHTING: RAMON 7APATA Description : 89 -4131 GARDCO LIGH 6750 TING 25.1.16 11/10/89 a Description : 89 -4094 GARDCO LIGHTING 675010..16 9/22/89 IM IEYPIRES a/74/n I light Loss Factor : .72 u Light Lon Factor : .72 VERSION 20 From Photometry : Candela Multiplier : 1.00 801ast Factor : 1.00 From Photometry : 0+0000 Multiplier : 1.00 Ballast Factor : 1.00 �TR ICAL SITE PLAN PATH ENGINEERS, INC. LUMEN -POINT (0) 7984. 7987 7 600 TECHNOLOGIES Lamp SCALE' 1 40 2540 FRONTIER AVENUE, SURE 107. BOULDER. A 80301 Lamp WmensfLamp : 23D00. Lamp Rated Wm /Wmp 105000. 17928 BOTHELL EVERETT HWY SE, SUITE H Description : 250 MH Des : 1000.0 BOTHELL, WASHINGTON 98012 INPUT 105: 50421418.191 DATE : 04.21.95 NORTH (206) 481 -7735 CONTACT: CLIFF SHEARON FAX 481 -7692 0 • NOTES 1JII❑ ❑I ❑II1� i ri it . A • ® a i - • I MR, MRT ® ® p a . , �1� • o o 0 0 0 0 o a o • PERIMETER FIXTURE SCHEDULZ MR1 CAPRI LIGHTING HH14- 70-52M ED17 MH LAMP. ENCLOSED TRIM. MR2 CAPRI LIGHTING MH13 -70-5214 ED17 MH LAMP, ENCLOSED TRIM. UI IN "A" P RIM R HTIN P SC LE 1/3 1'- NG1 HYDREL 93001. CAST BRONZE, PAR 36, 50 WATT, 120V WMA -01. NORTH u • i ,` 17501 SOUTH CENTER PARKWAY • B C1 C2 D T URNER AND ASSOCIATES 18420 24th PLACE N.E. ARCHITECTS SEATTLE, WASHINGTON 98155 1 ) - TELE: (206) 365 -7431 FAX: (206) 365 -7504 • BUILDING PLANS . — -IWo UEp.iICAL. PARK PLACE — TUKWILA, WA 1 G 12!4" CG.. N .) / JOB: 5025 0° SEE 6 _1.7 . - FILE: M: \CAD5 \5025 \5025E3.DWG ,-4-. o F 7A1L ® o DRAWN BY: DWW CHECKED BY: CS S DATE: 04/10/95 MR1) (NRi) {MR1) MR2 0 0 0 0 o N M o M I SCALE: 1/32"1'-O" 1 o o a o • — o a • • a • •r _ K , O O S. O O O O O O O O O MG, ® • riig a m m a cm mm _ _..... • _.. ® . ¢_. ,S,ct�cgE0 REVISIONS ' G cram • ,-,-, (1P TIIKWIIA JuL t ' ■yj� bq5......, 0 ( ( ( • - D. Sok .rnn GENT ,_,,,,,.,.. . , SHEET 0556 a\ UI_DIN ": —I" PRIM_ R I HTIN P 'N LE' - E 2 /: SCALE: 1 3 . 1 • 'EXPIRES A/2./IN I NORTH PATH ENGINEERS, INC. 17928 BOTHELL EVERETT HWY SE, SUITE H BOTHELL, WASHINGTON 98012 (206) 481 -7735 CONTACT: CLIFF SHEARON FAX 481 -7692 • _ _ NOTE _ aill - - FOR WALL DETAL SEE DRAWINGS BY C.T. ENGINEERING' SHOTCRETE vta IVY IN 12" X 12" PLANTER • ( tZ EXISTNG VEGETATION TO REMARL' ( tl�1 q al +;� 111 CRUSHED ROCK • _ _ • IIIII —IIIII COLLECTOR DRAW PIPE, SEE IIIII IIIII ® — DRAWINGS RY T: I I 'P46ttRNG. = illy IIIII .: @3ARGED AREA (WETLAND BUT62 PLANING) a } II SEE 9�r I::E / ALL DISTURED ------ CErAN IVY PLANTING @RETANING WALL G WETLANDS, DO NOT DISTURB. - \ ACCESS ROAD / TO REMA,N.�� - _ _ — • <)�'.�� B �'��a ' BY C.T. DNAIIYNGS NOT TO SCALE /���E /JAN/ EXISTING EDGE OF PAVEMENT EQUALS _ = , _ \ ADD (1) OF ONE GALLON CONT- OF IVY AT. L GL T� / �„ - a. ��� 'w� rag � � Barrom.oF WaLL F. DErAL THIS SFEET. • ` re �L197 /NG 25' WETLAND BUFFER EDGE / - f ■ 1 �` ,•,,4Zi ntliti :affiit -"�� ,e007- ,e007- SY57-EM SP3e. - .g Q /A I ��.J/3�a5 .., .. �. ®® /�s�.a��.�1� i /li�°d �t W..fir .0311. IIN,�.. -.0 ,.mr.� r " � - I H .' OPEN DITCH TO REMAIN 1, • = / Eimom...m...........4"' �� I I ja HYDRO � HYDRO.. / j►; ■ ❑ ) ©�; a i Lr ' r >; Pad t� - .7 �, "?� / / , •, - PUCE. F T R O fr GR � OISDCO IBS YF A _ � ///f w � ! w ` +� 1� : l �' o F, ' (¢ a ] '' i \ \ > rI j _ � _ GOTOWASTER GROUNKOVER . 1; a r . ^` gift. . , s FRONT OF SHRUBS. - • • PLACE N n — • 1� ,, . t p � L W stem white 1/3 d REMOVE EVERY OTHER CEDAR i , I _BICYCLE RACK S. S rrE AYEI.1rE DST 75 . EXISTING BUILDING / . j - Sff SFffr L -2 FO R PLANT6i DEAF $ T L -6 INSTALL PER - ,i �FAEA (5LOfE li_ , — SHi L - FOR BICYCLE RACK (FOR SECURITY PURPO _ O- "t ; . _ I I DISPOSE OF OFF SITE OR SES). d - - - - • •- 2'7.t1 FR OM - - RELOCATED EXITING 4 4 3 6° EXPOSED PLANIIDJ'SEE SO. L3 FOR'. YCX:R10r1S as) AREA - •' _ WALL -. TO ._� LOGQ ®N - .PLANING TtiS..AFEA V 7'k 4 i , „ ' �♦ . - • ^ - _ � Y - ,,.. .' '' g I i ' IA r - ` r 1 - 7 t I P • as. j r:;;' c.,�, ."•••:;',-":,-- i Landscape Architecture ,y EM : , , i _ 600 Main Street, Suite D Edmonds, WA re ' \ I _ - - - _ - i • \ 1 Telephone (206), 776,4932 FAX (206), 774,7803 G HQ / , ■ ♦ ✓ ' .VOVE.AU_ BUSTNG COMB TRffS. AND REMOVE AS F. co ENT ABOVE. e - 7f - ... G 6 _ -- j C - �� T . 'S'I ..I� /w pi /� �I �. AD FEERAHE PLAN rSCHEDULE - 0 ;<. 4 �,; � : . .. �. L C v C� a PARK .,PLACE SYMBOL BOTAN[CALCOMMONMAME SIZE/COMMENTS � \ G / ". m- • ->' 7 I` � I - - - / , I TISOT SOUTH CENTER PARKWAY -- — \ .e3q 4 �) �� �� e EXISTING SIDEWALK Q TREES 13 . 41 �• „` , / •� - ti, 0 `- Ace c ircinatum/ Vine m aple 58 ht., 3 stem min_ f ji _ �� N C • 0 0 u a /� '•; ; • I TURNER AND ASSOCIATES * Acer macrophyllum/ Big maple - F2 ht. saplings • -g , 1 . O ti , P ' " 1 L� w �� �r "" Pines nticol ' Pseudotsuga menziesii/ Douglas Er I - us maple. axglas fir, 1/3 hemlock /pile pn lats gs- Q 3A rn':;, � ► ',/ r rrt / '� 71 ? i ` l \ '' - � ` .�/ I�7 �/ _ /1 / �i ,' I su9a heterophYlla/ Western hemloc k_ a7 - pine Plant approx. ID o.e- Total tree '(C-. • 4.4 /' ✓ `y � 1' ".' t ' :✓ -7. Cs 1' / - I 18420 24th PLACE NE ARCHITECTS k coo p{ 175. A 1- • , „ t? ( �r • � �� �. 1 . 0 _ _ .••-.. 444 \ .c' - t 1 ei.1,, ** 4 4 � \ rI I - -- - — SEAT TLE. WAS'rlcroN 98155 uTrLE Le, Ln400D 12e... i To ?PP2a F. 5M1£ ),,,,A1.0,,, • : _ P , Tb 6E 98LCt;ATEO Phil AT A L5WEA. GRPOE PRUUE DP TO © • • .,- ADS O F • O . ' � 1� ✓ 't pg.. I?+.1Or cpP PP.cl+.f6cj _ • • ER ARO -J. - � u r ,_ - TEL E, (206) 365 -7431 FAX (206) 365 -7504 (p ��'j� Cercahphy japonicum/ Katsura OF �y ' R_AD C P \� ( i _ - 1 + ) 2- Z'A 14'ht. specimen )---- ;i '' - I °% {'® s, \ r `'t�Ul - _ \W. JY _ Rt LANDSCAPE PLAN . 0 , 1 w Ch : amaec y paristkatensis / Alaska 6- 8', noo -&'e:� SIZE/COMMENTS ( NAME J l•� !, � 3 ~� `� Q \\ �1�\�' q v y ellow cedar h B & sp JO-12 ec i (sij en qasualitynoted) SYMBOL BOTANHCAL COMMG . m ot, 1 5" min. lei h specimen . ' - : F �✓/ k `A 1- � `\ `� \� PARK PLACE — TUKWILA, WA O 1-� Nandmadomestica Dwarf, 2ga1 gt, ' � f / i \ \�. \� ` v tree enlarged sheet frontage gang g :lice{ L -S) ti s ` \ \ ` � �/' ry _ _ � y R 0 JOB: PARK PLACE Q CuPressocY6a•ls : leylandu/Leyland 5- 6'ht,B&B 1 � • ,. rte < . t .0 •o � gt � Ly �, ( i_i o � !r � , � '� © ��_3 , � - t ,J 1 o� u PQ 19 • ® ! �� \ \,� S ' BE P. E:LOCATE6 TO 1 (j a /i PY LIXJ S:C3d �\` __ I ♦• _ rSPXdtrrACx 7uE- �4ort€ toCAZ oa U� \ :' ` � ` j y n •` - - - ___ - RE>t w SE P_IL_ 1(L2 : © ... P �� n left undisturbd � 7t � . r - - - A T 6 IDS.£ 6 E OET - , = � rCc PeriMFe/ Fpks 18 min. hpecimqty ( + ) ( , ? �v a ` jS � -• ' . 5' OF EXISTING GROUND COVER TO REMAIN. 0 -0 DATE: E 3 -14 -95 - (RAFtS N IN Pontes laurocerasus "Otto Luyken " 1 15 " -18 height, spec qua _ (�' �•- � � ` W"U �"" PROTECT EXISTING VEGETATION AS- REQUIR .. i shown in deta 1. �� \ �`�. SCALE: 1" = /T\ -Otto Luyken" laurel . 0111 3.-1 PYLON SIGN A �rf� ~ o REMOVE IS SHOWN SPOSE OF OFF SITE COTONEASTER 1 1 Pines nigra/ Austrian pine 5'-6', specimen quality - g`}t) (� Rhododendron "Christmas Cheer" 24 " -27' spread, B&B, specimen v ,J / • 7 Y /" - REVISIONS Pyres calleryana 'Retlspire'/ fledspue pear 1'h "- I -3/4" cal., Specimen quality, quality (See enlarged store - ' I t +t '' PRUNE OM BOTTOM 1J4 OF 17rITNG - 4/10/95 SITE PLANCHANGES ( \ / matched set, branched 5' frontage planting Wan sheer L -5} A - EVB TREES FOR VISBLr1'Y - -..— _ _ > 6 8 -95 CITY COMMENT CHANGES 1 \X _. _ .__ __. -.._ -_ __ _n.._,_ _�.. _ _._. -_ _ _. _ __ - -- — . / Rhododendron "Iran Made de 24 " -27 ", B&B, specimen quality `-'�'`����` a (SEE OETAL SHEET - 58 FINAL PLANNING OMMENTS/ ° _ Montague' . - - �� j ' - __.L� ETxtl?E _ "Ffl[UI- -c-r 4Z1LL —__ f 6 F1 1 =1NAl DGO C GOM MWJ(ra �+� A 14 .11) /' P seudotsuga menziesiJ Douglas fn 5 -6' ht., nursery growq specimen - °• M=LR . _. v FX1�.Ty,W op __ FiUTRX 'CK IE_ _ e - w� quality • - - OOO ,y • _ eiz 9 Viburnum dawdri/ Viburnum 12' -18' height, B&B v OF EXISTING GROUND COVH2 TOIEMAN� - p �pfl , C .c iF -,. Y .. - - - -.- 7g • PROTECT EXISTING VEGETATION AS REG., Que IN dP O rc., specim qlity, matched REMOVE ALL IX OFF SHRUBBERY THIS AREA - _ -- ' - • i oak us fraine[to "Schmidt " / Forest green I%" set, tort branched en Qp ua 5' _ _ GROUND COVER' R 6 WHERECOTOI•EASTEFj GRWAIDCOVER 9 SHOWN an Hedera helix " AND DISPOSE OF OFF SriE GROUfl COVER PLANTING NOTE: ' ! Cotoneasrer damneri/ Bearberry 4" pots planted (°) 24 o c a A . Th ja plicata/ Western red cedar 5-6' ht., specimen quality - _ n f6FAMICA76 MO. tot/ O Halm's try'/ J7ahn 5 English 4' pots plant at 24 o c triangular NTFHKIR PARKING LOT PLANTERS TO RECEIVE "BAR HARBOR' JUP9PER PLANING Tilia cordate "Greenspire "/ "Greenspve" 1' /x "- I - ?/4° tort, specimen quality, ivy - pa[tem(TYP } pt y along retaining, - 14'Rt1/3 - - Linden branched @ 5', matched set wall to be planted in single 7 � 12 00 2i PEfl TER PLANTPIG.ALQNG WEST AND SOUTH SIDE TO BE PLANTED WITH - HARMS IVY °. SHRUBS 4- 045/5 -g-9 ° SHEET � ( Junipems horizontalis "Bar Harbor" / "Bar 2 gal. coot , plant 3' o.c 7 {0'95 ® 7 , , , . f Harbor" juniper - 3) STREET FROM PLANTER ALONG SOUTHCENTFA PARKWAY AND PLANTER IMMEDIATELY - Ju P - ADJACENT TO BULDNGS TO BE INSTALLED WITH TEM: BERRY" GROUND COVER - ' III III Cistus areas/ Orchid rockrose 5 . cont., min. ht. IS° - 1'1'J - g III Wildflower /Erosion control grassmiz Count LANDSCAPE PL AN / ���� '-Cop ilf/ Brlly 18 -21" lit, [ _c,,,y,,,,,,,,,„. ____, OO Ligustmm lapomcum/Japanese privet 5 gal. cont., ruin. ht. 18" f Existing ground cover to remain AUG Q 4 Id ,J - 1 ' L....�w -' PROTECT EXISTING VEGETATION ASI, 011 _ PERMIT CENTER NECESSARY: - :T.�- . -�x� :�: .A - ,.. F? =ter - . _�ca -, r -m"-- ..... W.- _.... - __ NOTES LANDSCAPE DETAILS PLANTING NOTES Y ` an W II.' ,K �:� .t - .`' ,� a.:t ..ial.rr, • .>.., r,.l..,-•. °rm "" ...=' "` / r Ram rr-. >, . ¢,�I.r 11 .T.s 1.°....a , �, ..° ,.. a1r ,<�,."'°"• I ‘ (/ Y ra,rra �IaM. �a:>a ..° >� .,,.r , Wrrr. �a , rrrrr .�° :•• °o. . MRAP WNE AROIW t laSE L1911 ®RB IB6l STAKE r � 1 � / J' _ _ is.,>,.......... NOM —m anus. M6T A rLr rEnoCrm \ iaua 2 rrr1E GA OOlriQf STR.aO l rvrt °is 'nuv_ s • r sw: re t? mr� °r at. As a. HO ila ipliEN� 11,011 ` I f ` •• '- a -.��rm w.rD Lisa 1av: vlwi°m ri cL.vrG ¢x[vc�n In TRUNK l 1 !! a® 01M1 o1 i0 ie� OF RWrBNI v ��it` ' Y - r zsCrunw "' ...":e .v2:carw 99'.1 __m ' r � /•., ►r1 `' / - °• :a : mr° ° .T r. A6 rHa..— .-m om T m " 1....75i " '' wMr...:ua r :Fil. w. - • r r� a,..i REAt u ritT SEA ro TREE • ' ii.�4r,#1.-- � .... - is - n ,r / -1 rrKErowariemwaweal . q _ s�� °• "'°m°m" P A / ` 1- ' '•.�\. 1 waE.ro HOSE iicr `E 1 0 �. Nrrzzr .. Area, aro.rom c_ass mai..-.IC. a. �s.y o�J NE y • -• uutar L.•- • •t,V ✓ .7' ' •,r��,r, wwnl� soa VET.. GROWTH AND TO ENCCURA � ` BEE. a awsa. ...N` TAL Gi+OWTH , ND/CATES PAANGEE TO EE • n11 "- ` '�0 REMOVO AT CUT LrE 1' `d 1 co«cr asa / ih ° � ° 11�u 10•tu TearrIrrnrrrREe C / j.. d. - 1 �I 11111 1111 ulllworiIII II( I wIIII III iiir 3 � � ,i t - - - JIII .IIIIMII Ira i i iiitia I I lmiiii IIII — ii I � j � C 1 2T.rES ROOTBArt -,,..V,2- r 1 . . T ETSTt� Lt17LE LF4P L coEV � -•.,� w ROOra.rt.r . LkG ^L^ i ZOUTFiCW7'pi .,'' ,o2Kway To. >;E...117wE kEO A TREE STAKING DETAIL (CONFER TREE) TREE PRUNING GUIDE ( EXISTNG DECIDUOUS TREE) ',IC,. E 13.4. S 11 WEf Fes. / No SCALE Nor TO SCALE �6' ; ' taa' New PAM .,. , , 6P.ACE _ z t i ' y �`� ' to t r ,rz°°E ) • • +,>■I7 > V. ' rJI OF 2KIZ G2o UN0 M4 ?lJI TOT . I ' TM PRESSURE co To RE/•1 / OG N ; — T TREATED DOUGLAS FM HEADER - 6 _ . �20rEG"[ OUTLN� Ca.+ST. \ RECCxT© ExIST :VG rxr wa `l'' _ i °V,1�' w STAKES ' � ~. s T E EXPOSE] - ic'FIZ11n1'o IDE StvhLC !. AGGflEGATERAl3'cD - S• CF CRUSHED ROCK. rL- Vii.. PLANTER BOXES (TYP.) I�, . LANCSG:PE so AREA 318 • 1 /4 SITE MATERIAL „ y 10 Loca IONS Es/..i 201401.431.1 � T 1_ ._..° •� �. wy � - '.l I IN- 17�1`PE FQCa- 1ilEGT TD SUPEQV1Yr; W'N-sf NAL7 tt O Jv rm. 2El,.CC.PT101J, ROYJ( CPRE ti P2J1.3IL7G T `oPPw6 . /2 � �I � VI 1 -� ' " o • ± 3 1 �', s O SECT Oki 5E1 , ° ..10t : :LL MI.... tI 1 11= u 1 �' VVilllll�ll T e l '" P•ANI7vG SCL c�L° t' tur � 111R� UIIIIII t � ' 3 1 • t_ -- ,' 4,- _ 14L:0 SSvAG - B s) t°' "�2" - ELEVATION A '- ?I � �'R �dlll N REMOVE LOWER t/a OF IHGS 7 . ; ,� - Ca` PROV PRUNYVG SEALANT W _ \ ,: p,_—'--...- I ,— A �� ?4l•5 NOTE: PRUNUS SERRULATA 'AMANOGAWA)TYP)- r - • � i � NOTE FGRM WATC1- SAUCER • CN ALL CUT SLIRFACS • P !..1 '' _ _ BRANCFES 0.S PEa DAECICN - / _ __ II T ;-' r /\ \ J . fir,' ( " ' ': -s��' I . � `� • ` � ARG3. W PLAN, . ITCP OF LANDSCAPE AR }C Q-CEGL . NC1 ET NCHES TO EE •• CF ROOT MASS � Ilulill111161- ll °lit°'I�I C" ► D t� I� I °` PLDS ,r °illl(IIIIIpff , i I = =--"•:-..111.- III . I — �I, ►..-z�z - . PLAN VIEW Laadacape Arcitectvt3ea SHRUB PLANTING DETAL (1 GALLON & GREATER) WOOD HEADERBOARD DETAIL TREE PRUNING GUIDE (EXISTING EVERGREEN TREE) T. Shawn Pa 3 re D F s 20 L. e ) EXISTING CONCRETE PLANTER DETAIL 60o Main sheet, Suite D Eilmands 1 V . 4 -98020 i NO SCALE MO G SCALE - NOT To SCALE NOT TO. SCALE= Telephone(206). 776.4932 FAX (206):.776:40 HOSE _ t1_..�.. ( / y � - . �/' LR.r' �( [/7�,; [/� t -mu' / TWIST S CU=E: REWAR t�_ ! 1. Fl 1 LAC E t r- TWIST WRE - . 1 17 roGTNOTES. 1-2. HT. SAPLINGS :01 SOUTH CARER P . ; 1 • T .1. HOES RE^FGRCED flllE - eEfl P i' MAXIMUM HOLE -, BACKFILL WITH NATIVE SOIL INTERLOCKED. . DIAMETER - LOOS 'mar 2 WIRE la C.A. CAW. WIRE _,..... 1 W.. DO FLC STRAND TWIST TO I L I.II .1, II TURNER AND ASSOCIATE I TINE < I41�i) I �u71 ` p t�f / V �. 3 PLiC RE9AR CN WINDWARD .,–.2 I k II { L c 15420 24th FLAG NE. 1 AR ulf, 4 E 4 :4 ' to GI 5 ® • .SAE CF TR. -T —1iI11 SE.ATiLE WA3'iJGfCN 9SLSS ,. ' 4: TAPER MULCH THCKNESS DOWN -- '� / TO TCP OF ROOT MASS. SAPLING LE PLANTING DETAIL TEL No SCAE:(205) 365 -7431 FAX (206) 3fi5. 7 qs a �L r.vJ "yr LANDSCAPE DETAILS br - 1i' CG a. °'� ; •� NOTE DO INCORPORATE TT .✓i PARK PLACE -- TUKWILA WA Y�� 4 - f_ J r TS. WRAP, F RED. I . E L �'. 5 \ `r REOUWED PLANT COUNT- • 6- �J /1/ ' � � W /• � j^$ PAEd(,PIACE • - 'k, jI WIRE a HOSE ta) : e • i'L•t1 a I .� F I E PPL2G s3 REBUS 4 a` / DRAWN - BY: J.T.S. o. 0• • STE. FENCE POST % MLLCri cg • . }`) O -EG(E3 BY: TSP. GROUND COVE / PLANTPlG SOIL CHAIN LNK FENCE ,I - ; PLANTING SCL a j . • . . • -) / O,,j \SI \� DATE: 9 - 1495 6 -0-mar • ROOT BALL /1 ,r � � GERM BASN e O SCALE f =40 I} al E Rr HARD SURFACE F W•ir A�iw °��aiA: _ �O'� ►i ♦ �rvi�w l r i � i 1 / P Q e 1 �yy — I _ ' T WI - �+�1�� +�i�� +� 4��. +i�''_s j�••a• K• •��s's�. •�� a °p +-+ � )4•0: _1111p ~ ll wt11 PEN BU AP ANOFOIDBAC / o .. _ \ dI OP 1 /3 / ^ / II i• • • • • • ▪ ' Q� S/2 i. 1> A t1W =IQE = IU NOT TAPER MULCH u \ �� \ ° s • • I PLAN VIEW 05 K.Fs. WO GoM�CNC.J /O. h P U.5 CCMC.rGTEp M OUND r 0 / THICKNESS DOWN • I BARRICADES PLACED AT PRO' =C1i I' /E RADIUS I r I I \ SCALE 7• - aD' - D' ` 8' - SUPPORT TREE , —,• Ma5 • TO TOP OF ROOT - I@ ` I III �F II I'. \ \ / / . 5. I A5 NOTED IN NOTES AT RIC I GROUND COVER DETAIL (4" POTS AND SMALLER) TREEPROTECTION BARRICADE DETAIL z TnES SOOT GALL REPLACEMENT TREE PLANTING DETAIL NJ"' AS NOTED NO SCALE N OR ROOT EAU- PLUS 30. TREE STAKING DETAIL (DECIDUOUS TREE) � a m s SHEET 8 I - : NO SCALE Si ( v I' ( a � � 13 1 A Fr 6 ' R t REC MA H1- *% 1 CITV OF TUKYvii IL � EO� S ,�„ AUG 0 c,- F ,.' .. .. _. PERMIT CEFI- . _ -r'' .3/G -'IS o- /�f -95, _. /G- %"'> NOTES • IRRIGATION SCHEDULE iLALVE SCHEDULE IRRIGATION NOTES r required. (9a9N ex =WS) - 6. p ' s " v re - v Pi r�,L e m r t , 12. +t a ` are f leriga=fon eguiP.aaca s c° P cM SYMBOL • ITEM MANUFACTURER/CATS I OESCBIPTION/REMARKS CLOCK l e.M .2 Co a S a x g �i � 1° .a.cail,t,o a .0. Shrub/ lawn Head Hunter PGM type nozzles 13' -1 °,inip �(ing a .aa. at VALVE STATION VALVE GALLONS PER - fri - - a ,a iorari° p" • ."a la. itne a a• a. v.i as 5'. 40 psi. adjust radius as fired. NUMBER NUMBER 812E IINAUTE REMARKS - ,. laa.�r`easii proafe...vt.m. oe _ l2 efnsan ,_ a te- us t :iana. <vrn :; as " gr al avve a ar ". N r e p vaa :one. 16'-19', 20'-24' 25' -29' & Use in zones where other Hunter � c - ' o< t f "aaa ao rk. e, ` " aeaa Is vina t�tX� r ` caini 39.3,4`O,H,F; Model PGM-06- heads are used. ::=4:1',147t1====+.4.;=:-''' e irrigat- e , ° c mec a�eroe taarac. rr`.gat. °n 1 1 1' 19.82 drip m m o..e �wi,vn`�.u, n.re e„ ,�"a, °non shrub, Model PGM- 04 -Wwn, use 2. sit. utility am /or nacmnica2 Contractor= soc;x ® nr<r<aw acmiu A a. o • 1.<rawn< < = lu 1. ` �rt=atir PGM -12 head adjacent • 2 2 1-1/2` 2241 drip ,• neror .... - "im2 Cone aupp2r >i LL t,.ra r� - aLLat: < arcntc.rc ., - .. curbs /sidewalk 3 3 1` -1936 Shrub :i::nic:a": � f eq4�� 0P rasoLamr , fay' ,t ""- iw o" °ac,on ill .,-: Xte1 vet. e� = m fu. t.22.2 .ppr�:�tazr . STAV R S W E PER CRY OF TIMWIA 150 PS1 VARFY one ova a acc2°auor ors a.. l2 tv r n es ri ce t tnue`gr m, m, PRIOR TO START OF WORK 0 . � Shrub/ Lawn Head Rainbird 1800-P11615 series, Model 40 psi, adjust ra6has as repined- 4 4 1• 18.4'1 thin ci 1 1804 4awn, Model 1806 - shrub, use Use in zones where other 5 5 18 41.70 shrub 2- e<cneat covcraccor: l2. pro.rm a.a ter. so coorross.r as mcm on Pian :. Model 1812 heads adjacent curbs/ Rai ird heads are used, - a. ne<criu2 m r air m Ir aw voic Po..r m <®t..a+a tx isirimx m r oxxo- tooac sidewalks 6 6 15 43.16 shrub Lxaua on a.a am pro. ie. enr".,ati r.Zr .f wag- , �=`raer<r . m r v "`w'gn ,acct pr_"' " 7 15 2247 ddP ss_ cocoas Iw - lolta <ooc:ol .i:�. m rontroit�. . • 0 11 . • Shrub/ Lawn Head Rainhird 1800- PRS-12 series. Model 40 psi, adjst radius as required. raratr 12122‘ 2270, tati tigers (w9% 9r 12122‘2270, 22X29.=.2%1 ss �, fas<at2 alt .atafa +, per o,,;vr.<cvrar•. - - 1804 -lawn, Model 1806-shrub, use 8 8 1' 2O -44 drip 1• triyacton °rk fa m .cars .umvt m. appro°.L .m cvi a Model 1812 heads adjacent curbs/ 9 ME 1' 20.63 drip g' * g ev.r.2 . c °ncracwr. xa_ e� rne °al..s H P +� =er:• m •.ro ea. u+sac sidewalks z Lc fa inuneM we rn. <ontr,ctor °2222 tnau :: LL :z� g ,.r =nao .1.1 m ox eon f. �l,.�•= raa or .an. 10 t0 15' 26.07 drip 14i7u aria ltneni.i Proper: in ..err .ay, p rwie• ': s� • 0 Shrub/ Lawn Head Rai o x mriaa Ls - , laurati t 2 0 guarantee agatrot verrmananlp aro mrezf.i 6ite ine pine c +• x w [tote¢ g race. N nhird 1800- PRS-10 seder, Nadel 40 psi, adjust :adrrs as required. 11 11 1" 15.46 drip 1. '' ae = °r aa+u °° ea tvr a�ag. m n ptax ..ur;at eoe m a9 rod.v at ��� m " trm harm . 1804 -lawn, Model 1806shrub, use I i`""ccigauon a x euci,Xi rmu+ta= ee vrm_<. � , " noel �eaoa+ta. m Model 1812 heads adjacent I `' : ° prig m cr.nmi,y. a ion ..=.1<.. r2- e22s =•-sssst, Ipl` tins 1 °t "o- r 12 12 1 X' 29.09 shrub/wetland a cna<k one °.ri�r au afu ceNfifrnX, ue;LfifeX, ffi aim m eteeer tlw. m m volt, .amn ey. ua<X"" curbs /sidewalks THIS 201E TO BE BD AS AITHa'110E RBA buffer cw(r i c . ,� . _ . - . 13 13 2` _48.33 i shrub . s- c ot anal reapenam m t. ter arainari,q ic sort .'im .0 - _� - _ . - _ . _ _ _ . _ liii C • Shrub/ Lawn Head Rainbird 1800- PRS-15 ship series, 40 psi, adjust red.. as refired- o. ea a. n::a.a. , , , _- , , .- • nozzles 15 EST, 15 SST & 17 SST; 14 14 1 9.43 drip � Model 1804-lawn, Model 1806- t shrub, use Model 1612 heads 15 15 175" 21.59 shrub / I • adjacent curbs /sidewalks 16 16 15 30.35 shrub .d Shrub/ Lawn Head Rainbird 1800 -PRS -van series 1151. 40 psi. adjust radars re0 OS uirad_ - 17 ' - T. 1036 drip / I • Model 1804 -lawn, Model 1806 18 18 • 1 -1/2° 39.93 srtb / I shrub, use Model 1812 heads adjacent curbs /sidewalks / El 17 Shrub/ Lawn Head Rainbird 1800 series Brass MPR 40 psi, adjust radius its tortured. c' / nozzles; B15 strip series, B15 EST - & B15 SST, Model 1804 -Wwn, _ / I • Model 1806 - shrub. use Model 1812 heads adjacent curbs/sidewalks - • Bubblers Rainbird 1400 Series bubbler, / - 40 nozzle: 14 APPROXIMATE WETLAND EDGE / .......... ___ ,--- ___ ........ 171M • - I EXISTING WETLAND - 3/4 TO REMAIN UNDISTURBED a-�r WETLRM 81FFER � ^ 1' N K ^ j ^_ ` � r 1 � t In � �I I I I i I I I I I I� i ,.�, RETAIN ALL EXISTING PLANTS 4 - - -- o, �[� , r `N4" - WETLAND INSTALLATION OF _ ffff�� / Ado !E1 T t^ = ^ 1JL.' Vi' nZ' -ie� WETLAND BUFFER ♦ ♦ _ t IRRIGATION % / '9'4 • � `• / - s � _ . Q I I t 3/, + t ��t T I�1I11{{}�2}���,,;;���JJ 11A 1:' I . ,.:„ • . • 1 'No r _.„_.,_____:___,. 1 , ... 1 I / _ -� k = - - I ' il .` ` 111 I - 1 I 1_ 1 - \ I Brass strainer w /100 mesh -19 -95 FINAL PLANNING 12 with Model t __,_ p ,__,_, „ N. kis. I f I I l i t I III I , � W., , o ,c- na I °' 1 � -\ g/4 I E ? I _ - - -. -O�_✓ / 4 .. -. W, num ' .terI arevrr_•s , 1 ( - -.c, e s»^ l _... t .. Y �,. „ ' I Landp Ar chitecture � �� ` � _ E. - - ■ ■ u T - _ i 11=I1111C !E - - in� , ' 600 Main Street, sca Suite e D Edntouds, WA 98020 � 41 _ _ ' : B B ■ V:n �s / ' � I Telephone (206), 776,4932 FAX (206), 774.7803 \\ / // 1C141' �2 a'( I %a" ii k" I I z _.a I II I ._ ,' ',,- - - - - -- '(4 ,'4 � .% /!Q _. ` - ( f ! '-� l ! • i • _ ��J -�'"' i 2 �'_ " y .%� _- - `_- <_- - ' .. - .. I :tip- t \` ; /.: , \,w .. °,.,nn,,,, H I!, PARK PLACE / 1 rill I 17501 SOUTH CENTER PARKWAY IRRIGATION SCHEDULE (CONT.) � 7i _ it i I \ / i Iy E ilil - I \ I I <� ' / ' 1: ,..,, ' � „,-.--=. `\� \ i - D A �1� to "\�� /. 41 / ,. I .� ' ___ f ) II �� I TURNER AN SSOCIATES SYMBOL ITEM MANUFACTUREWCAT# DESCRIPTION /REMARKS Drip Irrigation Rainbird Xeri tube 700 & Xeri tube- Subsurface drip system place 4" / • - °o• % rr l i I -� - __ - t` = _ [[t 18420 24th PLACE NE. . ARCHITECTS hoe t8", beneath final grade. Fallow - /" I lyti �� ' �._ r ` ) � 1 ' yn l fir' /a' - AN`J System PC, XPC 10 8; spacing of r I SEATTLE, WASI'B`10TON 9615.5 emitter spacing 18" with 1.0 GPH; manufacturer's directions; 25 tl 2` ` �J/ I/4 _ \ _ - - I A �, 3 I / around all trees rue Rainhird XBD- psi. - z PCz" j • I' r - i - devi 80 or XB 1 O -6 multi-outlet emission FOR ZOpE 14, SMCE EMrrzEgs I I _ ce #OT -025 Y." ' O.C. - i - - - l . / ° FX; (206) 365 - 7504 - \ _ - O Control Valve Plastic control valve with I I _ -_ I' IRRIGION PL ns pressure re ulann features, I - 9 9 PARK PLACE - TUKWILA, WA - - d. \ • - Controller Rainhird ISC -B -24 4 station controller, install in \ I v ^��r.,"' 6\‘`.,',,‘,„ - .LOB: PARK PLACE locations shown on plan. � \ 1 I r. .• q ` gS FILE: PPL3.GCD H P.O.C. Point of Connection - General Contractor or ssite utility - - I ' + ` / f ;j " Ilk.. rte. - PSG b DRAWN BY: E.A.K. q/� ,i ., \ pN CHECKED BY: TSP. threadeds[uboutforir contractor to supply supply linga and j tie � �.s ni ' f O \J \' DATE; D B : _ water meter, 2" supply hoe and - D i t i ( y \{i ' ^ \� l- irrigation ' - - -- � • • - 0� \ '" SCALE' r = 40' - 0" Back.. Preventoi Wilkins 950 (2 °) Back contractor's use. _ ' -I J - /4 L' prevent, - device, install per detail % , 1 � � A Pressure Regulator Wdkas 500 HLR (2') Pressure regulating dotal See ating device, ul ins. per y / � ' ` d rs- REVISIONS Irrigation Note .9 ` I ' ■ S (� 4/10/95 SITE TE PLAN CHAN GES - • 200 psi threaded ends. Install / - V ���� Shut -Off Valve AQUA 12 "1 per detail_ /4140. • 69-95 CI COMMEN CHANGE rOMMENTS Strainer Wilkins (2 i'� Sj2/45 F'INPt - oco COMMEL,TS A\ DJ (' ,_145 "1 /' `� -_ / / 6r - • screen. Install per detail. • '. • ✓ These plans have been reviewed by the Public ( / I' �/ t W SHINa70N Works Department for conformance with current gl i 5 1 q) U ' gbs ik .- Quick Coupler Rainbird 3RC Install per detail @ POC. City standards. Acceptance is subject to errors l APE ARCHITECT 3315 key /SH -0 ell Provide (1) Key and (1) ELI. - _ and omissions which do not authorize violations of adopted standards or ordinances. The responsibility /._ PVC - Class 200 2" size or size as noted. for the adequacy of the design rests totally with 5r.mAwri 0905 the designer. Additions, deletions or revisions to OU'RkTCATE NO.301 • Laterals PVC - Class 200 Sizes as noted on plan, 3/4" - these drawings after this date will void this .,-3W-9.c 3.1V -9S - acceptance and will require a resubmitial of H -[a - �� -8- SHEET min. _ / revised drawings for subsequent approval. 7- /S -9 S _ _ Sleeving PVC - Class 200 Provide under all hard surfaces. Sleeves twice the diameter of Final acceptance is subject to field inspection by pipe inside Straight runs only. ' SCALE 1 " = 4 0' - 0" the Public Works utilities inspector. (See Detail) Date: al( s f gr By: y IRRIGATION PLAN IN Manual Drain Champion Install at the low point in each , RECEIVED run of pipe. Install per detail. (%ry NORTH ' - A 12 A)00ais, �l PERMIT CENIEG _ ,, , -. NOTES -; „ , ' ,‘ icil Fig ,/,,-/ 7 . , iii -,-„--,----..-. I ) . . , IRRIGATION DETAILS SITE AMENITIES D_ETAIL;: ..2,. ................. t "* ''''"") .----" , _ TREE GRATE DETAIL: : I - --• Of c NOT. fait InSTALS.arttla -Of POINT Of CONNCONON NITS= • 3TIOCTINIC in. TO TIE • CONTZAC70.,,NO NICNANICAt. rs c rm. ; : , COINII-11.01 ■,.......„._ .. ..--. " : b.." (:, -1- . . - -..:: 1 •1 1 .... . 444. • ' IFEM . " ' a. ';‘ \) I paia:71 : ea.....1 ......._.,,Id.,,=,,. ' .. ' .3-71 I) • . _ ,. . sartme daagIe ;silo II .3' :-. • 1 ... ./ ''''...---.=--• .=---•'• .: n nai . P U7_1 — ' ..„- ,, ______ ______ i : 144 :I ' ` ) MIL:II■rTh 0 _ IL . ..r--- 0_3) 1 4:; 1 14. 0/ 1,, H . r t" "..: :: j. 0 0 itif—I'Mx- L t-÷-r) E r =- • • 1 ..-312,-.. . 1:11:.' 7 : 1 ft ) C••• • "=:.‘ -, , _-",.• i), 11 1' 47 „--....,,,,..... . "" fr ----- n1 4 — 1 . ,."1 ....-.7 1 .• w•III 4 4113.1111 ji t 41 .....i.l. .1 I 1 H n 1 1 "''.''' t;I: ', • '2 . ...- ./. , \\\ 1 1 I \‘‘ \ - 1111111, 1 LI . . . .. . . -,..--,,. ------ _,.__ - .1 .......:— .4'`" H= _ i :'', f laI ,-;:',,',-.'" !.._,, , 9 t .... „.. „.• • , ." - ' • . . - "/ ,-1.-' 1 -.. ' .............. „ - - . 1 __........ 11, . 7),r,..m_____1.,,,, _— i N. •••■• 4' TREE GRATE DETAIL - . 7- 1 -,:.. 4 PRESSURE QUICK C) :: - - 1. '.. ..,..:15 .. . , POINT OF ''''' REDUCING COUPLING •ve . ,.. . . METER CONNECTION EACKFi VALVE ,....vai_ye ,..• I•• ••• I. I IN• am* • 13 i'XIXIbri , -GUT-IN DETAIL _...----- POINT OF CONNECTION SLEETING DETAILN,,,...r., . ‘.. •., „. ..... . AN .1.3 ROAR ; 49' '% , (#i W2704 ' cu. cos,. Aurs stn. 1 _ 41 1 Eirrai E As (%,,, CONHGURATIONS ded ...... mug. ....1. =f 1 . .......{ ........ '........... 4" l \ /46 /- PO D TE URE SOmAN .- ,- ...2-.. . je' ; 3/ CRATE *if POJSIP4 W•01.2.9463 ------ ' j KI PL,SVIC OCX CV. , „. „„ , . , C' Cla•CSN ' ''''''' " '''''''' " ' .. ,.. ..... „ • - •'• . • 1 -. Thyb . . r' • .. , , , . . „ . . II.) = :.7:. W * . . ' .... • • • . • „ I • • • . ".'"-- v .i ..i p ..,--..... :-.,.-.... ,- _:. .„9,—ided access . .- . .. -,.., 7 ' - ...,-.....i. 1 4 :."..........„ TO 1,...erE i C.+•=4 = J ,.., ... ,...° ,....,. _,,..,, TREE GRATE FRAME DETAIL (FOR NEW SURROUND &As) ® ..c.„.3,3 „, ., ... , .. 4- -„,,..,..--. .„..... d- - __ 1 r NO SCALE 51: ,i ''''.- 'Aro o,,,,,,, b A ,LT 7 'Wg=fr...'''. =..— T EkN , Fira--........,,,A...-..,....-----.....-- 504 NI PVC ••• f. - - -g-- -. 7 kJ J . 30" HEIGHT PLANTER Front _ ,, ..... ....,• ,,-, „. "-1,, .,,,,,: ..... f I II NO SCALE . • " A‘• I t,,,...._____:,171..,17--•-•: `.....-.• .41) (.. , 1 so...3 PVC STP.M7 escw 1 • • " ..:.. ,,,L: ...... -7 A 1 0 "...; T-'.. A L .9 ,'• 1 .117 - 1FAZ , Fr:tgo co ' aiLE .R Ac t. DE TA I L .r., • - . ' , - , '. • ...., -,..... 3 1.11.1.... RCM I 0 ■ C...I. WPM M.A. RCVS MAE I. MILINI AWE CM 14.1.11•READEI ATM. TYPICAL GATE VAD/E ASSEvELY TYPICAL AUTOMATIC CONTROLLIFI. ASSEMBLY TYPICAL QUICK COUPLING VALVE ASSEMBLY ci.....6........, ....Le C.•■•,.......11", -131,1. KI SG. (--- 4 t.,. .• : c - ---L - (4, -",- 6 -.. .; - • - . it • -, • .. • I ' ' i r , --"" .1 ,•':...-:-....' (--' I • - -- , - - --- c 1 , .,1 ''''.- ''' ---..12-',.'-----•-:".;•;'-■0 ' 'Si:- ..., /" ... T. CE,--- sm•Poccom=s -----" -:::: s-T-. "......-..."-''. ..,. =_!T- ..=.....' ,,,,,- .... ..,„ :..- ""' 1/1 S - --- - .- 1 —=:Zcc=1r.... .),....„.......-- ...,_ GUZ/n '....".'''''' /..--.. I 1 3r 1 .. ,I ( , ,--, I ..------ .\..._ ) ;), 'I-, • l y z - — ----)V T. S It a w n P a rso as ,R -;:'' 600 Main StreeL Suite D -- WA- 900 AS Mgt. kP4..,_ i ----- Telephone (206). 776A932' - FAX(206).176.40 PVC 304. 3.....E PVC SCIN. •4113.9 ,. ,.._..\ p . - . '-f2 7 , PM.... AS RECEPEDI .• ! ' ' , ''• ' ''''' ' ..' ' ..,,l - ,,'" (5 a 5 • „ E::....-7.. ____,_ PVC S. 80 M•PLE aIIIE , ' • ' .^' , Fms ,„ =-7.<4.....-1. - - - _.....__,,--- ____, ,--- -. , yr ( f ... -,rd ,..---- .._,.._ ...._. ...,.. -- , &- ' - .... - -'- Ar ma ui i sclicbaiR placvim ., .... - - . • . . .. . , - • , , „ . , ..........................— -.........c..... 1 4117..I.PE t'S. AS KRIM Oa CFLO.P41 i. we TM. 0...1....u. 7.•[...t. anl,.... ... , „ , ,.....„,, ' ' NOM USE „MC. PPE CM A8.1.11•WEACESI Pirra4.5 ,,) , • '''. [ I TYPICAL SPRUB F.EAD ASSEMBLY TYPICAL LAWN HEAD ASSEMBLY TYPICAL SHRUB HEAD POP-UP ASSEMBLY I 'ti7W--:.-:i-sf- I TURNER AND ASSOCIATES. --:,' . SCXE IPC,P,I'M . =U. 09 SCALE . . . ,..'. ,, ..., ( . 2 € , r A RCHITE7;_:;;.,1,4 . , TES: (206) 365-7431 FAX: (206) 365,751* • -,....- ‘> 1 1 - k 15 - " HEIGHT PLANTER i .... - LEGEND Area -,... NO SCALE • ,.......__"..__...../ cD T (7 0 ,..„-„,....,„..---- 1. RA. EX.:0 MCDEL g c, FLus, CAP. oaA.r ...so. Lcor no. An . ''''' --':. ...." _____.,---------,.--, --- f( - ,1 C- Ik-. 7 i/j (''/ 7/ "-'-''. IRRIGATION DETAILS • - ,,..- . - ............................... _ . .... PARK PLACE — TUKWILA WA , i ' , ...11g ' -- I 1 • 2 _ 9,N ',RD mODEL ,1 XT-050 XE,--1-,- °..7.e ro"Ut-•-•o''''''''—\,,,,t 1 ,-"0.11 , - ; ".... • - ... . OiCYc, , P , \ - 0 \ -,.,,--' , CRAWN BY J.T.S. . mCCEL g TOS-050 11E -COv. .. . ...„MiklMilirA, - ( (1 .J , • - A. 10.1LC: .e.ED. ' if .° 0'.°•: 4111 '''''''' TYP PVC ME rl.NE ...I e , .,. „, a BY: T.S. P "=.0, --;.'"" : _,-, +"%:- A. . -. , '------- Willi CUTIET '\,. --0 -'\ 0, 5 - • ;71 7 Z_- COmPRES.Cm x Ell - b i&V,Itre".= .f - '4%. rt.L .,.,..,... emil.Rip 5, ,-- -'-' - . . . . M _.® SC, 80 MEER 'LENG7i-1 AS PEO 0)- ,54**.` or-: ..." ' e ,...... .,0-,,w I' r. 2 MoGeS1 ,,, 1.. PIM (.-( ''''-- \ 4 _4 , , - Z ,. C) 7. PVC PIPE/FTC pyc ggoy. .. "'''''' L''' . Mill 8. PA. SRO XER1 EMISSION DEVICE . ' Si2MS ..51... 9 COcAMS.17, ii1, IV iJ5 ACTES CCWPCII. Wale ...4-7,....7.,, ,...,a. rl ■ PVC PIPE TO XERI -TUBE CONNECTION ,- TYPICAL REMOTE CONTROL VALVE ASSEMBLY TYPICAL DRAIN VALVE ASSEMBLY "'- MD SCA.E. onsAukr it, IA SC... N - - ( ,- .1. ' ` ' - .. C NI . , . r '' s'i 1 667 qr . SHEET , IR ........ . - I I ' , — 13 , ' al ' .F! l . ' . . ; r7 uG'87' L,(1 tAga:gifEcT . S 9 '''P ,,,,,,, ,r;=,:i.-L'i.0.:,71i'd7j",--:',". . . - . ' ..;:" _ ' .; ='' ' ' ''I'V E ::41 . P ' ' , , ....iiiia. , , , • MOWN PMISO: , '- ._,,, , ,,„ , .......„, , ,,...,_ , ... .._. ..,.._ ._ „ . , ,.. ,_,= ,,. ,, , , : ,„, ,, „, , -.,..„..1- - :--,_—_----..-- — ''.--..------,-- ------------ - ----- -- --- _ -- - - ._:,- .‘ - - 4-b,:1:6- '1 " ''''' 4 3 4:1 - ' 7 4 , av ' '744 A' 5) , -.......... -... . _:, - WETLAND CONSTRUCTION NOTES NOTES OK WORK SHALL CONSIST oFFW@NG AU WTETHULS aeon ETRNIIEM AIO REUTmmNS NEEE>SAIT ran �ro �T ®� fr LAanNG ANDw„MwnTwDFoRABYEARLA�EEEST, M,ERODAND OTHER WTEMAISASSPOONED WE TLAND PERMIT APPLICATION NOTE: I n �°°"' ' E� °®wa' �.r�wE pS&N V a Fir D« 140.13. ON WORK aOIDES, em IS NOT LEwMD MNSNAL Aw 1. �.L DF r ' ARY 1 .E W WoEO PLAN W TFMILL AND GfMwIFI TOME rEEFFUNTII OF ETIaTwB SIFL AND ILAWILI iNFm - • IETTHiK' TO E HinPaT- NIEPARFDS011. AL i rLAMON OF WOWED AUNT WTEIMLS. STAMM NERTDAMi MIIONWILCLEMFUK, DOFO TrtiLAND HIPPER ipnV.en . MNOVAL MI INAw1E1LAMCF ANDMTAIANMF. Wetland buffer width is based on Parkway Place Retail Center Sensitive Areas EtVANCELtENT AREA { : r • TREK A SWIMS MAY HEIMITASIDIBE OWED TO ROWS ANNS - OR TAM MOWN AL•. _ . a Study Report prepared by Talasaea Consultants November, 1994, and field - FOR 1313 n n SurG® KV. LAG ECUS I I • NO CONWTMCTON WO Nr MU TAM PUCE UNTIL A FNECONrmcOOM M ONO M KW TIE measured by Landf'lan P.S. from the wetland flagging to the existing curb. The _ _ APPLICANTS REPRESENTATIVE. CONNNMCTOR, WDSGM MCKIM. AM OTT AENESEIRAD W MC IRTNIDI• MINK PUKE Mt WPB•x 3 GAP mnaas gauRAME WTERUL KNOWN. TRANMAMND TO2.NgRB- ALAMwO Le uTIN S AED OTOR MEOFHCW MIALL mmimtun 25 -foot wetkmd buffer is met or exceeded at all locations. „ „o,�R¢, BE DISCUSSED AND AOMFDTIPRNDUNEBO THE NEigOTMGTIN INNING A ' LANDSCAPE AROITECT SHALL PRO DE COf6 ALKOMI ANNREIEM SEWN. TOR ALL 1.403.1414G AMITIES 1H3 LE LETT Ei' TD BE &4 SQE AND w1u wECT ALL Em ACTAr. MOONS AM NECESSARY NGgFCATION GE PLAINT LOCATTwa OR Flagged locations from which measurements were taken are desiymated on plan as °F T"`E Lt'T@' PIAM TE LPNRUFS NEW TYN m i nsm a stu mass as A-D. Measurements are listed below in the table. INWS WI ONSTP q O IE LAIGaCArE AFMWTEI.T WYEF COMT BM 1fLEMD1E D pw T)MW]= MgCE[D T Da ' - FM POST A - mamma = EL TT THE03 SSAT SRMFIN MO AT a rOMGrE m. 4 COS O % IM OVN MS d1nL "" REPAEO TIE LIZOT CTING MTW MO ET T1 Amrn T A E a O . L A S MOIcA MwL Measurement Location. Distance (in feet) ' . eE RESPONSIBLE Ham e FOR T4DTELTIG OM TWO vrsOATIN w LWnAND ITINEN AREAS To MNAw LAS EIOICATEO M . DscAPE A Ka.T Ern aINS D SIMC* On A -A (wetland Stake #A -2) 27' + E caMrRaLCrW SHALL NOTEr MOW. nonECT OF :pelt. EIRMN4GE TKO.. AFFECTING MARY B-B (wetland stake #A -5) 27' + THE S:A OR OT Hrn LAMP B E EDMW NT AL WY AFFE IS.. MD cr. TKO.. SMALL NOTIFIED q,usLNL caxortLOas LNALr To E IIETTMENru To KW w71NBI� s IAIESCAM AmOEa MTAU M rDIEEO C-C (wetland stake #A -7) 27' + I L ArmscaTPE ARWOECr IIUAL>rRD>EAM OUNSts AM .400%3 AL TOPSOIL IMMO FOR FLANKS vNIL M mAMem OF TPA PARIS SANM LOAK OK mamas D-D (wetland stake #A -10) 25' GRIMM ate- A TO . TOPSOILS sSNA B OTE PA M NOKIIDDTFaMe V INEDDIM w PRIOR TO INSTALLATION. LS ON. SHALL A BE sL M To O ECTGN AND TIOAL OOKK D M M MAIN TNSTALLAiIK ALL INANtVGSwRINNTE EIBaiwGRN1IADBEDMWLM MANNED AT LEAST YO HANTS ROOT BALL SIZE. PDOR TR TILE TI OF 01111, G BIM, IEMANT.c. WIMCTOR A MALL a S PAR MD SNDgG a The density and diversity of proposed plantings will likely increase the functions r,. ii ), wnOAnoN AItTA NE PLATS AID nws am ..E u ammamN GE IE sr. ImNNLC Rw s a new* of and values of the existing 25 -foot buffer. AOHMIENCE TO TM RAN. ... .... - _ M6Tw LLATD N UNDER, SHOT ra ,msmm AID AK MARTS' qRM 1E FAMMIAR FI m ZANCISCAPE aMlEiit Construction details and specifications to include the following items: 0 FR.ANrL a NsorF, ERANAEVAMTAF. ESCwEawrBEMSEVTOAOASTEMWwTIEFMDMU. I. Construction personnel, equipment, and debris /trash are prohibited within the P 9 x e gas ARE wBE LO" S' M' crEDMO WALLED AS MELTED erwosuPEATORECr. To TM rAMGIOAEIAMMOONROMA, OTETUETROIKG M t SK"X Te•sma is W BE CONSTRUCTED AFO eGm m AS DIRECTED BY T..aawa E AROWEcn GENERAL NOTE SELECT PRUNING AND REMOVAL TO OCCUR WITH EXISTING BLACKBERRY ALL PLANE E u R sU S U 0 TI-E P sr NORTI AMMO ON. PRE "OL• W MEN PUGET SOUND existing wetland boundaries except for that necessary to implement this disposal is to take place beyond the fencing SHRUBBERY AS PER FIELD DIRECTION OF LANDSCAPE ARCHITECT. BE AnEAS, NEEnTS A seaee rases STAND/MS urn FWS®M SNOW[. RIO AMMAN sesame MIALLORMANI WmssUs mitigation plan. Those boundaries adjacent to construction activities should be S DETAIL ALL OTHER EXISTING TREES AND SHRUBS TO REMAIN UNDISTURBED STA ut EVMKR Ara VE r TOCK sH W ®TOFSNTFN WOwEI U TA M ICK LaEVELaE° t'>a P 1 TO THE GREATEST EXTENT POSSIBLE INOLE LE EX C EPT. O F B ARE ROOT ST O L AF M Or> L BE IEILTFTM..r AKO.ML�,AN EM AND IFEES BMW. re lla ed b the ro ect en eer rior to constmction activities to clear) mark s PLE ExeEPTIN of aAM woT STDWt w Ham INTO us Ammvwu Au NFNaMR glwl TREND 1's Y P 1 gm P Y sop ro sawn D _ L ANAIsnuLMWMA T O "'Al. oLANT M�TDMGN of TD IX,E TO:OF w etland and natural areas. PUNT MUEY rTD BE AT EM ILpIANNSM OMO. L EEATTIETM OOLMYFEAMw¢ (01AAAA��l4,, � tP " f �. PLAN WTEE IALFOA PUNTS SNAIL SIAM MIEDMO LNFYNY MTEMfaID , LlUGm 51oWLWYEAL'�TAME APPROX. WETLAND EDGE `I r ,� ► e ' \`> > ♦► '1A© AT No ADDmONAL msT- FROMM THAT ON LAMS MAKS FILL NOT BE Cur BACA TO Emcwlm AM 2- The wetland bolmdary should be clearly marked with highly visible markers such as ji*f ( ty E G i l b '- - �'!�► "" a ' °":Jd'o - j ,,;* ��I u � -, uNODwaAaTSaarsMlSLffTaKSV ®ANOLEFEw®LnORTOACtarANra �`'" �i, �.. T J _ WMB WO E.O.M. AM BOY N .m bright orange barrier fencing. Highly visible signs stating that no clearing, grading a; alt ` � Q13� e C I ��� / L /5� ALL SOSUPPLIED SUPPLIED m F RANTS ca s AW®A INEN WHICH M A - 'w I Y / lOt .1 ! 2 .iJ � SHALL ON SITE TI 5 STORAGE of PLAINS RINK E x w NNANIO, wTlw MOONED TO TINaH .oLMIML HIRMDILTUUL 50 feet debris ing should be placed at least every - � ' - „+ r QO , j Q 0 0 3 _ -_ _� _L I ` R REDAREMNS. INCLIO G IEELK STORAGE E NECESSARY FOR LmTECTnN OF BLOT RAIL AID FNETrDRSN OF 50 along the fencing. B ♦ 1 ,��� © ,' 1 , 1 {r� r/. i w. - _ _ I _ _ _ _ _ / _ / I � AREA THE Co uTION ORSWNT tDTEYMEsEPTI@CLl10NOFemW1MWSTL1 N O W T NAem gMIMCrRONfS C 2 Atem .L^^.n - .j1 1 -�it : �� 1 , a.i. ,. �I� ' AND CONFINING.. TO NNE PUNT sSILOINS THE u REM.. ON MBE TO ROOM TtEMAmENT OR - 7 chaMlink fence shall be installed along existing edge of pavement p rior - ♦ „ i '0.".7i1,4 �' PLANTMUT MATERIAL A NOT B Iw EE- to an removal or resurfacing activity to prevent encroachment daring suc a Cl.- , ��: okV14 tel C s _" MAN MATERIAL MwL NOT E IarAILED MEN AF®Nr Pal iBNOTATIE Wv qDP BELOW K. F OR MOVE 10 � a. 1�^ C T� r- 1 I I i' ao• FOR Ta Ksn NDVELOWTYErBWFH)SWDDOT¢ - BldTer enhancement planting stall occur ely all II paving activity is comp) te. - S a �( �L.l r � E : WHEN MErn a. gW SH ALL OTOWL 'E WO E EAYA LTOONT HEN GE TINE , P . A e '�' TIMES r xE SrzE Of no ROOT eAUmCOMAKOEANOwe wMN RNm' TEFOFe WOES LOWER THAN THE BOAT BALL \ - �' � �'� *A - t I 1 � _ LINE OF EXISTING CURB &ASPHALT, SHIMS AND 12 NOES LOW131 OM TM ROAT ILA¢ Fm TM.. W As MINI ON TIE PUN AND MALL 4- All planting and irrigation trenching in buffer area shall be done to minimize j'� r� \ V SEE SURVEV BY OWNER. FOR .wF~ MR SIDES OF MAN OS PITS MOM MM1IG OCCURS w Mom. MT MOULD M MAIM= TO MIVDf �!N] B FOR LEVEL MAKING ANO DONIEML MADE MdRYMIVDE FON RIOT COVERAGE AND CREADON OF DOWMML UP.' disturbance of existing vegetation and soils. Grubbing shall occur minimally, only as A� ,� " V A , -_ IF I It a Es STOOL a Lam NwI AFMaVAL a L7u. MANN M SlDUn ff FPtGVATED 12INWES TRDm AI D nos ry an within no mom than 3' of proposed planting. NC ES DEE PMI TIUN HOOT SINFA¢ PLANTING BURLAP PROCEDURE �� L! T. D OPENED ADO EEO BACK- INHO ROOT ENR LM E rnomaT TO Amo motor wNr PRAT- - V � , BDOND�NgrIK W�A� ACONE TOCILI IL ONIU , NALOF MTD�F EYE L . OIN DFBA ¢ © A t aLwNr RRDRrMAR ROO TAER�rUTDQG� OY.OF gA<GELS,A LLB E MON AS O IF BARE ROOT STOOL IS USED nNlN ARiOVIE OF OILCAN SHALL BE rAImHTIT TO DOOM ROOTS 5 - LAOUr A9- c.,-OLT TO V10V1'Isft WETLAND '7LAs+t; n7C'SS- - , \ • D UINDMANTwG a ES A BUILDING A 2. T.ATTOPSOILAROUND • BALL OP ROOT OM. i KFnL BETWEEN ROOT BALL OR ROOT BUNDLE AND SIE OF HIKE MR NIL OF TOPSAIL. TRAND,.ANTm �,y .s j 3. E AMMON AGENT. AND m MOMENT MBE MEvTr TNNa mom TO BENKEN 7-11' J4 , 4 t ; F�tSrNG ASPE(ALT tom(£ 3 NICKS Uea R I SOIL LSSTL rcIFS BELOW MIND MEACE- mtNMENT OWN WE MDT OREATOI THAN 3 RILES FOR Tx GALLON A NOT G ,,► ASPFIAt7 TO BE fiB,101/� ra GREAT. TH. 8 IMES FOR S GALLON AND TREES C p� :ti 9. LL FIAT TABSRHAORNLLYPERSmsTrwTlOtas � ■ �Li KNEW PLANTERS FILLfHLOLEMNPmLOFTOP.,FE ESEERAMMELANNBmNAIDCOMPACTSO ILNgNDFOREvERGEEN 2527'+ �► � �`o' D. OmrAwsoaArouNMnnLmMiEIXTATra�iaLwwTDEG DEEESSDFF. ruarrw Tlas LAST UM 0 , �� ` � TRUSTE, PREVENT wR MUPS TL O UM HL L E TOEL EWATS PLANT SCHEDULE (WETL ANDS PLAN e WAFER SETTLE. OF MT LEAV .,POo -AS W..0110 MIS OF [ENP LIE WWW 1111.1.1a1 OF MOT BALL ` �/ APPLY MAY 2INCHES BACK FORMTMML OF TREES AND MINKS SYMBOL MBOL BOTANICAL/COMMON NAME _ - SIZ _ (COMMENTS j / m•o- o sa a NO ®Ie...N __- PMI 4.22AyeM. Me T.Ls F.S s b. pE pe .YnL T REES \• • S6n E NIMhn 10 2 • 3 m- 2 LS H.P. 1da.eN• 12 � Q Acer CirCUU1LLm/ Vine maple 5' -6' h[. 3 l s mi LS aw wrn ND B wraw at zOa z2.3 s D 1.2 NFL 6 - 1 0 o.c. per plan E( } n. ONE UALS 25 WETLAIA BUFFER L1N a s 2a MP. 2. sheaeN m Cmt.egus phaenopymmP Washington 5' -6' ht., full, well - branched SEE SURVEY BY OWNER: e a_ aa:_ a aaw. zaMHO, - O hawthorn 6' - 10'o.c. Per plan A - - trees e : r oR stun VAL em n e A r SALw m E OF =ROOPTEErws N awNasE SOIL NOCE EM ew MENTION ADS OLD a - m Tv 0 Salix scoLdD/ SCOUIers iII a 4' - 5' ht., 3 stems min IEw AgEr FOR AMRD MLE4nNaTMPCrDK NN - - 6 per plan - - V BM Rrr IK rLNISlmvmdTr IGUra. M.wr ", e cei e•s Wr se Thu is licate/ Western red cedar 5 ht., full, well- branched. OF MLCAVA OMO T,PL MOPE Asm UmOIP OF TIO WTIIT6K TO SKATE w REV¢ M E C LUD K P 6 per plan a REA ARID N. TNKmwr¢r AFTER PLANT". ROOM LaarNtNa sP..,, GE sA ED TO MEawE cARL LARY s rwrss . SHRUBS rRMS1u KED PLAN. M LL BE STA AS NOTED ON A ON T aa.ARD SITE AM AT A DISTANCED= 1211mKSFROM - muxrc S of TEE, ro TTE RoLrwr McESAn ro E REBONED N2iP TINS w NETMDFOLLOKAG INSrAU MtEG EDM,OS EASE wen Aia THE K FwsrMras AE Comas s t o l an ifera/ Red osier dogwood 24 " 5' ht., 3 stems min. NOT TO BE USED ALLMAI® WTIWALSSZ' - 3SOC per Plan DO MON FOR PERIOD � Pry MI � sRr� ar. sTEDxO. oR EOUrvGFmm w �o at) Boa Rugosa! Rugosn rose 15" - 21" ht., 3 stems min. r T = I I e r r 1 I -- //''�� Mary TA OF NW AROUND 12 M B �� INN OF SHALL NT MA Z OWES SHALL . TIL THE v 3 So.c. per Plan ® SSE K LNE of PLANT MATERIAL. EWE at TILES THE O Rubes Wpecmbdis Salmonberry 15 3.-5 ht, e 3 stems mm - I j i', t' mETm of THEE ROOT BALL mM. BY LA ww MAD_BE HALED BAWL 2 AMES FIDAT LEAOMS OF TIKES 3 Soc Per plan - t 1 r a INSTALLATION. EXTEND DIA ^ coNrRACrRR A= ;.- =a v msTA MANS A EraLK --..,- ,-% Arm Mau. NI r.. THE V Sambucus calliCaEpa/ Red elderberry 24 " -36" ht, 3 stems min. - -r ^s^` •• - • ° ^` ° - "X . - s urmL n aLN+O ORr r MTeoOS.L corsuDU+ce wTm PTA u. N 3' S o c per plan . NECESSARY To F RO DE FOR (, ,MA. REPuNLNG AAEAW - Landscape Architecture SHLL W ALL FOR UATM: FOR suRNn ENUTY AND HEALTHY I Seed mix - Wee speD MY BE TWO EARS SHALL WARRANT EDL MMA AND ADEEPTAM E of PLANwB BY La MIICAM ANamn THE cm. ° - 600 Main Street, Suite D Edmonds, WA 98020 CONTRACTOR OLE 77 SO Y TFE LA WTI:: EN PUNT LI m M,WmwWEKN AND SH NOTI SUCH • wetland dBeRearSn ;take approKmate location, verity . fi eld) Telephone (206) 776.4932 FAX (206), 774.7803 o Eali on NIIKATHTY HAMS Dm® SD BY TTK IA vAnaN LEN M 13.17 rs of sLlWt rronMCanoK s - REM Orwn L K aE W VEMEO DY MAes Am s TCOR,rwno AS MECiED er iHLE Lw. � - BEmREnOUNOP PUNT FRA OO mrEDNE REMOVE AA G L ABU INCOMING MULCH R WETLAND BUFFER ENHANCEMENT PLAN AI\ BEFORE OUxDANWBAP L DEL NEATLY M ATEM L Aua INCO I - SCALE: 1" =30' - 0" • MI ./ NORTH PARK PLACE PLANT SCHEDULE (STORE FRONTAGE PLAN) SITE AMENITIES Eight (8) 17501 SOUTH CENTER PARKWAY - SYMBOL BOT NICALJCOMMON NAME SIZE /COMMENTS SYMBOL ...0, 1. Two CAI JCOMMON NAME SIZE/COMII7EN't'S a SITE FURNITURE _ _. -- 1(2) nee pvnaed Dpportiveeme . li LIMO ACCWOdn 4 standard _ - with ww 4 sran FPwr ele NHb'Na Ta Q % RlTOdodendron " ChrislmasCheer" 24-27 "spread,B &B, specimen z TwlimboFormBoulevard TURNER AND ASSOCIATES Cereichpnylhan - qu limbo Form 260i PEE + japonica. KatSUra Tree 2 -2'/z" CPL, 14-1 ht, specimen T. bmchn • q °'I ® Rhododendron "Jean Marie de 24 B&B, specimen quality TIED - Formaddevard 2603 18420 24th PLACE NE ARCHITECTS dix Montague" Two 2Ob without tA an 2601 - - SEATTLE, WASHNGTON 98155 Chamae ypaEis noatlm[ensis! Alaska 6 -8', 8 -10' & 10.12' (size. noted) - - • �r yellow cedar ht., B&9, specimen quality Skknmia japonica Nana'! Dwar9 Skimmia to " -24° height. B88 4. Ten (10 sbwL plavtua P- 5- ) 480mameolal gLOre 1.8004e64241 TILE: (206) 365 -7431 FAX (206) 365 -7504 5. Fwe (5) bcycle racks SHRUBS 0 Viburnum davidiif Viburnum l2 -IS" height, B&B (DP •4 SFDJcS £ XOO 2'104 G L �"�` Z pots planted 4'w 3 - - ENLARGED PLANS j Nandina domes(iea 'Woods Dwarf/ 2 gal. cont., 15" min. height, specimen tt P outLFo-m Puce cot4caer8 CEUOIR RS woods dwarf heavenly bamboo quality GROUND COVER 1. Two (2)16• / PARK TUKWILA Might P ki N Cot interior M. side noels awls (m be N oneas[er damned/ Bearberry planted @ 24" o.c. desigr,edm adaa a bier lddre). - - - - - - -- " - PARK �� A PAR PLACE TU A W 2. IRO LE 32' 11• -ighL pWOrr, 4' wide side gavels ([O be dedglNd iv devil at a Wa dare). - - PLANTER TREE A C. sPELTALTY CONCRETE naaon caTA: APP ro xi mMN y 1,200 sE of'na4AIUA' FI_E; ppL5.GCD TRFATm In HecTa WLamncAcahau b wn ane owwfsaaewCmalivra o nly Factory y approved rersire 'BOmwite shaaca dowby ° __. - - DRAWN BY: JT.S f�� Prunus s=t ecotr 12-74' ht., -1 /2 - 1 -3/4" cal.., N Fado ads one I� Columnar S argent cherry specimen quality only ry approv specialty C{CI(ED 13Y: T.S.P. - BICYCLE RACK SEE SITE AMENITIES LIST THIS SHEET. FA SUPPLY CONTACTS: INSTALL PER MANU TURER'S DIRECTIONS DATE 3 -1a -ss L Urban .AUessories- Womfmia WA . 487 -0488 O- 1TcTA-L t , 2. TimberFOm; Vet. Asswietes - Edmonds, WA 1- 800 - 826"2684 SCALE: VARIES 1 - _ - _ 3. OmdwA N Stone -Allyn, WA 1 8 00 - 446 -0 24I T ,� _i _ - EXISTING PLANTER DETAIL SEE SHEET L - A 4. auM m ,Emits COw de COnwmcuon CO. - Redmond, WA 885 -1216 " BICYCLE RACK SEE SITE AMENITIES LIST THIS SHEET. REVISIONS INSTALL PER MANUFACTURER S DIRECTIONS ,BOMANITE CONCRETE SURFACE 568 OETAtL tM1 L ' BUILDING FOUNDATION WALL 4/10/95 SITE PLAN CHANGES .�+,1,� �L� ' T7" HEX PATTERN�EE ARCHITECTU• - - ���III / rrF'Fij1 � �p� Ok 6 -8 "95 CITY COMMENT CHANGES M L;. wv l��W.c� - _ ( 2' MI ` %�'\' • DRAWINGS, WORK BY CONCRETE • CTO .F * ��LL _ BENCHES (TYP:) i4A�r+ 7 > - _ _ tSB„AYri FINAL GWMNrwft P )� 4d� Ylnl4 � l��,, ® 7L� _ _ E3F.o o b 41a j,� eter �j ? o o� an �110 i�oi , IA- 5 ■ ►ae ow, 1 s ag -t o . � � O . I l b �r 140 3 0" -H IGH PLANTER E 1 it )alb ) O Oi . sC Q �� ( t oo- ov ,11t a� -oL �ri' tGd r,i X 3 1 �� J/\ � '' ', ,,, ' : .70 , 01111,0 \ •§ o .:. I iwavii_ aa?�tri. Cos L Q - , - ° \ ` F d fA , � 4b r T i . ( Y . t. d � � °Ofj g�lsl � � �j� 0 7 I I I 15" HIGH PLANTER 7 F '• TRASH CANS (TYR) to / '/ 451 U I 14 ' � L POURED - PLACED CONSTRUCTED AN R ��v'- I I I a l " ^ .0 ON ACT g AWINGS WOR BY CONCRETE �(1 c, ,,,t , 0 F BENCH S (T R) a ■`8✓�+ F \ e b `( SHEET I I . . SSS PUG1 .. ., SH • BOMANITE CONCRETE SURFACE - ,GV\ ��5 ,0 �� ® , 1 ( 17° HEX PATTERN) , * V4 ENLARGED STORE FRONTAGE PLANTING PLAN` 41 AT OF t ���' , SCALE: 1" = 20' - 0" , / CrtY OF TUI(4VILA pppTTT1 RECEIVED wInq 00 NORTH i. i- AUG 0 , . / wtW11 777E O E H �� ® PERMIT 0.1 _ %.2, '. MEIMFICAta N0. 80t , 1 - 0.0A 3-f7f -f4 y. /0.95, 6 -84;7-4-95 GENERAL ENGINEERING NOTES STORM DRAINAGE NOTES SPECIAL DRAINAGE NOTES FOR ON -SITE DEVELOPMENT �_t! 1. EXISTING UTILITIES AND UNDERGROUND STRUCTURES SHOWN ON THE �_ T ■ PLAN ARE BASED UPON NE BEST AVAILABLE PUBLIC RECORDS AND \OR 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE TWIN 'STANDARD 1. CONTRACTOR TO VERIFY ALL ISOSDNG UTILITY LOCATIONS SOUTHCENTER PKWY. PRIVATE RECORDS AS SUPPLIED BY THE PROJECT OWNER AND \OR DATA SPEaF1CATIDNS FOR MUNICIPAL PUBLIC WORKS CONSTRUCTION' HORIZONTALLY AND VERTICALLY PRIOR TO ANY CONSTRUCTION. `: MALL OBTAINED VERBALLY FROM OWNERS OR OFFIC/A S ASSOCIATED WITH PREPARED BY WASHINGTON STATE CHAPTER AMERICAN PUBUC WORKS THE PARTICULAR UTILITY. NEITHER DE OWNER NOR THE EN INE.O ASSOCIATION, CURRENT EDITION (APRA) AND OTT OF IUKWILA 2. ALL EXISTING ROOF DRAIN LOCATIONS NEED TO BE VERIFIED PRIOR , - GUARANTEE THE ACCURACY OR COMPLETENESS CF THIS INFORMATION STANDARDS AND SPEOFICARONS. TO CONSTRUCTION. DO NOT CONNECT ANY ROOF DRAINS TO PARKING SIRANDER BLVD_ AND ASSUME NO RESPONSIBIUTY FOR IMPROPER LOCATIONS OR LOT CATCH BASIN. ALL ROOF DRAINS MUST BE. CONNECTED TO CB - T U K W I L A W FAILURE TO SHOW UTILITY LOCATIONS ON THE CONSTRUCTION PLANS. 2 THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS #00, OTHER UNDERGROUND FACTURES NOT SHOWN ON THE DRAWINGS MAY AND SEQUENCES OF CONSTRUCTION AND FOR E SAFETY OF WORKERS UN - '1% s� m Y € BE ENCOUNTERED DURING THE COURSE OF THE WORK ALL INVERT 3. VERT AND OTHER ON THE CONSTRUCTION SITE EXISTING CATCH BASIN MUST BE REMOVED OR FILED WITH SAND. z N 41R ELEVATIONS SHOWN ON THE DRAWINGS SHAH BE VERGED BY 71$ PIPES MUST BE BLOCKED NATi MORTAR AND DISCONNECT AN CAPPED 'Z R CONTRACTOR PRIOR TO CONSTRUCTION. 3. SHALL BE RE COHTRACTC TY YS RESPONS1BILI TO PROTECT A MAINUNE LOCATION OF EXISTING STORM TRUNK MAIN 9 © G NOT KNOWN. t, SITE a -PLACE ALL U7E5 AMD/OR STRUCTURES WHETHER SHOWN OR . - 2. IF CHANGED CONDITIONS ARE ENCOUNTERED, THE CONTRACTOR SHALL NOT SHOMR ON THIS RAN. DAMAGE DUE TO CONTRACTOR'S 4. ALL STORM PIPE MUST BE SMOOLH BORE PIPE. NOTIFY THE ENGINEER PROMPTLY OF (1) PREEXISTING SUBSJRFACE OPERATKINS SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE CONDITIONS DIFFERING FROM THOSE INDICATED IN THE PLANS, OR 5. FIELD VERIFY PROPOSED STORM DRAIN CROSSINGS PRIOR TO 16 9 P' (2) PREEXISTING UNKNOWN SUBSURFACE CONDTIONS, OF AN UNUSUAL. 4. PROVIDE AND MARNTAN TDPORARY FILTER FABRIC SILT FENCE TO CONSTRUCTION 1'D MAKE SURE THERE VOL NOT BE ANY CONF7JCT5. o NATURE, DIFFERING MATERIALLY FROM THOSE ORDINARILY RILY ENCOUN- NSEDIMENT EN SU SEDIMENT LAD WATER DOES NOT LEAVE THE PROJECT SITE 7:T F �_ G TIERED AND GENERALLY RECOGNIZED AS INHERENT IN WORK OF THE THE FACILITIES NNST BE N OPERATION PRIOR TO CLEARING OR CHARACTER PROVIDED FOR IN THE CONTRACT. THE CONTRACTOR OTHER CONSTRUCTION AND BE MAINTAINED UNTIL CONSTRUCTION AND ON • AND /OR THE OWNER SHALL MAKE NO CANS 10 THE ENGINEER FOR LANDSCAPING ARE COMPLETED AND POTENTIAL FOR ON -STE EROSION i. RECOMPENSATCN FOR EXTRA WORK RESTATING FROM CHANGED C1401- WAS PASSED. AS CONSTRUCTION PROGRESSES AND EXPECTED TONS UNLESS THE ENGINEER HAS APPROVED THE WORK IN WRITING. (SEASONAL) CODITONS DICTATE, MORE SILTATION CONTROL (WSDOT SEC 1 -04.7) FACTURES p�� P 7 RO CT THEREFORE. DURING N THE LEGAL DESCRIPTION VICINITY MAP 3. THE CONTRACTOR SHALL CALL NE UDLRLES UNDERGROUND LOCATION COURSE OF CONSTRUCTW. IT SHALL BE THE OBLIGATION AND ` _ CENTER FOR FIELD LOCATION OF AL U1UTIES AND SHALL NOT RESPONSIBILITY OF THE DEVELOPER TO ADDRESS ANY NEW NAT PORTION OF THE SOUTHEAST GUARIER OF THE SOUTHWEST QUARTER OF NO SCALE BEGIN EXCAVATION UNTIL ALL KNOWN UNDERGROUND FACILITIES N CONOTONS MAT MAY BE CREATED BY HIS ACTIVITIES AND TO SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., AND OF THE ,...4-....• , i . NE VICINITY OF THE PROPOSED WORK HAVE BEEN LOCATED AND PROVIDE ADO1TIONAL FAOUTES. OVER AND ABOVE MINIMUM NORTH ER EAST QUART OF THE NORTHWEST QUARTER OF SECTION 35, TOWNSHIP " , MARKED. IF THE UTILITY IS NOT A SUBSCRIBER OF NE UNDER- FrlUIREIENI$ AS MAY BE NEEDED TO PROTECT ADJACENT 23 NORTH, RANGE 4 EAST, W.M., IN K N G CO NNY, WASHINGTON, 4.;.:",4- :�,- GROUND LOCATION CENTER THEN RE CONTRACTOR SNAIL GIVE NO NO PROPERTIES. - DESCRIBED AS FOLLOWS: 1::-2--- 4 VIDUAL NOTICE TO THAT UTILITY. (WSOOT SEC; 1-07.17 1 -07.17 APIA SUPPLEMENT) 5. ALL TYPE I CATCH BANDS SHALL BE PER APWA STANDARD PLAN NO. B-1. WITH APIA STANDARD PLAN NO. B-2a FRAME AND GRATE. AU. BEGINNING HOT AT THE RER; THENCE CORNER OF SAID NORTHEAST QUARTER FEET OF PRE AND TOR- TYPE II BASQNS THE NORTHWEST pUA TI THENCE NOITTH A Y 4 hENc E S UTH 1 FEET TO 4. THE CONTRACTOR SHALL TAKE REASONABLE PR OSE SOUND ENGINEERING AND CONSTRUCTION PRACTICES IN CONDUC- STANDARD PLAN NO. B-1 WITH APWA STANDARD PLAN NO. B APWA EAST WEST MARGIN H SCE NORTH 8 PARKWAY; T 21 0 FEET TH SHE TRUE P..r' EAST 41.27 FEET;. THENCE NORTH ST45'ST WEST 210 FEET TO THE TRUE s.. / TING THE WORK. NE CONTRACTOR SHALL PROTECT EXISTING PUBUC FRAME AND GRATE POINT OF BEGINNING; THENCE CONTINUING NORTH 8T455T WEST 19.11 AND PRIVATE UTILITIES FROM DAMAGE DURING L'ONSTM)C1DXB. F - FEET; THENCE SOUTH 42'30'27" WEST 53751 FEET TO A PINT ON A - ' -- - EXISTING UTIUTES ARE DAMAGED. THE CONTRACTOR SHAD_ DIME- 6. THE BACICFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE UNE 105 FEET SOUTHWESTERLY OF CENTERINE OF 19 FOOT WIDE DIATELY NOTIFY THE OWNER AND THE ENONEER. THE CONTRACTOR PIPE N LAYERS 111TH A LOOSE AVERAGE DEPTH OF SIX INCHES, RAILROAD EASEMENT; THENCE NORTHERLY ALONG A UNE WHICH IS SHALL RESTORE THE BRUTE TO NS EXISTING CODRTION.(WSUOT MAXIMUM DEPTH EIGHT INCHES, THOROUGHLY TAMPING EACH LAYER. CONCENTRIC AND PARALLEL WITH SAID CENTERLINE ALONG A CURVE TO THE ,pS LNG SECTION 1 -07.17 APWA SUPPLEMENT). THE CONTRACTOR IS RESPON- THESE COMPACTED LAYERS MUST EXTEND FOR ONE PIPE DIAMETER ON RIGHT THE CENTER OF WHICH BEARS NORTH 4831'03' EAST HAVING A SOLE FOR THE MEANS AND MEIHEOS OF CONSTRUCTION FOR DESIGNS EACH SIDE OF 429.79 FEET AN ARC DISTANCE OF 433.55 FEET 'THROUGH A � E OF THE PIPE OR TO DDE OF THE TRENCH. MATERIALS `P�, -I l SHOWN ON THESE PLANS. TO COMPLETE THE FILL OVER PIPE SHALL BE THE SAME AS EXCAVATED FROM( THE TRENCH EXCEPT THAT ORGANIC MATERIALS, CENTRAL ANGLE OF 57 THENCE CONTINUING" ALONG SAD PARALLEL - _ d UNE NORTH 76'18'55" EAST 5003. FIT TO THE SOUTH UNE OF SAID C a- W i 5. WHERE THE PLANS CALL FOR mums TO BE RELOCATED BY ON- FROZEN LUMPS. OR ROOKS OR PAVEMENT CHUNKS MORE THAN SIX 7b 7 y ER. THE CONTRACTOR SHALL NOTIFY THE UTILITY COMPANY AND INCHES IN MAXIMUM DIMENSON, OR OTHER UNSUITABLE MATERIALS SECTOR 26; OF AN EXISTING SOUTG RAIL55T EAST 20.10 FEET NENCE THE O. p p NORTH COORDINATE HIS WORK SO AS TO AVOID COFUCTS SHALL NOT BE USED. 16'18'55 "FASO 164.16 FEET; E G THENCE ALONG Q TO THE RIGHT 3O b' TLSDB HAVING A RADIUS OF 661.74 FEET AN ARC DISTANCE OF 184.73 FEET 6. ALL EXCAVATION, TRENCHING SUBGRADE PREPARATION, FBL PLACE- 7. ALL STORM DRAIN PIPE SHAD_ BE CONCRETE RUBBER GASKE :TED ASTM THROUGH A CENTRAL ANGLE OF 1559'40'; THENCE NORTH 0079'15' EAST WENT AND COMPACTION AND ALL SOIL WORK IN GENERAL SHALL BE C -14-2 OR ASTM C-76 -11 OR 16 GAUGE GALVANIZED STEEL 528.93 FEET; THENCE CONTINUING ALONG SAID CENTERLINE ON A CURVE CONDUCTED IN COMPUANCE WITH THE REC'OWUEHDATIONS OF THE CORRUGATE METAL PIPE STEEL PIPE SHALL HAVE WATERTIGHT TO THE RIGHT HAVING A RADIUS OF 410.28 FEET AN ARC DISTANCE OF O PROJECT SOIL ENNEER AND THE CURRENT GEOTECHBCAL ENGINEER- COUPLING BANDS CONFORMING TO THE REQUIREMENTS OF APWA 239.28 FEET THROUGH A CENTRAL ANGLE OF 3324'54'; THENCE SOUTH - U G REPORT. - SPEORCATIONS SECTION 9-05.1 (2)A. STEEL PIPE SHALL 88'51'25" EAST 34.64 FEET; THENCE SOUTH 01178'35' WEST. 798.66 m LN 7. ENGINEERING DESIGN AND APPROVAL FOR STRUCTURES SUCH AS WARS REGOVE TREATMENT 5 ASPHALT COATING INSIDE AND OUT. FEET; THENCE NORTH 8640'03" EAST 274.13 FEET TO THE WEST MARGIN Z S 3 AND VAULTS MUST BE PREPARED BY THE APPROPRIATE PROFESSIONAL a BEDDING FOR RIGID PIPE (CONCRETE OR IRON) SHALL BE CLASS "B" OF SOUTHCENTER PARKWAY; THENCE SOUTHERLY ALONG SAD WEST MARGIN 0 ON CURVE. TO THE LEFT THE CENTER OF WHICH BEARS NORTH 8513'08" a en ENGINEER AND IS NOT A PART OF THESE PLANS. RD UN PER APWA STANDARD PLAN NO. B-11. BEDDING FOR FLDOBLE PIPE EAST HAVING A RADIUS OF 991.37 FEET AN ARC DISTANCE OF 40. FEET 8. CONTRACTOR SHALL BE RESPONSIBLE FOR HIRING PROFESSIONAL LAND (CORRUGATED METAL OR PLASTIC) SHALL BE CLASS 'F' PER APWA THROUGH A CENTRAL ANGLE OF 218'42' THENCE SOUTH 8512'11' WEST 0 > STANDARD PLAN N0. B-111 TRENCH WIDTH SHALL BE 40 INCHES 782 FEET; THENCE SOUTH 71'59'33" EAST 261.67 FEET; THENCE SOUTH Z D D y SURVEYOR TO REFERENCE E EXISTING MONUMENTS ON OR ADJOINING MAUOMUM OR LU 1-1/2 TIMES PIPE DIAMETER PS 18 INCHES, 8825'36" EAST 115.17 FEET; THENCE NORTH 775933" WEST 97.74 = W ESTABLISH SAID POINTS AT PROJECT COMPLETION. SIRS RE- WHICHEVER IS GREATER BACKFOL SHALL BE PLACED IN 6 INCH FEET; THENCE 500711 8825'36' EAST 66.85 FEET TO WEST MARGIN OF V 0 ESTABLISHMENT SHALL BE DOCUMENTED BY RECORD OF SURVEY OR LAYERS COMPACTED TO 95% MAXIMUM DENSITY. SOUTHCENTER PARKWAY; THENCE SOUTH - 1159'33 "EAST 531.16 FEET; SUE PREVIOUS TO DEMOLITION OR CONSTRUCTION AND TO RE- THENCE NORTH 8T45'S7" WEST 210 FEET; THENCE SOUTH 1159'33" EAST - CORNER RECORD AS DESCRIBED IN W.AC. 332 -120. 9. BIOFILIRATION SWALES. RESTRICTORS AND STORM DRAINS NOT 235.54 FEET TO THE TRUE POINT OF BEGINNING; LESS PORTION WITHIN SHEET INDEX = J LOCATED ON PUBLIC KNOWN C RIGHT- OF-WAY ARE TO BE PRIVATELY UNION PACIFIC RAILROAD EASEMENT; ALSO KNOW AS PARCEL B OF CITY M MAINTAINED. OF TUKWILA BOUNDARY UNE ADJUSTMENT NO. 8-79 RECORDED UNDER KING COUNTY RECORDING NO. 7908230752 - p .%1 CSI G. WATER DISTRIBUTION NOTES: 10. IN ALL AREAS. OTHER THAN ROADS, WHERE CONSTRUCTION REQUIRES C1.1 CIVIL COVER SHEET ® W N r NE REMOVAL OF SOD, EEG. THOSE AREAS SNAIL BE HYDRO- SEEDED SITUATE IN KING OONTY, WASHINGTON. WITH W Z w TH RYE GRASS FOR THE PREVENTION OF ON -STE EROSION. 1. ALL CONSTRUCTION OF WAFER DISTRIBUTION S SHALL CONFORM TO THE 11 ALL PIPE SHALL BE LAD ON A PROPERLY PREPARED FOUNDATION C2.1 TESC FOR DEMOLITION / NORTH END 0 OF REQUIREMENTS OF THE STATE WASHINGTON DEPARTMENT SOCIAL AND ACCORDING TO WASHINGTON STATE SPECIFICATION 7 -023 W HEALTH SERVICES D THE CI ES n OF 7UKMLA PUBUC WORKS WATER CONSTRUCTION (1), THIS AND DEVELOPMENT STANDARDS SHALL N4"UDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL AS WELL AS PLACEMENT AND = 5 z C 2.2 TESC FOR DEMOLITION / SOUTH END 2. EXCEPT AS OTHERWISE NOTED HEREIN. AU_ WORK SHALL BE ACCOMPLISHED AS COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO 0 U RECOMMENDED IN APPLICABLE AMERICAN WATERWORKS ASSOCIATION (MAYA) AND THAT THE ENTIRE LENGTH OF THE PIPE WALL BE SUPPORTED ON A m o AMERICAN PUBUC WORKS ASSOCIATION (APIA) SPE:Cff7CATONS NFPA 24 AND C2.3 EROSION CONTROL PLAN o ACCORDING TO THE RECOMMENDATIONS OF SHE MANUFACTIURER OF THE MATERIAL OR UNIFORMLY RINSE UNYIELDING BASE 2 THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO c� EQUIPMENT USED. CONTRACTOR PEFEORM 1 NG ACTUAL CONSTRUCTION SHALL HAVE A THE APPROVED PLANS WHICH ARE ON FILE IN THE DEPARTMENT OF SHALL N A WATER COPY OF THE SPECIFICATIONS TIG HT OF THE APPROPRIATE SIZE ON THE ,LOB SITE AT ALL TIMES CONTRACTOR PUBUC WORKS. ANY DEVIATION FROM THE APPROVED PLANS WILL C3.1 GRADING & STORM DRAINAGE PLAN / NORTH END /it' INSTALLEED D IN THE HE END OF THE WATER MAIN MEN WORK IS DELAYED WATER TIGHT REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY, CURRENTLY D O OR STOPPED SHALL BE AT THE END OF THE WORK DAY. THE CITY OF NKWOA DEPARTMENT OF PUBUC WORKS 3. WATER MAINS SHALL BE A MINIMUM DEPTH OF. THIRTY -SIX (36) INCHES BELOW 13. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE C3.2 GRADING & DRAINAGE PLAN / END TS ROAD RIGHT -OF -WAY, BELOW FINISHED GRADE. ALL WATER MANS AND SERVICES WHENEVER CONSTRUCTION IS IN PROGRESS WALL NOT BE MORE THAN SIX (6) FEET BELOW FINISHED GRADE 14. ALL ROOF DRAINS AND FOOTING DRAINS SHALL BE TGHTUNED TO C3.3 STORM DRAINAGE NOTES & DETAILS 4. DUCTILE IRON PIPE SHALL BE CEMENT -LINED STANDARD THICKNESS CLASS 52 THE STORM DRAINAGE SYSTEM. UNLESS OTHERWISE SPECIFIED AND SHALL CONFORM TO THE STANDARDS OF USA • STANDARD A -27.51 (AIWA c -III). - C4.1 NORTH 1 /2 WATER PLAN a 5. RUBBER SK PIPE JOIN B PSH -ON JOINT (WON) OR MECHANICAL �' 1 JOINT (M.J IN ET ACCORDANCE TS TO VATH E USA U STAND 027 -71 (AIWA C -111). UNLESS Z OTHERWISE SPECIFIED. SANITARY SIDE SEWER NOTES: C4.2 SOUTH 1 /2 WATER PLAN c SHALL 6. FLANGED JOINT SHALL CONFORM TO USA STANDARD 816.1. 1. ALL MATERIALS USED FOR ^ ,INSTRUCTION OF OILY OF TUKWiLA SANITARY SIDE C5.1 NORTH 1 /2 SANITARY SEWER PLAN 7. STANDARD THICKNESS CEMENT UNING SHALL BE IN ACCORDANCE YATH USA SEWERS SHALL BE NEW AND UNDAMAGED. ALL MATERIALS USED ON THE PROJECT STANDARD A21.4 (AIWA C -1 -4). SHALL BE INSPECTED AND APPROVED BY THE CITY PRIOR TO INSTALLATION. • • • ACCEPTANCE OF THE MATERIALS BY THE CITY SHALL NOT RELIEVE THE 8 REQUIRES SHALL BE PROVIDED PER n1KYALA STANDARD PLAN W-13 AND OSHA/NMSHA DEVELOPER/CONTRACTOR T FROM THE RESPONSIBILITY TO GUARANTEE CONSTRUCTION C5.2 SOUTH 1 /2 SANITARY SEWER PLAN r AND 9. ALL TEES, PLUGS AND HYDRANTS SHALL BE PROVIDED WITH REACTION BLOCKING. 2. ALL MATERIALS AND METHODS REFERENCED HEREIN SHALL CONFORM TO C5.3 - SANITARY SEWER NOTES & DETAILS TIE RODS OR JOINTS DESIGNED TO PREVOIT MOVEMENT MAY ALSO BE REQUIRED. APPLICABLE STANDARDS FOR MATERIALS AND CONSTRUCTION FOUND IN THE THE Y ON -SITE MIXING OF CONCRETE IS NOT ALLOWED REDI -MIX ONLY. (REF PLAN W -1 "STANDARD SPECIFICATIONS FOR MUNICIPAL PUBUC WORKS CONSTRUCTION, .CC & W -2). ALL TIE -RODS SHALL BE PAINTED WITH A MITUMINOUS COATING. LATEST EDITION. PUBLISHED BY THE WASHINGTON STATE CHAPTER OF THE Q • AMERICAN PUBUC WORKS ASSOCIATION, AND THE WASHINGTON STATE DEPARTMENT 10. A CONTINUOUS AND UNIFORM BEDDING SHALL BE PROVIDED IN THE TRENCH FOR ALL OF TRANSPORTATION, HERONAFIER REFERRED TO AS THE APWA/WSDOT STANDARD W W BURIED PIPE. BACKFlLL MATERIAL SHALL BE TAMPED IN LAYERS AROUND THE SPECIFICATIONS U E- PIPE AND TO A SUFFICIENT HEIGHT ABOVE THE PIPE TO ADEQUATELY SUPPORT AND - - 2 Q CC PROTECT THE PIPE. STONES FOUND IN THE TRENCH SHALL BE REMOVED FOR A 3. MATERIALS FOR SIDE SEWERS SHALL BE EITHER CONCRETE, PVC OR DUCTILE IRON J DEPTH OF AT LEAST SX (6) INCH BELOW THE BOTTOM OF THE PIPE AS SPECIFIED BELOW: z '- ES 11. CLASS 52 DUCTILE IRON PIPE INSTALLED IN ACCORDANCE VAN AWWA STANDARD - CEMENT CONCRETE PIPE SHALL BE RUBBER GASKET BELL AND SPIGOT TYPE > LLI C -151 AND THE MANUFACTURERS RECOMMENDATION. CONFORMING TO ASTM DESIGNATION 04 CLASS 2 FOR NON - REINFORCED PIPE O Y CD AND ASTM C76 FOR REINFORCED WITH REQUIRED CLASS TO BE SPECIFIED ON 12. FIRE HYDRANTS SHALL BE CONSTRUCTED PER CITY STANDARDS PLANS W -3, W -4. THE PLANS. . I W -5 AND W -6 AND CITY ORDINANCE NO. 729. - - J Q - DUCTILE IRON PIPE SHALL CONFORM 7O ANSI 021.51 OR AIWA C751 AND > < O -- SHALL BE CEMENT USED, PUSH -ON JOINT UNLESS OTHERWISE SPECIFIED. - THE MINIMUM THICKNESS CLASS SHALL BE CLASS 52 UNLESS OTHERWISE SPECIFIED, AS DETAILED IN SECTION 5.3.4 OF THESE STANDARDS. T/ I,' Ti dr - P.V.C. PIPE SHALL CONFORM TO THE PROVISIONS OF AST. D3034 -80, SDR 0 35 UNLESS OTHERWISE SPECIFIED. ALL JOINTS ARE TO BE PUSH -ON ( ( ( RUBBER GASKET TYPE D r 4. PIPE LAYING SHALL START FROM THE LOWEST POINT UNLESS OTHERWISE APPROVED B BY THH O E OW ENGINEER. - 5. NO PORTION OF ANY SEWER MAIN OR LATERAL INSTALLATION IS TO BE BACKFILLED . OR COVERED UNTIL APPROVED BY THE PUBUC WORKS INSPECTOR. 6. ALL NEW LATERALS OR EXTENSIONS TO EXISTING STUBS SHALL BE TESTED BY OTHER IXFILTRATION WATER TEST OR LOW PRESSURE AIR TEST FROM THE POINT Q OF CONNECTION TO THE EXISTING STUB OR MAN TO THE CONNECTION WITH THE J BUILDING PLUMBING. TESTING OF SIDE SEWERS SHALL BE PERFORMED PRIOR TO Y BACKFlWNG. - - - 7. ALL REQUESTS FOR INSPECTIONS AND FOR WITNESSING TESTS SHALL BE SCHEDULED WITH THE PUBLIC WORKS INSPECTOR 24 -HOURS IN ADVANCE. FAILURE TO GIVE ' WI ADEQUATE ADVANCE NOTICE MAY RESULT IN DELAYS TO THE CONTRACTOR FOR - ma. by REQUIRED INSPECTION, CALL 48 HOURS �n.0 BEFORE YOU DIG CJ R JEA 1- 800-424 -5555 cm OF wiu JUL 2 1 1995 AS NOTED 3/13/95 p PEEWIT CENTER 941 87.OD - C1.1 a 12 , . - / . . . ..., • •.. ..-.-_-. • - -_---- ___---__- _---_-_-:-...___-,..-_--_-______, , . . ; , : , : : , 1 t '%,. ', , i z-, ,,...r.. ‘ i \ ':'. =,. ••:., ° ,i. =-1 2. - --- __-- ; ; : : .: ' '. ', ., • 'I . : ' I '• ' , V . - ---- -----=------- --- --- ----- -,-; , ' . , ': , :, . \ ,, 0: , ; : --,-,- --------- - r0';'1 . 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X ' ��3 .f ` ON -- ?`�[ -�`"a °.`s. ,_f...._�,kr.i. / a. _. ff i x ). I + /i 2..,a S ,T,-.,"7 w 2 . ' # , `/ x° u � = t 3f'. r SD � � -- a t ` - - - �' E CAP & BLOCK S f F _ �, e 2 3 'i ' ^ < f - /4,, J .-5 - -. I so J r �J- E J � - \ ) ) • x O \ '\ y x_ _ _ _ x 32 29* J EXIST WATER SERV A T t \ �f' _ i - j ) Y r x x .� IE= 1�'.8�� . - ,,N, .'32 FH r du. C; _. -y� *,� JFO j DQ f 1ESTIC &FIR LINES. " „ S i \ : - � ! ^ - : i ' _ I_+_ - { [ f x J °� • _'F 1 "_�OISH ES R RE 70 > J\ _ J --', j �° c '� " s ..' . �: 1 ? � J . # J� ' \\ _ !" - -, /�,.�L"ivSS Q( l 7 �, -E REMaIN M SERVCE 1 �a : i � �. I / II ?` �. _ ' � 1,%_."7<-4,...;; �[ ` " I ° NCO'. ''� ,T, A" l .; - . - I I - --F! DURING DEMOLITI CCa -. _ `: .% F 2 k d _ N - ti te r - f ri r -c5� = ;p [ L •.` _ ,i ::1� RE- CONNECT POWER -.-• r - ® SDMH \ 'y \ ! ._�' 3 ' % \ ! \ : " / x � „ „; / & 1E LEPHONE .' J �• •\ \ \ s _. C3 a• ' v ?,n \ TE =3 2� /` WM °o \ X I 6 • TE 29 37 . a ,.. - SERVICE AS- _ - ` /1/ - S d [ `b [pp ^ F !-C J ° ! _ - O \ IE= 2e84(tDOA)STDi 2 . ? V ? l S i X153 INc �\ - / ) TE 2 cp p � 3. x 2 gd F : , Z i '4%i 5° ✓ „tom !? < ,� \ �ti 1' _ 66 1F 26 �CLT) Z �2 ' •Z \S� \ / /1 / i 1E123- , -3 ° ce ' ': J • x x LIMITS 0: CLEARING \ h ., ,\ F3 cJ = . W P o ! -� 1 / ., k '� TE = \ I_,; �� X IST BLDING TO . t I � d > , - 2 2 x � � BE DEMOLISHED TO REMAIN 51-1,-,„..,, ., '� // OJT / / 7 -' /. r' x E \ \r• / / / / //� // j / / / / / / / / / / rE - 3p G J E i / ' \,,:<':: ° O Z VI %� - / 7' ASE, �� •� \ \ Y `� 37g �� ►�� ,w '' / I jz! • T, \ •?' -20 /1 ,� _ s o I ETRANCE • IN SERVICE DURING / / ! s // x X '; I `� ; ; • T -.:9 ` . C /� /� ; `���� 11V/ `\ . \Yd s., •T # } �^ , FF, •^ --° \ J,;• fi i v.. r'.�' I---. �' -2_ c . \ j� /. / y /Y ! i ? & >> 1 ` V � , \ -.- c6 � ' � . _ ' / J 2 J 4 ' i cn • - \ / �� /X I �� :2 ? INSTA [ � 1 3 i - \` \\ 3 y° . %Sti Qt S � _ W W N ` I / / / J S: K LL FILTER FABRIC U ' S 0 W - \ ``\ -/ 1/ // ! Ity 2 I y G PROTECTION {TYP): TEK FABR- I -G TE' J � '�i I _ t Q j� , I d J 3 I \� a{ z s d 1 W Z w _ � / .d > 2 25 uc Fr7VCE E . ✓, I �_` I - ' . F \: ,.f /� o U ` -\ C / � � / I \ :F '342 1 - - I. x f- � � ;3 i_` X 2 2 . t/ / W Q `. ,X _ ��, �� . . � � .,� _24 25( 0), ) -- 3° I _�-r� TE 30 90 ¢ '? `p� Y /: TEMPORARY ' , x � — a S ® � ! ! •'p I 26. °_a(O h{ , � 6 's � /// I C8 CHAI LINK \ - _ i I ) I J t / ' W "\ / 2 T 7.7 SECURITY FENCE 2 - h I ” � ` ! S U _ �\ . ' - s „Al 640\) � Q -`Ii ` 4 x ' _� ' -{} 3 J = ° _.. -. a \ 6' i i / 4 IE= 23.61(0 'T) / � � - � 3 - I _ - - ____. ® �x .lam - x ▪ - o ;J \_/ j- oTl I ?a , sx l � s o `# � ' ° ? J o °r c6 '' : '' I� ]; ! / I o / S j 27 30 i , JO C ®. %g -------__ ' ' 1 6S IE 29 a0( ') .,� z ; 4 -'"t o � /� C W..I FH 5 ' ` 2 ,. +' E l CB `• g'-Z` ,- � �\ i 3 # 0� i j \ I T'c z7.'2 W 65 ' s I [s 29 1 ” IE z ' 6 our y r T_ �. �:i 49IA \ 1 4 6 J CB LEGEND - CD -, ' • l i ° T '1699 - d EXIST. ,E =2,, ( ouT) € ` I A S S �` ---- E f_21C'(:‘1.3:91' e o ,. S "5 � - I i i IE 23 (I `I 2 U 7' 4 \. 29- f i ' IE 22 i1( - u) `? � ? ------,_--- CONTOUR ,.,.. ,,._,._,) 2 \ I I - tt F 2 — — — — BUILDING TE 2 e 96 - - Z- \\ I ( I E �_ •'2 P v IE 1959 5 555 9 € rJ^:� SD STORM DRAIN r E ' . \ \\ I I . /2 g _ � ° �F '� „, i ' ' , 0 SS SANITARY SEWER 4 i �. �. `\ _ -� _ SSMH i I o cs \� I 4 __ a _-- -, t 2 j Q o 0 CB CATCH BASIN E =26.69 Ut TE 27 53 I - 4/� ,-------------- x r IE =19.59 { O T IE -2� 89(I�d) ) I 2j � ' \ 1 2 .? ' z "� - z > - O f IE 2' 69(0UT ' , J 2 W Q PROPOSED + e E V 28 2 _ .Zf I I \ \} ' t, _ s ° Y" c,.., -:” "- 6. = _ -.- .- - — LIMITS OF CLEARING L S I � /' i ,_`¢x 1 + J j i �-� � • `" F ^ I- -o —o• CHAIN LINK FENCE S N 5 vp ,; -a -a- FILTER FABRIC FENCE 1 9 - ■ I /26 2` 2 � \ � .- a,...j /- ��`€5,...,„ S S S r, 3 10<\14 A� x 2 . Z Q I D CATCH BASIN PROTECTIO I - _ - TEL.MH r ro J d ,� �' `■ " rr\'J2 ` , rr W x 7---___I --- 2d, -.a' -'.L� P 2 „ o . °2 , ` R ,� 2 "SJ .° Y U LLI 0 xi O t '4, a�i - L'''' 2 S . JJS x 2 29 LL SSMH cn °}' x2 S _ TE =26.59 .. ¢ =� x ?/ 3 - - IE =20.07 "_ - � / 2S 8I r O in 1 �- 1S (n r-- x26' F- a sci5......01 1 1 GRAPHIC SCALE t b - dram by NvCw/ by � ..:.m o - CJR JEA (IN FEET) CITY OFETUKH, 1x =30• aa1 /9/95 1 Inch a 30 R JUL • 2 11995 pb-94187.00 PERMIT CENTER . N..1 C2.2 0, 12 • . // \\ / "> " \ "? /. ' y x � _ - _ EROSION/SEDIMENTATION CONTROL NOTES . � �- ` \ / _ �.1 ut:r o res' - - -- I _�_ na•s" • * - _ c , 1. APPROVAL OF THIS EROSION /SEDIMENTATION CONTROL (ESC) PLAN / /r / ` �Q ' ' yam. .. ,t� - _. � \ 1 ciP DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAIN - i / - - = • °'� '2°s � ESTRIC TORS, CHANNELS, RETENTION FACILITIES, UTILITIES, ETC _ ! -_`� \ -- ., _ = ,_co AGE DESIGN (E.G. SIZE AND LOCATION OF ROADS, PIPES, R y / �� x [� - / y am - -- - -'* •• R �✓" � r ��� ,7 ,, ,, ,'-' ,./ /''' ',...i....- ,,-7 ' , ° y� s ;6 i ' - : :- mac. ��' - - - •G� '�` / - - �+ _ 1) r D 2 THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, m'''?o F F - 5 - - '''...,..\'‘,-- - a . -'- -y, ■ II II II II MAINTENANCE, REPLACEMENT, AND UPGRADING OF. THESE ESC FACILI- /, ; ' i lG , ::-.. .- :;'�... 'f �'` _ _ - - .a.� f i r" e>° - ,r C : - �� \ _ - TIES IS THE RESPONSIBIU7Y OF THE APPLICANT/CONTRACTOR UNTIL • '/"' :,'e'`•+� S ° � ...y- .L74 l a , ; �'4' ^. j - .. _ - . _ - _ M.:;,a E ; - v " ALL CONSTRUCTION IS APPROVED. N sue. ?fo' S �� ` �� •- ',/,-/ � � �'�,� .ir /1 �_! _ _� j _ - - -- --- - 3. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN \�' 1. T' " 4i7 Li i < '\ -- ^`� -® ;� 'fir SHALL BE CLEARLY FLAG GED IN THE FIELD PRIOR TO CONSTRUCTION. t ' "r/ 3. a� - ____.„- ` °' r'' e , `.� ; Y1 y DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE ' r �s -a'• ', ' y s- /� ° -� ` , _ _ _ ,y. �� FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGWG ` ''`e _ _,. �, �' ' b C f /� .•� } - -- { T i i -� / "/ SHALL BE MA BY THE APPUCANT/CONTRACTOR FOR TH • �' -`- J ' . s y' ?b w��- oaewg /a -. ' {•'. -,� , � 1� ., _ - - ,' J j '. / /./. DURATION OF C ONSTRUCTION. " a ,� • ty J /♦ ,,, A l _ S- T �% / L -� ���� �i� ,/ / �, p ,' ��' ��. j: .��� ,5 '-' \ I , 4 J' 'e� r ' _' O ' ���' i / / 4 • '4 - A i.�71 : 1 1i ' • a ` � /7.r'_ s e' p D• ���I S Ct� -?tea e -'j/� COCTH AG D GDG CESD I . I °' ' , ,l ys uil DI "G / "__ ,, ' / " " a z ' • FSH m <;� FINISH FLO0 0 0 - -- -- - • I ✓ AE' -; > o ,K - 3 ' r +� 4 - pyQ l..�yp��p�Np i�y,p S , W A��`E$ �+ / 5. THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM RE- I7SS x -h7E(c AM - �j, E I _. ;. - c / QUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE /\ >`r •�'e NO � R _ CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED �� . -. -�. / �' 1. ALL PIPf3 , r-. (E.G. ADDITIONAL SUMPS, RELOCATION OF DITCHES AND SILT J' NEW BALOINi SH FENCES, ETC.) AS NEEDED FOR UNEXPECTED STORM EVENTS (KCG = ;Zaig/ ' • 4- o.. N . r� -e - ` 1 . � . a IN CAPPED AND , PLACE E%CEPT , , I • � ' ' ' Y � ' _ ..!a - 9.04.090 H2). N _ E. b _ ' r��� lr. OJT - - I ' , ti UN� �. _ z :� 6 THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPUC- _ � .n ANT /CONTRACTOR AND MAINTAINED AS NECESSARY TO INSURE THEIR ON � ,� /7,./7//;//,,,./.7,/,,,,,i / / / _ -5 _ �`'�"�_ T (m _ � �' �•6 CONTINUED FUNCTIONING (KCC 9 B2) 4� c7. ' eigka � L �i. G> / � $�. it �� :- n,s . . - ;;,. c / 2./! / � .4 .ds p o g • Ji.. N l'%%7-''577/7.7 / i `r ', ,: o ! ` - /, ' . w / 3 ,, ; r :,, _ -f n 7. ANY. AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANK- , - % - �'� �, .• - '+�.��' - x^. +s.. +x"i v.+ _ ^ :; :�..s: ii /g.i s :o I.9'VG' ^ , . . MENTS, WHERE NO FURTHER WORK IS ANTICIPATED FORA PERIOD OF -6 r. ZS ; \. , t�9 f- . / / I , \ a . �� _ y y ' - a o 15 DAYS, SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED � � • \. = / J L� - ''*-' ESC METHODS (E.G. SEEDING, MULCHING. NETTING, EROSION B t .rt + = . I.AN- yi'O 'a • '`_` � % �'/ � % mi l / � ^,p \. _ = _ � � { '- .. �� •6 _ �' 4 - KETS, ETC.) (KCRS 7.09D). 5 T az • -� ', . �� -� 4 ` `••_ - e, ti -a . $ `za �i � f i 1- a ATTENTION, SHALL BE ADDRESSED `J. 8. ANY AREA NEEDING ESC MEASURE, ATH REQUIRING IMMEDIATE FIFTEEN (15) DAYS. 5, /ND ei • q .p \ f z" � �. , - ` v - `. WITH aG C ' \: ``: < e SI <` � „..,:,fub I ; y�I i i c Z ,' \ �, 1+ >'+ �{ ¢",E x i �': 9. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND ,-"�Q' a .� - _ . ! y am. _ -? MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN THE 48 HOURS s p • \ z .��� _ p - c-i� 1. FOLLOWING A STORM EVENT. ,y y x Q ✓ _ O ,.' �� -1 ` ��_�' : ' �, �_�� -" ` _ 1. 10. AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED � X09 �'4 i f $ .' R , . - .�..... y T i 'Y i _ TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND II - �• h+• �Y _ ''r._s- �- '/,/.y / % ° f / l/ /, "� f , 7, i - CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE GRAPHIC SCALE ` i'� l L _ a - . ' c fY ' it -` / 0 `// " // / / -' / T H �/ /// / `` ►� : r. - CLEANING OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER INTO m m so '4L _ - ,+ %k ,oy - �x i i / � / / / i '4 . :.4./-/-.'2-7 / /�/ // /% /. //K./ / .P Di THE DOWNSTREAM SYSTEM. o ■ F , - ` .� % ' / / ; /// ' / `" ' / /// .:� • . '- �'� 11, S TABILIZED CONSTRUCTION ENTRANCES AND WASH PADS SHALL BE U N • s me s- �. i '/ /; , j _�' // «_ ano m �,` / / o . :,// / � ��; -/ _.// = / .; INSTALLED AT THE BEGINNING OF CONSTRU AND MAINTA Z co N FEEL : ;iIr_r __ \i •° - o o 2 1 R o o - ° ° W \ / /� � :• ' % / ' 1 ' / / / �� ARE TO BE LEFT UNWORKED FOR MORE THAN 12 HOURS SHALL BE _ N y - , - �� / ! / / / - V COVERED BY ONE OF THE FOLLOWING COVER MEASURES: MULCH,. ./ l j � i t / ,b _ - : DD E : IM r ` ^I / - // i t 1 £ 6y ? ,, . S VT 3. AENT REO DETENTION FACUTY USED AS J 1 / e �" .J . 3 MPORARY S ETTLING BASIN SHALL BE MODIFIED WITH THE n �./ / . _ W /I 4 •� ' • NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE i g ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY IS TO (n � •.• 'o� �„ • CC - --- \ �,� , arc sumxms - W Z n 14. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, Ce W i � • FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE . J ¢ RATE (E.G. ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY I DUST CONTROL 80 POUNDS PER ACRE). = S DIMEN SION AS REQUIRED: V . .. FILTER FABRIC MATERIAL 60' WIDE ROLLS. NOTES I 100' MIN. EXCEPT MAY BE 15. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, o USE STAPLES OR WIRE RINGS TO ATTACH REDUCED TO 50' MW FOR PURPOSE IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF TWO INCHES. ® r - - FABRIC TO WIRE a THE FTRITER FABRIC SHALL BE PURCHASED W A CONTINUOUS ROLL T TO ,,,,e SITES WWTFT LESS THAN N TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES. G ( ONE ACRE OF EXPOSED SOIL 2' BY 2" BY 14 GA. WIRE NEE LENGTH I L THE L ORRIER TO AI N= USE OF JOINTS. ON LY JOINTS ARE 5 -nN FABRIC OR EQUIVALENT NECESSARY, FILTER CLOTH SHALL BE SPLIO AN D ONLY AT A CONDITIONS WHERE PRACTICE APPLIES . SUPPORT POST, WITIi A MINIMUM 6-INCH OVERLAP, AND BOIH ENDS SE- WRELY FASTENED TO THE POST. - , , h. THE FILTER FABRIC FENCE SHALL BE WSTALLED 7D FOLLOW THE CONTOURS O IN AREAS (INCLUDING ROADWAYS) SUBJECT TO SURFACE AND AIR MOVEMENT OF DUST WHERE ON -SITE AND (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF fi OFF -SITE DAMAGE IS LIKELY TO OCCUR IF PREVENTIVE MEASURES ARE NOT TAKEN. "a. r FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 R=25' MIN. , o � - �r IN ) 12" MIN. ..6 `.1, DESIGN CRITERIA/SPECIFICATIONS _ � . °`' a a A TRENCH SHALL BE EXCAVATED, ROUGHLY 8 INCHES RIDE AND 12 INCHES 4 - 8' QUARRY SPALLS 6 MINIMIZE THE PERIOD OF SOIL'EXPOSURE THROUGH USE OF TEMPORARY GROUND COVER AND OTHER TEMPORARY r -« DEEP, UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FELLER STABILIZATION PRACTICES (SEE SECTION 5.5, COVER MEASURES). O o zvA _ - FABRIC TO BE BURIED. �I U. y� .U' ,� �1 - @ SITE IS SPRINKLED WITH WATER UNTIL SURFACE IS WET. REPEAT AS NEEDED. TO PREVENT CARRYOUT OF MUD Z _ To �ipii ✓ y�✓ ).. 1: Ty r: (> )` /`:">>i d. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A YORE MESH SUPPORT PROVIDE FULL WIDTH OF ONTO. STREET, REFER TO STABUZED CONSTRUCTION EXNTRANCE (SEE SECTION 5.4.1.2) 2 - I I I FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS INGRESS/EGRESS AREA WIRE E TRENCH A /ANNUM OF 4 to u_ USING HEAVE -DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR 0 SPRAY EXPOSED SOIL AREAS WITH THE BALD DIVISION APPROVED DUST PAWATIVE (UST OF APPROVED 3 HO THE E SHALL EXTEND INTO TH • I LB ER URY BOTTOM OF FILT MATERIAL I I PAWATIVES WALL BE AVAILABLE AT PRECONSTRUCTIN MEETING).. NOTE, USED OIL IS PROHILITED FOR USE IN 8' BY 12' TRENCH I INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGI- i STABILIZED. CONSTRUCTION ENTRANCE AS A PAWATIVE. I NAL GROUND SURFACE NOT TO SCALE 6 MAX- _ I I a THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR HIRED TO _ -- I__I THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE }- TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE j L_ 4 MOD OD POSTS, STANDARD OR BEI SLR ORIGINAL GROUND SURFACE RE BAR FABRIC SHALL NOT BE STAPLED TO PROVIDE A RAR TRASH RACK ON RISER 1' FREEBOARD EMERGENCY OVERFLOW OR EQUAL ALTERNATE: STEEL POSTS EXISTING TREES. PIPES 18" DIAMETER AND GREATER SPILLWAY CREST Y g 1' SPI WAY DEP f. WHEN EXTRA - STRENGTH FILTER FABRIC AND CLOSER POST SPACING SRE RISER PIPE, OPEN AT TOP Z IX USED, THE WIRE MESH SUPPORT FENCE MAY BE DRECT TED. W SUCH A 2 MIN (PRINCIPAL SPILLWAY) -- 6' MIN. f J Q MATERIAL FILTER FABRIC 2 MIN. - SEDIMBVT STORAGE + CASE, THE FILTER FABRIC IS STAPLED OR RED DIRECTLY TO THE POSTS 1 / 2 mI WI i.i. 1 / / `ij r • , •� . d Q_ } WITH ALL OTHER PROVISIONS OF STANDARD NOTE e. APPLYING. MAX. 3' MAX DEPTH \ � \;�: v>U V i ��,� : ' % � \/ 4' AND DEWATERING OUTLETS / /\ - -\i;1 J _ g WASHED BE BACK DIAMETER ✓/\<�� � FlLLED WITH 3/4 -INCH MINIMUM M MIN. 2' SETTLING DEPTH - \Y`; v G\ ' \' O Q W CK I l L 2' BY 2' BY 14 GA. - s - / (1 \ OUTLET PIPE CC E- WIRE FABRIC B. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR 1 • ;'� Z Z OR EQUIVALENT. o USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMA- _ Ire I I O Y W w NENTI_Y STABILIZED. INTERCEPTOR SWALE DETAIL - N n ' �� ty ti c� Cr 0 ' ). ��/ L FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH ‘ ,. '` : / I i: I : ': .: t ' 'S 1 - \(vr LE rV GRADE / �<.< /, ..�: . \ Y - z f RAINFA AND AT LEAST DAILY DURING PROLONGED RAILFALL ANY RE- NOT TO SCALE > \ -\ o. .. , , 0 - - PROVIDE 3/4 1.5' F i / �. n QUIRED REPAIRS SHALL BE MADE IMMEDIATELY. PERFORATED DRAIN PIPE ANTI -SEEP COLLARS WASHED GRAVEL BACKFlLL - ,✓CU - : . :,-.- ) ,T,, WEIGHTED T`ST IN GRAVEL FILLED TRENCH GHTED BASE O IN TRENCH AND ON BOTH FOR SILT DEWATERING; ENERGY DISSIPATING�ISro TRENCH WRAPPED WITH (n �u\�� TO PREVENT I _ SIDES OF FILTER FABRIC CC ON THE SURFACE FILTER FABRIC FULL LENGTH FLOTATION FILTER FABRIC FENCE T w 5 2' BY 4' WOOD POSTS, STANDARD OR Bci IER 8' MIN. - - . �R EQUAL ALTERNATE: STEEL POSTS. FI LTER FABRIC FENCE DETAIL SEDIMENT POND SECTION - - NOT TO SCALE NOT TO SCALE - `- WIRE SCREEN TIRE SCREEN RUNOFF WATER CONCRETE BLOCK WITH DEMENT _ _ i� 18• GRAVEL (12' MIN. DEPTH) . X, -- - -y. - OVERFLOW FILTERED WATER MIN. . --� �t� t , 1 + RUNOFF WATER • .� Y i•'• II! F WITH . ; + I' ; a - FILTER ,., o° > / .Z; ✓:l/` / il.. ✓ TI.. %`�/i���i \ ZT / /jji e 3 • z/ � " ii/ ti ' s SEDIMENT ENT \'^ \'� WIRE MESH WITH FILTER Sel droen p acted by DROP INLET WITH GRATE SEDIMENT FABRIC ON TOP ' • _ FILTERED WATER C I N JEA L' - RECEIVED m. • BLOCK AND GRAVEL FILTER GRAVEL AND WIRE MESH FILTER ®. DR DR URW,p rtT' =so' Iij GRAVE oo /ss NOT TO SCALE NOT TO SCALE - PER i 11995 pb "° MIT CENTER 94187.00 L_ .555 C2.3, 12 • II `q ` ' t GRAPHIC SCALE �� ort \\:\‘''•. k j. m . a - +" • - _ _ -r te' -- 5 t +, k t / \ �i� ■ Olt ._� I - \i I [ (IN FEET) 100 "- - -. 'II' , 1 C fi-E • __ - - ------'-------- -_, III: : t ' : � i 'R. BOTTOM SPILLWAY • - - - _ _ - �� DRAIN' �+ ' ' EL =42 ` - - -- - -- O9 k ". 6H- TUNE,_ + 3 -- - -_ - -_ CT�i60RDOMiSFQJ7 - -. - . a ,... ■ .• f.■ A� - - iF REfAIWtiGiYAlt _ ---07:- - �1C-48 �i, - .r , srw a� .=- �E =�3 _� , � I . ! 6 aitA tt) :IV .. 5( - _ - - . �„J I s . I I E =26.86 ° \ p / @ � - � __ - - -_- - 70 - y °� _ __� --. - �� • \ - \ D OPEN 2 ° i1 tte , , � = '� orb ' te.s3�+ i �a e3 - / 1 �� D s - - TOP OF PIPE 29.5. r -i Z7 • - , - so - - - 3 �ti3oso" �Qw � _ _� -__. -�,___- - - - = ti�� Y� �'�g ® / �'�°�.� - 'CULVERT PIPES II II II � - 4 . _� _ ` =�Ii i MH __ E a 1 E =28.6(w. END) N N (,a w's.'45. -- n r z: ' . - __ - ,� 5 _ j 1 IE =28. E END) (s O („I _ _ PROTECT c0 C •- 4 _ _ -_ - a __ -= ° SC = RAU' �E"°' �� ' 1 = E L IX PIPES ¢�°`� - - - - -- - - r - "9- • tX] \ ROB(. LIMIT OF F q s - . - - - -- 3 - - �r�7"5i - ' l� �,_ y`" - - ..� PAT OVERLAY % .� g CB (74 (N I} �' Is? ' f `. HATCH TYP. <2 z. TE= 29.80 r -• • QG ' . i / j - ` 1E= 2700 ��b.. CB F3 (TY f T 48 / / a� / ; , - 34 RAIN D ER , `L, , �t' -Il f l 326034/.. - te - .. I � .. � I E= 27 46 E✓ ✓ � 4850 _ _ __- - .: > -. `a (1." IE =2486 / ^� _ / - - - - -.. - .� 9 +45 37:x T ' " `J / E 2.5 ! ' R EMO t ' ' -M � • - .. / / / / . / / / ' // - w ` CGS , IM ,ur a : r '�� • =� IX CB ii REL O CATE IX � SD #___�- : �!� � , I ® / ' / ' / - %/ / / / " op P� SEE DET `� VERIFY DEPTH EP 84,00A •, .. - - . / / / /// W P:2 a' ,� T // /// t' . 1 / ". ' ///22 / / / // ..P y o• W ...i o vE e. Lf. I S' PR OS BUILDING ILDING i j P•IOR TO ANY CON� a � / " "� / - �j 4 / l,/ // / % -- // N; °& Nee. . PIPE , 7RIDER e. ./ 33-20 im; . y / � 11 _ • ' .., Pt / , %. 30 , ' . ' %/S k7 �d 8; 3 ., yR�: / / / / , - LL (� FINISH FLOOR= 34.0 _ ' - -; _APPROX. LIMIT OF 198.66 �, TE =3234 CB 1 =.: ' % �o.. a. , ,a:. n 0 IE =27.`: ow) TE =31. _, ,,_i4; g'',4 . / / /.` (HA TCHED. TYP.) . a I E =26"4 N ,,,,,' � / ; - '� IE =26. OUn �' ��55" k ^ .. / / , s � /- APP ROX. 3i7G- LOCPT.OP: PER ARCH. SITE PLAN Z (E2 a / p !-PROTECT } • N J !750! ! 52.- TEK PPKK• ,. r REMOVE 32 � --�� M 3 1 31 � - a IX P�Ei (/) NOTE$: EX CB 1. ALL PIPES B ATH uNOEZ FTGS / 32 9 iE - 2 6 56 0 :/ I ' / " -7 Z N U NEW BUILDING SH ' BE - �I 25.63(IN) RROTECT - IX'' _ °' g - CAPPED AND ABANDO .0 / "Z 8 =29.66 E= 25 Q9 4 f R NNE Na �y .) F Z IN PLACE EXCEPT I2' M aE -26 7 -5 a PIPES UNDER FOO f GS ar _ ,D % -, � 2 J ,j, W SHALL BE REMO m. I �- ca "' ' ql "W z9 Li - 2 / 7 � ° f . m _ �� •�• 'aI) O_ __M - �L_j TE= 29.73IX ..� �. I'� =29.36 - � �� `2, � .' 12 � '' I E = 20.66(36 C MP) „' ® W a / R 30 4 Z W Z w �r - I ) �I �,1�'J� � � /I: -� � � E PIKE / O C7 V � L i� J� w III '' • � PROTECT . PROTECT tV CO 1+1 � ,: - ' � � �\ � (C' � X ,� _ .+ . IX PIPE Ex CB W Iwo.= � ; .��:1 � OVE .e :'Wx4'Dx3' - = S CONCRETE z=, • . 1 F _ E% OA BLOCK ('-I `� m U Y Lij t , ...1 /� S� _ ACCESS MH SEE N m CA _.. . _. �� ® �� ,_0 REMOVE � 1 " 1 PI 1 .-- "-a _ �_ - P'R , CT IX CB _ � , - _3050 G. N..C. I EXIS ING IX VIN I • RAT` TOP TO 31 " 4' IE= 25.72(tN) t i 0, . • •: LOCaneN ] �x3 t I= 2554(IN) E R i ( ,- n 1E =25.52 TIT) 4 F , t` - _ TE= 6.98( ACC ESS M BL w . Jl T O I ' �� =312 ST.° 't' , O � W 'E IE= 26.98(0,7) 555 Mira 3 _ _ DIMING pl 1 ' 37 3 S O = PAVING. N1C" ~ "� PROTECT C7 - -. - - _ . �= _ _ - APPROX LIMB OF � PAVEMENT OVERLAY :°� ®�'� Q _ a / / / j/ / (HaTertm. - rm.) o /' r • r / / /�- / / jE =2752 " i W • - / / i / . " TE =23 30,7)' _ CB / // // / i /: / - - // / - ' / / _ ' TE 27:15 6' D - ~ >- / / / ' / 2 ' t 32TTjt , ' / � - 1 IE 24.ts(fN) • r -I O IE 23.89(QUT)' II !I !I I1 Z i IE=2 , ."-, - "IE =23.5 / � IN PLACE ~PR07E_CT IX.CH N CO N- \ Y 00 cO;� Z Q ,, = __ _ • . RAISE ' O O - J cc 0 BYPASS - 7 // � � / / " ,, ; Ih PL v. cry A., - r O O G� aj Q FIE-" 27.2.: / PR EX CB / - - �I tE 2271' // RAISE TOP - PROTECT IX C: - N _ REMOVE'EX / � ? .. OR s _ /RAISE : _ Q CsEE -oET$ " A')/ r' // PRO / / _ ./ ovERLA c.0 J Q d Z Z W )#V PN I - - . - .' Y O lb": O *�" T `o (n ;+ ', . , ' ' CB $t (7Y II-48 - - 0 TE= TO GRADE IE= TO FIT ' O / � , �� 0 p . 5106 -CPS CONNECT IX PIPE OIL/WIR SEPARATOR REPLACE EXISTING HANDICAP U' h (OR APPRVD. EQUAL) RAMP WITH RAMP PER Z TE= 27.5. CITY STANDARDS IE= 225. E REMOVE EXIST. ISLAND & Q EC PATCH PER CITY STD. - 13 ci 5 J 4 .. _ . F rom oY ... Ey JAL JEA .em. aM. RECEIVED - - -- cm of TuKwiu 1 " =30' 3/13/95 I L 2 1 1995 fub . ' - PERMIT CENTER 94187.02 ....i C3.1 . 12 I • / . • $ ! GRAPHC SCA• � �' /, 1 mar - 30 ft. II a ii ii _� C/ \//7-0-:/://,;:- � i/ih i -' �� -:ate_ { _�_'� - ! __ �t ` _- \ h\I ` a ` -�\ ` /%j CF IV �. : a S WALE-O T OF WALL � \ \ ` / ; !� >/ n \ _ • \ i u' 4 00- _ -- 30 ---._ -.1 CB (TY 6 -48) SEE SECTION X � i l • \ /ice _ _ _ - _ - DITCH TO DAYLIGHT = - - \` f - t i CB #8 I: � - _ • 3200 rl ) C)11111. 7� �``� j \ fZO f lE j/ ----- \ !i �i = - ,,,, -'•"'` "32.00 -' 41 ri _ p[7...__ / ,`\ 5 ( \\ !_ 1 _ - 7� ^`\` e / // f ��� - -- _ - _ -' Y �i' ,, /i .0 l�� - :. .. TE =31.10 ��' 9 .L� - - r _: _ • zes _ -- c tr ' • .GDS H &_ .- i 5Q - `� � ` s `. �ii / ,,„..... _ - - :330•x':: N IE 2860 143 et etr� . - _ z ��sr ra /c ® , �� "' 3270 - �r 7 ate►- i1�� ®�irl ®� � � ���� / �.`.-�� / i _ - .h A 33 .7 1:44 �' � � 34 017 . • \ 0.0e •_ eti .// i _ - _*.'- 33 ; .-- . � \. :.�� `_'30.OJ • S : 3,.q. 7 3280 li a. -�_r i 3240 _ �...._' �dl� �1; - i ?_ i 3200 / - _ �: i i' `� ` 3.95 95 270 -- 33.3e �� `� _ � _ -_ so : i 7 i 1 : T 4 s , - I DER 37_. r 6TZ ' 3� �2910 _ 5 �. ru ,, - - i IE =24.08(IN) 33.30', . . r � \ - S a R / / �f _50 31 v 50 _` 30 \ 3 3200 30.50 : : l/ 1-31 « t \ m ED 5 T � I [ C g� • , - w tE C r- C �GL� V \- �� ..A. ..A. J FfN x 3 LOOK= 34e0P FA - N ` 3 320 \ ` E =3 4 EXCB r _ 29.37 \ O `�a,, - ADVR�55 trE 30 i i � O � 1585 So CENTER PARKUtAY /IE 24.53(0 % /'� ��+t� � tG U 0 R oTECr 1 29.66 �o E - 17 51 sou-f- ,-ELATE. PAF.KWAY } - t • • • >.a• -i : 2587 24.860N Z � \ V:z -, REMOVE REMOVE IX CB ; ..: __3. .b,,:` 30 S a; ,.. a a.: TX 3330- 1 ' _ ® `y IX PIPE / `J = 33 ` 33 1 ♦ �, 0.7 Z PROTECT IX PROTECT REMOVE . y p,�_3 -. , >� (TY 6- t ' • RAISE TOP TO 31.60 3220 j a lt J ` IN PLACE " - r 2fi0 3260 . r ? 3L70 �� 37.00 d'# I � ' = J M CONNECT NEW 8� • // /1 EX PIPE 32 / RE MOVE z � � g ° - ?C36 =2 � � ���-t . w �d $S n - J € lR7 .ii { ' 33.ZD 20 I ' I w CC N ■ • - a ` W ,,r1 3. C1 W or a, vkl,i,w z � N - t a �I 1 1N p pI 1 �/� W Z w .6 __ '� .e - ii . ` 3200 , .--33 / t l a4 33.20 ( I Z • a / < 7.30 3 _ ' - ` W ^ N � � . > - _' 3280 12 3280 p � 8 W _ o ` h m r - o °. f `�� I III � S Z4.-28.39 / U PROTECT B `•' - - 32 _ -j ` 1 J ' 0 2.51N) J fI ; • j 100 t ., -.. / \ m c °o r ii( I I RAISE TOP TD 30.0 22.30((IN) RAISE 'e - 0 30.00 3 _ ! 3 3 00 - PROTEG Jr - -- �� 2g i� 31 , E - N • N i IN P EO VERI NEW (SEE DETAIL 7E28.09 3 , D2• & 19CATION - 3O , . =24-29 IN) 1 ;ZAISE TO TO 31 • - - PROTECT � • 7 P TO ANY CONST •,, OUT) . 0111 t . 1 10 `- IN. PLACE �� ' REMOVE IX CB \ 3• l - Z LLI _29 r i1 1 TE - 27_ _ BYPASS CB #1 - ' i . - TE tE 23.• %OR) • O PROTECT IN PLACE r =. - .. (N €€ -54') N m ' IE =23.6 iN) • ?•. (C � _ , �� . IE= 1 , 83 0 27.80 mo O . / � (c -, IE 23.6 (Du_ ) 30.1 g REMOVE IX co - � N ill (SEE DETAIL) CB ♦ Mi PROTECT •v _ I :. / 1 0 , TE= 27.30 , . . _ • iN ,P LACE Z E= zzsopN) (TY I ,- / / TQ C IE =21.53(IN) OTECT CB ®� ® It = 28 o / ' / // /,' . J INSTALL Sr LID CO (CONNECT W IE= 21.80(OUT) Z - OILARR SEPARATOR Cg N PROIE _ 2 9 . (CNECT / / / / < = /0 i TO IX PIPE) / / • i - U.V. CO. 5106 CPS ,CO cr 1.. • • S •by= , ._ O �- - , j {- / O - - (OR APPRVD. EQUAL TE -27.90 c0 ; , , " I � 1 Q TE= 27.71 IE =22.00(IN) - I 29 � IE= 21.8 IE =21.55(OUT) I I .- Y Q t APPROX. LIMIT OF �; ./ 0- F PAMENT OVERLAY G / , ` / / o_ € e (HATCHED, TYP.) / /yy / 1 28� A T ors �-- CL I E /'.(/ I i _ of /' // // / . . i 1 as W J F LL1 SSW to ' U - TE =26.69 EXISTING O U ,2753 • //./..,/,/ 1 the . .. to Z Z - IE =19.59 ,_ PAVING. N.I.C. 6 � n • IE 27'89(IN) - / ' /� the:. c cr ,his dale , _ ;s Z W - O v • AE 21 69(OUT'f - / / �. accepter,. - require a C . of Q Y U 28 � h i _2I , reused .rsu oh- 1er.,. -v.al. CC Q � I "� � / � Fine' ' - object to field inspection by � � /. // / ./ the _ . / ;s utilities inspector. 0- O / ra au - /1 % F Date: gI By: S' 9 c02.1 O • 3 / / /.-' ' ../7 --26-- //i U V V) O `o ( PROTECT :IX CB - � / -- _r "/ RAISE IOR / / -/_ // to BYPASS B #2 .1 V Z (re II -5 •) - . ' � po q s- ( ( b 4 15TDR•M 1) 1PJf3 -EE Q . - TE= TO RADE IE= TO ` T -.. REMOVE.. C6 t `• Cg g1 ( II -48 STO_�7^ . coo n) EGTrON� �' 0 (SEE 0 AIL) TE= TO GRADE REPLACE EXISTING HANDICAP • SSMH - •, CONNECT EX PIPE :> RAMP WITH RAMP PER =2 - CITY STANDARDS ; ® ® ® v w U.V. CO. 5i 06 -CPS - v 5 (OR PQL) JAL JEA . : TE= TO GRADE ■ IE= TO FIT ... .. ...- ...._....'- nECeveO �'�'• - xle cr TuKw'' 1 " =30• 3/13/95 JUL I J 2 i 1 7)5 Job 0. p p _ PERMIT CENTER 9`1.1 87.02 • errorC3.2a 12 I L t 40 0= , 40 o z 1, _ I E { I �' x O W N I O I4� 1 9 I +.r -.. Q ! fI ¢ (< i 4 G I I E10 NG GRADE ! Q U i I I ^ W II I — I l a I PROPOSED �TNISH GRADE F V F - - E i i ii, N 30 _ °_ _ i — T i I ; I I I i — ___I_ — — — 30 \' - 1 _ I AIN I I I I j I i i I I I 48 CONRETE STORNA DR Cam? 0 -66% I i I i 20 I I II " C 1� i i II r i ! 20 , 1 i I ! iz = . Ma ap I u I I 11 I I _ I 1 p Z ! ' 1 ^ i I + II °° I � i � , 1 I , 1 I iQ I e w 00 ^ i �O i;.,9--; O' l'; GN N aJ' HN ¢1M 00 ,...=, 00 00 m 0 00 NM ON NN � -,�� NN MM Mel MM M„f MM ;;;;; ;74 Meu7 AM MM NM MM MM i7 NJ MM - 0+00 1+00 2+00 3+00 4+00 5+00 6 +00 7 +00 8 +00 9 +00. 3 IF 6 =- - " - 48" STORM DRAIN PROFILE r- • SCALE 1 " =30' HORIZ., 1' =5' VERT. dGs. INN / �� _' - a • dp JE si .i pb 1i50s 38' SQUARE •. CRETE SWALE ACCESS HATCH 24' DIA. STEEL - BY WAIL CONTRACTOR .V CO. 3-332P _ FRAME do COVER FLANGE CASE W/ DNWOND PLATE COVERS TE• 29.7 STEEL BOLT DOWN LID - - - CONCRETE BASE CONCRETE BASE DRAINAGE ABOVE RETAINING WALL 5/8' x 1/2' DIAMOND PATTERN 9' N 1 . WITHOUT FRAME 1 I m PRE -CAS I. I � I T' E W CIT OUT PORTION 1 �i 0 • MANHOLE E W m + CASs 70P SECTION EK 6G ONC. RP E „T . _ . . '❖ • ❖ •. •'.•'. •'• - MANHOLE g ` \\ • • 3• NOTE z � p • j�•• JO N , _ &60 T 4B ' CONG RPE ! ! �n LE �� \ 7 -2" iri 4B' LD_ RPE . - REINFORCNG STEEL CAST 25 CUBIC YA[m�L CAST W YH W N oL DAM z W SEX LOCK Z E 1' 6 NOS NO SCALE \ ,, • NO SCALE J o PRONDE SHOPDRAWINGS � �% 3' 3' 3' 3 TD ENGINEER .O. _ _ U ::. 2' CLASS 'B' ASPHALT (STANDARD) o _. L - I I m I I W HORIZONTAL COALESCING ® N -- 1 z _� -_�, E c COLIPT DEPTH RUSHED ROCK OR PLATES 1 - .1 1. _1 CUT OUT SECTION Q C UT EX 66' CONC. PIPE CRUSHED BUILDING 5' - I itti - MATERIAL (STANDAR / � r _ F - INLET WER 6' TYPICAL f � , : -10' CEMENT i I [l i I . 1 48' PPE _ .. TREATED BASE UTILITY VAULT 5106 —CPS DETAIL ,/z MAX. To 5' T._ i ll i i 1 .,., T� - -_ - BREAK MST. SECTION NO SCALE 1/4' MIN UP 1 1 _ _ y i ` ; JOB~ ft i.'�v �- 24 LARGER THaN . Z T -- 1 - `` -� 1 ! � � � O ' CRUSHED BUILDING MATERIAL 4" THICK CEMENT CONCRETE SIDEWALK 1 1 25 CUBIC YARD 1 JL 11 1L J1E i ,8" THICKENED EDGE ? Q=2 CAST -IN -PLACE STANDARD PAVEMENT SECTION i= .lc". =.11.=.11.=.11.=.11.=.1 —11;= CONCRETE BASE - 11...1 : I— N SCALE I — .1 =11., - - 6 ' THICK GUTTER , 3 �� 3' CLASS 'B' ASPHALT (STANDARD) _ 1� _ SCALE 1' =6' UT (IF PREVAILING WEATHER CONDI TIONS SITE SOILS 2.31 _ CONDITIONS 1 -1/2' CLASS 'e' ASPHALT OVERLAY E= 3' COMPT DEPTH T. L = I =. BY —PASS PIPE MANHOLE I _ _ ARE FAVORABLE, SEE SOILS REPORT) c„ CRUSHED ROCK OR q IERIA B S T ANDA IL= .TIP• •I: 7L 1 f T� NOTES: Q _ ' MATERIAL (STANDARD) 1L— .-11- - a � c -01, i - . -7�' -r 6 1 -1: 11 . RAMP AND A PPROACHE S SHALL BE CLEAR OF OBSTABLES INCLUDING HYDRANTS, 1- EXI SECTION ST. PVM _ 6' G 'if tf 6 Cf U U 0 - 8' -10' CEMENT POLES AND INLETS. W Y 70P 3 0°0.0°0°0°0.0.o. 0000000o TRE, BASE D C o�o�o„o�o�o„o o f - < NEW PACT. t - i PEA GRAVEL 2. RAMP CENTER -LINE SHALL BE PERPENDICULAR TO OR RADIAL TO CURB RETURNS < PRECAST 4 �, NEAT SAW -WT _ -- - - CT10N - � f T f ff r "r BREAD EXIST. 5 OR GRANULAR S `", (` OIL UNLESS OTHERWISE SPECIFIED BY THE ENGINEER AT A ,2:1 MAX SLOPE, w 0- ! l t r r/ t A.C. INTO SECTION SECTIONS MANHOLE II ■ EDGE OF P.4.17. " - �" ��i� T � �i���i��„��.��� �,5 NO LARGER SECTION 3. FULL -DEPTH EXPANSION JOINTS ARE REQUIRED IN EACH SIDE OF RAMP AND w U ® � ,���n'`!i?7i��,. 24' SIZE SHALL BE PLACED AT ,5' SPACING IN GENERAL SIDEWALK PORTION. i- Q lii 2 DIA. PRESSURE MANHOLE "/x` i A CCESS CASE INTO ` .,� W`/ - i 4. CURB RAMPS SHALL BE PLACED TWO PER RADIUS ON ARTERIAL STREETS OR AS I-- 48'0 PIPE (DESIGN %'ti pa. -',4 v. ��$U' NOTE SEE ARCHITECTS SITE PLAN FOR TRUCK Z Z „i�,�i. ENGINEER. j _ PRESSURE 150 PSIO ROUTE AND OMIT OF HEAVY PAVEMENT. DIRECTED BY THE W PAVEMENT INTERFACE HEAVY PAVEMENT SECTION 48" 0 TRENCH DETAIL 5. ON RESIDENTIAL STREETS AND /OR WHEN UTILITIES ARE IN CONFLICT OR STREET T Y U GRADE EXCEEDS 4.09., CURB RAMPS MAY BE CONSTRUCTED ONE PER RADIUS AT NO SCALE - NO SCALE NO SCALE MIDPOINT OF CURB RETURN OR AT MAIN PEDESTRIAN PATH. z 5" Q CUR RAMP DETAIL o o No SCALE CAST IN PLACE CC . - CONCRETE BASE art _ CC La N- UT s PRESSURE MANHOLE DETAIL . NO SCALE 6211)5',s Y . da.., cb.ck. ., - ' gla ....... oi , JAL JEA I �® RECEIVED �� Loo CRY OF TUKW�LA • JUL 7 ? i?a5 1 " -30 PERMIT CE,TER 94187.00 .., C3,3., 12 1 r -- .,,c o N 00 E 594 :30' IS 1i /) \ GRAPHIC SCALE t < IxrTFr > it� L ".� -, In. - 30 ft tt •, .t_ 150 \ I t �� • • �`- I I t • /7N Ott 1 — t . i t _ 1" 1t1 '..\'‘`,.. -+ V ll �--- 3i - ;‘,1','•.•+. ' .O \ • r 700 -____ I I I I I -�� x --�-�! i_�___ _ _ _ _ .-_ O6 — ti ., t I 1 I \ • 90 1 »7D - 6'- iEE(MJr�tj - _ -____ _- _______ - - - � � , ■ l ; ` . .. ` _ • . -- 32-L - - e_ D.P _. -- - BO- —_ - OL D--- -_ '__- _,-." Y , ` - r ��- 1 ->:7 ,,. _-_ - - - � c-,-6.. P • i � '', . _ of . - CONG -6LK ,L :� - -1 31. . a a , . c _� ✓r � ,^� O,� _._- - Y. aCONC BLRi ;_l t -\ '� 4.4.0 - _ � .- ���.�li •.�r3 �, .,�,7-- ,_ - �lr� __'- � _ , -� ..-. - - aa� °�•�_ — — — — /4%�/ �3 f \ <° _ r -9 zt D - " .� , .._ _ _ _ ^' 2 3� 20 33 7 30 50 ^ - c > - - a _ 30 so 7.50 = =o .___ r GY!°' gi :_ l II 1, II 11 ,,,,5 ut - �__- is .--0. .` N 1 P w " f _ _ a0 - -`= _ _ __ ''_ `_ <__ - -_ _ _ M 3' I . °T 1 S E / N N N � O J 02 i C— '_ r 3 _ -- ___ _ –__– ._ �� ® . 360 3 7 u, �O 1150 . 15 ' . � tom. r C6 - E - ! G 4 BEND (MJ) r if r m K ,.. -_a *:,?i -c; ?._ _.\. .3--. _ _ 33 - ' 35- - �� •�� / / 1 ' ` (n Z 0 D; t ..1- {- ` `T`? ' ___ 34 -. `,..,,,,,, `,..,,,,,, I 7^•C ONC BL BEND--(4,1).- (M�) ^ —_3 ' 0 - - O j W n /` U 1 / `MTh P BUILDING Z 33.20 �2 1 R 30_7 S 01°08'35" W¢ r v,3 2 / �;' FINISH FLOOR 34 �- - _ 32 —N 1 °8 6 m = J -" W I j cur m coNNECnaN 7 / 1 __ Et 17501 S rf(YtiG LATER r �e<` r tY 1 -to° TEE (MJ o-i N r ; p 41 0, ^ i - r� ` ,-10" ADAPTOR (fUdAJ) y p 31 ; 37 �" ' - W Z W v J ! ® O i 32 �7�CONG t OCIC 32 ' _ p , , CC W • . I 1.••70° TEE (MJzfL COMNECI" TO IX 0' Wf ' ' � try S ;F 1(K' • _ � N J / / ?. " , 1 J z LL, ; 0 1 10 ° . GV (FLxMJ) 1• 11 - t/4' BEND 0.1,11 FIRE NKLER '� �� "� , �: € `� :c W 1�8 • REDUCER 1.•10' 9EE 1,1) i/ •• - 10'x8':TEEs' (141,80 33 -2 a �f 0 ., n .. A _ ^ _.. -. i «CONC. BLOCK 7•-10 - 10 8` REDUCER' 0.14 \-..." - : GVe (FL31.1) 1-45' BEND NJ) V' 0 30 ...�/ �� // } 1 , o 9.-B" GV (MJ) _ - -� ° BENDS NO) t. -GONG BU< ' ,� \ � N .. `� 7.•.T0° GY NJ) / ` - 2 -42 8 "DIP CL52 3 .. __- 1.� `_ _ _ !✓ 2 -CONC BLKS ' - 6• 111. iiiii 36 - _" 32. 70 �„� .._ 29.2 29.0 ooM. M sY�cs1 '' -__2_,..L. lm�I -- ��� 3>i 3 Q/- 2 -7u'r .� 30.0 Q 7 `,' ' Z . . , • .., ... 0 M 3 _/ % : • - SSA , o , . ,/ _ y L 6' Z J ®L 8" DIP C1 5 - / - 32-7 + .. - DIP C1 'u. g. sr: _ , � O - ` / • }— r ; r : ° '10' -DI ice" 0 7.- 6 " " F JzFL "+r 1 . Frl ; / : Z - '.l ® € CX� 28 LFf 8 Dip, 52 � . • z w-CON s (.._-) ,w_,._. t1• i 1.,.11 -7/4• BEND (M �� ___J , 1 ...10 TEE (MJxFL - 6' , 3` • - Y 3 j x J `' 10 LFf DIP CI.52 t 1 N _ L''' / �7 1-- FlRE =SASS' O �_l >< E7 / 3 -•GONG BLKS O.- _ Y X31 . _ 3 4 , , S i ` 1 37 I i' i NOTES f \ � /�r/�� 0- w ` � _ � 1. EXISTING MA _WATER cc SYST z+ U �• T MUST REIN IN SERVICE \ II I 0_ I 30 ' UNTIL NEW WATER SYS TEM IS F- Q W j ti APPROVED AND IN SERVICE. z \ •• 2. STEEL PIPE BENEATH BLDG. U • ' ' AND OVER 3' DEEP SHALL r J X > N Y • 29 J BE CAPPED AND ABANDONED II II II I� 1.1010 . c iti llp , f 'P __........_ , ..-,,= _ , ,r.,_, ,:.,,,,c- - \ _ II IN PLACE. Q 1 I '' • -PN �. � 0 L I r i I 1 t. g c 6C ° ti S • .. . — ?, �� d.... er .n.,x.d ey . , JAL JEA .,. aECerveo. « 1 " =30' 3/13/95 C OFUKWIA Jul z 11915 0 6 94187.00 PEEWIT CENTER . • :- ., i 1 C4 12 'II tt 7 __ N i GRAPHIC SCALE { c (IN FFEf). __ 1 , •• q i • t t 1 Inh 30 }k. • ` r te I; \.t . - I _`` 0.1 ; . - s . _ t ,,k ',.".'.; \1%\ '..‘' 1 .. ' 1 s ' I ' ... " \ _ t L' 11 t I \ \ \ , 31 - - - . : _ OL •- B-faV FLxMJ !-' i i nI�•.aata••I :.:� -!`, _ - . - B-kF -fi P CI I r. E �, i -�_ < m i n - t a - -- i �.� �� 7O -- _ - _— _� - - 09 _ _ - :'�'.S QCi _.. `' -_.` y � _ - �c rTi r _ _. `F ` - T ?.:::.. ' C - ---'. _ - -� . - .Z - ii. - .�•�.� at, ,•.. .4 - - _ Lt�Lh - j �a 20 / r` _ ` : , _ _ - i 30 2 7 sD . - >3_320 _ — .. _ % _33_20 _..--- _ _ sue ,,p, � G . I .�. t• J r • ` - -__ _ ____ - - �A1 : 6.132 ! 0'° LL �' � � .. 4 � —� � ,� G 7 »45' BEND (MJ) r . O ; J 3 __. - - -_- / 1 »221/2 M.pu.0 1 J) I _ ! 1 r—' a _. , r _ _ . .:u -7 g a w.a- ; : _- _ ONC BLtcs • /, V m N _ . �.. __ MO Z ..6 ,-- .- \ _� ^•22 -1/2' BEND'(MJ) ••:44• •L33 ` \� _ • f \�a S ��. 1.• -GONG BLK ' Z D a .- - 73 IdP ■1.1, ,- - /:_ 1/ / TI } � P BUILDING 3� 1 s v r i ✓ 3320 ; ▪ - - - 30.7 Z \ /r FINISH FLOOR= 34.00 ■ 3 .2 _ � CS ADDRESS= \ \ t � 4'3 n W I - ., (7501 ac- c PARKWlAY CUT IN CONNECTION , i \ t ,$ 111 !!!!!!!!lft i t iaAmc a = -- _ _ t o o; - 2^ GV J) /��( °1 N - - I rx: F;N �� J ` 4 31 / . � - 'tiiittt = _ W j t 2 32 ..- I o -P� j < • _ O ce \ ' i / a � ` o ` VERIFY SIZE & LOCATION EX II a 1 »70' TEE (MJxFL - COLYECT TO IX iQ" WI , ` 24 LF 1 . .' 1• /�/ • _ MAIN PRIOR 7D ANY CONST 1111 6 O -10 GV (FLxMJ)- 1 »71 - 1/4 BEND (kW) - FIRE SPRINKLER LINES �./ �♦ - _ ac • 5 1 »8'x10 REDUCER 1•-10 TEE ( • »70'u8'>TEFsI JIFL 3 a I ti . _ l � S z . 1 »GONG- BLOCK - 1.40° 70 8• REDO °LW = Mfg (Fbau) ) 1• BEND NJ) t 0 , S' s - ® ( U ' -_ -_ 1• GV NJ) i . BENDS (NJ) 1 »GONG BLK I. .0 3� .. i. � ! 1 ! R 1•-10" GV NJ) 31 T ° ( ) 6w4C + - DtP CLSZ �- -- -- — !. `` t'. ' e 1 ... 4 s BE (11,0 la m ° 2• -cONC ELKS/ �. 32 70 j +`� 1.4:014C MK � _ DOM. METERED SVC.s 1 -"`� ,. / 29.2 ! • , is 11111111.1 T� ���I-F , ` � 12 �; 2 9 - �� _ t \ vi9!! ■ ■a s - :): . , ,� 1 MI �� { _ 33 .20 3.1.20 IOW - t \ t o 2 to L1J i ��� /� �ItEai `'S. 12532 10 Ot4 4 52 3 d i • d • el _.-.... _ • — m rF- 8• DIP CI5 3 _W-DIP 352 ' -, 32- ` • S AWCUT EXISL PVM'T. • • _ _ _ 7 HORWGHLY TACK PRIOR �i IE • " : ,10 -DIP C1 SZ.j ' s.0 1•- 10 • x8 ' TEE (', ! • • ' " • ® ` t ■C�� 28 LFf v 8 �FLI MJ1') C L52 • i TO OF PLAd G PATCH o 1 c,+ . CAP -om ■ r ®. 1.-..11-1/4' BEND (MJ) • ` 1» 10'x5' TEE (MJId=L) - '0 LF 6 SIP JgS2 t • _ .. v , f / / � 3 -•GONG ELKS is . COMPACTED TO _ _ ■ _ o; 95S MAX. DENSIT _ ` 0 • SO UT-ICENTER PARKWAY ® _1 Q e — �37 -- 30 - X3 7 ..✓ 31 _ Y e t PAVEMENT PATCH SECTION ® Y .. - 31 1 - NOTES: /" c _ • \ N OTE DELETE PIPES ■ F- Q �� 1. EXISTIN WATER SYSTEM' • AND FITTINGS NOTED AS • . I - yo' MUSTxREMAIN 'IN SERVICE • 1 ON SHT 4.2 FOR ALTERNATE ■ < W 0_ '/ \ CONNECTION TO EXIST MAIN. ■ Q 30 —� ' , - UNTIL NEW WATER SYSTEM IS 2 is Is ■ N Ey / � APPROVED AND IN SERVICE. a \ ® _J 2. STEEL PIPE BENEATH BLDG. I _ z AND OVER 'DEEP SHALL NOTE RECORD LOCATION ER ■ I / _)�) I 3 1 29 , > . a BE CAPPED AND ABANDONED / I a r TRp • E 0 • :.� , IN PLACE. ® ■ ■■! i4 , LOCATIONS OF N1 U ES ! p I - ■ L-10r TAPPING TEE (MJxFL) AND EXISDNG ROADWAY ■ Z - - � I �/ _ l - - •'t - 1• - 10 cV (FLxIAJ) AND E STI NTS PRIOR TO CONST. ■ < - rte. ------ "' ! 1 »GONG BLK ilk ■ W CL O 1 I `� " •-- ! VERIFY SIZE T THCENTER PRPR I- LOCATION EX • (n .. _ ry - 'y ■MAIN PRIOR TO AN N5T ''s SOU KWY. I • Q L---I y — c • = _ -- - - _ ! �� \ MI CC '-- - . i' -- � -"" _ Vi!!!!!!■ - ENEEEM! i�!®!■! !■!!■!!■ ■d■!■■■■!!■■ ■WEREEN■■IP 0 Ii z; — WATER ALTERNATE to 1 Q g ' � / ' Q J ...E -'. Y f A ay... by cream by - - - - - - JAL JEA ._. 95 i - RECEIED - - - - -. -_ crr of ru V ,,, 1 " =3U' lan J ? ? ?9S5 rye "a - - - PERMIT CENTER 94187 ...C4.1A.• 12 • A7 1 / .. .v / -8 TEE- _ - .. urLea C n 10 x )-!--E-* T (M . _ ' 4 • / / j y r _ �.g-cAP (MJ-_�._ 3z.00 _ o-J 6 N 7 5 ° � f� , � � �-� _ ' �.. = - _ 9 , L F DIP - a J S � °� \ _ . C, o �� 39 tF 8' DDa, (.'.52 �T p'S7 f - ...,ZiT »� 7 RE �� a 6' aP a. sz / 1- cooicic 5p E� _ - 3s y �1 � J 1 FIRE HYD ASSY - - -,-_" 0 _ \ \ G � ` _ � / / � / /' � 2• -GONG BLHS .,1.80.- - _ - - �r p A ' \ t ' i . \ \�\ -' - ` ..- _/ � � -'- - � ._2 4 0_LF g' DIP , 2 32.5 -- 0 CL52 / -- ' / = ' --> _It. ,2 a \� d �i '- „, �.••' j3 A 3 3 .50 � � `_`t�__ .�L. i ■ \ 32 7 IdETEREO - '� , g •.. t ` ..._ . 00 - ..' w 32.7 f ; J / . _ / ' 3350 p °� ! ca / '/ • � , •� � � � ® ®A� � Q DOM. WTR SVC _ _ ` <R \' � ` -30.00 �'. - i r • y • ..... r ' 2 '� 32 .e C _ � l am , • - - 32 33 o r 32 Qi ti. : 3 - \ -- ' 32.r{ _ j i J i `� 33.30 / " r � 1 10 TO 6 REDUCER (FLxMJ) _ 1 10'x10 TEE (FL) - _ ; • 9 - J r 33.95 33.95 32 _ i �E ` " �j` 33.30 - �\ 1•-CON BL - - / J 37.& Y�r .,:q.,,,,,.- � .. _ _ • ! 32.0 30.00 31- I 3 ` 2 ,�f i : \ I ' *�'^� .a . _ _ N l / ' , 1 ', 2.00 i ` 31,6g , 30.00 ."7 \ 5 f s ::5-' • : - . - __ - - - . __/ - -� /� i J O+ I N 33.30 i .43, 33.e _-- j _:' -\`.. i 3i.50 i 3 50 30 ! R a l ''_" t J 31 • : / i o , j \ 32 .00 ��0.50 ; ,r f • 3 33.2 / ` \ r \' �� X - :- • • ' / . \ N. �! _ -! ��- ,�._ ' N `� ;` �PR0P0 B 7,4.7,...__,,, H z ; , x o PROPOSED B[7TEDtt�O , o , o; H r FINISH FL�09 34:00 _ _ - N ������---,,, X \ t. FINISH 1_00R= 34 , -I ,, 13 26D T N 32D ARJpI I 31 3 <.a'0 r \ - t- � g \. Avv ass i^ % 33.30 !.® a '�i _ Eli - 1•- 10'x6' TEE %kn..), 175.1; soot 3c - FAgKWAY e r1T = e \ \. 31 17585 S oUTHG NtEK P Yf ,./ ` - 1.-.6." GV (FL.MJ) = < _ < - .. , 8 LF 6' DIP CL52 , . l , - s -_ - 1••••FlRE HYD ASSY { y r� N \, . , _3 • r i 1. -CONC BLK _ - _ Oy. . -- - - - - 3 60 5 • - i - - 2';METER. ? N % FIRE SPRINKLER UNE) IYiR. , 2•••8'x8' TEES (M i FL -- \ � T � , _ - 1:,--. �. =- , B'x8' I' TEE / JXFL) 2•-8' GVS g MJ - ... - - - 32-00 \ � ' ' . ., - 3330 11h$ ( J) 82 LF 8' DIP CL52 INS ` .. 330 ) . \ ry 32.80 . '? i 35t LF 6" DIP CL52 2 ^GONG BUCs ?�' \ \ 33 33 r.+ S � 1 1 . FIRE HYD ASSY � �� \ D 7 2 .CONC LKS 2•-2' METERED P d 32.20 1i 2.60 3 EO .,f 37 70 • - �✓ V. _ \\/ /� 3260 ? T ' I_ DOM. WTR. SVCs. ^ I o w • •3 ` \ /(N ,`\ a 3 32 • I tt` w® ..3 3.20 \ '33.20 I® � - \ 2 � -_- _ -- l V O3 bH 9 •S CJ \ _ N • .... F J '. (!t-�_ 3T • 4 . V a 32.00 33.20 \31 30 F ( � 12'55 \ �_)1�)_ CO Z w \ \\ ,° i ''t T V _ ( ty mo . • 3 2 i• / \� - ■ ' ( µ g MITI . x � . , , m _ )I\H - S D 3 0._ . 0... „, �, L ▪ / ; ( ' \. � 3 7 �� Q 4....1.1- \ ' I i \ Of ''''?‘----------- \ 0 0 : ,_____ _./,, L i x x \ \\ ; I, .S - 29 ' 1 ', V_ j x/ . W Z w ;011/til ' , �i / X e 1 3 -_„.4:4 q-S ti 0 I� N s_ CO L ; ~+ t, , . Ct- - bLj=4� CONNECTTOdIEX WATER M • N I l y tO- ,� w. VERIFY SIZE & LOCATION I I J- PRIOR TO ANY CONST 1..90 SEND (FL) -' �- i 1.-70' CROSS (FL) ! .-29" X 1 »,1 -1 /4• BEND (FL) ` _ F a = 7• -FL#A ADAPTOR -29- I I W , , .,.....-2.7 ' 4( fil : . 2 -FLxMJ ADAPTORS i i i : = 2•-10' T T O 8' REDUCERS (FL) 2• -CONC ELKS J F-1; _ , ' 1•••11 -1/4• BEND (FL) z F 1.. GV (FLAW) Z . I _ 1•••10' GV (FLxMJ) I 1 --'''''' 1 • -BOND FLANGE Z6� J p • 1 - - 2• -GONG BLKS N, I r Z °� i z Fp O � 1 3 o € ? � i X - p ' ! • i ` �° �`°` z Y J I- • • { e • s , �' a_ W • SS 1' Qy ® - - - csI Y 0 • i . j \ 1. ..11 -1/4• BEND (FL) ' � � I \:5e� 1 2^•FLxMJ •-90• BEND (FL) ADAPTORS I ` � = < I a- __ 2• -GONG MKS I . , J 0 (/) . . . _ . , . _ \ GRAPHIC SCALE SCLE /�� �� ! . fi r ' a n m - ,. N H / � L (IN FEET) 1 Inch . 30 ft - - ^\\ 1•,0" TAPPING TEE (MJxFL) I ' 1.40' GV (FUMJ) V 1• -GONG ELK I \ I • VERIFY SIZE & LOCATION EX - V . MAIN PRIOR TO ANY CONST drown by al« „a by i - JAL JEA - 2.,.90• eau. 0.44 - .0.. a.,. ` - 2 CONC ELKS F I - ® clry oF 1 " =30• 3/13/95 • UL 2 1 1 °9� p° "° • 94187.00 PEFIMR CENTER .,.e, C4.2 ., 12 _ - i / r 'i 11i/_ 1 «a`x6° TFE. 1 » -f- �` ``` � \ .1 f ' 1D z TEE ( - -� -- - / �.' J / " r- -- -- E` LAp PM - p p 0. .52' - -- o l ------:: ` ` '` R DIPQSZ -\'� :. �; j // ,. 11 11 1 FIRE HYD A1' " •, � ' I__ /^`\_ � , � ONC- B[I� - =�\ • / z »coNC BLKS - -3120-- -- - �` 4 �� \ t \� c 1, - / -_ - _ -- _ 8 0 - 2 3 ' 31.70 l l .20... / 4 Vl�gGiiY tr� iN _ '/ i -- cA �i l� _ >�:4 ;I ,%`3250 3 02 LF 10 CL52 � Y • �! �! ✓ / �� `/ �/ „ ' 33.00 N �f °) t 12D.. - . �l f/ _ ' 3 3.50 ? - ` • 1r p .t�� • • -- 1 O£ ,f •s - = ' _ • % p 33.50 _/ '" �= D ..' OM. INTR SVC._._ `f ,;. \ 30 _ - - . , : 1' 32CO J 3240 •.�o�_ j ' ' .:., �-_+/ ..-3N 3 0 TEE. .� .�� 1 , - , 3 . 33.95 \ 32-7 4 , N r \ 1 » - - c 55 1- TO 8 "R ( Fl.x MJ) 1 /` � II, - \ '' y 1.Q CVs (FLO") _ % 3.30 ' 1» _ ' 3 32_ 3 30.00 31 d _ _. _ _ 11�� / //` 200 °\ 3 _i� 1 . a 3 3 / R w t / / f `,+ rw �" ! , € '�" 3000 • 33.30 "� ' r . _ „� ` � °.9R �,,. '`uaer a3:-F // f 31.50 3..50 30 R s _ R ` 33 / _:..... • - / ( \ ")% ! 3,t N \ BUI FH \ ` \ PROP - N -,.. I � ' 3 1.50 FIN LOOK= 34 m Y " 60 ��J� 33.2 KNISH FLQOR -. _. 4 �® 4 - ' , \ AD�2c5 o ff ? M �\ ~ 33 - 3 0 M® 4, F � ®(� 7501 so�rrGENTE 5 PARKWAY `to g \ FtDDS .22 � 1 » ° x6 ° TEE ( MJ x FL � , _ = s ✓. � \ J 3' 17585 `,AU cet•l- ^ i.�?B^r�[Ew1F:( i ? :. 1 «6` GV (FL it \ 31 _ 8 LF 6 DIP CI.52 N '.'+% � �1 ; � •. - ■ - �•• . - • 9'4 % -.- 1 »FlRE HYD ASSY , i - ...... \\ 31.60 `.. i.. a X 11' -GONG BLK - : ' S"0 _ p _ - \ . .. i - ti - a - : • FIRE SPRINKLER LINES - \ ` F , I ) 2.•'8 ° x8 ° TEES (MJxF1) N _- _ 4 r 1 i l f 8x6 TEE JxF1 2••8 GVs (FLxMJ) . - 3200 _\ �' r 1 6 J) 82 LF 8 DIP CL52 32.20 • • ' ,/ 3 330 33 -30 • iV� . L _ / 1 8 C (MJ) 2 -CONC 131_1<s X65. INS x \ , 32 " / 35t 6 DIP c„,.52. - �,�� s \ 33 U 33 -� ca cal -� ,\ " 1 FlRE. HYD ASSY - ' T r3 l - ..� _ 2- CONC.BLKS 2 «2` METERED - o d _ . - \ 32.20 / R ,1 260 3260 32,611 r 3 1 ! t ` \ '✓ '> DOM. WiR. SVCS °d Ul • • • 2 \ \ 1 �.� I .1 \ I 33.20 `. / 33.2 \� 2 _- - - 4. ' O dr 71511 � •� x 322. � \ \`' � i� . 'xi,' ..„ .. - i �� 2..�� -` \ v � - t . \ 31 - { I \ \32.00 �~\ 33 II 33.20 o • s I) _ A. ) T :1 ?° \. C..) m \ \\ ti .i„,, I - o \ 32.60 \ 12`SS " i ■ _II I O Z a . ......... . x \ \\ � \ } % 1 � � ;� \ \! .4a SD \\ - N `" ry ! ' ®! 3 _ Ci , t ? - - 3 3 0.00 \ /_(. f t\ 3i 2 • _ _ ..� Q v- :- N. j U \ / [ .I . ' i 3D `r _ W . X. \ m • - S � I W . cn N X 1 1- t f P. Z w •8.50 ; �(i 13 _ ®® i / .i \ �. i / ( ' 1 - O Z - _ x 2 7_80 ',\,-.\.,', I /4 Z - / �\ 30.1 -�' I v / _ ix W -: a • - - - - '\_ j $ _ ". !. / 11 ' W ■ ^ 31 - _ - 5 Z . " . .. - x } 8 . OW G1' FH I I m a � W \''" �\ V / _ :". f i oil ,. 29• �WA7ER 30 i • F - - 1 ; 4• C ONNE4` TfRI'7�C WATER M • ■ N _ \\ ! I • • s,•� '' 10- WY. 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EAST SEATTLE, WA 98102 5 1989 E n = I \, W ' °°° (v N , > BR �7 (206) 323 -4144 If j l�JA4 ` / A / / TUKWILA + • WASHINGTON �® \ I /e /` r r r: i + r.v i_T / 7� iyr to l 1 c� '" No Rens DATE 'H'TEE4 • noon DFO(U G: K GENERAL '.PI O TES w NOTES' FLOOR DECRQaG 9WL BE 7! GAr `B FptbE.OK' cO POS17E STEEL DEC NOT I ;A.', x0' -11" COMPA L7IHOD MANUFAL7'3 NY W17H CODE lYOIE: PAINT PANEL -TO- O 0 T.S. COL. BASER AS MANUPAi)RID BY VE URIN; AND So+ 19 11NBORMBUIDINGCODE, 1991ED1.770N • P.0 PANTED I +R)M SECIIO NFROPERT3E,S OFF• 7S INS [87 Hi 11 IN FOOTING CONNECTION SEE ELEVATION 5x5 7TIE DISC AND ACIS'SS S SIW3. CON�V•OItMfTO ASM AN6 GRADE E, ASPHALTIC EMULSION &/ O • O FOR REINFORCING-- Y-� ZINC coATED AS 23. G50. 'Tiff DECK SHALL BEPLAt D ONTBE _ _ LOAD ORYPAfI( /T MINIMUM i P.C I PANEL __-I. 1 4 CONC. c_R - 5x6 3'4.6'1 .1' 0' s . . , 2OMil'AZORE;'F7e . ,-- , - B' `�d I TTNG`FRAMEWORK (3 SANS MIIE.fUND WLT 6ffi•ID1I1$f llID LAP WI -� M ED OF SLAB - -DEG. ` \ i 1 7x7 bax7 - h xt' t' AIL SUR'OA1$ WrDl 4 PUDDIE.WELDS PER 36' WIDE SHEET USE NG D � , SFJSMIC. ZOMEQI , P.C. PANEL y{ AROUND ' I (I i COL CONC10.7E ODNMININO Al)MI7KT1RE4, aR.GRiD OR C1I.ORID SCA7E ON : , t ± SEE ELEVATION',[; DOWELS : \ : & FTG P I E , PEP, PLAN FOUNDATIONS• 'la # FOR REINF. ' : IFDUPIDATmN'DPSKII PFS,�Fp01lT DATFDaINOVFJ®FR 10 I P PANEL GLAZING OR DOOR �. EEr._ND .. PER ARCH. ! - `-y! s_. THE IOIIAWING MINIMUM SEC 7 7 0N SLAB INSUL , ¢ CONC. SLAB l994AIID ADDPlR1UKi11MT5'D {' , , PER ARCH. I : r 5!OEWALK ® - - PER PLAN FRAMBI. TO •BAVB , ALAN 1.4 CB onic LJIAT`ED' a a � - k4 \VOI'R PER ARCH. -I � D•_D" � D - I I REPORT AIJA)WABIE SO BFAR1NO2300PSFPFRRP�ORT AIY EX171tWR b 1 ; r F OR OPfFNB -- .. .I .( EG N 3 1 A fR •[ 2 1 £(�R RpDE. SOES L PN @1FSt',1I; T IN CL APPROVET ILIDAR 7 I I ■m 2 4'o.c. CONC. SIRE S tD R0 \ BALA PE • r+. t ' . I • '.."7/..."°A- STE.S D • 03365 ,1782 1836 1.3373 , #4 t• -s' - PEP. PLAN PEP ARCH ; i On.'.., '_.1A. I0' -cr I SECF✓J PEA? r I 6'X3 U4 X18GA ST10•L SnID :19 000 b333 3283 21904 UFIDISiURBFD ;N TINESOB,`q'L'CS'I C6 RP SDiJCTURA[. - •PLATED. (0' 1 00- 1 $ .. PE PLA`1 1 L 10'X1 -L4" XI 6.8261 1 • 3 08$ M24 : sssss�� 1 , O• -O_ ! _ ElS "e PER E HELD f PREPARED IN A('AORDAlRE WITRTIiE SOBSHFPORT BPAROH SUBQtpDE1 w /3- #x2' -0" I I OL - 5 TE PaNT Mn - ® 4" AGE � L " --.__ - _ . u; - .... _ EMBED - ` . - MINNUM _ ELOW SI NT w/ U S 12; B LAND GRADE DWI7H soss [1M YYIELD SLABS ON GRADE; TYPICAL OF OTHER BUILDING 4i ' CONT. GROUT ie'H - ___.. PAVING PER ARCH. ,,A & COVE w/.5 MIN WITH SIMILAR. FLOOR LOADING AND SOR. CONDITIONSCONSPRUCIED } - , . 1 CONCRETE. EMULSION ��.�� - • • �- - & R ALL GALVANIZED � 18 AND 10 GAGE S ®. STUDS. AU., GALVANIZED. AREA NO CONS[RUCDON'TAADS HAVE BFFN E... INT. 7INT. A (PER PLAN) ). 1 '1��' • I PER ARCH. ON 1 F I LEVELING GROUT PRAMS . .. 7HA --- 0, 1.- 77 T PAV w ld •W " x ~ / ENGINEER THE CONSIHU7 ADG OF THE SLAB AND SO (7INSO. ` `' W ii 7 FE 2.35x0' -S ; . _ '.. � : '' d A f (PER P LAN) GRADE A WITH A MINIMUM YIELD OF 33. PST. - SHAL BETAW NECESSARY MEASURES R INSURE AMAG D THAT BY 't' NS,,,,,� , , z ' ' TIE SLAB AND SOUS BELOW WILL NOT HE EFE7:(.TED O& DAMAGED BY F_=kc._.,, _. . REF AF. '.r G' y I IF 'TEE CONSTRUCTION E N LOADING, INCLUDING CRANE WEIGHT AND TRUCK • oE G _. _ ^. :- ALL GALVANIZED STUDS, TRACK, BRIDGING AND ACCESSORIES SHALL BE L.A.. TIE CONTRAC[O SHALL. ADD ADDITIONAL CONCRETE, w/2 -114 !{ A H . G C-A. /IN. 2 - #4 CON*. i 5 - - I L IRON STEEL ASDxt523. 4.60 GALVAMgD COATING MEE..RC GAG AND UP07tADE JOINT DETAILING AS REQUIRED FOR IBS ..I p 2 - &5 C�T. CV FS-DING ! -( L r FORAffD R>'Q>5 I LOADING. 'CP 3 'C T E� CO, C FTG. I Ir e, 1. - - SECTION a - BEYOND i I _ PRECAST PANELS: , ' - E PANEL ELEV FGP CONTINUE " RE SNAIL PROVIDE STRESSES ARE 70 BE CHECKED BY IR E CONCRACTOR AND CONCRETE. PAN E00,1, E00,1, PAD FOOTING f - SAV I WEIGHT APPROX@fA7EL�Y 143 POUNDS PER CUB FOOT 428 ±7.T.71 . ' ' RANT. THOU I HE SHALL PROVIDE REINFORCING STEEL AS REQUIRED FOR HIS METHOD ALE OF UIRED G ANDFRECITONOPFRECAST PANELS. USE STRONGBACKS AS C SHAILBP AS} ws. CO \n S -aCNG SIZE A RE r. CirJG IEQUBtID AT EXCESSIVE PANEL OPENINGS. CONTINUOUS GROUT - Y BETWEEN PANELS AND FOOTINGS TORE E BECO• MASTER FLOW #713 BY - SECTION A -1 SECTION B -1 SECTION C -1 SECTION D -1 MASTER BUILDERS INC DR APPROVED sEE DRAWD.IGS Po.: 'A'GS t`),,k �{ a SCALE: 41 " =1' -7 Al)DII70HAL NOTES REGARDING PRCASTPEQUAL ANELS fc =3000 AIL SLABS ON GRADE (0000 pv FOR SLAB INHIDG TY) a ` SCALE 4: " =1 O" SCALE: � " =1' -0" i / ✓ 1�j - Pc =4000 )m peI FOR FOR PRECAST WAll. PANELS l O SP - - � T S COL. I BASE R ?.L. PANEL A ALL SPRINKLER PIPE LARGER THAN T NOMINAL DIAMETER IS TO BR CONCJ .., , IN ALL EX773LIOR SLABS TO HE Am ENTRAINED 6Ye PLUS OR aP 6Af S EE PANEL EL ,--...12.1•-0- BEYnNO 'Ek, ARCH MAIN• FOR TEE PURPOSEOF T'HESE ES. T IS IY. .i#�.� `Qi 1 F OR CONNECTI ,- FERRULE LOOP iSCtF":ON Jil:NT 6s6 . CONCRETE SUB89ITATS SHAH. WI•I'OAM TO SECITON 2605 OF 7}LE UBC ` _ ��. DOCK LEVELER i # CONE. TRIM O NSIDERED A ' • � - T'IBiBIDS FOR . TFff MISTS AAE TO 1NdUDE AL. MDff• PLACING OFALti CONC S[LSIL BE ENACCORDANCE WITH �� �\ O 1J1 LOCATIONS. • ! / INSERT G 2 -c _. x.7 I PIT SEE ARCH, 34 I yr 76'o.c. G ATID ' (9CODE 18-89" PROPOR'MN F AGGREGA7ETO CEMENT jV THE P.C. P S WNC SLaE = 8x6 _ x15,1.--E: - P�R CPLAN B FOR 4AtUNG CONC RAMP 1 SHALL BE AS SUCH TO A. DENSE, WOREABIE MD[ WITH A peR ° 1 A AIL MAINS Rl RUNNING PERPEFIDICULAR TO THE JOISTS ARE TO BE P a:Ext' fi PEP. ARCH. VERTICALLY - f 1St .c ( TSP 1 I " • t'rE Z t 1• - - _: ��/ • EE(RIEGATION OR EXCESS FREE SURFACE WATER 3/4 CHAMFER ON ALL 1 LEV. F OR R . - //- SK `T ...rum SLUM OF 4 IN WAICIi CAN 13E PI.A® WRIRRIP: #5 ' 2121 2 " o.c. / -`. ASx` sx0' SC T _ \1 --- -mLST. . DOSED CONCRETE EDGES UNLESS 'IiIDICA7ID- OTHERWISE C p - - Y SIIPPOR7ID NO FAR77HER MART AT EVERY 7:ooso''., .. 6 / /-w/3 is - 2 . O 4 x4, Fs CONT. ' - RCIE7FL'117RAi, D GROIT[' FWL COU IMN HASPS SF[ALI. HE ! ! � GA. i�P ;� b Al C i 4F i5 " o.c. � B• � «KB 7HATJS(ROSSED BY A MA IN IS TO HE DESIGNED FOA THE .�E� MAS INC'OR APPRO #5x1' -6" 0 24 . _ TRIM _ ENTERED • SUPPO IAAD B ASED ON SUPPORTS 7 EVERY OTHER EQUAL•- \ .{, / FEK.1,5_x0' - (TYP) . . 'h "mx6� I � I I ,� - _ ... JOTn: -. - gU 1 T.S. OLUMN PER PLAN % W H S O F i I -4 HGP • : < . -- :! 4i" CONT. GROUT { },% a # 4 D r i ^ 3- A M AI MID-WAY TO TWO,K ISTSMU D B R L..... CI NC:S7TSET. " •: 7.7 :1 , C' tr 12 o c. , 4 .„.„ '91 [ O 76 "oc A. PI MID -W BETWE TWO IOINTO AND B MAP.. SO = ALL RFE'IFOACEMffidiS[[AI.L CO7•ffOAM TOASIM A6I5- ROTSi), ( 1 , t ' .. ..Ns GRO UT- I 3`" al.c... - EASE P AS BOLE w/ / I _ r � 2'm ..F..EP HO-E EA OIRT AT 10, 0TSBAL F7ER[AAD. , ARIL E4000 `. AR) N 20 A L IN.,R INI IIOSH BE F „ '` E.vcc -cfl c 4 - =e - m EXP BOLTS T ; ® , �'I� fi Oac ,Y f °I SLAB PER PLAN \ (EMBED 5 V•N.) - . �6" of I _ _ O" B . - SUPPORTED AT 10-0 lft•I IERMA)CIf[IDL , GRADE 40 (% _40000 �Fa = .20000 jn� - SAIL CIIHEIt REI>FIIRC aaa>tr r . . �� � I \ f x li o i i CONCRETE RtG f CONTINUOUS 4 .. H7SEISE P NI.OW ING WEI(R17S FOR SPAIIBCLFR VI AIICAL SOPPOR7 �ffi GRADE 60: (Fy O ®, Fs a 24,OW pcl) . TAP:, F)D NI'INEJOUS 1 ( P E R PLA N) s ' 1 -• IN / t T , IFER PLAN J - / ' ^ APRON FOOTING DRA DESIGN: 'PROVIDED R%L 1KBH7AN1'AL [ REPffOR � O r DEfAB,S7EQ.'IK o.- _ '. Lar.CNS a .+ c � r PER ARC...---.. ARCH. CH. PIPE SIZE RTPFXFOOT HANGER VPR'l7GL /AAD EXAAfPLE: r 1 I S' PER S 7# GIVEN - Carlr _ {{{��----�� __ F .. .:ACCORDAN�.'W17H THE DARD ;OF tH % _ +' 4 4� E PON31B FOP C 3r 4 NOSING I W MP i O` , � # ! y ST7PPOR7B ATS'ON CENTER QETALLING REINFORCED CONCRETE SIitLICOIES. READ WIRE FABRIC a ucaeL : ^EE rrq .6 2" 6' ;245, , : FIND: HANGER DEStGN [APB TO CONF 70 ASM A- 8 2:AND A•I B3 WELDED IIFAD'SIT)DS SHALL. 5'.JBJcCG��q� IIPEMENTS AND ¢ E I 2 - #4 r _ IATi:gE A TON30F a P. 4.0' - t 0 - �_ _ "_ -=V ` 1 tl „ � PAVING OR ~~ C I 1 o.c S : .SOLN : SI =51 08.' CONFORMTO ASIMA -108 (F}' °35.000 ps TflE00VcflNtN qRy / _ rxE !/ t t /(( \\ - P h " CONC. S LA B ri x ' J ' Oa:e In -� I ¢ q5 x x t- -�- D B G. j ,• !( ` - CONC. P ON ^ - 3T'IM CEIENGIHS (• .l p Jc Z� /#4 ® 12 'o.# CONT. ] ( % z TO3� �� By. a - AR 512E L ' H ti a /' tom : #4 20 2P 1 N j = =i; #S 26 16 P 6AAPIEP 'v I #6 - 3T '- AMOND I J - D 4S• 39° P,EO'L' DRY PACK AFTER "'T "� (PEP PLAN) !/ - .. r- :. I i a' FOSSIITTIASSOC, INC. P.S. COLUMN IS IN PLACE - - + L I 1 I BO B. BRACED TT S. SRtDBOFRIA7ERAL SWAYBRACING (AT 90 DEGREES TO MLVN)TOBE:. M9 59 63• .: . U I . P DETAIL q 1 6' I 2' G A. SPACED AMAX[ M N TO A ROO ING. : 1 ITL A V E c -0 CON T. FTC. AIL I BRACED FROM THE MAIN STRUCTURAL MEMBER WJIN - .,./ .. SEA 104 I Sc 0 . +:`C E.,_c _ - • PER SECT. A - 1 • IEcrioNS DES../ AND INST BY THE S PP,IIaKFR THE FO..NG MINIMUM COVER .SHALL ,BE PROVIDED FOR TELE WA FOR & 4 \ .C= c 3 R` E. _.- 6' i .. vtwrrt.•o. R @7FORCEh1ENf(U[•II.FSSIFIINICA7ED OTHERWISE ON DRAWINGS):'. _ - . C DESIGNED FORA LATERAL LOAD OF T. WEIGHT PER FOOL OF FB E BE SUBMITTED HALF THE WATER FATED PIPE WEIGHT TIMES THE SWAY BRACE: A) CONCRETE CAST AGADIRT .RERmA[EN[LYE7GOSID ID nEFAcE SECTION E -1 SECTION F -1 SECTION G -1 SECTION H -1 SPACING. EAR B) ' FORMS) SCALE - ° =E -0" - CONCRETE EXPOSED TO EARTH ORWEA R( T7ECAS7IN FORMS) - SCALE 4i' =1' -7 SCALE 44 "- t' -0'• SCALE - 8x' =1' -O" 6. THE SPRIIBO.ERDES[GNER.S TO..PROVIDE 77E CON77UCTOR 66.77)ROUGH#l8 BARS - ,,,,qq,;�a� ARCHITECT AND JOIST MANUFACERM WIDE DETAILS OF HANGER #S BARS &SMALL. _.::.1.12 � AND SWAY BRACE ATTACHMENTS WITH DESIGN LOADS, SO THESE C) CONCRETE NOT .POSED TO WEATHER ORIN CONTACT WITH z 3' 6 SLAB J� DOODLE JOISTS, GROUND - 4 4 R , CL-3 -E6 4 F"c.c S WALLS &d01Si -All BAR &cA ArTln 3/4 • i '; LOADS (AHBEDESIGFED • 7 THE ROOF JOIST DESIGNER' TO PROVIDE'. AND INSTALL ADDITIONAL BEAMS8c COLUMBNS ....:. ....:..1-12" ,. o INI'077EAOOFDIAPHRAGhLY BRACE LOAD MOM THE SWAY BRACE WELDED RIM. 7O 5 #�° 24 o.c� H - - 5T<EE 57U INSPECTIONS: WELDED .GRADE 60 CONFORMING CONFORMING TO ALL GRADE 60(REBAR IE#FIaES 0 12 y10 I DS M g 7 -- -- - 0 CONC. SLAV t` PER AFcCH PRIOR 7 U WELDING A COPY OF ALL INSPECTION REPORTS AND T FS I ' RESULTS FOR AEI. USE FRESH E78JIX LOW HYDROGEN ELECTRODES TO I ad a I CLOSURE PGUP. AN TO FOO -LNG BEYONONEL PER PLAN ; REQURID INSPECTIONS CiIONS SHALL, SUBMITTED TO TIE BINDING WEIR GRADE 40 REQEORC7NG AND WORK, LOW HADOC:EHN ELECTRODES FS I ` CONNECTION PER ' I ': - Cr -0 °i DEPAR7MENI', SHUTTER CONSULTING ENGINEERS, 7}E OWNER THE TO WEED GRADE 60 REINFORCING CONFORM 7O PROCEDURES OF ALAS ° a SECTION A -t ■ I ARCHIIECTBY7NE7ESTIIGAGENCYFORREVIEW. T/EHFSITNGA(ENCY EL ._.7 „I,•Ia,I.ED '; -x•11 - a.., _ •1 RE E y,a. � � S CONSU a (ONE E.aCH SID > -_ SHALL- BE AN IDEP.DE NT TESTING 'AGENCY APPROVED BY THE .R INFORCING'TO BE WELDED SNAIL NOT HAVE GA1B S. CONIENT ' ® ®� CONSULTING r JtL 0` COL. TOTaI) 1 :SIDEWALK BUDDING DEPARTMENT- THE FOLLOWING INSPECTIONS SNAIL HE EXCESS OP.35NE ALLWE]DSTO BE BY WABO CERRFEDWELDERS. ® ®® ENGINEERS Inc - > V TOR FEF ARCH. CONC. SLAB q^ s PROVIDED AS A MINIMUM ADDITIONAL: INSPECTIONS AS REQUIRED HY, AC URALSTEEL: DA P AR C. '1 . I \ - - - ` � 1 0 , 0,. - =- S_E � I • B LOCH -OU PO R 1 = 1300 -114th Avenue S-E., Suite 250 6_ • a ✓ ✓ - E P ER PLAN u 77E BUIDING DIP ARTMEN 'SHAHLALSO BE PERtDRMED mBSIIE VLSTTS ECOLUMNSSHAHL CONFORM TO ASTM AWE. GRADEB 4 4. RENF. Bellevue, Aaeh ng 86004 -' I j . a G --0----- I ,.\ - I 4 E EVATOR MFG ` APED IN PARIONG LOT' IN ALL FDL AREAS. COMPACTI BE APP STRUCTURAL =SHALL CONFORM TO ASM A.36 (F = 36,000 pa'} (206) 450 -4075 FAX: (208) 450 -4078 i� < a a ! f t LE BEB BE S PER ARCfB!' .Er Ba 7CATlONS: W � I' _ 1. # HORR. f R ENTER EL O F l \ P1T I" y � WR HIN r ' L1P �SAAIL BE 3 /16•COHTINUDU$FILEET 'AIL WELDS IO A I SEE �G SfNE2. )� 1 � _ _ __ _ '0 V JI ;, Ira Io REQUBIDBY SOIISR730R W�'FlDETI IXLOw kIY FS CERTIFIED ! a ' : OR S2% s BA - aI I I I I ' 1 i o _ > I LL F OU NDA770N - BOLTS FOR STF}I. 70 STEEL CONNECITON$_SHALL ODNFDRM 71D,.AS1M ` C= RcI'x =O °OINK } a II e • I - I! } a z I TOFO FOOTINGS - To INSPECT FOUNDATION EXCAVATIONS PRIOR A325N, MACHBE BW.TS IO BE 0 A. A N c ION BOLTS NNTO CONQtEIE' � ! �' • • u ^ ` (/4 CONT c CONC_ WALT - i - SMTL BE.SII.Tl -%:WIC IDI,TS -A' (NdANUPACNRID A ND INSTAiI.ID PER', O A ��1T1yH����� O A • j a I J -I r c I } V INDEPEFIDENT TESTING LAB APPROVED BY DIE E ARCtBIECT SHAM. 17 EBARY 1) J'ROVID•EQUAL. Pa h '" ����� s - - ^ _ I_ ! I - 5'. AhCE PER FORANC rd 1 . 0 . � AN T I(HO AHICHOR RPADRT ROLLS 1.4 DTIY1 CONCRETE DAZED F SPI HE 992 4307. MBFIDdUM ENr � I I I� -)- INSPECT CONCRETE AND REBARAS FOLLOWS. I � ' 1 S =CTION A -t 2a d a $)RHW:TSIN CONCRETE SHALL BE MIL UDC TABLE 26-E, UNLESS: L '= I I I s ® - o -�- j I #4 i ' o.�. G comm - _ ._.... mpIEDGDgwL SE " 1 7501 SOUTH CENTER PARKWAY • o I A ERNAIG HOCK , ""' I i� j2' /� o f INSPECT REBAR PLACEMENT PRIOR TO - POURING TAKE 3 ; D [c , R c ' �D: _., GN) JL J. -. - BO TOP & _ /' J I CYL DIDERS FOR EACH CONCRETE YOUR, HUFT3()TLE551T[Ati ONCE 'STEEL JOISTS AND JOIST GIRDERS: Log } BOTTOM 1 � N � TURNER AND ASSOCIATES - I ' '' : _ _ - . 41 ( PER PLAN) J h � I I - STEEL JOISTS ARE TO IB DESIGNED AND FABR[' INAOCORDANCB - - - Y 1 - WALLS. TESL. ONE CYf,D•IDER AT 7' DAYS - iFST RFMABdIIG` 'AItERICAN DI OF SFE CO - CYLINDERS AT 28 DAYS. - SLUMP, AIR CONTENT AND CYLINDERS STEEL JOISTS AS ADOPTED H THE STEE JOIST no M ME � R JST 18420 24th PLACE N.E. ARCHITECTS c /' - PFRUBC SECOON1b03(g)..: MANUFACTURER TO PROVIDE ALL BRIDGING AND BLOCKING ED. SEATTLE, WASHINGTON 98155 _ - - 1 PERMANENT AND ERECTION, SHOP - DRAWINGS. AND DESIGN ,,, J I - I _ SFETTAL 888Pi'CTPON'SHAtL ALSO.... 888 EOR VID FO UT ONB EHD WT7INNG,. CALCULATIONS, STAMPED BY A LICENSED WASHINGTON STRUCTURAL HIGH S1R.GDH BOLTING, AND EXPANSION BOLT INSTALLATION - ENGINEER ARE TO HE SUBNILITID THE ARCHBIECI PRIOR TO REQUIRFDBY UHCSECRO "306 AER[CA7tOeL DESIGN CRITERIA SHALL MEEF OR EXCEED THE, TELE: (206) 365 -7431 FAX: (206) 365 -7504 SROP DRAWINGS: SECTION J -1 SECTION K -1 SECTION L -1 SECTION M -1 F OLLOWIN G : - - SCALE, . " =7•-0" SCALE: 3/4" =7' -0" SCALE ,"=1"-o" SCALE: VA " - -0" SHOP DRAWINGS FOR THE FOLLOWING ITEMS SNAIL BE SUBMITTED TO ROOFm0ST ._......_. ........_ -LIVE LOAD 1/360 GENERAL STRUCTURAL NOTES CONTINUOUS KEY R1_x EE ART AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO TOTALLOM5--- -..... 1/245 FOUNDATION SECTIONS (REMOVE PRIOR TO cT`NIIRAL Dgmati AFIRRE A os, - FABRICATION. SHOP. DRAWINGS CONSISTING OF REPRODUCTIONS OR - - PLACING NEXT ME SOILS REPORT NOT ...ANTE. B POUR) - 0.B. ANCHOR BOLT FUR FLOOR \ - COITFS OF ANY PORTJON OF THE STRUCTURAL DRAWINGS WILL NOT BE FLOOR ......_ .........D -LIVE LOAD. ....... - JONT OCAPON PER • .GNU' LOCO JN 2" ARCH. ARCHITECTURAL - FIG - . FLANGE - p ACCEPTED A S SHOP D RAWPNGS NOR REVIEWED BY THE STRUCTURAL TDT ALLOAD X PARK PLACE TUKWILA, WA D "m.3' 0 SMOOTH I I FOUNDATION PLAN OU \iA 1 rLAN BM BEAM F.O -E. FACE OF CONCRETE P. AS S[K]I .. ... ......... PROPERTY LINE JOLSI' E[7ECTTON .. Ll360 P ARUAL ENGII� DOWEL ®24'm c \ BLDG BUILDING - PENETRATION CUT BOTH ENDS B - BOTTOM FOX. FACE OF FINISH P.C. PRECAST '' - '''F OR(a•7., 57'EF1. STEEL JOIST SUPPLIERS NOTE: JOB: PARK PLACE CONCRETE SLAG .i C " '_OWED n• ,. c AB F.O -S_ FACE OF STUD D PCF POUNDS PER - "'"- --IImal c®ade Nwems s.e- bans. walls, tx#, p.... STEEL TL IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND -_- P R PLAN P.C. PANEL CA - CA MBER F.P. FULL PENETRATION CUBIC FOOT b)masom3' FILE: WITHOUT FLARE & JOIST MANUFACTURER 7O VERIFY THE WEIGHT AND LOCATIONS OF PER F L AN ® _4 - o c. CENTER FT FOOT ' POUNDS. PER. " -' Q STRUCTURAL STEI...4S AL MECAAH,E,AE. E,,,,,,,,,,,,, AND SPRiHRER LINES LARGER ENGINEER: J.J.S. GREASE ONE ENO / / C . C . CENTER-TO- F.S. FAR SIRE CHECKED BY: f % r CGNT. CAP. P. CAST.IN PLACE FTG FORTING SQUARE INCH 3) STEFl•XTLST &701ST GIRDERS �P_ ■ I 7HAN3'INDIAMETERPEORTO STEMMING SHOP DRAWINGS. t. _ S I , 1 GR OUT ( T Y P . ) C.J. CONSTRUCTION - G.A GAGE PSF ELANDS PER " ` I / i / JOINT D SQUARE FOOT TIRE EN M.. OF RECORD WILL REVIEW SHOP DRAWINGS FOR DESIGN -. _ _ /.. V / -.. -.. -. t CENTERLINE GAL. C LUL A M R -D. ROOF DRAIN , . INTENT ONLY. VERIFICATION OF DIENSIONS AND QUANI .. ARE THE ROOF EL ROOF DECKING. DATE' 4 - 27 - _ / CLG • CEILING REINF R(]NFo,. .....BRd1Y OF 77E C.NRtACIOR AND ARE Y DECKING SHALE, BE 20 OF Z' GAGE, TYPE B ROOF DECK AS SCALE: NOTED - \ L -•x12 V: %9j W2.9 W,v.M. _(_ C. :CLEAR :GR. GRADE BEAM :an REQUIRED .TEE EL•I ..s!. OFRECORD: DRAWINGS FOR.,COMTONENIS DESIGNED MANUFACTURED BY VERCO MANUFACTURING COMPANY OR EQUIVA1ENi 2" SAND / =\ 12x12 :Y /PER_ / VJ2.9 W -w.M- SUBGRADE J - - ` CENTER IN SLOB SLAB - I CMU CONCRETE • own GYPSUM WALL I RETU PRAIARE.Y BY THE MANUFACTURER SHALL THE STAMP OF A AS APPROVED BY DIE ARCHITECT AND ENGiNEEIt OF RECORD. DECXING VAPOR BARRIER STOP A7 C.J. C sEci. SCHEDULE T'OHAVE7HEIOLIAWINGM1INIfUMSE COON PAOPER17E5- Co L _ MASONRY UNUNIT - BOARD SECT SHEET N LICENSED nnurT TO WASHINGTON STRUCTURAL STATE. STRUCTURAL CURSORY AND • BE & REVISIONS .COLUMN I O. INSIDE DR HEADER SILT. . SHEET _ SUBMITTED TO THE S B.Bi RAL ENGI] TB°C7 A CBLSORY REVIEW FOR 20 CJs. 116 TO 23cDP 24$LN I GANG. CONCRETE ID. 'DIAMETER SIM SIMIW2 COMPL[ANCE WITH THEINTENTOF7LE SIRUCIURALDRAWINGS AND FOR S UBGPAD E PER / CO (PER PLAN) NST- O CN " Sf V eT TO ON - IN, SH E FACE S.J. HE 2 GA J73I7 .P87IN3 .i. B43 S OILS RE ) �_ CONSTRUCTION JOINT (C. J. CLOSURE STRIP JOINT (C. S.) coN- CONTINUOUS TNT- INTERIOR SHRINKAGE ROADS IMPOSED ON BASIC STRUCTURE, T COMPONENT DESIGNER 2 CONTROL JOINT IS RESPONSIBLE FOR CODA CONFORMANCE U AND ALL NECESSARY CONTR. COTNDNACTOR S.O . ' SLAB ON GRADE LONNECTJONS N07 SPECIFICALLY CALLED 0117 ON ARCHITECTURAL. OR' JT- JOIN. S SPACE STRUCTURAL DRAWINGS. SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE TIE DECK AND ACCESSORIES SHALL HE FORME ' 4. A EEI A C.S. CLOSURE STRIP K KIP (1,000 Ibs) SPEC. SQUA - SPECIFlCABON CONFORMING -TO ASM A611, GRADE C, OR ASM A446, GRADE A . •) (PEP. PLAN) _. _._ - JOIN KSF KIPS PER So. RE : AFID 7W0 COPIES: REPRODU1- -IE WIT[. BE,REVE'WID AND RETURNED . SPECIFICATIONS. THE DECK SHAL :. L BE PLACED ON THE SUPPORTING C JOINT LOCATION PEP. ¢ . _ D EL. DL7NL STD STANDARD SHOPDRAWINGSMUST BETEVEWIDANDSTAUEID BY 7HECONTRACTOR FRAMEWORK WITH MIND/TOM MIND/TOM D EN. LAP OF 2' CENTERED OVER OVER L' I FOUNDATION PLAN . DTI. DIAME 7 + /xxlb" - F. ' LINEAL FOOT SQUARE FOOT PR- - '`'EVIEIV BYTHEENGIIEEIi. SAWN JOINT CONCRETE SLAB - DI AG- DIAGO LLB- LONG LEG ��' STIFFENER I THE DECK SHALL A GM WELDING SCHEDULE ATTACHED TO ALL SUPPORTS AS • 0011 D O. pfRO STL STEEL INDICATED IN THE ROOF DIAPHRAGM THE.DECK - 1 1 �4 # J ..OWL DOW SPO� MFR. L TOF P R FO A pTIN G• AHL CONSIRUC170N S ISAGREEMENI' WIDE T LpTEyT ;IWINMDIAPHRAGM SHEAR CAPACITIES SHOWN ON. ' PEP. FLAN ON DOWN SHALL PROVIDE DWG DRAWING HNC MAXIMUM N • RAI_ opES r. ANTINUED A54 L EFT EL MECH. G)TANIGL I I 1 -D• 12 EX$RNG - MIN MIN TOW -T OF WLL - 57RUCIURALIRUWINCa. 5 x .J :EA EACH' TS STRUCTURAL TUBE SHEET 4 - #5 CONT MISC. MISCELLANEOUS ATP TYPICAL - CRP.) ; EL EL E VATI ON ' :NO •NI IMHFI2 • $AI: CONb1770N8: • -: - . �t2 w2 ww -rt t' - ` o" 1.5 H ES. EQUAL -N.S., -NEAR SIDE U. &C. .UNIFORM U E ILD ING PECI DUWIHG • COA'SDtUCTmN TSE ODN'P..ACfINt LsRiAi1;'. PROVIDE ADEQUATE SUBGRADE PER - _ C ENTER IN SLAB i -- EQUIP. EQUIPMENT -'MOO ,NOT TO SCALE 'CODE SHORHNQ BRACING, AFID GUYINOIN ACCORDAN WITH SOUImPRAC1ICE E s 1 .F- ' EACH .FADE D C %ON CENTER - :OTHERWISE AFID ALL NATIONAL, STATE. AFID' LO COUPS. G ON IR ACTOR 70 - U.N.O. UNLESS NOT - SOILS REPORT 'EW EACH : W AY : D -0UlSIDE DNMETER W/ WHH' COORDINATE A[L TRADES AND VERILY D QAI:T1901LS IN FIELD - -- :O I MP BE CONTROL W S O P ) ' -EKT ExpANsR" - OPNG'OPEDONG FACE WF . ' • w ID. FLANGE %u •- . A. APPR(TVAL P1UOR TD A LL FIELD CHANGES.- SEE+ CONSTRUCTION JOINT (CJ- FD FOOTNIG DRAIN .:OAP „Opp0SIrE " 1- STRUCTURAL TEE DIMEN O N)) LOCAL TONS • FLOOR' -AND AILW WISHES, EEC. OPEMItdG - RE 4 EON 'FOUNDATI,ON. '.P POST:: W.W .F. W ELDED WI - EIVED ISM CONTROL JOiNT (S.J.) TYP. STEP FOOTING DETAIL E "- P's" W PLATE- . FABRIC . MA 8 1995 ROBERT OSSATTI ASSOC OF 1 0 0 O3 ® ® Q 0 ® Y ® 'r' C) NOTES: xc r - ¢:; - +" J 3� -2" 38' -6 30' -0" I 36' -6" 36' -6" 40. -1" ' ' -Y 4 6' -G I0-7". 5 ® E' -4" 6 0 E' -0" 5 ® 6' -1" 6 6' -1" I 5 ® 6' -8" 6' -9" TYPICAL I _E. I •=2,-•=2,•=2,-C: : 1 = 31 ._ 8 _ = 30 ._ 0 " i = 36 ,_6. = 36, -6" = 33' -4" I JOIST I PROVIDE TROWELED CONTROL JT_ RG -3A ' 0.4._ , SPACING AT ALL CORNERS OF CLOSURE '}�'� o. POUR AND , S A CONTINUATION �I I TRIfF i I I j F �iti OF ALL SLAB JOINTS - w c)-1 ( s -_ � �^ ' I� 1 - ?' -0) ( 3 0 }� )4 a, a (. r/ _ <26 -6 I i f I M -6 H -6 I X26' -p..> /` /! ® \[2,k-... J 1 �' , t li 7 - .. _ - i. 1 2 2• -a-1 1 j I [ -4"' I .. _.. I ; bN P CO N A JECTI I r rI R L_,, • n I lA -1 A-8 I P OW i G -6 L_, C O 4.. D 41 S.J. I n I j a { " COL. 1 T STR:P(TyP) --f- 6* ' t >' I I E v -6 { N I i s 0"} r- _ 3 �i/ H J L % F C.J. A�- -1 L I __ - ' _1A ' - ZS - F4 5 _ - _ _ _ _ i D 1 V 13x3 - - RG: I �] � � F�G t F50 F5� - F5J ] <26 -6 23' -i ] �] E,6 23' -� '.\ •[23 . -11 �� 4 :0 _ -. __- _ -- .;Y° L oT :_ EAGER 23' -3] \( 4 [23' -1 "] G -i - _ 7 <26 6 _ i l + 1 C t: -_ °I + - BRIDGING BY JOIST �6 0 • j ( -5 O `-G. SJ_ _ j { 1. I MANUFACTURER a "ETAINING WALL I' f - - '- - AS REQUIRED BY +t °' SEE ARCH- DGS I ' I [ i '- ]- r- - - - - I SJI SPECIFICATIONS I FOR EXTENT w ,•_ TYPE - D kOF DECK - ! (TYPICAL ALL BAYS) I I C � i (SEE D_CK AOTTACHMc'NTi r H _ I L I' �cr , � \� +, * Ty' A� +• FTG { SCHED. FOR GAGE) • i t -t / X - __I.___ 1 s - o , � - z - - G� - - - - i h )( - � - - 17./-6- 23.-10-1 (231-101,\I I I t ] f ] [ 1 [ J r,',71.__ Fa.sFJ Y V Y 23 ' -10" f 23'-10" / 23' -10 23 ' -10 ' I n _ )� 1 RG -1A RG -2A RG -2A RG -2A /2.3 -3A 1 F r -F5.0 L J F50 L.-1 .85 0 \J F5.0 ON Li 1 f E -6 EJg x CONCRETE SLAB R N C C a c > � ± I oI I I � \ ( T 4' -o J _ M I w/ 72x7_ W' 2.4 /WZ WAN, ON • -p" ( - t SAND. ON VAPOR BARRIER. r ROOF JOIST MANUFACTURER xT. ON L E SHALL DESIGN ALL ROOF ^'� I S -J_ FREE- I)P.AIN7NG GRAVEL & SUB- 5*�p -1 ,q 6 e= JOISTS OR AN ADDITIONAL N ; I - :: G?ADE PREPARED IN .. - -.- ^ I o 500// POINT LOAD FROM I A -t weTH THE GEG'ECHNICAL REPO'R'T I , +a., 'I o ry SUSPENDED CURTAIN WALL, 6� 1 + � \+ - A . I 1 I AT ANY JOIST PANEL PO RNDI P NT [24•_5 "� �26' -6'> � - ! t`? 1 � ♦c' c 24' --;!!!..6. T 7• (UPPER OR LOWER, ONE I I H -- - - -I [ p 6 ] POINT LOAD PER OST). 24-7] [ C.J. , r."2-'_, _ _ -_ _ ._,_, __ _ - _ _ _ F7.0 �� r P.G -tA P.G- A 2q•_ { 2A \ \ STEP �. L.:J LJ - �V. o �I I �J 5 w F'G 4 - 5 ' P5.0 + F5.0 F5.0 F5.0 6 -I i I t i ----t-L_ RG -2A 24'-7'] RG - E -6 I 6 + I A -14 o ( - 3' -0 "Y I- ` V N N to :ri• v� cn ,n � ti / '-'1 - I ! I J V± ' a ' M - 6 _ R. S.. ' _ _ o n I J _ ... K 1 I ` I I _ • n I 1 I _ _ I' F7.0 - 'I i r - x I _.. ,. `" - _ <s Low _ .. ___ _.. 1 .22 LOW - , r� c� ,n ' vP� i 1 i4 ,.5 - c " ] (a =v) (cn__v) [25• -�• ,o- 1 ,' C I � ( �' ) , -(� /�) r Tow ��° ) _ J °I I \/ O '� ( -3. -C" 25'- E L '[: ( -6) S�J ❑ °1 i �I ^I mt �..x3x' / <CONi. LEDGER, - i. [ IOPP B u ]. .3x3x' /.._CONY. LEDGER h F3. F__5 F7 0 F17, ---______ E2_ F3 51 S J FJ 5 ^ ' - V } <.22 3 . a O-7 �b , h 5 0 0 R F7.0 T - F7.0 I° / N -6 10K, C; wza.ss (u=. ) N-6 + J5 +� + I o + ® h J ` ! G =V• ) O"� __ _. - ..._ a n / ,t+ (G =VS) ' OPP �. ,. �,] 41 i Fjo + 0 � I ,F3. y, - 1 <26• -6 !. <26' -6. 1 {- A 7 I I I • ' c, _ 1 _ j I 1 1 26.-6" > �26. -6 "> - ,r-c--,, ,.-i J 3 <` I 3 0 29• -6 20' -6" 11.-2" 32 ._ 0 " 17 :_r_ 26._6.. 29' -6" I - 4 .. 5 _ 3 _0" 2. 5..�: 2' S .y .X3._0.• .3.-0-' X2._5.. X2._5" 3'_0. I ` ■ 3 0' -2" 6' -8' 30• -2" - 187' -4" C� BUILDING 'A' °'� 6 N BUILDING 'A' O2 ° w . 0 FOUNDATION PLAN ROOF FRAMING PLAN - -; °: 7 . SCALE: 1/16' 1' -0° SCALE t /76' = 1 -0 NOTES: 1) ELEVATIONS SHOWN THUS [ _ "1 INDICATE TOP OF STEEL JOIST z I I . �, p NOTES i To O LA FINISHED F OOR SLAB IS 4 REFERENCE DATUM '0.-01 (BOTTOM OF CECKNG) ABOV< REFER'cNCE DANM. A FLEJA -DNS SHOWN THUS: ( - INDICATE 2) ELEVATIONS SHOWN THUS < "> INDICATE TOP OF PARAPET - - -- - - -- {E%PRES 09 /12 /'U. 1 -- - 7 A i A .v FOOT, ELEVATIONS ABOVE REFERENCE DATUM. _L,A.:ONS BELOW REFERENCE DAT,/ - A -7 3) TYPE •B' ROOF DECK SHALL BE ATTACHED TO ALL SUPPORTS PER • 31 BOTTOM OF ALL EXTERIOR FOOTINGS SHALL SE 1. --T M NIMUM ROOF DECK WEDING SCHEDULE (THIS SHEET). BUILDING 'A' HIGH mew SHUTLER BELOW LOWEST ADJACENT GRADE 4) SEE SHEET S -2 FOR JOIST GIRDER SCHEDULE. I V ROOF FRAMING PLAN ®•® CONSULTING s; SF, SHE, S FOR FOOTING SCHEDULE ® ®® ENGINEERS Inc. SCALE: 1 /16" = 1' - 0' 1300 -114th Avenue S.E., Sulte 250 Bellevue Weah{ngt ) 4 54 - (208) 450 -4075 FAIL: (208) 450 -4078 ROOF DECK WELDING SCHEDULE ROOF GIRDER OF SS DESIGN CRITERIA PUDDLE WELDS A LLOV/ABLE MARK DECK AF 36" WIDE SIDE LAP SHEAR PARK PLACE GAGE SHEET AT EA FASTENING MARK DEPTH NOMENCLATURE LIVE LOAD PARK SUPPORT @ 22 4. #10 TEKS 0 10o.c- 245S/' PG-1A I 36' 36V26N9.2 5.6" 17501 SOUTH CENTER PARKWAY ' ® 22 e qtD TEKS 0 12"o c. 316f /• RG -2A1 36" 36VG6N8.8' 5.4x TURNER AND ASSOCIATES ® 22 7 #10 TEKS 012 "o. c. 397 # / PG -3A 36" 1 36VG6N9.7' 59K 18420 24th PLACE N.E. ARCHITECTS SEATTLE, WASHINGTON 98155 ® oc. 22 I 7 U70 TEKS 09 " 4 12 # /' RG -16 j 36" 1 36VG6N 11.0 6.7 ® 20 7 ;[,o TEKS ®lo ,- 479`/ Rc 1r 3s 36vc6N11.1 6.7" TELE: (206) 365-7431 FAX: (206) 365 -7504 '` _ „NG ' .,u:.„ •D BLDG 'A' FOUNDATION & ROOF FRAMING PLANS I `•-.5' i - - -- f ROOF DECK WE D S CHEDULE Nom. RG 2Cj 28' 28vc4N10 -7'` ROOF DECK WELDING SCHEDULE & DIAGRAMS f - - 2 C' 16 23 '8' 20' 16' 8 1) PROVIDE A6"6 PUDDLE WELDS 0 12 - oc. TO SUPPORTS PARALLEL TO SPAN. 1- -f ' t� ' 1 i ` " E j ! PARK PLACE - TUKWILA, WA ® �,. hT ( /.l_a_.___ I i 2 ) SIDE LAP FASTENERS SHALL BE #10 TEK SCrREWS (_PACING PER SCHEDULE). PG-3C 36" 36VG6N14.i 8.6'� :. I - _ -T I � O I I �J ' I M , JOB: PARK PLACE cc Ir 0 L 3) SEE GENERAL NOTES ON SHEET 5 1 FOR MINIMUM DECK PROPERTIES. 0 � `\ I 1 - \ _Ni N QII I I RG <r 28 28VG4N 13.6' 8.3a FILE: II ; - J` 11 i 0 ' ' ; _ 4) WHERE DECK IS PERPENDICULAR TO BOUNDARY & DRAG STRUTS, PROVIDE W I - \ - • 1 1 \ - 3e m PUDDLE WELD AT EACH FLUTE AT DIAPHRAGM BOUNDARY & DRAG I ENGINEER: J.J.S. ' I BOl.N ! 1 I. \ \ a ` GRID R { 1 - { STRUTS WHERE DECK S PARALLEL TO DIAPHRAGM BOUNDARY S. DRAG 36' 36VG7N17.9'� 7.2 - - I STRUTS, PROVIDE srt+ "0 PUDDLE WELDS 0 1To.c. EXCEPT AS FOLLOWS: RG 1D CHECKED BY: II I ® .k'm PU DDLE DATE: 4 - 27 - 95 .G 2D i 36 36VG7N10.6 6.4 j - - WELD SPACING O 0 0 IO IL I� - 1 SCALE: NOTED I DIAPHRAGM "-DIAPHRAGM 0 DIAPHRAGM 9"o .c- 1 i BOUNDARY I BOUNDARY BOUNDARY F.G -3D; 1 28' 2GSCON11.9' 7 DIAPHRAGM , { � O 9'o c. REVISIONS spuvDARY • � ® O II II I a I 0 Ot OO 0 0© „- 9 O O O a O G ; NOTES: �, II I :I I I I ] V 1 5) ALL HIGH ROOF DECKING SHALL BE ATTACHED PER MARK Q U •-y � - I - - - _ - L _l - A I + 1 I I __ L 1 }LIVE LOAD DEFLECTION SHALL BE LIIAITED TO SPAN /360 (� I TOTAL LOAD DEFLECTION SHALL BE LIMITED o SPAN /24o I - ■ D IA HR AGA � I - DIAPHRAGM ,�, D ----- -'-L) C' 0 MECHANICAL QUIPMEN LOADS, ROOOP UNT LOA05 & / „pUNOARY I BOUNCAP•Y ` BOUNDARY [} SPRINKLER MA LOADS T ARE IN ADDIT IO TO LG SHOWN. U �I 4/ 0 1 I 0 O . 1 O 5 ' �� ^� 7 FASTENERS PER SHEET 3) DEPTH OF JOIST GIRDER BEARING TO BE 6 ". 'A' - _ - t I J - - I 36/7 PATTERN t PER SUPPORT. (ONE 4) TOTAL LOADS SHOWN INCLUDE A 50 PLF ALLOWANCE FOR (_: O 0 0 , /FASTENER EACH FLUTE.) THE GIRD'cR WEIGHT ADJUST T HE T07AL IF REQUIRED. ROOF DIAPHRAGM ® � BUILDING WELDING DIAGRAM b 0 G � 1 PATTERN � 4 PER PER SHEET SCALE, R SUPPORT SHEET , i _ SCALE, i =50' I • I 1 _ f 36/4 _ i 1 1 1 a . I I Ii Oa ' -0" COVERAGE © 9 11 ) DECK TO SUPPORT STRUCTURE f)ct BUILDINGS 'B', 'C' & 'D' FASTENER PATTERNS S .. 2 r� t a ROOF DIAP R M SCALE: 1 " =50' OF 14 0 0 0 0 0 © 0 O 6DJ -6 0 0 ® O Qo NOTES: 8 9 10 �' 11 1 16 r I 2, r -o' I 1 lzos p.. I s- _ -_ g ._ .. ._.__- -__- - 38' - -O' I 38' -0 � pF WAEL 38 " - 3" I 320 48 .0 6 .. ` x 217'1 O.. Pkl;wE: E L '-.- - : - - -.- - I r 'h" I ' 48'- r 10'h" a1' 0" 1 COL's & PAO FTG's i - X11 (17•_p\w ai e -5' ' , 87• _0^ \ �V N � �, fAOE� t RUNNING WALL I PAD o i - S & a OF ALL SUP JOFKTS. •_Q ) r-• -" 0 D -I -3 ( 3 0 , 5 -0 w- ' 24 ._ B Ta.. 4'_5 ',s" 24._5'/4' I 20 - 5'/e' . - + 0 _ \ ( -t' -G o -� - D) c - Z�' -� SEE ARCH :7WG5 2 h 5 0 - ¢ s = i 1 FOR EXTENT _ ._ ' -� '� I `• Q I RETAINING WALL I FACE ( - p^ 4, i = 1 AO E - Z ' L' in _ .. IJ Z! .- - _. t 5' I SEE ARCM DWGS + 1 - - I v • A r 1 F4.5 - (_L _0 . - C.S. ,,,s, Fi -5 - �o f ia F4.5 ! F ) r I R EX TENT • A 5 o P ! FO H t f5 5 'Cc'1 1 t 5•_p - Y' I ' - r 1 a �. N �, '11-,,--, u (- 5• -0 -- G -t I I ci v+ v.. c.* - 1 ' \ I. ' - b � tJ: l • F5 - fl r - J r - _ 1 .a ZIS _ c J + F3.0 f ui, __ _. _-. ++ -F5S � ---' I � G, c= 1 Iv t yy ya \ 9 `,3 } 1 1 +`> 1 +° f �i C.J. 4 1 -31 ���.3 ,. �_ 3� __+�=1r �____ -_ rs� � rri C .OS::P E 1+ - 1 v ti y0 + +y + y g + g +' I 9 + 0 N �li _ L� L'J FT RIP( P; �^ y �+ ys 1 I <ye L y � A I F5 -5.5.5 F5.5 1� ci j T r� 1 r_� r 1 _ - E%STiNG 48"m -- _ - _ _ _ _ - _ - _ - _ + _ _ - _ -F--{- � F- _ - 1 - j-- I (_ -'_G F5.0 ,�\` `\`\�1 1 I �9 - -_ -- LJ L'J L I J L1J L I J_ � lv L J `% STOR DP.A:N. ._G I f5.0 I F5.5 F8.0 F8.0 , .10.0 F8.0 * F8.0 TEP ( -5 r / 3' -3 B, t3 -3 SJ I I : ?,..E L - __ ��. ^ C 3 T. --- 1+ 1 1 +' IV + 0 + � y 0 0 +J-1 1 '_ -_-_ L:J - -_ -_- \ i ® 3 . Co3 Ih� -ly C f 1 '? r-1 -1-} . [ -� ,..,•,' - DRILLED 1 +`° 7 1+ L S -: L'� ^ -- - _-_ L I F -1 L J + \. T" f , t 1 F 8.5 T I '. CIS PIER MP) =55 FS.s I - F7.5 L_ J F " y1 + 1 ! 1 1 i E 7! ! I t0.5 ! :I -: S J ` y CLOS RE J . 3 . 0•. F 5.0 STRIP(P ) �i _.. _.- ___... _.___ i 1 CI OSURE r _ _.- -__ I -- a I I RP(rP) -j T _ +, + _ ! I I 1 > COr': +1+ N + 1 1 + 1. 1 +1 1 +1" 5," 'r C. 1 ELEVA TOP. + ih ='SVz' PC I a ! _ _ S..1, � �F _ 7 _ I- g -- r -I _ _ _ �t� I \ I ! PIT .�`L <n PANEL C.J. a F1 0 - - L: J L!J 1_;_l L! SST y 61 -1 F6.5 E rl I I , FS 5 F5.5 I F5.5 I F5.5 I F5.5 I 1 rnL J_ - L J - - 1_1_1 y 1 T I - i t - J _1 Li'_ �� I - I _ ",1 CJ ' I I : F5 5 1 F5.5 . J F9.5 +1+ I 1 f J 1. FA ..y 1 J -1, FA '.. - _ - S.J. -. , 3• - 3° '1 1 A, 3` -3` 3.-3.„, I 3'_i.. S I !...1 L 1 1 1 1 + 4';‘ ( 1 1 4I S.J I _ rli. r l - , __Q,71 1 Avenue 5 E., Suite 250 1 \ °. C.J_I / rl \ F55 F5.5 I F5.5 , F5.5 F5.5 • i'E-' ', '{ �y+ F?`+ - a 1 L 7 J :. � 1 1 8- 1 r € 55 L _ , F 55 L._.I L I � F6.5 1 y \ F6.0 <I 1 ' I y�` � • = ( S.J. _. _._.________ __ _______ CO REINFORCE - z� ON , 5 1/2 CONCRETE SLAB D 1 1 ' ! _ 17x12 9 BARRIER. ON I w2 9 pwz ! i 2 SAN E 0, FREE-DRAINING GRAVEL (SUB- t_.- ..._. - -. _.. - R ���• . li -__ ___ _--.. __.___ -_. .... ' PREPARED IN ACCORDANCE I � •E h. 1 'u 'v ' ,0 0 } I' 1 y F ' '''- y66 GRADE 1' , > WITH THE EOTECHNICAL REPORT. -I 1 .- - t l r .5 , i-_ __. _ _ = v - F4. . - 'F4`5 fExwn. a9112/ I S.J. ©�! /I '1 D- i L L _ -�� Y c �� �_' T \ =`_ ri -1 r s J -I O - � d F5 e - - - e _ _. c 5 _ .-__ - -- - I �. - - - �, \ t' a "Y i A _ 1 F GS ( -t 0" - F5.5 A I F7.0 CS & C OL's , .`7 . 1 A '� I I 1 : , : DLJ •' r7 I � : -.r ; F+. ^, -6.5 0 ` \° � F4.G -t c OWL K t + p I FOOTING SCHEDULE I 1 ; 1 1 . I (_1 -� F F4p�� G ", (_.,,,_o_ 51.+ ,-6 ' I SEE SHEET S -5 1 F35 F FOP. BUILDING D' _ F' S - Fl 5 F �;�IF3 -5 3.5 + \ F3.5 , ! FOUNDATION PLAN MARK SIZE REINFORCEMENT h4 j I I I + 1 +' I 1 ,' ,,, F4.p �$ `y 1 y 1+ � : '\ 1 I h h1+ 1 y yib + 1 y � I 1 P.C. COL. I I i- M. LINE PARK PLACE 3' -0 'z3' - 0 "x� -10" 3 - #5 E W, 5?TTCLt I I ! - 1 TO FACE OF F3.5 1 - 6 "z3'- 6 " x0• -10" i ''i� 3 - #5 EW, BOIT..! 2_ , I 1 - . I I 1 1 1 7501 SOUTH CENTER PARKWAY 1 I �o FAECOLEO� 7'_2' 22' -0 22' 0 " - � I I - L3 3 '': 7 _4 70 7. I ARCH. . F4 -0 I. 4' -0 "x4' 0 "xC' - , 3 #5 E -w -. BOTiGy! - OJ `` -' �' C `/ t 3 t 2 J 2 1 84 -2 ,, TURNER al ! 2' " 1 I 4 � 2G 6 AS ? 5D' °' 9 _ 6' - > RNER AND ASSOCIATES F4.5 I 4'- 6 "x4-'-6' xO'- i" 4 - #5 EW., BOTTOM - _-- _ _ _ _ 16 2 U - -- '1 - I 0 O 0 18420 24th PLACE N.E. ARCHITECTS F5.0 .I 5• -0 "x5' 0 -0 5 - #5 E.W'., BOTTOM ^ 0 6 1 6 SEATTLE, WASHINGTON 98155 FT. 5 I 5'- 6"x5'- 6 "x1' - 1 - 6 - #5 EW., BOTTOM BUILDINGS 'B' & 'C' TELE: (206) 365 -7431 FAX: (206) 365 -7504 FOUNDATION PLAN F60 6' -0 "x6' 0"x1' 2 5 - #6 EW', BOITUM 1=1/)' BUILDING '8' -'C' FOUNDATION PLAN SCALE: 1/16" = V-0" - Q. FOOTING SCHEDULE NOTE- Li TCc JF FINIS - ES F LAB IS 2 5' 0" SO. STORM 5• -T" 50. ( PE R I - F65 o'- 6"x6' 6"x1' 6 #6 E._ B0 ,,,, P-FERFNCE DATUMIO' 0 S. FOOTING STORM FOOTS, PARK F - 1 PARK PLACE TUKWILA, WA • EVAIONS SHOW THUS (_ - ' _ " ) IND ICATE TOP OF FOOTING 1 _ „ ' -E _ TS COL. F7.0 7'-0 "x7•-0 "x1• - 7 -#6 E EOTTOM EF �E✓A : BEL 1 V REFERL NCE DAT CONC. SLAB I PER PLAN JOB: PARK PLACE FILE: � j 2_T; 0'.' OF A EXTERIOR FOOTINGS SHALL BE '.' -6" MINIMUM P.C. PANEL I PER PLXN 9.. O,r OXESR ADJAC`c NT GRADE 1 (PEP. PLANT F7.5 7' -6'x7' S "xt' -6 7- # EM.. BOTTOM _ ENGINEER: J.J.S. , S IN CHECKED C H ECKS BY: F8.0 , 8' - O "x8' - 0 "xi' - 7 i 8 - #6 Ew., BOTTOM I EXTEND 1 DATE: 4 - 27 - 95 - , f2,) CV1541111111 Di 1 I Fl RENF a l\ 11 _ SCALE: NOTED F8.5 I 8' -6 "x8' - 6"x1' 8" #" EW -, BOTTOM GRAD ".M II INTO • d d a_ o d 1 31 - #7 BARS VERT. REVISIONS FIN. FLOGP. _ _. -_ __ -. EQUALLY SPACED F9.0 9'- 0'x9' - 0 "x 7' -9 t ,0 - #6 E.W., BOTTOM ELEV = 34.00' 2 0 GRADE F -3 _ c . BALANCE PER l - TIES O 2 - #5 CO. NT. TOR' SECTION A -1 BEAM • s TOP OF FOOTING Fo 5 ' 9•_6 6"x 8 - #7 E.'N., BOTTOM �! ELEV = 32.00' _ , __ -)- �r3" CLR. T (PER PLAN T _Ji ! _ J 4 - u - 1 � EL_N = 30.00' -- \ / , a EW-. BOTTOM - I ELEV = 29.00' =Mall 11 4 .70.0 10'-0,10 9 -Q7 - 1 11'/<" CONT. V - ''.-_ \ / 1 - FOOTING .10.5 10' -6 "x10'- 6 "z2' -O" iC - #J E.W-, BOTTOM PAD FOOTING \ 12 / N v ° d #4 STIP.RUPS \ A oZ z S r.'. (TRANSVERSE) 10 "o c- FULL PER PLAN (TYP) \ ,,, // 4 - #5 �_IZ' u Al v z TOP REINS IS 2" CLE4R : J LENGTH OF I (NP) ua G � ! 10 - #7 Lr f • BOTTOM L W. (LONGITUDINAL) BOTTOM RFINF. IS 3" CLR. ` \ / `I, 4 6' ' 6 "x55' EE6 x # 6 - #5 LW TOP L GRADE BEAM \ ao \ < #a� ®I2 "o. SHEET FA 2•0" DP 5 ® 14 "o c w., d FULL HEIGHT LINE 7 O °7 CONT I 1 \ / PAD FOOTING 1UST \ \ / / FROM ID S PIPE # ralE BTTOM 'iI FIELD VERIFY EXISTING " a J " I.E. ELEV = 21.22' ELEVATIONS A �I TOP & BOTTOM R d re 6 6' x46' 1 x LW-, TOP E W'- (EACH `NAY TIE TRANSVERSE REINF. 2 ` \ ( -3" DEEP #:4 7o SW.. TO TOP OF BOTTOM RENF I I TOP & BOTTOM . : 1 DRILLED BIER & BOTTOM OF TOP REINF. S ENO 3 NOTE TYPICAL SECTION A -3 ELEVATION' B -3 SECTION C -3 SOME FOOTINGS IN SCHEDULE MAY NOT BE USED. REINFORCEMENT PLACEMENT OF 14. , � 9 NOTES: _ -i I t 2i2' -6'. T I 1205 0" A2 I .. : — _.- __- _._._- - _ 2. i!`FACE OF I 35' _ -0 - . 3 -__ TE 38' -G' 1 38' -0" II WALL 200•_6" i,217.-0" t W v nue HI S _ r ., Suite 250 I 381-5. 8 ._5 38. 3 48' -i4T-101/2" 48' -10'h" 41'�� V mb BRIDGING BY JOIST I i87' 9" 12' -0" GRID ©® t 12• -9" UFACTURER RE QUIRED BY SPGFICATIONS t A A I t Z � H K -5 C -6 ICAL ALL BAYS) I O ' ' � • '�20• -9 "] za s " r t ow+ : « + a 1 c -6 M -14. \i___ - -- - -_ -._ �C- ,� I / —� C -fi / - I 21• -D'� _ mi I O 1 bl J u [26' 8• n 20'- 11'h•)� i I 101 F[-6 I [26 v V N - • 8" 1.1 2 I[ 7._8" • ---- - '' - " Q m m I I [ ' I I C - g u K =6 1 - � � I :r [27• •,"_61,,,,,,.„01,,,,,2 L -14 o A j ; ti W 70x1: G I I CA= O }F -6 (1—,3 27' -0 "] ] DPP. -- -- - , D -6c I � 1 D-6 21' -3"] 21' —Y] owt I 27' - 0 x I N • — b E •e• I ''' Illzr 6 I 27 _ "] V ^ / / ''ROOF DECK HE I a rn N L C - . =- 3 • ` — T— SEE ATFACr*7- I r I I dJ Zt T] I "I� I o < ¢ I - SCHEDULE FOR _ E - P rc ®I:1` ¢ 9 ^ - �I ���� Ga.GE I I t x �zr -e �N{27 -a"] i �zt• - " j 4 N[21.-g1 4 N[21.-g1 I [zt' -s' P - - - - -- - - -- - - - - i Q 3 a 1 O U _ K -14 � _�__ H I ] 1 - - 3 K-14 E -6 27' -7'] 21 1 2s -to 2r -to ] [zr -to I I I o 27 T] m I m m [27._7.. o i p_e I I I ; 3 ct a °- 1 ' ,S -6 3 7 I U rc v U D 14 L m x a x m ! 22•_6.5 ] 22' 6 :`] i 22' -6'h ^] 22'_61h "]. {22' -6 h" 3 3 D -6 28 ,. v a l P -fi ,[2z• -a ;h) �2r -s'h "] {zr -6'�" �za' -s'h"] / 26K7 / _ / 2..7 r 1 / 26K7 I / 26K7 / 26K7 d / E -6 / / / J -14 - J -14 _ J' � 6 , h , ] I 'W m / 26K7 k 26K7 / 26K7 _ / / 30K11 / 30K71 . / I - _ 2 2 I ¢ c m I V I V n C - °.I _I 23 /23 /{ -5" I i[ -5 " ] [23' -51 D I - 1 d / E -6 d / /� E_6 ! -74 (I J f I _ P -6 -4.1 11.-/ J29' -4 "] W7 \! [2H 9' 4..� _ �/ W1.351 CA =1, W7 W -6 Wt8x35 CA= 7' /<'} W78r35(CA 1 /'') 9 8.35(CA 1 < ") HIGH 8 35( A 1 U< ) G 2 SIM DRA RUF DRAG STPUT • ! DRP.GI SIR._ - -. -- -- .PP ". I F -14 H- W18 x35(CA -1th ) • U -6 T -6 W78x35(CA 7 L OW �H -14 F. Y6 �F -74 �[23' 7") V -6 ti 2� -TJ V -6 -, m m m m a [23t [24• -r ^ E -I4 -i u 4L -6 " NOTE. _ I■ . [23• 7•}� 6 ¢ 4 ti c V V �� � 0 -6 c c m ROOF JOIST MANUFACTURER - ' V SHALL DESIGN ALL ROOF v r+ V o f 3 ti ti JOISTS T SOOT PO N LOAD c> ro I SUSPE NDED ca N WALL, n K 2a' -3 '.1 ( S' 24-3'h" 24-3'h" MERCHANDISING DISPLAYS, ETC- % ] //• I ] / J ' 24' -3 V " ] [ ' ; I AT ANY JOIST PANEL POINT 3 3 E - - f L E-6 / (UPPER OR LOWER. ONE POINT LOAD 6 dd ' d P _ 8 I I PER JOIST) `f I P -6 P -6 - - - -- - K TOK i '.� 24.-51 [24' -5 1/2"1 I 124' -5 fi ] I [24' S •h ^7 30K1 t �24 -1 30K7 I [24'-5 1/2" 1111 9 / I I `� ZI m ' S j i 1L_6 i I I ,.� 6 LIIP -E V I 11 c a ‘,2 I L� D -6n e t it D -6 c ! 1 I m m l I C I 1D -6 •� I t c n ¢ m - ` �.1 . , 2" 7 - '� — r ' 25 ._ 2 " D-6 3 E %P: 97127 25' _ 1 25' -2 t ,[25 (u"V 25 2 [ l 25' -2° j [ 44 I ���-�j � / ] = , _ - - ,- ] ] I 25' -4 \i,1 7 , 1 _ .,0 (G. - Lo ° (u )� V 25 - ] i 25•_4"] 25'_4"] \I , 2 5'_4 .. ] 1� xp 1 K 6 K 6 [25' -4 xz I o - vt'_` - o SIM. 25' -4" SIM. \25' -4" " ] S, 25' 4 .„. [ ) N -74 N -74 P -14 2 - -, x � t � ^' 25 4 " ] r, � LY2tx44 (CA-I1/2" W24x68 (CAS W27x84 (CA =1 ") 4 �KSIM - O SHUTLER 1 , ( 3x3,, : ONT (riP) r�'`- R!! �� 10 M_6 { — _ -. - - -- z2.7 ( c a = off� I 25 ._ 6 . [ ._6^ o' ® ® CONSULTING .a _.- N 7 I/I ( i ® zax] L x b. ) b . t el 25 ro� �� • 7 lc.'1 , ' 7u•v1 Y' , . -6'] .� S di v e. r : 9 I <20 -5 M -6 < 6' o I v j z6' -6' <z6' -6" `• ® ®® ENGINEERS Inc. ! 7H -7 - 7 H -7 M_6 - i [R w G - 7 tu. -ol® V aun za%z zun th ! e aaKT ,: /e(u - / v) `` i I \: a I1,, 1300- Bell AWeelssn ton 98004 S 5 • <26' -6 I � wenu W24x68 (CA- / _ _ W24 68 (CA 4 ) - rct' I K kl: I i _ _ -- _ (208) 450 4075 FAX: (208) 450 -4078 I 1 r (cA - Y)I �_ 3cw� _ ___ b _ _ _ - rb b a l, F w 1.+ - 1 Y o,t m ) i. l <26' 6" . t � I + act ,, u -e I I ( ` SEE SHEET 5 5 ow . S c ' ITYP I I fw+ I n a:as w wta,rc "- - Lo FOR BUILDING D _- f G •' :. ! »w H - 7 - F 7 .. _ -.. _ :.- 7 I =rz ( a . o 'z i ROOF FRMG. PLAN I 1 I on � ' I c • I 7 . r1..- �' 25 11.. 1 S 7 ':,, ( I , ! !: TM t I j , : DIM. LINE TO FACE OF PARK P �' - ! ! 1 (TYP) ! ( l !, PLACE - il 1 I I I i I I P.C. COL. i It ! j I I DIM. o FncEE°F 17501 SOUTH CENTER PARKWAY 72 ' 22 -0 16 - 20' 0 �1' 4 R 1 1 -4 t2 "' 34' C h 1 4 4 20• 20 - ARCH CO A i -0- / -5 5•J `..3 3'- 0/' \2• -5" 1- 2 - 0'- 3 ° .J \3. 3 -5 "J 2 5 " 2' 5J; l3 C 0 < 12 -3 `: 3, 0 `3. 0" 94 2 sG -G" 6 -9; 26 r- 3 sa -- " TURNER AND ASSOCIATES 7_ 3 I 6._�. j 25' -3" 2 0 112'_7, ,, 2' -1O' ,.,,, -7. _ O 1 1 1 6 O 1E420 24th W PLACE N.E. ARCHITECTS. 6 SEATTLE, WASHINGTON 98155 TELE: (206) 365 -7431 FAX: (206) 365 -7504 BUILDING 'B' -'C' ROOF FRAMING PLAN ...,,,,,,d,,, / Ia . x14G LA 10 GA O'xt5GA PARK PLACE — TUKWILA, WA Yxt6 , 9 16 GA 8"x16 G0. 1 SiEEt 'OI6V STEEL .1015 / • STEEL J015t • STEEL tI015 8"x16 G4 /- L ao!sT „s JOIST o r _ o arO : o ¢.. o z . 818 X015 JOB: PARK PLACE • a - o0 6T /' oza o.a oz?' '�, _ s A �✓ I ® o. =. FILE: j - i . i l J < R \ s Ei o I� to'x y / tvxl6 cn s °�� } I - JI D J.J.S. L-- it j _ J try o / / CHE `"s s_ v DAT SCA SIM SIM REVISIONS BUILDING 'B' HIGH BUILDING 'C' HIGH ROOF FRAMING PLAN ROOF FRAMING PLAN SCALE: 1/16" = 1' -0" SCALE: 1 /16 "= 1' -0" BUILDINGS 'B' & 'C' N ROOF FRAMING PLAN SCALE: 1/16` = 1' 0" NOTES: 1 ) ELEVATIONS SHOWN THUS: [' - "] INDI E CATOP OF STEEL 'Si (BOTTOM OF DECKING) ABOVE REFERENCE DATUM. T SHEET 2) ELEVATIONS S HOWN TH: _'-"> INDICATE TOP' OF PARAPET ELEVATIONS ABOVE REFERENC E DAT _UM 3) TYPE 'B' ROOF DECK SHALL BE ATTACHED TO ALL SUPPORTS PER ® ROOF. DECK SCHEDULE. SEE SHEET S -2 FOR SCHEDULE. 4) SEE SHEET S -2 FOR JOIST GIRDER SCHEDULE. S MI 4 OF 14 Q1 1 1 0 © ® © 16 O1 1 1 0 Q 14 15 16 NOTES: 1 . 205 217.-T DIM. LINE _ _ TO END I�F OF WALL II 4 1•_0• 4 -._ O . 1 r ._C; :1' -0' e ._� I I e ON GRID ®i __ _ _.�_ _. -_�.__ -._ , 4 _. - 4t' -0- 41 41' -p 41•_p II __ I f N T r N n : PROVIDE TROWELED CONTROL Ji. o m^ z z wlci Q ti I 1 ■ nr ` 3 _ L , -) AT ALL CORNERS OF CLOSURE r z N ap 3 �. - i POUR AND 15 A CONTINUATION m F u' 5 o o u,C i �a`d n. v °F ALL D JOINTS. E r Ali I '^ ' A. t c, L -t ..o I l. - CF w -3' -�4 .a� i � 26 '_ 6 " > a • - z;r 1 1r r ° O _ 1 (s o I x F4.° cs. Fa.o L 1 . M I [z° 11 , ] ' . �2 0 1 t 4"] �[zo' -11 ',4 "1 120 'n "1 PO Y - �t F40 y " ' F4.0 � ' tF 'I' / /'� - __ -_ -_ I n LIC 0 � .F.� • ` y 0t t` ' �Y t � a' Sy T j• �, C_ < 2 - 6h] r {21 . -6,1 I 21 1/2") _ -_ -i( 21'- 6'•i "I I. F5.5 F5.5 F5.5 F5.5 � I I BRIDGING BY JOISj E_6 LU I RETAINING WALL SEE MMUFACTURER 1 _ I L -1 SEE ARCH. DWGS I I FS kEQUIRED BY I v I FOR EXTENT I SJI SPECIFIC A.TIONSI N cj i 1 (TYPICAL All BAYS) to N • E%ISeING 48, I A -1 mJ I ° ° I '1 STORM DRAIN - a I 5 -6 L -, F I EP 2.74 / 28K7� / / 28K7 / / 28K7 / / 28K7 / H 2.2 . -51/21 ET rg I 3 -0 "} 1 z2• -s e'] /22 z2-51/2"] • 1/2" t t .,t 48b DRILLED V i t ,+ ✓ S. I S 5 . PIER MP) - f , ". 1 to r 1' -0' PER TH1 ANCE I ) I ORT. A7 THkS LOCAT ION 3. O• ` tt ' U C 4 N P) STRIP (TYP) n TYPE SEE ATTACHM NT 'B' R00 DECK ( ,, 2 Ol 1 N I I SCHEDULE `0 GAGE 1 4 4 I I I 23' -4 h"] 23• -4'< 23' -4'h „) 23'- 4+h..) • I- L :� L� LIJ ! i J - �- T } �/ • F6 .D F6o ! F6 .o '... Ffi I . i - - I WSSr CA= T�`fa" W78r35 CA -h+5' E -6 I - - I DR STRII .p_6 DRAG STRUT W_6 I t' -6" ' V_6 SIM - I a . I CONT. o 0 - FTG. � j j °� - 1 E I S_6 L N • ILA -1 I � i �° -6 I ® O i ,+ �� I 24 -3'k" 24' -3'rz 24' -3'h" n Lam __- L_1 -_ -_- iIJ _ tj I 1 F6.0 F6.0 F6.0 1F - I' E -6 I j ----- 6' -6 "> • ' I of - K_7 I I I 1 F 7 I 1 - �lOK7 CONT. o f I i� N, III _ c-'E I 7JT • { cOri ''''. ....L r �,4,.-.' c tea o I I �Ii a / 25 �] � z5 a.] �l� i o Fso s6 ter ` 6 1 Gs- �' = I _ i ! I , : ] , . I 1 1 X - .c - �'~�- - - _c J I, _ W24.8 (CA 'h ") (C.0 2 _ p 5' 4" 25' - 4" - 4 z t ml ��� SHUTLER 1 _ K -6 SIM. - ® ®® CONSULTING _ • • ! '' -- '_ _ -- -:1 < to (cdl � _ o A-' F 50 - s J F4 . 0 - F40 - ':3C F50 A - ' � 1 =, i O 25 -6" J so cw+ - 7 -'.∎+o G ' (2 • / I r� . ,- o 11 : 3 z, CONT. s - ' �'.T' s] 53.3 ,. w ® ®® ENGINEERS Inc. ( - - °" El I f r p " ) { n ° y r - F6s ; ❑ ! 1 Lam ❑ I v 1 1 3 • 9 e ' -v 1300-114. Avenue s.E., Suite 250 Fz o r s 4.o I ( i cw '• I se , 1 L U �'' ( '� M 6 - Bellevue, Washington 88004 w I K+ G a� K -1 F7 O • i 0 F7.0 w 26' -c > M 6 G26' -6 1 _ 1 I j 26' -6 "> 26' -6 "> gton 4C 0T [A 1 j , z 1 - i () • ' i t - (206) 450 -4075 FAX: (206) 450 -4076 =1 `� n 0 y0+ --4- -, ` H 7 •l EET ET 6 'C' E RAMING PLAN L ! i l • COLUMN _ ..._ ^. ; <._,__ ' ,; < x z 1 I z " .. _7 1 j •• 2t• -< i i 17501 SOUTH CENTER PARKWAY DIM. LINE i 1 1 TO P.C. I r 20 < _ 8 _. _ i. 3 �. - - 2 5" I I 2 i ' - 5" . t.-5.-2" _ ._ __ .: 1 ` 3 ._.Y ._O" 2-5" 1 . 2._Y , -.3'-e - 3 " 2' 5 � / 1 .3'-, .3'-, 3 O DIM. LINE 94. -2 .. .. 2. . - --3.-.2" ` DIM O ENDS h , 2 „ 72._0" .3 2" T -0 "-} TO SLAB OF WALL ( TURNER AND ASSOCIATES 235' -7' __ _ i6 '_e' BREAK - =_c -8 ^ 1 , -'~y 0 0 18420 24th PLACE N.E. ARCHITECTS SEATTLE, WASHINGTON 98155 - Y - ' - Da BUILDING 'D' BUILDING 'D' N FOUNDATION PLAN 8,6 e 1fi TELE: (206) 365 -7431 FAX: (206) 365 -7504 SCALE 1/16" = 1' -0" ® l -- f _ . ,16 aolsr ROOF FRAMING PLAN BUILDING 'D' FOUNDATION & I Uzi ROOF FRAMING PLAN CA "� - SCALE. 1/16 - 1 -0" NOTES G. SHEETS 3 FOR FOUNDATION PLAN NOTES A r _ FOOTING SCHEDULE- I - - - 17 -'7,3 7 .. j_ .- i 1 - J O F� 1) SEE SHEET 5 4 FOR ROOF FRAMING PLAN NOTE. PARK PLACE TUKWILA, WA - 21 HE FLOOR SLAB FROM GRID 11; O GRID '5 . I-- i1 r 2) SEE SHEETS 2 FOR ROOF DECK ATTACHMENT SCHEDULE X6 & JOIST GIRDER SCHEDULE. JOB: PARK PLACE ('SPORT AUTHORITY) SHALL BE REINFORCED WITH Ia WITH - -- !I - - --� 6 W2 0/W O W W F & FIBER REINFCRC MENT & SHALL HA c A 28 DAY COMPRESSIVE S ?RENGTH G -7 H -7 H -7 G -7 FILE: OF 4000 os ENGINEER: J.J.S. CHECKED BY DATE: 4 -27 -95 BUILDING 'D' HIGH SCALE: NOTED CONTINUOUS KEY N ROOF FRAMING PLAN . REVISIONS - .. (REMOVE PRIOR TO PLACING LACING NEXT PCVR)1 SCALE: 1/16" = 1' - 5" 1/2 "9x3' - SMOOTH \ e JOINT LOCATION PER JOINT LOCATION PER DOWEL Se 24 "o.c. \ FOUNDATION PLAN vA. CUT BOTH ENDS FOUNDATION FLAN � CCNCR ETE SLAB WTHOUT FLARE & / 1/2s DEEP PER F CONCRETE SLA9 GREASE ONE END SAWN JOINT �FER PLAN 6x6 W20/W20 WWF 2" SANG � � . _ _ CENTER IN SLAB 1 - -. \:_. r _ 1 - . GRAVEL BASE SUPPORTED BY CHAIRS OR / / i ;_ ___ STOP AT C J- 2 SAND 5.6 W2 0 /WZ.O W. W.F VAPOR BARRIER - _ _. CENIEk IN SLAB SHEET NO ALL MESH SHALL B VAPOR BARRIEP / E BAR SUPPORT TO MAINTAIN GRAVEL BASE - PLACEMENT AT MIDDEPTH OF ' NMI THE SLAB - - CONSTRUCTION JOINT (C.J.) FOR CONTROL JOINT (S.J.) FOR .......0( I SPORTS AUTHORITY SPORTS AUTHORITY OF 14 NOTES: 0 2 r PLATE O w/ m AB STEEL DECK -` s 0 ® 48"o .c. Y sw :. : j ,i "c s' s =r , PLAN] @ P IC ( .,__ P.C, PANEL - ' FVARIES] € oI `" °F - KPER PLAN> SEE ELEVATION FOR SIZE & REINFORCING ' - [YAP, oo - ] RIGID INSULATION o. 8 ,-1 =-- o—� -- BE�A Y J015T5 ! - 1 ; .I I,.. CONT. f 33z','• w/ 1 O RIGID INSULATION PER a PER ARCH. ARCH. (EMBED 3 • m EXP. BOLT O 24'c c STEEL DECK 'h" MIN.) r RIGID - PER PLAN IQ3 §x420' 6" w/ PER APCI- 0 i" BRG. IC w /4- . "m RIGID INSULATION / •! RIGID INSULATION STEEL DECK 2 -3a "m A325N BOLTS [VARIES] y PER ARCH. DETAIL b i ,STEEL C CM' -� PER APCH. PER PLAN A325N BOLTS IN T Y / ,` Ll 1� LON SLOTTED HOLES r T �SEEL DECK j f PER PLAN \ STEEL DECK ,§ h to/ 'P ' A i , C_g PER P1AN '4 .S PER PLAN TM/ // o . _ - mss. i F P , _ — -- - — - w _ �s� -- [ f i EP „,,,,q „,,,,q - - -�� — – _ I li; STEEL 'O:SF O"Thi 0_ _ nf'a .PA, \E NDTH / / I STEEL JOIST 941 / ;Sap eF"TWEEN` V ET B /fL o _-J �., ' PER PLAN / I \ / s:, n \ ` l t �/ JOISTS t I I / I T I / \ / 3 . \ STEEL BEA� PER PLAN I ] I HO RIZONTAL CR I b HORIZONTAL OR r TYP. • ' JO•ST MFR. K BY J015T MFR. ® G F R PANEL �� ` > 1 SEE ELEVATION 1 i I / BRtCGINC- � r I � DIAGONAL BRIDGING � � � P.'h xPNNEL WIDTHx FOR REINF. r I ] _- — _ - ® P.C. PANEL F - 2 /PANEL APL Vt!N; —.:. -- - BEYOND 0 1 PER , (T1IF. PANEL _ 6; ... STEEL JOIST •_. ' GA--' - S c ELEV F PER PLAN Y I_J 43x3x'• >xl' -0” ZE &. PS�YF b9 �; "z4x0' -6" w / ^ ?'•"m EXP. P -C- PANEL EE $3x3z'i•xt' - STEEL JOIST GIRDER STABILZER P — STEEL JOIST GIRDE BOLTS ®9" GA. EV FCP SQE w /2-1• "m EXP. BRACING PER JOIST PER PLAN (DO NOT WELD TO PER PLAN (TYP.) (EMBED 3:2" MIN.) & REIV,C:NG BOLTS ®9" GA. & GIRDER. MFR. (STEEL BEAM JOIST GIRDER) TYP. (EMBED 3'h" MIN.) PEP. PLAN ® STEEL JOIST SIN. SECT.) T.S. COL. PER PLAN PER PLAN SECTION A -6 SECTION B -6 SECTION C -6 SECTION D -6 SECTION E -6 SECTION F -6 SCALE: , =1 . -0" SCALE: =1 -0 SCALE: " =1' -0 SCALE: Ss" =1' -0" SCALE: 3a " =1' -0" SCALE: , =1' -O" y , - 0. iDZ 0 v . s DE TOE 0 STEEL DECF: r �' ['ER PLAN PEP. PLAN STEEL DECK 5 oc PER ,,PLAN I c/o :J - If` io Cax NUOUS c BM .105i sEAr 6ER F! AN> { �_ STEEL DEC 0 >< i z a J.<PER PIAN> - e - R & J _ [ P ] l S PER !RY K c A ' h ' ,� 4 J Z3 x,a CONT I ROOF DECK -.- - I x' x' PER P LAN J SECTION PER FER WN / i 4 x2'k z'' /s - w /' /. 'm E %P BOLTS ar.-a PER PLAN P BEPNEEN JOST RIGID PE INSULATION 9? §' RIGID INSULATION 9, BETWEEN JOISTS I [VARIES] ® 24'o .c RIGID AR INSULATION - Y ?? rPER ARCH. R ARCH. (EMBED 3 h ) `TYT PER CH. O / T < T7 F. p � S i3 �" DE CONTIN : �z>,g ^' O ) l � [VARIES] / G © K -6 S IM . COORDINATE / RIGID CYSUTATiON / Z -RIGID INSUWTWN .. / JOST w/ _ _— WIST MFR w/ I I DETAIL I i �� [VARIES] PER ARCH FER ARCH. 9 I� / m',-71,7-',,; Y. [ 1 RIGID INSULATION F 9 N }{ ,r STEEL DECK DETAIL [I j rSTEEL DE .-, ' 1 I 1_ [ DETAIL I PER ARCH. [&. Pt:] FER PL;. PE R' PLAN _ - OIS I PER PLAN d L't�F] 3 SIDES 77 CONT. ///4x1' -6" y: i DETUL R �� (� L�JI � L�� � pE �'"... 12' % xPANEL WIDTH / I' S ( STEEL DECK swam ��a JOISTS l �• r 1 . _ { I B0.LANC E PER 1 iYP \ ® 78"o c. :., J t I ( 1 HRG _ w/ 6 _ r i L. .. \ �� - t , A32 --r— _ o l ; - I ` LONG TTED SFPEL LAN " -0 / S i EL ''' \ � pF , p Ir LAN ] ) T[ : F i 6xsz x { I -a> i E s � .1 I LIEN. P.C. PANEL EE -3 Ixr EL Eli: .OR ZE ii P.0 PANE SEE Y. F OLUMN '� All. � �LA E! EV- FOR SIZE LAN J Y 3STE PER WELD DO M):1 WELD TO PER PLAN JOIST GIRDER JOIST GIRDER SECTION G -6 SECTION H -6 SECTION J -6 SECTION K -6 SECTION L -6 SECTION TURNER AND ASSOCIATES F ,. E M -6i�, SCALE: 34" =1' -0' SCALE -1 -0 SCAL- 3' > -i' -O SCALE: , =T' -0" SCALE: 3:" =1' -0' SCALE: 3'a " =1' -0" I I ' O • O COORDINATE [PER PV ] PER PLAN O IQV x5x2 -2" , / I , � : � ] " . . PER PLAN BOLT SIZE & O 2x PATE ■ GAGE w / JOIST w/, m AB. U >s o IA. - A E '; i MANUFACTURER 0 4a o.c. CO - 1111011111E 6 J.GPER PN> TMP / � - — [PER PLAN] ] I PC PANEL — E •E•� Ds 12 .. Y / zl` CO AT. w/ 1T e ' , GO DEC, 1 1 ! I "EE ELEVATION r04 ' 3 m EX BO L � F j R -N - I N " G (( \\ 3:� S• }� ,ER PLA Tim 48 "o c TS / -!D \ LEATCON Y 8 I - I� (EMBED 3'k ") +N 5 5 , / ! . N_A ARCH. 0 [PER FLAN: —�—] \ /// T g 1' 9" SHUTLER �.I — i le ex x - T - ,. G �� I I y -1 ." I - _ ® CONSULTING i "' .,E- ! \ Fa�� = DETAIL _ c on'T. 43 3 - ' _.':' ( I II Iz z ®�® ENGINEERS Inc. I I — w/� " m EXP. I on TYP. P [VARIES] RIGID INSULATION < ' YP. r 1, 1300 -114th Avenue ., 45x3r3¢ xi' -0" r - � - i .'i cr, ( STE BEAM - -- X §8 o c. [ ] , vue S E Suite 250 e _ J L [ �! 1" BOLT ® PER ARC PL:N 5 ' T.S. COLUMN Bellevue, v S.E Suite 0 EA. JOIST w/ - :y i PER PLAN �I ( EMBED 3'R MIN ► .S ] - 7' - 1 , _ \ l' 2 -, EXP. BOLT' ''\ (TYF, _ ; I I I�� / —STEc DE CK Y / TYp. PER PWN (EMBED 31h ") r ' t 4 PFP is ,§ • 1 ;z TYP. / PER P L:.N STEEL BEAM (206) 450 -4075 F AX: (208) 450 -4078 IP "c SE CT M -6 t z=r•3 f I El. zHx1' - 1" 1_, � PER PLAN (ttP.)� JOIST GIRDER _ _ _ w/2 ''0 I I P C PER PLAN (CO) P. D \ i I ` _ -- i_ I 3 smES JOSTURER.1 SIZE & REINFORCING � � � A3 25 N BOL TS —\ I imp' STP - v BETEEN Y St EL JOIST PE PLAN JOS GIRD DESIGN IT MANUFAC FOR 2720% —� imp' ar I \ �. 1 2 I PER PW(TY) 4 � r APPLIED ® I D p D A J OIST I I I 8070M OF JI 14" Jr / I T.S. COL PAPLL r I 1 W aN� I ' �� I I too –le w JA PER ARCH. _ !- I , n \ `Y lll�����■ / !� I I 17501 SOUTH CENTER PARKWAY 'V - £ TH U COL _ , ---BAR ---BAR SCI �, �? P PLAN T„� `L / / 1 I TH n SS L w /lO m ..2_.N - _ FLAN �, \ , \ A :A' DECK. R h CROILG 6 EACH END— - - C. Pn_ ✓ ✓.HI 1 .[ \ 1 r - ! 1 N - P TH COL �2x'S'° o„ /' << ;`= 2 d 0325N BOLTS (TYP. ) I F - COLUMN w I • 4 2 , z x; PER PLAN E VERT �• a' GA - 18420 TT SEATTLE, 24th W ASHINGTON 96155 PLACE N.E. ARCHITECTS '[ BETWEEN BAP. O '' '.. �/ SEA JOIST `2 -]/3 � � I I! I TT W u p. 1 I e. DE n SECTION N -6 SECTION P -6 SECTION R -6 SECTION S -6 SECTION T -6 S ECTION U -6 TELE: (206) 365 - 7431 FAX: (206) 365 - 7504 SCALE: '- z " =1' -0' SCALE: ,='' -.O" SCALE: =1' -0" SCALE ." =1' -0" , SC.ALE 3/4" =1' -0" SCALE. 3: " =1' -0' ROOF FRAMING SECTIONS UPPER PAN P.) E UPPER PANEL C5x167o0' -4" -"L''''-,- o.NT ( POINT (TYP.) � , csx6.7 PARK PLACE — TUKWILA, WA O I_. � � F 0 —S °/ I + ► CO NTINUOUS CURB JOB: PARK PLACE a D I , %e�2 C12 UNDER HVAC [PEP PLAN] ] O �40 ONE ANGLE = ..-..CREATE FILE: R ,;'C IN Jt'.JN q\ \ \�j \ \� MSULATION 'x �` ROC -F DE�ICI, // � �OF�DECl OPEN WEB I I `SEE "DIAGONAL MANUFAOCCTURER LO�EN ED I tH h 3 PEk AFCH. • r - HVAC UNIT & CO I ENGINEER: J.J.S. tPE "' TRAT PANEL I DETAIL a I CHECKED BY: POINT r - > Le J l r GIC . V'ON - / J i 1 1 ! i��I L HVAC SUPPORT DATE: 4 - 27 - 95 \ ■ R8 \ g PLR A Fc NS Cn . S'EE! ..015 BRACE OETAIL PER MECHANICAL S R ' ;) / / CI ® ® �,, Owcs (4000# MAX I SCALE: NOTED v - i'n TYPE 'B' 111111111111111 . j INCLUDING CURE) \ ) ( 1500]/ MAX. ROOF DECK II REACTION `/ � ' \ E AS ` REVISIONS [PER PLAN] - _ - - ����.' - . � 6xJre R J � I , 46x JOI APEZE 6 TWEEN ANY PANEL POINTS. LAN ® WN D AN ANGLE E.S. TO STIFFEN THE TOP CHORD- SEE "DIAGONAL / ------4--------- ( I ASE D- F - L . - I T aCD Ah ANGLE E.S. TO STIFFEN THE BOTTOM CHORD. SEE "DIAGONAL RASE DETP_L . c` y , r6x13x3 0" NOES: PANFLI - CONCENTRATED -. oEk K ,,el 3 SIDES 1) DO NOT CUT OP DRILL THRU ANY JOIST MEMBER. E LOAD POINT GREATER ■E D ar q cp Dft STPU' THAN 3" ) 42xx 0' 2' BAR JOIST TPMENT, ER. FG PWN TYP.) 2) THIS DETAIL IS APPLICABLE TO LOADING FROM MECHANICAL EQUI EACH SIDE ." PER PLAN (TYP.) ( SPRINKLER PIPES ETC- NOTES: 2 ' \____DRAG STRUT 3; ROOF JOIST ARE DESIGNED TO SUPPORT AN EQUIVALENT UNIFORM 7) WHERE CONCENTRATED LOADS ARE SUPPORTED BY JOIST CHORDS / ® L1 3z3x'< EACH SIDE PER ?LAN J SHEET 4 COLLATERAL DEAD LOAD OF 6 POUNDS PER SQUARE FOOT (OF ROOF &ARE LOCATED MORE THAN 3� FROM A PANEL POINT CENTERLINE, 1!� GF DRAG STRUT AREA/ FOR THE SUPPORT OF SUSPENDED CEILINGS, DUCTS. SPRINKLER P.EINFORCE THE JOIST WITH AN ANGLE BY JOIST MANUFACTURER LINES ETC (15 PSF TOTAL DEAD LOAD ADDITIONALLY ® 8'- 0 "o.c. MAXIMUM P STEEL GIRDER , . . , ROOF JOISTS 1 j--1,1— , FIELD WELD IN PLACE) ER PLAN ) (ES. JOIST,; EXTENDING FROM THE POINT LOAD TO THE NEAREST ( JOI>i GIRDER MEP.. NOTE: ARE DESIGNED FORA SINGLE ADDITIONAL 500# MAXIMUM POINT LOAD PANEL POINT ON THE OPPOSITE CHORD COORDINATE `NEB LAYOUT APPLIED AT ANY PANEL POINT, OR MULTIPLE POINT LOADS APPLIED AT '6x6x 3 /e HVAC TO ALLOW INSTALLATION MULTIPLE PANEL POINTS, PROVIDED THE SUM OF THE TOTAL APPLIED 2) REMOVE LOAD FROM JOIST PRIOR TO WELDING ANGLE. I SUPPORT FRAME ' OF C6x13 POINT LOADS APPLIED TO ANY JOIST DO NOT EXCEED 500#. THIS JOIST PER 1 ADDITIONAL 500'# LOAD IS IN ADDITION TO THE 36 PLF UNIFORM COL PLAN (BEYOND) JOIST GIRDER OR LATERAL LOAD ABOVE. LOADS IN EXCESS OF THIS REQUIRE REVIEW BY BEAM PER PLAN S MN 6 ENGINEER & JOIST MANUFACTURER. ALLOWABLE METHODS & LOCATIONS FOR SECTION V -6 SECTION W -6 HANGING LOADS FROM OPEN WEB STEEL JOISTS DIAGONAL BRACE DETAIL TYPICAL MECHANICAL SUPPORT DETAILS OF 14 SCALE: 3< " =1' -0" SCALE: 3A' - 1 ' -0" SCALE: Y• "_1' -0" pp I14', l 1 k �l 2 / I Nks. N . O APER ARCH. �I - vA1 Y EAM R RC: OL CK•: ,� AC STUD 7- c s 8 A. j �.�� O t CF ! CONT. TRACK U y STL STUD PER PLANF JOIST A.0 I 3 -N10 SCREWS (T/P.) „ ..... � JOIST MANUFACTURER ROOF DECK COL �, 6" P k , j WBs10 ! a: � , I S6 24"o.c, +' ,_ DESiGY FOP ..cT ALL FINISHES POINT LOAD AT EACH (TYP.) A,E CFi `�' � � j PER ARCH. 45,15x, 6' +78 GA. _ CONIQ (LNE LO Afi YEEQ 2 -5. - � ` 1 O ¢ L. I � STEEE $iUDS i A SERE[ - U.L�!RiC PER '�' " CO 2 .�•.• 2 ,� i �. ARC4. 6— FINISH PER ARCH. 2 -/110 SCREWS J NO @ JoU-T DET AIL c DETAIL cc 7 -M10 SCREWS r i ■ UNQER HIGH POOR �I�ws END OF ®EACH CSx6.7 EACH STUD @ETWEEN JOISTS � R PLAN .6/ DE d 46a6xh Y!E BEAM r , I C5x6.7x0' -6" @ET .EEN i ,c.. 1 : --- 2 1 0 7 ® 24'o.c, TO 5x54 JO15T - Y � 80 H SIDES FAS STUD , f , END OF PER FCAN w/ G. @AR JOGST,S TTP.,.. O c , BEAM J <PER > '/a 3 24 "0 7 � �e "m EXP. BOLT — _ _ _ - _ ; 2 -8 SC.. NS — I ¢ W8 I s. II 46x4x V x0' -6" 1 ,* , (EMB 4 ") ~ •. EACH 0 (TIP 45x5x, EEFIN 4�� },)PER PLAN) _ \ / \ I BAR JOISTS B ALANCE P ER _ Y+ 5'x18 GA. STEEL <. ° 5 f. CON'. I —' { STEEL JOIST FASC I STUD ( FLAN TYP y , I ``� � _ STEEL BEAM n. 1 6'x18 GA 1 ° w%2 m OF M BM a8 "o c 2" . MAX. • x JOI . rS 1 `'- — PER PLAN - W.10 S 0 SCREWS DEAIL as 6 "x18 jr_:: / STEEL STUD ^-+ / :_ DEf J015T � i T ,l Sx7 JA PER ARCH. 20 1 `�.'O � C Wi5x22 CSx6.7 MN w/3 w g 24 "o i 6x4x i ,0' S A.> NDREL O ti, SEC BAF JvaST 6 QECn vi v,. l STEEL BEAM T.S. CII �PC. c}YrL —>. PER PLAN FER PLAN � IMINIME PAh1 EA,x7xt• -0" J g� O . 8 7t K PER T EA ( ) Ay,H TC PC ..YEL _ " " PER PLAN + D�' A N BOLTS d I C I STUD ® 'o.c. ARCH. PER PLAN MP. 20 GA. 4's (NP.) : x_C GA 5 t. s c �DN STUD$ ®24 "n c v k,�_N; FASiEkJ�i O 2i o.c. DETAIL a SECTION A -7 ` =, SECTION B -7 SECTION C -7 SECTION D -7 SECTION E -7 SCALE: ,- =I SCALE: " =1' -0" SCREE =/ -0" SCALE: " =1' -0" SCALE: 1/2 -0" .1--1- A `C�1- ` 22 GAGE }. ` r O TypE C r 22 GE O RCH LA///10 SCREW 1 / I (OOF) 2." EAEE ARCHITECTURAL `' J -7 TY - - = ALL FINISHE' i PER ARCH. O 24o.c. _... DRAWINGS FOR PERRORTI „N C G= I j C ' ' y ` : WA LL }PEP. A _ i - 'It/ �__ _H CURAL j V STEEL OECi•:ING �� it 1 J, VARIES 5-TEEL 7 _ \�\ "-I_ POOR DECK ,•- FsNTSH_S 1 50NT_ TRACK r Y RIDGE G'x8 , f � -/ �_ JOIST /' � JO15T EAC SsCE 3 -y}70 SCREWS COL.7 PER VARE$ (TVP.) 20 GA. -.} ER PL4. CH S IDE T. STUD ARC • 5z5x?\e r +9x4 " SEE ARCHITECTURAL'. • . PER PLAN ee nuR f " 4 1 r6 " GA $ 5!EEL JOI57 $ JOI57 D ETAIL. A I _ O 23 o c 1 0 - -8' L.L.V- DRAWINGS FOR 3 -, 10 I G 1 I a•- EWS (TYR.) I ALL FW SHE$� . , � PEP. PLFJV PER PLAN SCR —1 , -0° I —T 7- 10 SCREWS - VARIrj 'F- CSx67s +' -' L TJRY 6 8 GA II EACH STUD (1 s 5'tEC S7'JOS 1 9.;,6-_ O ` STEEL BEAM I ���i TO 5.5 s o . ( : x ^O CA $TEFL , .�, — PER PLAN (NP.) 1 4 , @ 2i > .c. ST o ` I 6 'x D GA. S7Eo EL ;i SU O 24 " c. '.B � -- - i I T� .STE p' �CSxo 7. To O._6- ® Dfj W i5z 22 Sz0' -6" w / I� 0- 5 g EL . 24 "o c. (TYP } = re ^ - 4 0 < STt 6M SEE SECT. 6 '+ Yw P B [rON D� I ( CL} ) WT 5x0' 6' C FAhEL A4 I _ ?0 5x54 I y PER ARCH. fNSULAT w/2 -% "m. A325N I STEEL BEAM - - -" PR rvaN 'lY? 0 1E7 SC S�E ENV I _ 1 r, 10 SCREWS O 1 Ci5s33.5 3 ) FOR PEINF. PER ARCH_ 0 $PEWS 0 PER ARC R BOLTS ® 3' GA PER PLAN (NP.) , EACH JOIST lir /. 2olao.x. 12 0 .< ( ) .e 2of6o � ) h E >.i.N E PER C8x11 5 � CCN's i8 GA __ - - 1 1 1 1$E T 7 = ATTACH STEEL BEAK( 111 ED $TIFFENtR u. sruo ,� I tOY F t0 P C PANEL PEP. PLAN (ttP.) EA. SIDE COLUMN +PER ARCH. ��/ j10 SCREW$ w/ 145 -m CONT 1'7 x1 ry x CONT. 1, xt'n x • 8'2 x8, xt• -2 w/ C8x11.`, Y 4 3 4% A325N BOLTS , EA -' J O75T FOW ER DR^!EY L I i f FTS c E R O I '�L %•N . ER ( FER PLAN 's TS ( TYF -1 PER PLAN r;s TS (TYP.) PER ARCH CONTINUOUS I TOP HELD TO SECTION F - -- STEEL BEAtA STEEL BEAN. 20 GA. 4's (NIP) , x20 GA SS TO FASCIA STUD / / I ' 4 J O 3 PER ARCH. P C1,33.9 I CoNT = xze ass . _ M.AX c oNr R 6 "x18 GA. SOFFIT i \ +6"o -c- ltAJ(. A. $TUC ;w JOIST O 24 • 8.c. -R '''': 4°x T GA. STrtL 3 k x0' S' __ - 5T' OS CCIA 20 W. ER ARC 6 - .18 GA. }. ER ARCH I.' w/2- R Vy • � w/2 3 / < "m A325N (1 - SOFr T JOIST RER ARCH 1 TS CO! PER PLAN BOLTS SECTION F -7 SECTION G -7 - SECTION H -7 SECTION J -7 SECTION K -7 SECTION L -7 �F .- `J ry °h.. SCALE: , " =1' -0 SCALE: • =i' -0 SCALE: =1 -O SCALE h =1 -0 SCALE: 'h" =1' -0" SCALE: " =1' -0" .,''4-!,,• y i • H ms � g o lo io -. ES 09/12 Ws, ( IETI,S i f .1- I COL. I \• - 2 -2 .. R - G -7 ® ®® SHUTLER • L ® ■® CONSULTING DETAIL m V--- _µO i®® ENGINEERS Inc. ,.. =1' , i -i 1300 -114th Avenue S.E.: Suite 250 FASCIA STUD Bellevue, iFeshington 08004 24"o.c /( 450 -4075 FAX: (206) 480 -4078 j'' F_ STEEL BEAM - -_ _: -T! -M G :: ` ?' PER PLAN (NP.) \ —BV 41 /8 FITTED STIFFENER. EA. SIDE 9 COLUMN PARK PLACE 17501 SOUTH CENTER PARKWAY J A.RCN.? LL_ - - -I t T _ PER Y ' � I _ _ cRPLAN TURNER & ASSOCIATES C8 x11.5 I TI., . _0" * ARCHITECTS CONN. I r I � 18420 24th PLACE N.E. SECTION L - '� f SEATTLE, WASHINGTON 98155 � :l CONN. PER SECTON D -7 B-; TELE: FAX: SECTION M -7 (206) 365 -7431 (206) 365 -7504 , SCALE: x " =1' - 0” ROOF FRAMING SECTIONS PARK PLACE — TUKWILA WA JOB: 94 -64 FILE: ENGINEER: JJS CHECKED BY: DATE: 4 -27 -95 SCALE: NOTED REVISIONS SHEET 159 ® bI(I S- OF 14 O O O ® 9� 10 1 0 1`1 NOTES: O T p'r" 8 -70'h ¢WALL & IP ER ! PC. PANEL T _ T.S. COL ARCH. STEEL STUD WALL _ X24"6.6. PER ARCH (TIP.) - (;IrO N E :.F; T I FOR RENT. A4 0 ' . b r I 24' -5 Y4 Zc -SY <" 24' -5' " 24'_5 Y<" � . .} �� SECTO . C I I ,y4° 0 24 "0.6. I. MA!. I k CONC. SLAB 85' 9" i 12' -p" I ._ I PEP. PLAN I` - -- I 3'h x3'h .'/ CON T ,, CONC. SLAB - I STEEL DECY. 76 0 6' 1 31" = 97' -9" w/ #4x2'0" 0 24"o.c. ,. 1 PER PUN ► FPER PLAN 'PEP. PIL4N1 2" A ,Ec ; WALL & ,., IPER Pi -,+NI IPER PLANT T.S. COL FACE OF , WALL - �4 IPER PLAN I l �� © . • __ PER PI �a,_ - _ i r 22�I \ T wc HORIZONTAL OR { \ __ \ \ PEK PL JOIST U -8 I _I • DIAGONAL BRIDGING �T '_ - ELEVATION ^E 8 BY JOIST MFR. PC RANcl. L SEE LEV I FOR F.6NFORCING I I I I L CCNT LEDGER B -6' CO N. PAP. ZS ♦ t,31.3' .4 /� " . SECTION . -8 n JOIST GIRDER PER \ W16z31 �'. PLAN (STEEL BM STEEL JOIST PEP. PLAN (EMBED 4') N \ '( - - I ( )J J • BOLT 24 ° o.c. _y1. _ 0 SIM. SECTION) BAG . �'A_7 8x4ztx0' 4" I BEAM 0 A -BA CA -p N 8 c - -+ -- (.A \_ G 2 FG 2 FG -2 FO, 2 M -8 �'YZx12xi' -0 ° u JOIST PER PLAN M 8 u - _r_ H iST SKEWED TO PEF FLA /4 'k "mx4" WHS 0 EA ' H -SI G 8 \ cN -8 JOIST h I` '�ti 10' I,- I 1 22 GA. TYPE B' TE ` B 86 COMPOSI r o o� n ) . \ DECK j I 3'irz" CONC. sIIR.B 1 SECTION A -8 SECTION B -8 SECTION C -8 SECTION D -8 'Ti SCALE: 3s - =1' -cr SCALE: 3 '." =T` -0' SCALE: 3S " =1' -0 SCALE: 3:" =r -o' B B „°, I " -I f�W /WFfi- W7.4 /w1.a z I �I l. I I . I 0 1/16" = 1 -0 0 JOIST PER P P S J_8 P -8 UN 0 K - 8 FG -4 c G -8 L FG -3, FG -1 8 1 OPP. /� IYizi2 w/4- ¢ JOIST I / H -8 I K-8 - � I J ---,P. . 3h' 0 BOLTS IN ,' OPP. 7 C ONC SLAB SHORT SLOTTED m t PER PUN HOLES .--r JOIST PEP. PLAN o o e • - _ - • I� I -... C B " , m 2- 5 CONT. I - L - - - • L - �` \ C ONC. SUB H AS IPER PLAN PER LAN A325OLT w/2 - TYP- . F - 8 _ _ _ 2 A325N BOLTS BEAM PER i \ p IPER PLAINT It ix6z 7' -0' (TYP.) A -8 I n I W C -8_ `f PLAN w /BOLTS PER GIRDER iA_�.� '�R -'�� `: 1 .�', I �r PER PLAN } � / � - r = i in I - MANUFACTURER ' s ■ J � cone SLOP DETAIL f 6 9RG. DEPTH ��/!� 1 0 � PER PLAN ( TYO ) VERIFY < I _ BRG. DE l I =_- 1 r /_;01ST MFR-' '- - _ 6- P, 'PEP PLAN' - / \ _ - -a (TYP.) VE321Ff / d "' - _ '1---8 3E SFENER w /JOIST MFR_ I I FG -5 FG 5 � • � R -8 - 0 a" COL FITTD ¢ EA. TIF SIDE �:,. ' < h ` _ ,, -Q _ G 8 A 8 ` J �s i >. V I r�P ' I BRIDGING BY JOIST 1 , --;---------11,- I TV ■r TYP is \}� _ \ MANUFACTURER � I jI C� �< I, - \ / 9 T AS REQUIRED BY 'MC I 6 - RG. D6P THI wIIN �_- G 1 I ; 1: IT (TYPICAL ALL BANS) 3' (I VERIFY 'I---.\ BUILDING C2 m 5' . 1 A32,N 'w; .W 15; MFR j ` \ PER PLAN ER J \ I �\ 61iT5 ¢:,32 ~y _ , { I ?APILIZER ` °I I' v SCALE FLOOR FRAMING PLAN ^ (DO NQ WELD TO PER PLAN EP I ' Tye `- E V \. JOIST GIRDER) TYP. ) I J T.S. COLUMN eV E: TS COL PER PLAN I "x4xG" 6 I NOTES: 1) TOP OF SECOND FLOOR SUB IS 14'-0" ABOVE REFERENCE DATUM. I ICI I E�.I_ STAPaUZER 14- I (DO NOT WELD TO 2) TOP OF STEEL JOISTS AND STEEL BEAMS PARALLEL TO STEEL JOISTS I T.S. COL PER PLAN JOIST G1ft €R} TYP. I ARE t3' -E'rz" ABOVE REFERENCE DATUM. JOIST GIRDER - 4x0 6 PER FLAN T.S. COL PEP. PUN II 3) TOP OF STEEL BEAMS AND GIRDERS SUPPORTING STEEL JOIST ARE STABILIZE -R P 73' -3 '/z' ABOVE REFERENCE DATUM. ( DO NIT WELD TO A n' - JOIST (»BIER) TAP. TS COL- PER PLAN - �J Q 4) ALL DECK SHALL BE CONTINUOUS OVER 3 SPANS MINIMUM. SECTION E -8 SECTION F -8 SECTION G -8 SECTION H -8 5) A TACH DECK w/4 ck"m PUDDLE WELDS PER SHEET. FASTEN SIDE LAPS w/ :�s m BUTTON PUNCH OR #10 TEK SCREWS 0 24'o.c. • r SCALE: 3'.' =1' -0 SCALE: 3i " =1' -0' SCALE 3: " =1' -0" SCALE rx =.' -0' 6) DECK TO BEAR 2" MINIMUM ALL SUPPORTING MEMBERS. ry U� O SEE O w � a 0 FLOOR N CRITERIA GIRDER � � 8 P PLAN 1'y, : ::' ,- ; R PL , HA TE ' UNCE - PEP. -- PE IRDER MANUF CTI } I SECTION H -8 GIRDER SEA( `z ` 9112/ L / STEEL DEC MANUFACTURER \ PE.R SECT. H-8 MARK DEPTH NOMENCLATURE I LIVE LOAD P_P p.,,,, s s / CONIC- SLAB PER FLAN M i- � A GONG SLAB ® ®® PER PLAN - f / IPER PLAN art .`, / I P! ANI � V SHUTLER • : { ' . G -1 26 26VGAN39.8 25.7< 111111•111•1111 CONSULTING 1; _ F BRG N -8 s ` �L - , - _ - _ _ 0 ( P E• - IpFR PLAN �I '- 1 ; • colvc S LAB r i � Fc -2 I 26" 26VG4N32.8 21.1` ®® ® ENGINEERS Inc. - PERPLAN SPECIAL FLOOR 130 BellevueAvenue ahfngton 90004 Th :� € DE TAIL I -„ _ 7 5. C I PER PLAN I PECIAL) SEE DIAGRAM GIRDER LOADINGS (208) 450 -4075 FAX: (208} 450 -4078 \ 1 PER PLAN I� T J FG -3 26" 26VG4N (S _ I _ I ' I R.'=zi Gx1 A FG -4 <6 26VG4N28.3" 18.2s Pi P2 P3 / ` \ V \ PEP SECT N 9 - I MARK . - - inimMidill- I,±_!I „� I \ i I►L� �P� NM \ -- -,-,TIE:- DEr . , �, " G -5 G s' I z6vcaalzzc 120 T.L. L.L. T.L. L.L. T.L. L.L. pQUVW pLSQIy� � :► ` 1 (SPECIAL SEE DIAGRAM e a / � \ * ,_ T PC R _R P= -4 / 6 5 -' ��•� G -6 25`JG4N DIAGRAM FG 3 37 2 20.0 134 0 27.9 1 36.9 23.8 ST JGIST / - \ \ r __ I - - -- I PER EEL P LAN (TYP J , A- I xc 6 STABILIZER' P_ I � I ' \ -JOIST GIRDER I I I 17501 SOUTH CENTER PARKWAY R "IF. - U °_. GIRDER !! '0 .O ST ' PER PLAN MP, FG -i 26" I 26vG4N10.5I' I 54 FG -6 1 74.4 I 7.2 1 17.2 I 9.1 120.0 1 11.0 NOM] -IL !sr GIREF \-44,4,..20 ONE SIDE . STEEL BEAN' TURNER & ASSOCIATES PEoR = D OF COLUMN i _ c. E P PER PLAN EMBED C1 w3 I JOIST GIRDER ARCHITECTS N•JT 5- BOLT =6x T -5. COLMN 1 -0 (TYP -) PER PUN (TYP. ) 1)TO LOAD DEFLECTION SHALL BF LIMITED TD SPAN/324 18420 24th PLACE N.E. TOTAL LOAD DEFLE SHA! L BE & PE TO SPAN 240. ?ER FLAN 2) MECHANICAL EQUIPMENT LOADS A SPRINKLER MAIN LOADS SEATTLE, WASHINGTON 96155 ARE IN ADDITION TO LOADS SHOWN. TELE: FAX: SECTION J -8 SECTION K -8 SECTION L -8 SECTION M -8 3) DEPTH OF JOIST GIRDER BEARING TO BE 6 ". (206) 365 - 7431 (206) 365 - 7504 SCALE: S 1' -v SCALE 3'< " =7 " -0" SCALE: 'A " =1' -0' SCALE: 3/4" =1' -O" 4) TOTAL LOADS SHOWN INCLUDE A 80 PL ALLOWANCE FOR THE GIRDER WEIGHT. ADJUST THE TOTAL IF REQUIRED. FLOOR FRAMING PLAN & SECTIONS PANEL CONTINUES - _ a SECT R -8 SIM = L -- RA,x1Dx1' -2" PARK PLACE - TUKWILA WA 0 0 = I- I ; v x6x0' -10" JOB: 94 -64 PC PANEL '_R r - � ." II � ., P.C. PANEL FILE_ T S. OL E /A I NS _t'. N f SEE ELEJATIONS P1 FLAN u ° RE:Nr OPEN / • "- b}ya FOR RENFORCNG ENGINEER: JJS I C -e _ r - rs / D -8 CHECKED BY: ■ CONC SLAB / OCR AN P PERrPUN B DATE: 4 -27 -95 SIT- PER PL 4N 4 ._ 5 . h .. P.C. PANEL I 3 1 ,:`m > _ D ETA IL r I 'PER PLAN I M-8 1-'F 1 t SCALE: NOTED F1 IPE.P F_AN - IPER PLAN . { 5 8 4 v -H S. I T I ■ 11 ice' '� � � 0 - - -0 �,_ I -T - - -9 REVISIONS 2 3< "m A325N 11-4-' 5- I 1 I " 1 ^ I �, I l K- I = t I w /JOIST MFR) BOLTS (COORDINATE � � \ , I r S CONC. SUB PEP. PLAN I r I T - I '1'," I ScrT. 8\ t7 I PER PLAN IA Ib -' - -(/ Y �I • PER P. 4N _ - . STEEL BEAM ST P x10 -- 4„ • P TH S ` r '171 ERE CTION RU COL BGLTS _ 112 � ' / > P xxi' 6" w/ I'ys i 'M525x16 .< m A325N �x6 GI P.GEP. SEAT /5 #52' P i JOIST GIRDER ( ) NOT SHOWN y BOLTS , Fy 1, , `\ o (TRIM FLANGE TO ARITY UN - x`I ) , -< - SHEET WT5,2 5xt' 9, > "I i i . JOIST GIRDER P L I t • RI M FLAN 0 GE TO I SHOWN (T FOR CLARITY I =� P.C. PANEL (BEYOND) (TRIM \ -ice PANEL WIDTH, STEM IS ®¢ OF PANEL) 1 ?S' GUSSET fE ,TS S . 8 SECTION N -8 SECTION P -8 SECTION R -8 SECTION S -8 Ectill----(,)111 SCALE: 3/4" =1' -0' SCALE: 3i " =1' -0" ' SCALE: 3/4" -1' -0" SCALE: 3+ "'=1' -0" �� OF 1 4 0 NOTES: fi`A. 30' -8 ?i_ _`._...c" .- 3O' -11, y; . 33 TTh . 30' -1': h" 3O ' -83 `_ ,.1 —_ - -___ 5.5.5.5. -- AcPER PLAN 3_ #5 1' I . <PER PLAN #3 PER ELEVS PER PLAN L w ie. comm. I, L'.o �.l COVN I CH �'E' CCNY_ 11 - FULL HEIGHT WALL 'I ` TIES ®6'oc TO TOP OF 4� LAP B' C / CH+.,. " S'E': CH7F= STEEL j) n „ PER PLAN , ► I: . ) ! - Q " 1 i��„ - 3 � 18 ._ 0 . I Ty_ •B" il'PE '3 • I TYPE 'B2' ,� ` w; .i _ J a 1 A E C - M MS VER, 02 ER EL ERT . I Ot - CGNN. REINFORCIN& REINFORCIN5 TO TOP 0 FER ELEV PIIASTE CONNECTIONS CONNECTIONS CONNECTIONS PER PANEL 1 1 I 0 ,oc.. � a4 HOPI, PER PANEL 0 PER PANF.q PER PANEL 03 ( R4 HOR12. o t. I 0 ;4-oc. DETAIL 10 4 6' -Q" 1 ) Ti EACH j i 1 F CE � Ii_ ` O' t PANEL 09 4 D ' I 0ac. Er , P_) 1111 i Io• -o'i • CONT. HORIZ. VERT BARS f 1 (PER PLAN* REINF. THRU 3 EP OF Y E V. -� C ==\ u Y PIL45TER TIES ® 6 TO PER TO PANEL 2 C r r' # L },(PER PLAN) I ' 1 C PNL- O / cER. / \( FULL HEIGHT WALL CONN s Pc A -T '. CO, COR+N PER A_ ` I i 1 — PNL- 70 -FTG. @ 10 . -0 - c MAX 5555_. _�_._..�9 LO C c c.. MAX I3 t 20'' _ CONN.'s PER A -t " - - — 0 10-0 "o c . MAX. O i ® O o ® ® A �a VERT BARS PER ELEV. LEV. TO TOP OF PER ELEV. PILASTER BUILDING 'A' - WEST P.C. WALL ELEVATION 2 (5T /z" THICK PANELS w/ REVEAL) DETAIL O srxc. , T 2,-8, CH.', C ST -L -E 5'4" Ji 2 PEP PLgN TOP OF _ TYPE B2. 2 7' -9 'R •• .. 27 " � CHORD STEEL~ .. 2._8 (PER PLAN] II^ I ( ' PANEL CHORD STEEL I Y CHORD STEEL it 3 - #5 7' -8 TA 2c• —TTY ^ 4 J' _ r a AG PER PLAN> / Y j. [PEP PLAN] R:' CGNN. II� CHORD STEEL . PER PLAN g I 0/ 24' -C- { ) . 23 ._ 0 " Allly '1h: ei �_ Ifl 21' 0" i 22•_0° II Yr\ I� 7� - 111 I TOP OF �"'I @ 1 I ONN. 62 TYPE 02' CONN. PIASTER d` C 4 VEP.T �\ TOP OF I TYPE 'B)' I \TYPE 'B t' A I� 3 TYPE 'E' 4 TYPE 'G' ABOVE OP 0" 11 O ` #4 18 -0" 1 t l CCNN. \ CONN. Rc NFORCING & B -O' REINFORCING & T8' -0" @ 14 oc I SIM �.`� PANEL 1 CONN E CTONS "'� 1I LCON N . BAL OF CONN.'s CGNN. 1/� III �� I #I fET. ( OPP. FACE @ ,3 TYPE 'A' 14' - PER PANEL© LIP. G \ O O I ��I TYP 'A' I TY CGNN. CGNN. #4 HOP,IZ •11 `a 11 A NEL 2Q4 1 : # , ~ Ill D �I ►l 1 73 / EYOND 1 / T j V-1{4 HORIZ � I # II111 #)fHORIZ. iL III 1i i4 "o.c. 1 I1 I TOTAL) - LAN) _ ., 1 I I I e _ I _ ` PNL- TO-'TG ?ILOSTER I PILAS FR CONN 's PER A-1 !- @ 10' 0 "o.c. MAX. I II .a' -8" . -c 1 II ' - 0" 1 8' Tr.'J '' \'3'_351 ® ® 10 11 12 13 ^., 14 15 BUILDING 'A' - NORTH P.C. WALL ELEVATION BUILDING 'A' - EAST P.C. WALL ELEVATION CO GRID ® p 4 ` (5 %" THICK PANELS w/ REVEAL) (51/2" THICK PANELS w/ REVEAL) o , 3.. C._ - 3- - o- 8 -0 32' -6" rO 32' -6" 32' -c T'5 � 30' -10k" (4- 1 -- PER PLAN I .c. ttPE 'B2' #5 HOP.IZ =ER PAN ! < PER PAN> W ,s , inns o9, t2 9.C. I j #5 VERT. #4 VERT. 'YA 1 0 14 "0 0 14'o.c. 1 j � #5 V ABOVE & BELO 1 CONN. � STEEL �@ 1 e . c . I_ 24' -0" a OPNG (ttP) - — I 24' -0' A -14 1 Ill, =- _ ( SHUTLER 4 2 0 —IHi T• - 'PE B2 FANE! PA-T" E/ 1ii� 1 CONK r 41W I III Milk ® CONSULTING 4 4 VERT. I Iik ®® ENGINEERS Inc. 18 ._ 0 .. # 1 RI 1 ia._0.. 3 - #5 11 # HORIZ. 1/ ill 0 14'o.c.��I I @ T fl 0 \ CHORD S 1 � ® 14 o.c. 1300 -114th Avenue PE., Suite 250 ABOVE f QptC - L AP w A -14 CGNN. TYPE 'A' iIIITH I TYPE 'C' \TYPE '81' I�TYPE 'K' Bellev - 1 I 11 1 • ` I / ill DIAG.(NP.) Z TYPE 'G' 2 TYPE 'G' BALANCE OF REI O BALANCE GF #7 1 CGNN CONN. NFP,C G IN REINFORCING & REINFORCING 4 2 6" J, 6 _0" '1111 r I'���11� ' 6 k I' & CONN - 's 0 CONNECTIONS & CONN 's OIAG (ttP Y 11 \ Y ,0 PEP. PANEL PER PANEL() PER PANEL 09 1( 'D B/f 11 (��j f® I R 0 O 1 1 • =5 EA p 1 PANEL 27 — 1LaRK PL-JLrL V v IE 0 ._ 0 - \� I TOTE (6 I 0 ` #7 #s OT:) pp PANEL 1a 7501 SOUTH CENTER PARKWAY J,(PER PLAN) FADE (6 A E ,.,~ - G , �il tY� DTAL} TO }) PANEL 0 ��� PANEL 23 PANEL F #5 EA 12 5 y5 EA. FACE I FAC z #5 (IA, TURNER AND ASSOCIATES 22 / , —C , , BEYOND o c. (a TOTAL)- � (t I TOTAL) n 4 L o e (a TOT�L) 18420 24th PLACE N.E. AR G FACE 0 2 1 ��' --•= 0' -- - SEATTLE, WASHINGTON 98155 16 17 18 19 20 21 2 BLDG 'A' - SOUTHEAST TELE: (206) 365 -7431 FAX: (206) 365 -7504 BUILDING 'A' - EAST P.C. WALL ELEVATION ® GRID 0 BUILDING 'A' - SOUTH P.C. WALL ELEVATION @ GRID 10 P.C. WALL ELEVATION BUILDING 'A' PANEL ELEVATIONS (5 THICK PANELS w / REVEAL) (5 THICK PANELS w/ ". REVEAL) (6 THICK PANEL w / REVEAL] Q) PARK PLACE — TUKWILA, WA • 3j59 . ,. _ :.. 3 ._ 33. -, � ,. 29' -5 s. 23' -5 31" - thi ' Q'J 4 VERT. #4 0 4 0 __ T' T' — 555.5 , . T ... a H ? _ - - -- - - -- I JOB: PARK PLACE I 0 14'o.c. FA'OH ne I ',g ABOVE OPNG #4 0 ' 4 -<. # 0 14 o c. #4 0 14'o.c. #4 0 14 "o .c. I FILE: LE: S<PER PLAN> ' E ' ASP ", ; EACH \YAR \ EACH WAY EACH WAY `�� 5 v� 0 12 "o.c- l~ I \ I 4.6 \ J, 25' -0` I,� ENGINEER: J.J.S. I I 11 t EO. FACE (1O 24' G { TOP OF Y 70P Or 14.. I CHECKED 8Y: 2P' O' 1', T OP CF T \ PIL45TER PILASTER DATE: 4 - 27 - 27• - 0" 1 It' oT., '411 I I: � I4 PILASTER (TYP) \ REINFORCING & REINFOPCNG & J� c• i I i /° i S; LE: t8' - Y 1� I� I _ 1 CONNECTIONS CON O Il i C s 18 " I 1., PER PANEL PER PANEL 27 P 9 ' 4 ttPE 'K' —°4 HORIZ. 3 (, CO N O ", �I �-I 0 14 "c.c 1 aRCH 0 � 1 ! j G FACE , :CE 0 12"o FACE ® 2'o.c. FACE 0 12 "o c .c. L.".".. �. I C.� _ =4, e 10.,... PE 'C' _ J # 1 t I j 1 ¢` `\ #5 EA. 4 #EA I1 4 ` I E 0 12 i 19 1./ VERT /I \ ( LOF) OTAL) (8 TOTAL) () 4 \ \\ - - # #5 6' -0" II 2 - # "o.c. _ ■ ■ ■ ■ ■ ■ I0• 0^1 1 y 10 O (• PANEL 0' � III' - J.(PER PLAN) O I PANEL l0 -. — LL (PER P I I 1 1 1 SHEET I Oj 2" -O' 2 2"' -O' 3' -0 3 -0'1 29 13•-01 28'-0 28' - `3 -0'1 28 ' -01 5 1 , . TOTAL) a - 10 "0 . c -0" o -e 47. I.- ! � Q 24 25 5' �'/ 28 29 30 BLDG 'A' SOUTH P.V. SPANDREL PANEL SPANDREL PANEL SPANDREL SPANDREL PANEL S enin 9 WALL ELEV. @ GRID a BUILDING 'A' - EAST P.C. PANEL/SPANDREL ELEVATIONS OF 14 (5 THICK PANEL w/3/4" REVEAL) 0 9 3° -6 k NOTES: 6" 3-' -'ii" 3" T 31• -?rh" v.' -7`2" ,•-4 1/2" ( 6 " �� °Jr itC II 1�2 4" I I SE, A<PER PL1N> �j • i If i • 4 IftflI' PER PLAN [PER PLAN] g[PER PLAN] I 1 [ ] 3 -{5 ? -'S - i 3 - #5 I _ Y [PER P LAN) I R _ 8 Ii •� PPE L PLAN— CHORD STEEL OHCRD STEEL I� (, CHORD STEEL I N I N _ - A i ' .) /{�� 1 !! 1 � CON TYPE 'B2' / t T/ 1 Hvk:Z ON 2. CAN- . CONN - • ' • //4 HORIZ. # DET o1 PR 5 j i;: s'c. _ . t. RkEINFO & CONN- 6 ® 14 "o.c. -2, TY (((��� } }} .At ?F CCd:k's CBAL OF CON N.'s I 7- 6 EA. ENI EANEL :2� ( PE PANEL C `R PANEL I _ E 3 -TYP -TYP - 'C' l / 1 PE EAR 2 -TYPE A' 'A( ► H CON N. CO C0.VN. I I , • g - 1 DL 4 G.(TYP.) I ® N 6'_0" RF VE I 74"o.c. V 1 ® P4 o.c. O. ill, 3- #5 E.F. PANEL TO- FOOTING O' -0 � t 74 o -c_ ,II/ 0 10 E.F (6 TOTAL) III CONNECTION PER Y SS VERT. 3 10"o .c. lit III SECT A- .� ff I (6 TOTAL) $ I - ° I) t #7 #7 J •1 IAl i 10' 0"0.0. i MAX.(rYP.) ( PLA OE C ° L •, J [ l W 4 56 S - _ = 1 (PER PLAN) J_1 CONNECTION PER J 1 SECTION A i 40 10' -�:.c . -1 - - MAXIML'4 PANEL 77 PANEL 79 PANEL 7A PA 8A O P O O I I 8. 0" 3' 6 "! 23' -51/2" -L -6-1I [- 10314" I 7 1,5, 2•-OJ I 1• -16" ® ® ® ® 0 Q O NORTH P.C. SHEAR WALL AL V WEST P.C. WALL ELEVATION © GRID 0 ELEVATION 0 GRID (51/2" THICK PANELS w / REVEAL) (51/2" THICK PANEL w /0" REVEAL) IP (NO REVAEL PANEL 7B) 12 i4" . - `, 4 .I 3a• -0" 3e• -t, 28'-9 / _ 28 . -9 IFi 28'-9 h YP 2 23_a E {I F -6 j (PER Pte] I �� J PER PLAN] j 11 [PER PLAN] - 7 I OPP. Y . I; [PER N r�:•ORC STEELS i I� 3 III - 111 ii' 24 ._ 0 " $ J PLAIT! �[� F Y i ] T [PER PLA.VJ }(PER PLAY] ' ` �. I L- #5 CHORD STEEL O #5 CHORD STEEL I �- #5 CHORD STEEL i $ 4 _ ' CONN. CONN. t8' - - 18 • 0 - ) III) al II I o 3 -TYPE 'C' : PE 'D' TYPE 'E' I 4 -TYPE 'C' 7YP H # HORIZ.� _ . . COh'N , CONF1. TYPE 'Bi 2 -TYPE 'B1' 2 -TYPE 'B1' CONK. co ,,,,,. CONK. CONN. CONN. I CONN. 2-TYPE r0 4 14 o c CONK. 1?' -0" • 12' -0 BAL Of RE1NF REINFORCING & 9AL OF REIN, 2-#5 /f5 2 -//5 II 8. CONh'cCTICNS CONNECTIONS & COKNECTIONS t B7 CHORD A CHORD STEEL TYPE A FHORDSTEEL #5 VERT. PER P. PER PANEL Q2 PER PANEL © Laa2• -6' CONNCONN. 0 14 oci1 �, ,_Or , III DwG.(TYP-) I STEEL tYPE IU 0 - 0 -o $ #4 0 14 "o.c. #a ® 14'o.c. #a ia"0c. PANEL 7 i i I _ 'I �' EACH WAY EACH WAY EACH WAY PANEL JA Iv -v-- Jv o BEYOND - 5 -#5 YRT. _ I' ? ANEL ss X P tlz W AL) II /' } I (PER PLAN) '. � _ .17 (PER LN "EYCND `— I_ _ _ _ r. _ _ _ _ _ __ .- `� • I I PANEL -TO- FOOTING PAN EL 86 PANES a; PANEL -TO- FOOTING ® PANEL 80 I PANED PANEL -TO- FOOTING BEYONDIS CONNECTION PER CONNECTION PEP. `" J R � I _ I SECT. M 0 10'- 0 "o.c. SECT. A -1 0 10'- 0 "o.c. CONNECTION PER 86+ 21' -7 `" _ .2 5 MAXIMUM (TYP. MAXIMUM (TYP.) SECT. UM ° °• ° ` W EST P.C. NORTH P.C. O9 10 11 12 13 14 PNL ELEV. 12' PNL ELEV. 12' -9" EAST OF GRID (A) NORTH OF GRID (s) WEST P.C. WALL ELEVATION © GRID © s (5 THICK PANEL w /4' REVEAL) (5'h" THICK w /3' REVEAL) (5 THICK PANELS w/3/4" REVEAL) ^'• o F rz P. PLA " I [PE M e'er. C � _ ' .i 'h • , ;' . 30 1 'O • - 3C"-'.'2" ., 30'- _ 3C._713C.-11,5" 30._5 �.• 76 6 •. .. `_ . ` [PER PLAN] t4' -i-'Y] : TYP. II - t ` .. PER P I --- ] ? CHORD SEL� I ' I , 1 0 [EX IRES 09/12/ yC� 1 v - J�PER PLRR I� 3 ¢t I I '. `T T= II II J� , <PER RANI* Y 0? 0° � 1) [,61_? HO �' _I iAV] 7'aGON { ! ! II I [PER PLAN) =III� SHUTLER / 0 14 o.c. RIZ. \ - i \ ) i n / ; ® ®® CONSULTING 1 1 t PANEL z03 ��® ENGINEERS Inc. J, i8' -0" I , ;:8' 0 4 , _ 1300 -114th Avenue S.E, Suite 250 3 TYPE 'D' V� #a vEP.7. ' 4 TYPE 'C' a -T` 5 E "C Washington 98004 • "II 0 ,4 'o.c I (208) 450 -4075 FAX: (208) 450 -4078 CONN. CONN. CONN 12 -0' 'S 1ERr - V. 3PC NG & REINFORCING & REINFORCING es REINFORCING & CONNECTIONS & REINFORCING & CONNECTIONS PER PANEL 0 "7c -c- ( h\ CTIONS CONNECTIONS CONNECTIONS CONNECTIONS CONNECTIONS V• PER PANEL 02 PER PANEL 0 PER PANEL Q PER PANEL Q PER PANEL 0 #7 \ #4x2' -6" 1 ! \_aa HORG V5g.F. I .I PA PLACE (6 rOTAL) S� ' -o I o ^ r, AL = F GGN 1, o•i y ,$ �� I'M PNF� �` I o'_o ,$ 17501 SOUTH CENTER PARKWAY 4 I I 47 a . I . (PER PLAN) _I _ I / �r • - P1.N ] \ : , (PER PLAN) ,i, TURNER AND ASSOCIATES \- PANEL 2a 18420 244h PLACE N.E. ARCHITECTS _ 5 c PANEL °] P ANEL EV - - SEATTLE, WASHINGTON 98155 PANEL 15 16 17 18 19 20 21 22 SOUTH P.C. PNL. WEST P.C. WALL ELEVATION @ GRID ® TELE: (206) 365 -7431 FAX: (206) 365 -7504 12' SOUTH OF GRID 1 1 (5 THICK PANELS w / /4" REVEAL) BUILDING 'B','C' & 'D (5 1/2" THICK PANEL w/ REVEAL) P.C. PANEL ELEVATIONS O q PARK PLACE — TUKWILA, WA .' -c T..' - a'�' 29 29T 2 'A _ -0 -t- V c -- I, JOB: PARK PLACE a . ___ —. -- _ _333_3 — ___. —_— Ir !! I! I __ FILE_ ,1 I ■ SPANDREL I' 2 - #5 ENGINEER: J.J.S. 23 l i 2 - #5 D srEEL CHECKED BY: PANEL 58 CHORD STEED I = #s 85 2 #5 crlok O PER PLaN CHORD STEEL CHORD STEEL Ij CHORE STEEL- BEYOND 1 \ [PER PLAN �<PER PLAN> 1 1 ,, I. III t i DATE: 4 - 27 - 95 TYPE '61' TYPE . 81 1 ' TYPE •el' \ SCALE: NOTED CONK. I CONN. CONN . 22 0' 22' - Tr PE •B 1' - TYPE ' C °NN. \ \ / CON " 11 & " $ REVISIONS 20 I I I { II + 0' 0 J TYPE F CONN 18 ' - 0.• i . I I7 I I e'°' II 18. -°- 18.-0" 6, REINFORCING & REINFORCING & REINFORCI & 2 -IT PE C' # 4 0 14 "os BAL. PA EL C 'S BAL. OF CONK 's BAL OF CONN 's 4 -TYPE 'G' CONN. , EACH WAY c , PER PANEL 25 PER PANEL 26 PER PANE! I 15 _0. J � / 1 #5 VERT. I 5 V RT. 11 i 5 VERT CONN. y I 1 1 $ 1 "0" : I 12' -0 "+_ ' ' DAG.(i'!P 47 3 YPE 'A, 3- 1 'A' ' TY 'A' 2 -TYPE A' 4x2 -6" / • ) CGER � _ �I CONN. I�CONN. il # SEE PLAN VIEW & \ I L a HORIZ L #4 HOR,Z- CONN. ...MR) �`� #4 HOER. i CETPJLED ELEVATION 6' C' I y 0 1�'o.c. II 0 1a "o.c. i1 6 0 #7 0 14 c c. d 6' -0' ,L • SHEET FOR PANELS I Ill d . THRU 5 - #5 E.F. o rorAL) +u, s - #s E.F. 1 \ I ,o rout) II , I (PER PLAN) _ _ I . I I J PLAN) �� = ' CONNECTION PER - ' 1 PANEL-TO-FOOTING PANEL 310 PANEL 4R 22 I (� ® 24D I l I 0 1 C I3- 4'13' -O] {3' -4'1 I - . � 28 3'- G'i3' -4 ", 27' -10" 1 0.1 r ,_ R.O. -a^ 2c 0" 2 - - +2 -,� I (�R -C.� MAXIMUM (TYP.) • 'I SECT A -1 0 10'- 0 "o.c 25 2s NORTH P.C. WALL ELEVATION 29 I RG. 30 (51/2" THICK PANELS w/ REVEAL) OF 14 ,1-, NOTES 28' -' - :'13:3; _ _. ___..-- .___— ._____— _ - - -.—..- 28' -6" 2e' -c' 28' -0 _ " JT. 25' -d' i9 - 11,'' • i r PER PLAN 3 -{5 3 - 7-#5. I , I PER PLAN] rCHORD STEEL T ,P 'B.' I CEO ?0 5' -YPE E:' I r,I'' �.....a. i - Y 1 •B2 ',i I r I ■ PER PLAN COkn. l " ) / ?EP PLAN] r Q 1,, t }CONK. 2j, 1:L__ -, —� I i ` J 1 �i r� R 2T -0 T OPO� 1�tL TOP OF S V PANEL PANEL ' W -14 , 18' -0" r �"� j 7E' -0" 5 -14 4- -TYPE G' ` REINFORCING & REIN.FORCING & PEINFORC:NG & 3 -TYPE 'A' ; )\ CON K 72 . REI NFORCING \ YPE •J• 3 -TYPE •G• CCNN. - -TYPE 'A'. \ ‘,-,,E 'a CONNECTIONS CON!'CTIO BAL OE CONN 's � ' 3 -T � F 3 CONk. ; CN:n, PER PANEL 33 PER PANE_ 32 PER PANEL 32 , - 0 . J c CONN. f T f . CI O I PER PANEL 33 I . CONN. 12' -O " (f5 VERT. ` I 5 VERT. ` Tk5 VE7.5 VERT. c. 4 HOPq. 1 t 40RIZ, ■ ' - t. I NOR�Z. FOR PANEL END CONDITION \ ` #4 HORIZ. - SEE DETAIL BELOW PANEL L\ ® 14 "°.c. d 5 iSo c. � 'i e. c. it 1-1.-s C ELEVATION (T:'PICAL THRU 4a PANELS )\ , O –0 "I - Y 0 -0' -. 37 & 41 J , (PER PL4N) / v 0 3-. ^ `• •.-. v i _ • PER PLAN Y - E 30 /�/ PAN PANEL 37 � PNL TO FTG PANEL 38 PNL -TO -FTC CONN. PER SECT. A -1 \ rte Y PER (10.-0" o_c �/ SECT. ECT. A -1 MAXIMUM) 31 g @ 34 35 36 @ MAXIMUM) 3$ PARTIAL EAST P.C. WALL ELEVATION ® GRID © PARTIAL EAST P.C. WALL ELEVATION ® GRID © N.E. P.C. PNL. ELEV. • (5 1/2 THICK PANELS w /3/4" REVEAL) (5 THICK PANELS w/ REVEAL) (51/2" THICK w / REVEAL) 27' -8" - O 25' -3' F. 24'- 113/.'. fPER PlA \I 7 [PER P!4N - ._ }[PP PAN1 I it T PER PLAN Ir TOGO I' JfPER PLAN] , _ \\ .P E '521 �: T � ,[PER P'A^!lt '�1 . 4 PANEL i h PER FLAN z 0NY z'_a I/ oi rEi �' S TOP of R � 4 TOP D D 22 _� 11 el t PANEL (, )5 VEP.T- g 1 7 °:� 1s -_G _! 11e -o 1 ` !' OR 3 -TYPE JTEPE G' REINFORC'V-o & L OF CONN's BAR. OF CONN.•s � � co._ ; I S 0042 1 1 I) s} 14 mac- I CONNEC PANEL TIO 32 33 34 HORI ® iG O.E DM G ) • 1 0._0.1 (PER PLAN) �'+ "- {PER PLAN PANEL 42 - PANEL 43 _{ .3 c 1 I PANEL ■44 - -. PNL- TO -FfG Lh• PANEL U at2 PANEL PANEL e3 CONN. PER (/`� /� 121=4 SEC. A -1 / EAST P.C. PANEL ELEVATIONS 41 EAST P.C. PANEL @ 44 45 46 15' EAST OF GRID (1 S.E. P.C. PNL. ELEV. ELEVATION ® GRID © S.E. P.C. PNL. ELEV. PARTIAL EAST P.C. WALL ELEVATION CO GRID OF (5 /" THICK W /3'4" REVEAL) (5 THICK w/ REVEAL) (5 THICK w/ REVEAL) (5 THICK w / REVEAL) (5 THICK PANELS w/ REVEAL) (' is Sw G'. I IPEP j� e.. ? ._ f ® ME � SHUTLER u - ta 9. glib ■® CONSULTING ii® ENGINEERS Inc. ^I \ x •� U 1300 -114 Avenue S.E Suite REINFORCING &I R .': \' . -rE -� R th g1'O -, C I N5 I CONNC REINFORCI & B 4 250 ONS CO NNCCTiGN� CONN. (206) 450e 4075 a FAX: (208) 450 -4078 PER PANELQ PER N ( ,EM ET., 12 -_0^ {{ . P ARK PLL \©CE i 17501 SOUTH CENTER PARKWAY ,PER FLAN1 - = TURNER AND ASSOCIATES 18420 24th PLACE N.E. ARCHITECTS SEATTLE, WASHINGTON 98155 48 I I PARTIAL EAST P.C. WALL ELEVATION 0 GRID ® TELE: (206) 365 -7431 FAX: (206) 365 -7504 (5 THICK PANELS w / REVEAL) BUILDING 'B', 'C' & 'D' ( 4 r P.C. PANEL ELEVATIONS PARK PLACE — TUKWILA, WA - JOB: PARK PLACE 2 §5 FILE: VHORD STEEL-, \ I ENGINEER: J.J.S. PEP, PLAN PER PLAN <PER PLAN CHECKED BY r I I , DATE: 4 -27 -95 J. 22' - 0' , ) SCALE: NOTED 3 SPN EL ANDREL 20•_0 I 2n•_C A 74 4 18• -0' I I BEYOND 11 REVISIONS / • � nN 91' If #a HoRIZ.J ■ ' i REiNFOP,CING & REINFORCING & REINFORCING s REWr =TA & REINFORCING & PENFORCING & CON ET, IONS CONNECTIONS CONNECTIONS CONNECTIONS CONNECTIONS BAL OF CONN.'S 5 VERT. \I 72' -0° 12 ' - Cr PER PANELa PER PANEL 26 PER PANEL PER PANEL 26 I PER PANEL 26∎ PER PANEL 2 , If '4 1 o CJ 1 #4x< -6" aI TYPE •A• r CONN , 3 - • CONN,I DIAG.( 4 -TYPE 'G• CONN. ®ro.c (10 TOTAL) •fll'I_I 01 , IO ( 1�1— 1 ID. -01 (PER PLAN) r \ �1 (PER PLAN),L SHEET V I PANEL 49 _c9 Q O [- - i0 - i3' -4 "3 i7' -11 ?b" • -4" I 11' -0' PANEL 1 R.C. R.O. 50 51 @ 5 � 0. 04 56 S =al 1 SOUTH P.C. WALL ELEVATION (51/2 " THICK PANELS w/ 3 4" REVEAL) OF 14 • o :`, NOTES: II (j� 3 - #5 b[FeR PtAkl" 16 PER PLAN I'CHORD STEEL Y ` N t< h „ ' 6 i ,� 1 (LAP . /CONN J -14• H -14) -�/ n �, /-. [PER PLAN] - - 4 �/ I If - 4,- F ,__- �" ,r6 I F . 4 . 2 ._ 5 , . [P PLAN], \ 6'rz J 6' EACH WAY IIIIII _— 4, ' - III 45 E c ? I #5 E.F -I- I [PER PLAN] y. ; [PER PLAN] <P PL AN 1 FE - I I I w cONPJ ER PIM3]� ' ,. [ ° -' [PER PU1N I PER , , ' I' HCRIZ 4 -NPE 'C' 11 24' -0" $ 24' -0• P 5 - # 6 �•+' 11 PER'PLAN I I CONK. ; 1 TOP OF CHORD STEEL '� [ ,{j.��I I [ J [PER F@A7F •[ _I 1, 22' 0" PILASTER (UP /' )' ° _ ,�.f i 3 - �: h #4 H ,, R G DET tO EACH END) I' 1 1R !f I . 78 - G " 1.' k 74 "o.c. ' 18 ,_ O " A . , . 0, ? h ¢ 1 1 1 U 7 II I h I+ 1s _D IU I` 3 -TYPt 3 -.7 'D' L 'D' 3 -TYPE 'E' 3 -TYPG E 1 ��- ; 3 - TYPE ' 1 c t 4' -0" ¢ P -B o- N COlvk ►.=0 \Y II, CONNI, CONN. ,j . 4 _ ,, . ,, ,[ I F C ONN EMBED PER 4 1 3 -TYP ' D' ! IP V 1 , /// i it le 1 i2. I + 2' - D" { I � II I I 1 I I s II/ I L 4 . /( // cONN. NERTII h secr. s -a II ' Y J. PEP. ARCH. �I ` 7 -# ''IL71 I 8 t¢ I I ' , - #p , �' 1! I 1 S / , � ® 16 V "oc 7 I 2 TOTAL) fI IF # OQ III hl'I f '1 / ! V I II L EA H 'NAY 11 I� e �° 1 1 6 [ II 1 ii ; II Q E ', 119 6 0" #4 e+JRIZ { 1! #6 HORIZ #4 HOR!Z. f III I CONN. $ 14'0 14 °o.c. 1 F' =-YES DL TY P ' Fpk �` I VI / � ) ( ) E 6 ) - a. VERB VERT U L #4 HOPIZ #5 VER T. 1 _J► J -t o- u 4' 11.2",,, ] ® 1a �I,' ® t4 "o,c. PANEL 80 0 14 "o,c p I #5 EF I . I a Q 2 , 'I I ( TOTAL) (PER PLAN) ! PANEL 79 I. # VEPT. 1 I PANEL 82 1 PANEL ima 4 'a' C' s 10 14'o.c. I 3 ._ E " 1 CLOSURE ._— ._— _— _..._.. °ANN PANE 78 8 " 3 < 6•_4_ ^I PANEL 11 1 6 , a " I i PANEL CI ='h' I 6 . a.' 4.-611 POUR (TYP.) Q & © 2EYC`:0 BEYOND R,O. ". PANEL (� R — BEYOND Q �. G © ® �� - - `� 1 ® SPANDREL INTERIOR P.C. SHEAR PAN INTERIOR P.C. INTERIOR P.C. INTERIOR P.C. INTERIOR P.C. INTERIOR P.C. INTERIOR P.C. WEST P.C. PANEL/ ELEVATIONS 0 GRIDS (9 & 0 PNL ELEV. 18' PANEL ELEVATIO PNL ELEV. 18' PNL ELEV. 13' PANEL ELEVATIO PNL ELEV, SPANDREL ELEVATION (s THICK PANEL w /NO REVEAL) SOUTH OF GRID © SOUTH OF GRID �6 SOUTH OF GRID ® SOUTH OF GRID 9Q SOUTH OF GRID (9 GRID LINE I' '^L_' (5 Vt' THICK PANEL w /Y4' REVEAL) (5th" THICK PANEL w /3/4" REVEAL) (5 THICK PANEL w /3'i REVEAL) (5 W MICK PANEL w /3's REVEAL) (5 THICK PANEL w /Hk" REVEAL) (5 THICK PANEL w /H' REVEAL) As' 25 24' -0, 24' -4," 2 =' -, _ 1 h .. 24, -7," II II -. _- I #4 0 1 YO.c. CPER :iA \> EACH WAY !' EACH .c- EFC ®'NAY O.c. l i 24 TC O. LOP F� V - f( 1 TOP OF I' PLASTER 1 PILASTER PILASTER "'1' ` 'r I I REINFORCING & REINFORCING & , REINFORCING & REINFORCING & REINFORCING °< _ CONNECTIONS 1 CONNECTIONS CONNECTIONS CONNECTIONS CONNECTIONS PER PANEL 60 PER PANEL 67 , I 1 PER PANEL 67 .; PER PANEL ° I IPER PANEL 59 Q ' _ 1 PER ARCH. 1 _� — 1 3 -i 5 EA. —� - # LA ` 2 #5 'EA 2 - #5 EA . Il SPANDREL FACE ® 12 "o -c- SPANDRG� FACE 6 12 ° 0. FACE 8 9 2 - o .c. FACE ® 12 "0.c. _7 PANEL 57 (6 TOTAL) PANEL J ^\\=-2 ' S4 TOTAL) c (4. TOTAL) (4 TOTAL) r #- 2- #5 2 - #5 2) PANEL VV' 2 6 o.c. Ryes. 6'o.c. ® 6 "o. c. II ri I I� (PER PANT ❑ I I I 1 5• -_' S" 1 13'- I - 1 3 -0! _6," 22' -10, [ IS -0'1 I 2 — I -O" I " -2 I C 2,2" ' - G' 1 � 58 59 60 61 62 0' 64 65 65 • PANEL SPANDREL PANE= SPANDREL SPANDREL PANEL SPANDREL PANEL SPANDREL NORTH P.C. PANEL / EAST P.C. PANEL / EAST P.C. PANEL/ SPANDREL ELEVATION SPANDREL ELEVATION SPANDREL ELEVATION 6 - 2 / .0 , 2c', ': 26. c'.." 24' -8 ," c - �E -4 3 .. , F G 7 • r -o rizzatnammi _ �'I i #41 HAIRPIN - -...- ' :.i _ I I - I ;I 014 "o. c. TO MATCH 1 " '! I I HORIZ REIN, 1 , —� _- __ <PER P .�, .� ... �® = SHUTLER I _ PLAN* ' s�ar.�. ' -ate°C ® ®® CONSULTING / W®® ENGINEERS Inc. REINFORCING A • 7 - #6 VERT CONNECTIONS Fe a; - REINFORCING i - - REINFORCING & REINFORCING & REINFORCING § REINFORCING & CO REINFORCING & • PER ELEV. PER PANEL 55A I #4 A 14" 1300 -114th Avenue S.E., Suite 250 o.c. CON ^JF� -CND & CONNECTIONS CONNECTIONS CONNECTIONS COYN'ECTIONS REINFO CI CONNECTIONS Bellevue, Washington 98004 i'rER PANEL .' PANEL S PER PANEL 60 PER PANEL 59 PER PAN O EACH WAY ( ) I PER PANEL 60 PER PANEL 59 • (206) 450 -4075 FAX: 208 450 -4078 =� E E EE BROW 1 p:77 ELON t I ^ =L0N BELOW 1111 1111 a PER ARCH. DETAIL O E -7 I 5 ANDREL I 1 s .REL PANEL< 1 I i I 1 PANE - ✓� ^ IT QLI ULIU IT LSQ \V' IS 1 I ; PANEL `� PANEL 65> I i 1 I 17501 SOUTH CENTER PARKWAY ® _ -_ ., I I _ 2 2' -C' ® 23' -2 :2„ II . . 0� L— (PEP PIAN)J^ TURNER AND ASSOCIATES - PAN., —, , LT ! _ _ _ 18420 24th PLACE N.E. ARCHITECTS y SEATTLE, WASHINGTON 98155 56 66 �aNNDR� �� 68 69 © 71 • ® SPANDREL FR. \E! SPANDREL =rig ANEL E ) J PANEL ,s„ SPANDREL SPANDREL PANEL SPANDREL EAST P.C. PANEL S.E. P.C. PANEL / EAST P.C. PANEL/ EAST P.C. PANEL/ TEASE: (206) 365 -7431 FAX: (206) 365 -7504 SPANDREL ELEVATION SPANDREL ELEV. SPANDREL ELEVATION SPANDREL ELEVATION BUILDING 'B', 'C, & 'D' P.C. PANEL ELEVATIONS PARK PLACE - TUKWILA, WA D C - - -- __ _ -- K-=" JOB: PARK PLACE 1--- T _ ;I, FILE: - ° , . _ ENGINEER J.J.S. -- 2' -0 -- 4 ,<PER PLAN>' __. _ - _ _ = I <PER PLANT,,, g_ - e -�-- -� - 3 -�- CHECKED BY: 1 V, .__.. i a I..- . __... _ o DATE: 4-27-95 1 i REINFORCING PLAN_ ® O G O SCALE: NOTED 4NFORCING & VEIW ( REINFORCING & CONNECTION D — — CONNECTIONS PER PANE REVISIONS PER PANELQ [ 11 '\ i F t 4 PER ARCH. 1 I PER ARCH. ® BD 24- 24- 24, =O R SPAND'r I J ® 25 PANE 74 \�� I PANELQ I Y r'� .N PLAN VEIW • J.(PER PLAN) — i (PER PLAN) I RG SHEET I I k (PER PLA 14. S O -0'I 37'_0.. ._ 1 IT: 3 _a i 433 615 C 3 C) N.E. P.C. N.W. P.C. N.E. P.C. N.W. P.C. A EL SPANDREL PANEL ELEV. PANEL ELEV. PANEL ELEV. PANEL ELEV. SOUTH P.C. PANEL/ WEST P.C. PANEL/ DETAILED ELEVATION PANELS (24 THRU C b q 5 .00 6 l 1 1 • s INN 1 2 SPANDREL ELEVATION SPANDREL ELEVATION (5 THICK PANELS w / REVEAL) OF 14 NOTES: 5P_ P.C. SPa \'OPEC --, - G- CONN. \ 73'_ - -- r T I — 7--BOW 3' C^ S0. AT BASE T - _ sue` ,_� `*., _0 - E'_ & CAP 4 O� I 1 � k3 TITS A 2=6" SCA A 1,-. / \ * kir Nil - O 3"1 CENTER SEC-ON - TVF.• li' T — ! — t 0 fi / \- 3 -#8 TO '.OP 1 t #,i1 . P 0? OFL3 x wa t_ fL. A- -5 ' _ LL R 16 1ERT. ______ —. TN DE -:..L A FULL w.rlC -k- }, F T E C:� NN P _. SPANDREL 5" CLR TO _ &76'.'-'s--.7.774--717-7",- � .. • VERT. REIN � ( - -L' T_ -rc A; 3' -0" COWV'y C -PETAL , , _ „•L2.2.,„_, / \ 4- .� -6" _ 410111.._L,161 - 5 -d5 TO .CP S 34nJ OF ' PANEL ADO T!ES A- _g /.w 2” CLR ITO ) , SC`'e.e. ABO'.'E - i5x_' -0" -+� VERT. REINF. �� �. N. . SECTnON 3—L yy .. \ FULL HT REIN PC COL ADB 5 -s5 F3 TO Rc1NF. DETAIL BOTTOV OF SPANDREL, 3' -C' �_t�, -0 �`P OF PANEL O TOU OF SPANDREL AT CORNER COL:l4N_I NOTE: PROVIDE SPANDREL TO COLUMN CONNECTIONS AT ROLL FT REINF PER ABOVE P.C. COLUMN REINF. SPANDREL TO COLUMN CONNECTIONS ' r: r' r .._ EXTERIOR FACE HORIZ RCN= PER ^ v -4 {. w _ PANEL IACE) REORNG NES : —�— ^ T' 72 13 14 I O — :J .7g 7A 1 — � ^ _ 'S THI THICKNESS INDICATED 15 M N'MJN H1 F MESS ALLOWED I m�� SHUTLER c - DEEP REVEAL. DEEPER REVEALS, EXPOSED AGGP A E ` � ® ®® CONSULTING RAKED ARCHITECTURAL FINISHES ARE Y A.LOt v(1TN i (4) (2r 3 Q4 Q6 Q7 55 (7c •.80 8"' TYPICAL SINGLE MAT OR P� , & APPROVAL BY i� STRUCTURAL ` ,_ ` 2 `? et 2s Iw®� ENGINEERS Inc. REBAR PLACEMENT CORNERS of L PEh PF.OV DE i s R ? INM IM F,:?OhIAI & 1300 -114th Avenue S.E., Suite 250 Ei-g O r- ALL C Oi"ENINGS M ( % uD HO 2' C" EEYDVC T ? F C-S) 1 - 0 54 Bellevue, Washington 98004 PROVIDE #4x2" 6" DIAGONALS A ':NGS . V . 26 (206) 450 -4075 FAX: (208) 450 -4076 HORIZ REINF. PEP, rte, _ � � 5 PANEL ELEVATIONS , PANEL ELEVATIONS ARE VIEWED INS 5 FDE LOOKING CUT. (ALTERNATE FACE) --\ UNLESS NOTED p =..q t- _ 'T6 27 REVEAL SF_ PANE- ELEVATIONS FOR PANEL THICY.NESS. 10 SLR PER ARCH. - 61 CONTRACTOR iS TO VERO, ALL DIMENSIONS IN KIEL, PRIOR TO FORMING PANELS 11M-- ---..' PARK PLACE ELEVATIONS-1z- =-7 : -. ..�? r N �. - u LA Alz aE,SSE o - �. +.E i +EN7= f—( f � 51 eu — �57— 57 17501 SOUTH CENTER PARKWAY PE R P ANEL L — _mss =- CENTERS C DISF,.ACE ALL / IDS 12 d ELEVATIONS / - - �j t CRC ♦ IV OE ',CEO PE T'P. S NC t _ .l o ) `1��i 16 7 l4 13 SJ .64i �s ?axcac� AR • NCT / t EY EN _IL Lh S IYD.I'A C .S ACr ACE ( -.- Z - -_ -- � � � s. c 4S (48) �t 6 4 f44 30 = SF ;P G L AA R BAR PLA 1.EN DE`a C. PEEAR _ I __ A �+gt 7 6 5` 34 33 3? 31 WHERE VERT BARS ARE SOCIATES ON EACH FACE E Se L IND AS EACH PAC .1_y F 7_ — TYP. MAT _ 5 GENTEFED, NIE .�...__ (�_ , �"° —�—° G- �-- �, � � • =C o Q 7" Q ? T -- `-' ,- TURNER AND AS. PROVIDE RISER BAPS ® _ : -Q , 29 S.AV[ . ,.1 SFANDR: ) G I \ 0 � \ 0- -1� �G 18420 24th PLACE N.E. ARCHITECTS 48' o -c MAX. TO MAIN- h ^ r - " ^ A Q Q.„,,_ 6S a 68 ^ \ � { T �T� �� TWN CI EAR DIMENSIONS. ' F " " - , 56 - �(\ 1 62� .,, _ _,,, , 60 53, , SEATTLE, WASHINGTON 98155 5 TYPICAL DOUBLE MAT = , tti -_,6` 65 , �,� BUILDING 'A' BUILDING 'B', 'C' & 'EY TELE: (206) 365 -7431 FAX: (206) 365 -7504 REBAR PLACEMENT I> P.C. PANEL PLACEMENT KEY P.C. PANEL PLACEMENT KEY ' V V SCALE: 1 " =50' ® SCALE: 1 " =50' P.C. PANEL PLACEMENT KEYS, C CONNECTIONS & P.C. COLUMN REINFORCING I / A MARK ANGLES ° A" I PLATE "Et k� , P %I 6. o -6 B EN PARK PLACE _ TUKWILA WA (/�� /: v O �/-�f- 2 - #5 x T PLATE ,( PAR I _ 6 1 4 _�_s x > c P_Aiee,C1 c __ =ar.S - `/ Yti � 6x s - Po FOB: K j x a o - - - -..- P PANE_ -� - ttF . ) L� '� GA 1 � /- a.�,., -- , 3. ''6 xG' ID' / - r� " '+ ENGINEER: J.J.S. �W FSx6x0 8' (- I sEE PANEL -- -- � /2 /l5x2 6' Fi ? � ( CHECKED BY: ELEVATIONS I r - -: ' 4 6 @ 4 GA , 'a56..Y.1 C" �+ �@ 6" CA =� TY P . ♦ T I / >� S+ ""? - FOR CONN. \ 1 \\ E 2x2: 'As r0' 6" \ -- ( DATE: 4 - 27 - 95 LOCATIONS \ \ �` `sEE T /P, c' - 9 "� --� r SCALE: NOTED CONNECTION / , ! >$ 2x2esn6x0 BENT 6 T fP r ��') 5/I6x4 0 'E' REVIS ONS I ` ` 4 3x3x 6 ,6 xG 8" w/ P.C. PANEL f , ?ER Tr PE "C" J\ ' __ I III/__ > 2 #5x2' 6" ® 6' GA Q CO ( TYP.) . TYP , —K3x3. sr6 x0' 8" c -- .v /2- 5x2_6- _ TYPE C CONNECTION TYPE E CONNECTION TYPE G CONNECTION TYPE J CONNECTION Z CCNN. T = == � -- ? I f f f fi 7f ff f9 ELEVATION e° GA ` , (SEE PANEL I 4 -- - <_ =1' -0" FLEVA.TIONS _ _ _ , 3, _ <. `OR T N IO _ 1 r - Imo, I L '1 LOCATIONS) i � PER PANEL THICKNESS ELEVATION ANC S CONN. (TIP.) I FUN PER PANEL ELEVA.TIONSI ANC, "A" (TY?_) O O P PER TYPE "C — 0 TYP. - O.n1- N/' ` ,, NO EY �__I 1.: G 2. I 4.3x3x AFS x0 8" P. SPANDREL T j P.C. PANEL '� ? r �_ w/2 -#5x2' 6' PANEL _ , 1. E; •_ _z�,, Imo— i'k" S F. ® 6" A (TYP IT _; TY PE "C" s ^] .. ._ 7 - {{ O ? F _ { TYP ' CONNECTION CON a .r SHEET L IL _�.=,I P FS x4xC' -6" t_. , a +6' 0" +12 0'•, IR p f � � �� _ — i J -J P[ +78' O' 1 i� tl- BE NT fc^� L f " � - � u^ -, j - TYPE C CONNECTION 7.$ ® PE � I I� =,S P & +22' 0• . 5, c- -_J L . `l ( .f TYP. TYP. ,' V PLAN EL — �/ V - _, 1'i V P,C- PANEL TYPE D' ' �/ 1 AV . CONN S KM 13 TYPE 'A' CONNECTION TYPE 'B' CONNECTION TYPE 'D' CONNECTION TYPE 'F' CONNECTION TYPE 'H' CONNECTION TYPE "K" CONNECTION OF 14 DETAIL I -6 (PER PLAN) BETNEE,ti .70!57 O NOTES: a O PER FLAN O FYP. HIGH & O LOW BEAN , 1 RIGID INSULATION — PER ARCH- _ -1_. ¢ ,___co _� / STEEL DECKING SEC SECTION H -6 STEEL DECKING PANEL BEYOND * EAat { PER. FLAB STEEL DECK �� PER PLAN STEEL BEAU _ A� O tNSOLATi+`N _ PER PL4N �c4 r m�) sg RIGID INSULATION EA RUmfE r TD PER P -. , I ?ER AF: , 4/_ 'A/ NNA �� a �slEUO y / >� orvACSu I z J:. - _ � ����� awe � ,� ; Millar P. INF R LNG 71 t ' , ` EP P L A V WA \ \ —. Ia. �- — I [ I I 'T —�_ — I ra P C PANEL_ SEE E \ _ PER ARCH. T 1 I / ' ELEV. FO SIZE J „ �_` f Tf } � • 4''' I LEL JO1 <., — LAN 4 !i O A325N BOLTS 0 3 GA. L JOIT / PUN DRAGSTRUT - 2 "m A325l y� T- STEEL BEAM PER PER FLAN , VfT5x i ` ` PLAN (1, I TYP 3" GA (TRIM O Cv . 5- #5x2' NO T NE I F•1 11 STEEL BEAlA LLAN) - - _ —. _ ' \ ^ II F,;, r ■ / PER P JP7.1 .TEEL JOIST FLANGE ST PANEL / TR PER PLAN WIDTH) (STEM IS / AT ¢ OF PANEL) IS CCLUNN / - �I PER Ptl� /' # DEEP LEG TRACK +. r, // /1" MIN. GAP i STEEL STUD wAll ■ TO TOP OF STUD 4,3x3x'/. ® 8'- 0 "o.c. \/ WALL MAX. (FIELD WELD • PER ARCH. IN PLACE MP.) SECTION A -14 SECTION B -14 SECTION C -14 SECTION D -14 SECTION E -14 SECTION F -14 SCALE: 3: ^ =t- -O SCALE:' =i' -0" SCALE: 4< " =1' -0" SCALE: 7a" =1' -O" STIFFENER EA PER PLAN PER PLAN _1q , PER ARCH. BAR JOIST PER PLAN �( ) O RIGID INSULATION C O ( ) O I �� \) RIGID INS ULATION O D -14 S TEEL CECK C -14 D -14 ti/ PER ARCH. STEEL DECK PER ARCH. (TMP.) 16" � FER PLAN ITMP.) - 6 STEEL DECK D -14 I RIGID INSULATION pER PLAN I W76z35 BEYOND ' STEEL DEC PER ARCH. AIM III I i 1 __ - - PER PLAN a ?'ax8�x0 -8 < 4 2'h / < 3 SIDES - �r s�� PER PLAN _ $6.4 "`m .0-_8' WM L2'h z2ti x':< K MOM 4- x' STEEL DECK I� T 62 4. x.< ... w..a.i.�a �w�� FER SECTION L -5 .�����.� PER PLAN (TYR) ` ' 1; BETWEEN STEEL BEAM - - ` J 1 1 ` _ UST ::i . 42'hx2'h x'/< AAA H -9 �T. I PER PLAN AN I� STEEL BEAM TIM ■ — BETWEEN I F. PER PLAN PER PLAN SEE SECTION C -6 F; (J STEEL BEAM JOIST (NP.) x - W1,35 35 DRAGSTRV7 E'; x5' ^' [ N7 • 1 _ STEEL BEAM / y FER ?UN L - g j I , 0D A325N E-sxax 0 -LAN ... (PER PLA) 1 L : AA/v , SIDE ® COL. LEDGER • Y LLV JOIST SEAT `I� Y,3z3x Ya I I � K STEEL BEAM PEP, BE' /ONO �I E 1 "x7?� <x70 k" w/ r- _ _ _ PLAN TYF. 1 1 ;F " - ?: m A325N BOLTS r I V P.C. SHEAR C3 SIDES _ f _ �' ':: ✓ P I r 1 STEEL BEAM P.0 SHEAR i ( ) i PER PLAN WALL (SEE 1 i _ _ _ >•� WFILL WALL WALL (SEE y� LL I T L < ELEV. FOR ��I r 1 i - IT'F j E'�l' FOR L S B FEP. AkCH. kilt REINFORCING) t ,,; D REINFORCING) ...LLL P TEEL ER PLAN EAM ;. WT Sx22.5x2' -0" i _ _ w6 #6x3' 6" ! ' I �i` I - P.C. PANEL STEEL BEAM ® / 4' GAGE ..�!--, I SEE ELEV. FOR „4 PER PUN _f i Ey_x3J -6" e 1.1 'z' FITe"z0 STIFFENER -- - i l E REINFORCING 'h x5'h x1' i EBEAM rj5 = A325N BOLTS /2 #6x3' -0" # , FER 1.iN _ EACH SIDE CF BEUM -a IQiexi2x l' 4 TYP. ggt1 2.-6" E 3 #Sz .__.. I . \ \\\\\ ' THRU COL '/< tv�.FEi 2' -6' VERT I <• IYP. I I It. (TMP. 8 -TA " m A 325N -a.' 1• H:)EA ! Ft4 A-9 PER . UN PER PUN 4 1,0 A325N BOLTS 2 /� 1.4 "j�2' - (HORIZ SLOTTED HOLES) 1 / SECTION G -14 SECTION H -14 SECTION J -14 SECTION K -14 SECTION L -14 SECTION M -14 SCALE N" E' 0' SCiLLE �` =1' -0" SCALE: " =1'-0" S CAL "=1' -0" SCALE: W =1' -0" S CALE: 7A =1' -0 h if igl l ' ) . ' '',"' � n. %,' .di E?4xax 1' - 6' O �4iG!D INSUEA %;,N 0 0 PER P. rPL. . +C� PER PLAN Y< �2 ®t8 GIRDER SEAT B ALANCE P? s x5xs Ehx4x1 0 FER SECT. K 6 S DEC- ` SEC7ICN N < 5 r .� _._ , , PER c; S SEE CANOPY SECTIONS -_ -. P PLAN PER ?UN 3 SmEi I FOR HEAD WALL & STEEL DECKING • UT T. } : i I E /sx4z2' - HIGH ROOF FRAMING PER PUN - — �� ^ A--. _ _ ._ �__ RIGID INSULATION = I �I RIGID INSULATION 3 9 J s C PER ARCH. PER ARCH. 5 j r a Eti7 V \ D SEEEL BEAM A PER S -14 goggling SHUTLER REp P1gN ® ®® CONSULTING ;_ RI------J - \ 1 -- � � ' ._ , L I A k, I I ® ®� ENGINEERS Inc. _ p I �I - 7– I Sr . E gEq�. "� - " I L � - I I e - —� P - N r JOIST GIRDER 3 SIDES , L - GIRDER SEAT PER P PUN j c EL F.E. F:... / I I i :4 SECTION K -6 I rep, , - _1 STEEL BEAM/ 3 i F PL. 1 6° FER 'PLAJ`J.1 �I I\ -- `� I I____{ _ "3° E. x4x0' 9" I \ A RI•I '•'/ PER • BLAM m A325N w/ `-}—_ _ _ 1115 PER PUN— I �6 �JN BO is t I i,, I ?�R FLAN— ERECTION BOLT \ 3 _ 'H" FTD STIFFENER PARK E�� D l/,�,,�I� / _ =z ' M . 4" A SIDE 0 GIRDER 7 BEAM SEAT / �Q�"" I��Q vu i IL— BEAM - 6 G325N BOLTS - . F 1 - o " P.- PANE w/5 #5x2' " PER SECTION G -14J I i L t✓. J O' 3'�N TS C I, SEE ELEV. L FOR 3' GA. (GRIM _, PL.... _II4 JII _ REINFORCING FLANGE TO PANEL I I �� z - #3 HAIRPINS 17501 SOUTH CENTER PARKWAY m A3 JN BOLTS _ WIDr, STELA IS 0 IS COLI`MN I - - c ATE OF PANEL) • °cP. PLAN 0-1::4 ! t F EEL RE, I $EA PER FUN '," STABILIZER =LATE TURNER AND ASSOCIATES TS COLUMN FAR PL >N ^ (DO NOT WELD JOIST GIRDER TO STABILIZER P.C. PANEL -°E / SEE ELEV. FOR / PLATE) 18420 24th PLACE N.E. ARCHITECTS REINFORCING — SEATTLE, WASHINGTON 98155 SECTION N -14 SECTION P -14 SECTION R -14 SECTION S -14 SECTION T -14 SECTION U -14 TELE: (206) 365 -7431 FAX: (206) 365 -7504 SCALE: 3/4" -1' -0" - SCALE: 7 =1' -G' SCALE. , "= '. -A" SCALE: s< -1' -0" ROOF FRAMING SECTIONS - PER =LAN PARK PLACE — TUKWILA, WA B q'a JOB: PARK PLACE PER PUN FILE: ENGINEER: J.J.S. _ -T-1 CHECKED BY: I DATE: 4 -27 -95 \ Te6 � ,ry INT 5;22 5 - .1 • - ✓ ' PcR SECTION 5 -ta w;4x2� C sPANGREL 1 SCALE: NOTED P.C. PANEL _S!FFG4T P BEAM I M ELB � s I I REVISIONS FOR REINP Ir 13'—p it `1 _ I/1�1 . F i`II ° ',--/ III( • E'hx12x1. ,.. w/ . ' i 4 `A x4 W H S. ' 0 9" GA BEAM SEAT / W7 5x 2j 9" w/ PER SECTION G -14 - ?'<'m A3�5N 9OLT5 '� l ., 0 BALANCE PER SE SECTION U -14 EN5......0111 SHEET • S Elm 1 4 SECTION V -14 SECTION W -14 SCALE: Y< -0 SCALE: � " =1' - OF 14 NOTES d 1 � r \ Al F. LUMBER f0 BE FIRE TREA (ED (F T ). y. Ir a //CT r 5 ve' i Al L 1 HOUR RATED C( FISTRUCTION PER p I/8t s o• i 5 see' 1, r 6 sre" - _ _ _ . _ WP 1206 IN FIRE RE ;t ;TANCE DESIGN MAM IAL. • Ns: ' I I I I ^ —� I 13TH EDITION. _ } n 1 r I 1 \ L 11 fL 7 I F I I ( I ._ _ _ -. _ __ _ fn f(NICEPArIELFAS "' 1 I ' H I '- I _ T ' I 1 I I Y / p l l: I I I I ENCLOSURE. METAL STUDS 24" OC � ' , -, DW !` -.� CW6. BOTH .DES. I �_7.1 �_ 1 — — I 5 A" I • • fONE0FIE iTKAETE TREADS C@ iETE g71g1ETE TrFADS - A {y F n • 1"�1�lll�'. I�,'l,I.L ()LAM. • ,. J FOR Or" mu; l N..0, ' A. .0' , ..i. , ,' 7 STAIR PLAN ABOVE LANDING I ' ( .289 FERA,d } +F' - SCALE: 1/2"=(-0 - L�'A2i'u(r_ ( `'L W IBx40 BEAN SEE 5 I/2" CONC. PANEL \-' \ 1-- � S STRUCTU2pL I/2" NSI.IATION Y o 5 GWD. 4 • .I 3 Vr STEEL STIRS i ` \\ ". ®24" O.C. 5/8' s- BOTH SDEB • • /� VA" W I . \ / . 2x4 FT BLOCKNG . I I CONCRETE/STEEL TREAD I I HMARALS e 2.-10_ . • .' - 1 I °� \ Lnr • 0 ' • • _� • I ' /. ¢'q G I LD WALL $LNG I 24 TREADS 5 ®r fi ? ,a ? 0 " •. �— ,/.....—. 7-0 3/4" 1F-3- I A 1 1 " 4i,_ I I ii • T � � y � rJ � a . � c , � i?. • t: I Y ' F., N- ay/.[ll l �° I N I - • _ I .' ;; MC 12x329 STRNGER _. • 4� nISi J px/Af, I Km s I ' I/2' vr HAT I I I . rp 3 V2- STEEL S7UDS 1 \ I I \ \ • - p BOTH SDES BRAOLETS TO CODE F710gUE 1. ®24" O.C. 5 /R' GWB \ ,, 3'- 10 7/8" BETWEEN MC ITS I i 1 l_,�l_ -! y, , 1 111 lll_ -= , 44 5 /e' CLEAR —, A. p I ll _1111 / ' 5 - 6 V4 1 SECTION BELOW LANDING I fll_ . 1 SCALE: 1.1/2" =1, 0„ I 5 V2 I BLDG C SECTION @ MEZZANINE I - i - 4 SCALE: 1 -D" I PARK PLACE Ali u 5 V2' C.C. Pre. 17501 SOUTH CENTER PARKWAY I I EMI RATED WALLS -. _... I V2" INSULATION . - -. ! 5 /8 -GWB TURNER AND ASSOCIATES t 1 I I 3I / STEEL STWS - -. I - „ ®24" o.c. 5 /n" Gw6 18420 24th PLACE N.E. ARCHITECTS - . I �� 80TH r SDES i 5/8" GWB SEATTLE, WASHNGTON 98155 I i i CK1. C ONC. DE FT 2x4 TELE: (206) 365 - 7431 FAX: (206) 365 - 7504 �� CONICRETE/STEEL TREAD SAFNG STAIR @ BLDG. Cl S 6-6 5/8 m TREADS • a r - 10, I 4' -5 VT CO TREADS e f " Kr, E -9 3/8' 4' 7 AT I 171 0 C. DECK SMOOTH 11 TR 0 1 Na 1i • -� r I � PARK PLACE — TUKWILA, WA s STAIR SECTION @ MEZZANINE w/ 5T'� "G E - - ..� JOB: PARK PLACE FILE: PP056.GCD O SCALE: 1 /2 " =5 -0" 4 �, -- DRAWN BY: TGE I VT CONCRETE T CHECKED BY: HRT DATE: 9/25/95 9A , ° - SCALE: - VARIES ` 6-9 V4" / i ,r • � I P - I REVISIONS Ch it I . 12 19 95 i � 1 . Imo_ I �i I I L 1 M MC ) B _ I I •i I i i FT vl �� 5 / i �� I /I 1 ' MA H E E T I ° � DETAIL @ MEZZ. LANDING ..r ABOVE LANDING • -_.- O SCALE .1..1 /2 "_1 -0" - SCALE 1 1/7._1, -0„ .. _. . .., ® STAIR PLAN BELOW LANDING . 5 SCALE: 1/2" =1' -0" _ E3q5... .„. _ .. , �e �`�rr �_P• j _, . __ ® D 1ti .., • �,((=!_- RECEIVED CITY OP TUKWILA FEB 1 41996 - .. - PERMIT CENTER - �_ I I I I I I I I I I 1 111 1 111 1 ►. _ 1 1 1 1 _ 1 I _ I I I I _I I . — �� „It A _ I I i __�� I _ I-I 1 �� 0 -- _I ±L1� I 41 I 4-I- I.:. - —. -7-1 = -I- I-- I _ H I-I --I- , ' c NOTES _ a r ■ 1 5 � 1 -- -- WARM: I ili p � ����� I� � I � `�1_n -� — �� i_ -. / 4 . ■ _ - '�I�M;,'1��lii % �� IIII��IIIIIItICJ��llll; l�llllf ,�hll���i�lllililpiiiiliiii liu, 1 E YE LEVEL =33' ■ / - ' % I 0_30' LEV. 28• Q ' , % 0 REV. =n. PERSPECTIVE VIEW 1 E ErE O SCALE: NONE 6 ELEV 25 EYE LEVEL= 3i -6 ELEV. 26._6:. - - - .:: t R: a :::::::::::::: c:::::: r:::::::::t::: :luuuMeeeluIIeMI :: ::::::::::..:.::::e: (KEY FOR PERSPECTIVE VIEWS SCALE: 1 "= 100' -0 ��� _ -- - -//- . ■■■. =1 11 11 11 1 ■■■■■■i `11 1*1111. --1 11 111 111 1;1111111 �1[CIIII. I�I� irlt�l�� ���i�,�tll����il� en ltl 11 Y T t i ,8 ,0 „2 T PERSPECTIVE VIEW 2 I I I 24"--5 V4" 24 1/4” 2G -51 /a" 24'-5 1/4" ,(---;-) NONE r - - i I I I I I I _ - - RTU -2 ( RTU I I ± *+ i - - 1 .■ - 7 1 ,� 1 1 I I 1■11 �f �! -�� �N �jj [I� � �� �y����lll - { IIIIIIIIIII 11111111 II�III����I�����F���� �■1 r■ t. .. ■.. I I I f U 1. i.1� -,.. I i 1 I I I 1 1�,r C 1 I( I PERSPECTIVE VIEW 3 I ! I 3 SCALE: NONE - _-- I - - - -I _ I I j I I I ROOF I I �EL,. I 3' -o" P ARK E� P L A C-� z - TOP C� HCN ROOF I j a 17501 SOUTH CENTER PARKWAY 1 i I I TU -1 -I TURNER AND ASSOCIATES �/ . - I - -- I -. -. I - ._ -._ -.. I _ - _ ..- ... 18420 24th PLACE N.E. 98155 ARCHITECTS SEATTLE, WASHINGTON i TOP OF UNIT I . I I o .... .. TELE: (206) 365 -7431 FAX: (206) 365 -7504 • c ,r -6" I o- r / ,T -0 " r I BUILDING C2 - HVAC • I • PARK PLACE - TUKWILA., WA - �/ - - I -- - - I _ _ _ SOB: PARK PLACE \ -� MY I -/ DRAWN BY: TGE I � __ EL= 60 ' - " ( PERSPECTNE VIEW 4 CHECKED BY: HRT DATE: 11/16/95 / \ -� -.�. TOP of PARAPET 4 SCALE: VARIES �� 0" SCALE: NONE R 4 EL.-=65-0" SIGHT LNE IS A90V TOP OF ROOF RAKE TOP OF lA1T 2' -4" E REVISIONS TOP OFUNT 1 =65 -71 2" TOP OF PARAPET= 60' -6" \ 0� lli . %>> Q�i'1 - ROOF PLAN 6 SCALE: 1"=20'-0 F 34. -0.. VEWER @ POSITION 1 ® EYE ELEV. 30 -0' SHEET • SmEWAK ELEV.-25-0" '‘.7' ,I - ¢ I�0 •i I�S :. . _ 399' -f CJ SECTION @ SIGHT _LINE_ 3 !/A - SCALE: 1"- 20' -0" k -1 � i' y GENERAL ENGINEERING NOTES STORM DRAINAGE NOTES SPECIAL DRAINAGE NOTES FOR ON -SITE DEVELOPMENT / �`. w - TUKVALA I. ammo UTIUTIES AND UNDERGROUNA STRUCTURES SHORN ON TIE PKWY, PLAN ARE BASED UPON THE BEST AVALABIE PUBUC RECORDS MD \OR 1. ALL CONSTRUCTION SHALL BE W ACCORDANCE WITH 'STANDARD 1. CONTRACTOR TO VERIFY ALL E70SBNG UTILITY LOCATIONS .SOUTHCENTER _ PRIVATE RECORDS AS SUPPLIED BY THE PROJECT OWNER AND \OR DATA SPEW/CATIONS FOR YIRiCIPAL PUBLIC WORKS CONSTRUCTION" HORIZONTALLY AND. VERTICALLY PRIOR TO ANY CONSTRUCTION. M ALL - OBTAINED VERBALLY FROM OWNERS OR OFFICIALS ASSOCIATED WITH PREPARED BY WASHINGTON STATE CHAPTER AMERICAN PUBLIC WORKS - • THE PARTICULAR WITTY. NEI THE OWNER NOR THE ENGINEER ASSOCIATION, CURRENT EDHTION (APWA) AND CRY OF TUKWII A 2. ALL EXISTING ROOF BRAN LOCATIONS NEED TO BE VERIFIED PRIOR - _ - GUARANTEE THE ACCURACY OR COMPLETEIIaS OF THIS INFORMATION STANDARDS MD SPECIFICATIONS. TO CONSTRUCTION. DO NOT CONNECT ANY ROOF DRAINS TO PARKING n At STRANDER BLVD.' AND ASSUME NO RESPONSBIIJTY FOR IMPROPER LOCATIONS OR LOT CATCH BASIN. ALL ROOF DRAINS MUST BE CONNECTED TO CB T U K W I L A FAILURE TO SHOW UNITY LOCATIONS ON TIE CONSTRUCTION PLANS. 2. THE CONTRACTOR IS SOEflY RESPONSIBLE FOR THE MEANS, METHODS /00, OTHER UNDERGROUND FACILITIES NOT SHORN ON THE DRAWINGS MAY AND SEQUENCES OF CONSTRUCTION AND FOR THE SAFETY OF WORKERS ' y A TH BE ENCOUNTERED DURING E COURSE OF THE WORK ALL INVERT AND OTHER ON THE CONSTRUCTION SITE 3. EXISTING CATCH BASIN MUST BE REMOVED OR FILLED WITH SAND. < �, ELEVATIONS SHOWN ON THE DRAWINGS SHALL BE VERIFIED BY 114 NM PIPES MUST BE BLOCKED NM MORTAR AND DISCONNECT AN CAPPED 9 a CONTRACTOR PRIOR TO CONSTRUC AR TION. 3. R SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROTECT A MANUNE LOCATION OF IDOSIING STORM TRUNK MAN NOT KNOWN. t © SI I E v N- PLACE ALL WRITES AND /OR STRUCTURES NETHER SHOWN OR 2. IF CHANGED CONDITIONS E ENCOUNTERED. THE CONTRACTOR SHALL NOT SHOYN ON R# RE S PLAN. DAMAGE DUE TD CONTRACTOR'S 4. ALL STORM PIPE MUST BE SMOOTH BO PIPE. SI NOTIFY THE ENGINEER PROMPTLY OF (1) PREEXISTING S BRFACE OPERATIONS S ALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE - y+ t CONDITIONS DIFFERING FROM THOSE INDICATED IN THE PLANS, OR 5. FIELD VERIFY PROPOSED STORM DRAIN CROSSINGS PRIOR TO o (2) PREEASIDE UNKNOVN SUBSURFACE CONDITIONS, OF AN UMJSJILL 4. PROVDE AND MAINTAIN TEMPORARY FILTER FABRIC ELT FENCE TO CON STRUCTION TQ MAKE SUFI= TfHERE BR.L NO 0E ANY CONFUOVS 7 ' - z° � NATURE, DIFFERING MATERIALLY FROM THOSE ORDINARILY ENCGUN- INSURE SEDIMENT LADEN WATER DOES NOT LEAVE 1HE PROJECT SITE. / a IN -- TERED. AND GENERALLY RECOGNIZED AS MERGE N WORK OF THE NE FACGIES MUST BE IN OPERATION PRIOR TO CLEARING OR . . CHARACTER PROVIDED FOR IN THE CONTRACT. THE CONTRACTOR OTHER CONSTRUCTION AND BE MAINTAINED UNTIL CONSTRUCTION AND t • AND /OR THE OWNER SHALL MAKE NO CLANS TO THE ENGINEER FOR LAN06CAPNG ARE COMPLETED AND POTENTIAL FOR ON -SITE EROSION t - RECOMPENSATION FOR EXTRA WORK RESULTING FROM CHANGED CONDI HAS PASSER AS CONSTRUCTION PROGRESSES AND EXPECTED TONS UNLESS THE ENGNER HAS APPROVED THE WORK N MITRE. (SEASONAL) CONDITIONS DICTATE, MORE SILTATION CONTROL (WSDOT SEC 1 -04.7) FACLHES MAY BE REQURED TO INSURE COMPLETE SILTATION LEGAL DESCRIPTION VI C IN I TY MAP P a CONTROL ON PROPOSED PROJECT. THEREFORE, DURING THE LL 3. THE CONTRACTOR SHALL CA THE UTILITIES UNDERGROUND LOCATION COURSE OF ODINS OSIRUC110N, IT SHALL BE THE OBLIGATION AND N 70 ADDRESS ANY NEW , , CENTER FOR FIELD LOCATION OF ALL UIfLJTE5 AND SHALL NOT RESPONSIBILITY OF THE DEVELOPER TO PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHNAST QUARTER OF NO SCALE BEGIN EXCAVATION UN A LL KNOW UNDERGROUND FACILITIES N CONDTIONS NAT MAY BE CREATED BY HIS ACTIVITIES AND TO SECTION 26, TOWNSHIP 23 NORM, RANGE 4 EAST, WM., AN OF THE ' 4 41 THE VICINITY OF THE PROPOSED BORIC HAVE BEEN LOCATED AND Ph DE ADDITIONAL FACTURES. OVER AND ABOVE MINIMUM NORTHEAST QUARTER OF THE NORTHWEST QUARTER OF SECTION 35, TOWNSHIP ` I MARKED. IF THE UTIUTY IS NOT A SUBSCRIBER OF TIE UNDER REQUREIIQNS, AS MAY BE NEEDED TO PROTECT ADJACENT 23 NORTH, RANGE 4 EAST, W.M., IN KING CONK, WASHNGTION, 7 Q '4'.1 GROUND LOCATION CENTER THEN THE CONTRACTOR SHALL GIVE NO PROPERTIES. DESCRIBED AS FOLLOWS: N7 v `+ ' _ WDUAL NOTICE TO THAT UTILITY. (WSDOT SEC. 1 -07.17 APIA !'t SUPPLEMENT) 5. ALL TYPE 1 CATCH HASTE SHALL BE PER APWA STANDARD PLAN N0. BEGINNING AT THE NORTHEAST CORNER OF SAID NORTHEAST QUARTER OF r " },� B WITH APWA STANDARD PLAN NO B-20 FRAME AND GRATE ALL THE NORTHWEST QUARTER; THENCE NORTH 8T45'STWEST 481,05 FEET TO • . - ' - 4. THE CONTRACTOR SHALL TAKE REASONABLE PRECAUTIONS AND DER- TYPE B CATCH BASKS (OL/WA1ER SEPARATOR) SHALL BE PER APWA ME WEST MARGIN OF SOTTHCENTER PARKWAY; THENCE SOUTH 71'5913" 4. 4 Y CISE SOUND ENGINEERING AND CONSIRIJCIION PRACTICES IN CCNOUC- STANDARD PLAN NQ NTH TH APWA STANDARD PLAN Na 13-2a EAST 41.27 FEET; THENCE NORTH 8T4557" ' WEST 210 FEET TO THE TRUE ` TING THE WORK. T HE C ONTRACTOR SHALL PROTECT EXISTING PUBLIC FRAME AND POINT OF BEGINNING; THENCE CONTINUING NORTH 87•45'57" WEST 19.11 - ' ' OU - r.,,1 AND PRIVATE MITES FROM DAMAGE DURING CONSTRUCTION. F BE PLAN EQUALLY ON BOTH STIES OF THE FEET; THENCE SOUTH 4230'27" WEST 53751 FEET TO A PONT ON A _ EXISTING 1.1111.11105 5 ARE DAMAGED, THE CONTRACTOR SHALL DAME- THE BACIOAL �� UNE 19.5 FEET SOUTHWESTERLY OF CENTERLINE OF 19 FOOT MADE DIATELY NOTIFY THE OWNER AND THE ENGNEE R. THE CONTRACTOR PIPE IN LAYERS NAM A LOOSE AVERAGE DEPTH OF EX INCHES, RAILROAD EASEMENT; THENCE NORTHERLY A LINE WHICH IS 5. INS MAXIMUM DEPTH EIGHT INCHES, THOROUGHLY TAMPING EACH LA SHALL RESTORE THE UTILITY LE DN EXISTING C NTRACTOR IS RE RIG T HRIC. AND PARALLEL WITH SAID NORTH 83X' ALONG A CUING TO THE - f E g • BECTON i - 07.17 APWA $UPPLLUEIN'T). THE CONTRACTOR IS RES°ON- THESE COMPACTED LAYERS MUST EXTEND FOR ONE PIPE DIAMETER ON RIGHT THE CENTER OF WHICH BEARS NORTH 4637'03" EAST HAVING A � T r � �� RBLE FOR THE MEANS AND METHODS OF CONSTRUCTION FOR DESIGNS EACH SIDE OF THE PIPE OR TO ODE OF THE TRENCH. MATERIALS RADIUS OF 429.79 FEET AN ARC DISTANCE OF 43355 FEET THROUGH A E SHOWN ON THESE PLANS. 10 COMPLETE THE FILL OVER PIPE SHALL BE 7HE SAME AS CENTRAL ANGLE OF 57'47'52 "; THENCE CONTINUING ALONG SAID PARALLEL y - EXCAVATED FROM THE TRENCH EXCEPT THAT ORGANIC MATERIALS, UNE NORTH 1618'55" EAST 50.03 FEET TO THE SOUTH UNE OF SAID 76 � CU .�F • • 5. WHERE THE PLANS CALL FOR UTILITIES 10 BE RELOCATED BY 0TH FROZEN LUMPS. CR ROCKS OR PAVEME CHUNKS MORE THAN E X SECTION 26; THENCE SOUTH 8745'57" EAST 20.10 FEET TO THE C 0 SIRS, THE CONTRACTOR SHALL NOTIFY THE UTILITY COMPANY AND INCHES IN MAXIMUM DIMENSION, OR OTHER UNSUITABLE MATERIALS CENTERUNE OF AN EXISTING RAILROAD EASEMENT; THENCE NORTH cis 1150N • COORDINATE HIS WORK SO AS TO AVOID CONFUCTS. SHALL NOT BE USED. 161855 "EAST 164.16 FEET; THENCE ALONG A CURVE TO THE RIGHT HAVING A RADIUS OF 661.74 FEET AN ARC DISTANCE OF 18,73 FEET 6. ALL EXCAVATION, TRENCHING. SUBGRADE PREPARATION. FILL PACE 7. ALL STORM DRAIN PIPE SHALL BE CONCRETE RUBBER GASKETED ASTM THROUGH A CENTRAL ANGLE OF 1559'40"; THENCE NORTH 0019'15" EAST MENT AND COMPACTION AND ALL SOIL WORK N GENERAL SHALL BE C - 2 OR ASTM C - 0 OR 16 GAUGE GALVANIZED STEEL 528:93 FEET; THENCE CONTINUING ALONG SAID CENTERUNE ON A CURVE CONDUCTED IN COMPUANCE WITH THE RECOMMENDATIONS OF THE CORRUGATE METAL PIPE. STEEL PIPE SHALL HAVE WATERTIGHT TO THE RIGHT HAVING A RADIUS OF 410.28 FEET AN ARC DISTANCE OF (,) o PROJECT SOIL ENGINEER AND THE CURRENT GEOTECINICAL ENGINEER- COUPUNG BANDS CONFORMING TO THE REQUIREMENTS OF APWA 239.28 FEET THROUGH A CENTRAL ANGLE OF 3324'54'; THENCE SOUTH Z (!) to - _ . , . INS REPORT. SPECFICATONS SECTION 9 - 05.1 (2)A STEEL PIPE SHALL 88'51'25" EAST 34.64 FEET; THENCE SOU. 011)8'35" WEST 198.66 J- < RECEIVE TREATMENT 5 ASPHALT COATING IN SIDE AND OUT. F THENCE NORTH 86 '40'03" EAST 274.13 FEET TO THE VEST MARGIN TY 7. ENGINEERING DESIGN AND APPROVAL FOR STRUCTURES SUCH AS WALL S OF SOUTHCENTER PARKWAY; THENCE SOUTHERLY ALONG SAID WEST MARGIN N 0 _ AND VAULTS MUST BE PREPARED BY THE APPROPRIATE PROFESSIONAL t. BEDDING FOR RIGID PIPE (CONCRETE OR IRON) SHALL BE CLASS "B" ON CURVE TO THE LEFT THE CENTER OF WHICH BEARS NORTH 8513'08 " ' - - ENGINEER AND IS NOT A PART OF THESE PLANS PER APWA STANDARD PLAN NO. B-11. BEDDING FOR FLEXIBLE PIPE EAST HAVING A RADIUS OF 991.37 FEET AN ARC DISTANCE OF 40 FEET (9 (CORRUGATE) METAL OR PLASTIC) SHALL BE CLASS "F" PER APWA THROUGH A CENTRAL ANGLE OF 218'42' THENCE SOUTH 8512'11" WEST Z ' w • 8. CONTRACTOR SHALL BE RESPONSIBLE FOR HIRING PROFESSIONAL LAND STANDARD PLR! NO. B-1& TRENCH WIDTH SHALL BE 40 INCHES 182 FEET; THENCE SOUTH 11'59'33" EAST 261.67 FEET; THENCE SOUTH D _ rn SURVEYOR TO REFERENCE EXISTING MONUMENTS ON CR ADJOINING MAXIMUM OR 1 - 1/2 TIMES PIPE DIAMETER PLUS 18 INCHES, 88'25'36" EAST 115.17 FEET; THENCE NORTH 1159'33" WEST 91.74 ESTABUSH SAID PINTS AT PROJECT COMPLETION. THIS RE WHICHEVER IS GREATER. BACKFTLL SHALL BE PLACED IN 6 INCH FEET; THENCE SOUTH 8825'36" EAST 66.85 FEET TO WEST MARGIN OF () Z 4 ESTABUSHMENT SHALL BE DOCUMENTED BY RECORD OF SURVEY OR LAYERS COMPACTED 10 95X[ MAXIMUM DENSITY. SOUTHCENTER PARKWAY; THENCE SOUTH - 1159'33" EAST 531.16 FEET; h° SITE PREVIOUS TO DEMOJTON OR CONSTRUCTION AND TO RE- THENCE NORTH 87'45'57" WEST 210 FEET; THENCE SOUTH 1159'33" EAST S HEET INDEX - < � CORNER RECORD AS DESCRIBED IN W.A.C. 332 -120. 9. BIgTL71RADON SWALES, RESTRICTORS AND STORM DRAINS NOT 23554 FEET TO THE TRUE POINT OF BEGINNING WITHIN LESS PORTION WITHIN "I LOCATED ON PUBLIC RIGHT- OF-WAY ARE TO BE PRIVATELY UNION PACIFIC RAILROAD EASEMENT; ALSO KNOWN AS PARCEL B OF CITY aV r7 MAINTAINED. OF TUKWILA BOUNDARY UNE ADJUSTMENT NOV 8-79 RECORDED UNDER ': KING COUNTY RECORDING NO. 7908230752 RV A �+ 1 I N ALL AREAS, OTHER THAN ROADS, WHERE CONSTRUCTION REQUIRES C1 CIVIL COVER SHEET ®w N N WATER DISTRIBUTION NOTES: THE REMOVAL OF SOD, ETC.. THOSE AREAS SHALL BE HYDRO- SEEDED SITUATE IN KING OUNTY, WASHINGTON_ WITH RYE GRASS FOR 'ME PREVENTION OF ON -SITE EROSION. I.i. Z w • L ALL CONSTRUCTION OF WATER DISTRIBUTION SYSTEMS SHALL CONFORM TO THE C2.1 TESC FOR DEMOLITION / NORTH END 0 z DESIGN REQUIREMENTS OF THE STATE OF WASHINGTON DEPARVMENT OF SOCIAL AND 11. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION I - W a HEALTH SERVICES AND THE CITY OF TUKWILA PUBLIC WORKS WATER CONSTRUCTION ACCORDING TO WASHINGTON STATE SPECIFICATION 7- 023(1). .TINS AND DEVELOPMENT STANDARDS SHALL INCLUDE NECESSARY LEVELING OF THE WRENCH BOTTOM OR THE C2.2 TESC FOR DEMOLITION SOUTH END y > z TOP OF THE FOUNDATION MATERIAL AS MICAS PLACEMENT AND 2. EXCEPT AS 01HERWISE NOTED HEREIN, ALL WORK SHALL BE ACCOIPUSHED AS d1» CTON OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO (n U H F - RECOMMENDED IN APPLICABLE AMERICAN WATERWORKS ASSOCIATION (AIWA) AND THAT THE ENTIRE LENGTH OF THE PPE - W WILL BE SUPPORTED ON A H AMERICAN PUBLIC WORKS ASSOCIATION (APIA) SPECIFICATIONS NFPA 24 AND UNIFORMLY DENSE UNYIELDING BASE C2.3 EROSION CONTROL PLAN CO N • ACCORDING TO THE RECOMMENDATIONS OF THE MANUFACTURER OF THE MATERIAL-OR 12 EM THE STORM DRAINAGE SYST SHALL BE CONSTRUCTED ACCORDING TO EQUIPMENT USED CONTRACTOR PERFORMING ACTUAL CONSTRUCTION SHALL HAVE A THE APPROVED PLANS WHICH ARE ON FILE IN THE DEPARTMENT OF COPY OF THE SPECIFICATIONS ON THE JOB SITE AT ALL TIMES. CONTRACTOR SHALL FURNISH A WATER TIGHT PWG of THE aPPROPRIATTE SIZ WHI CH SHALL BE PUBLIC WORKS. ANY DEVIATION FROM THE APPROVED PLANS WILL C3.1 GRADING & STORM DRAINAGE P LAN NORTH END a INSTALLED IN THE ENO THE WATER MAIN WHEN WORK IS DELAYED OR STOPPED REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY, CURRENTLY AT THE END OF THE WORK DAY. THE CITY OF IUKVALA DEPARTMENT OF PUBLIC WORKS C igi 3.2 GRADING & STORM DRAINAGE PLAN SOUTH END 3. WATER MAINS SHALL BE A MINIMUM DEPTH OF THRTY- -SIX (36) ARCHES BELOW 13. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE ROAD RIGHT -OF -WAY, BELOW FINISHED GRADE ALL WATER MAINS AND SERVICES WHICHEVER CONSTRUCTION IS IN PROGRESS_ WILL NOT BE MORE THAN EX (6) FEET BELOW FINISHED GRADE 14, ALL ROOF DRAINS AND FOOTING DRAINS SHALL BE TIGHILJNED TO C3.3 STORM. DRAINAGE NOTES & DETAILS 4, DUCTILE IRON PIPE SHALL BE CEMENT -UNED STANDARD THICKNESS CLASS 52 THE STORM DRAINAGE SYSTELf. UNLESS OTHERWISE SPECIFIED AND SHAD_ CONFORM TO THE STANDARDS OF USA STANDARD A -21.51 (AIWA C -151). C4.1 NORTH 1 /2 WATER PLAN 5. RUBBER GASKET PIPE JOINTS TO BE PUSH -ON -JOINT (TYTON) OR MECHANICAL Z OTI-INFRWISE)SPECIFlED Will USA STANDARD 021 -11 (AIWA C -171), UNLESS SANITARY SEWER NOTES: - C4 SOUTH 1 /2 WATER PLAN - a 3 6. FLANGED JOINT SHALL CONFORM TO USA STANDARD B16.1. 1, ALL MATERIALS USED FOR CONSTRUCTION OF CITY OF TUKWILA SANITARY C5.1 NORTH 1 /2 SANITARY SEWER PLAN • 7. STANDARD THICKNESS CEMENT UNING SHALL BE IN ACCORDANCE WITH USA - SEWERS SHALL BE NEW AND UNDAMAGED. ALL MATERIALS USED ON THE PROJECT t - STANDARD A21.4 (AIWA C -1-4). LL SHA BE INSPECTED ABS APPROVED BY THE CITY PRIOR TO INSTALLATION. , - ACCEPTANCE OF THE MATERIALS BY THE CITY SHALL NOT RELIEVE THE C5.2 SOUTH 1 /2 SANITARY SEWER PLAN t, 8. TRENCHES SHALL BE PROVIDED PER TUKWLA STANDARD PLAN W -13 AND OSHA/YASHA DEVELOPER /CONTRACTOR FROM THE RESPONSIBILITY TO GUARANTEE CONSTRUCTOR r ■ REQUIREMENTS. AND MATERIALS. Q 9. ALL TEES PLUGS AND HYDRANTS SHALL BE PROVIDED WITH REACTION BLOCKING. 2 ALL MATERIALS AND METHODS IttPEHENCED HERON SHALL CONFORM TO THE C5.3 SANITARY SEWER NOTES & DETAILS - t._ - RE RODS OR JOINTS DESIGNED TO PREVENT MOVEMENT MAY ALSO BE REQUIRED. APPUCABLE STANDARDS FOR MATERIALS AND CONSTRUCTION FOUND IN ME Y ON-SITE MIXING OF CONCRETE IS NOT ALLOWED REDI - ONLY. (REF PLAN W -1 STANDARD SPECIFICATIONS FOR MUNICIPAL PUBLIC WORKS CONSTRUCTION; 0 8 W -2). ALL TIE -RODS SHALL BE PANTED 'NTH A MITUMINOUS COATING. LATEST EDITION, PUBLISHED BY THE WASHINGTON STATE CHAPTER OF THE Q AMERICAN PUBLIC WORKS ASSOCIATION, AND THE WASHINGTON STATE DEPARTMENT W LJ.:I 0- OF TRANSPORTATION, HEREINAFTER REFERRED TO AS THE APIA DOT STANDARD al 10. A CONTINUOUS AND UNIFORM BEDDING SHALL BE PROVIDED IN THE TRENCH FOR ALL = U ' ' - BURIED PIPE- BACKFlLL MATERIAL SHALL BE TAMPED IN LAYERS AROUND THE SPECIFICATIONS PIPE AND TO A SUFFICIENT HEIGHT ABOVE THE PIPE TO ADEQUATELY SUPPORT AND Q ii., PROTECT THE PIPE STONES FOUND IN THE TRENCH SHALL BE REMOVED FORA 3. MATERIALS FOR SIDE SEWERS SHALL BE EITHER CONCRETE, PVC OR DUCTILE IRON -L DEPTH OF AT LEAST EX (6) INCHES BELOW THE BOTTOM OF THE PIPE AS SPECIFIED BELOW W Z r r,q5-0110 ® O U 17. CLASS 52 DUCTILE IRON PIPE INSTALLED IN ACCORDANCE WITH AIWA STANDARD - CEMENT CONCRETE PIPE SHALL BE RUBBER GASKET BELL AND SPIGOT TYPE C -151 AND THE MANUFACTURERS RECOMMENDATION. CONFORMING TO ASTM DESIGNATION C14 CLASS 2 FOR NON- REINFORCED PIPE Y AND ASTM C76 FOR REINFORCED WITH REQUIRED CLASS TO BE SPECIFIED ON CD C 1 12 FIRE HYDRANTS SHALL BE CONSTRUCTED PER CITY STANDARDS PLANS W -3, W -4, THE PLANS. W -5 AND W -6 AND CITY ORDINANCE NO. 729. - J < - DUCTILE IRON PIPE SHALL CONFORM TO ANSI 021.51 OR AWWA C151 AND - > Q_ Q SHALL BE CEMENT UNED, PUSH -ON JOINT UNLESS OTHERWISE SPECIFIED. U (/) THE MINIMUM THICKNESS CLASS SHALL BE CLASS 52 UNLESS OTHERWISE SPECIFIED. AS DETAILED IN SECTION 53.4 OF THESE STANDARDS. - P.V.C. PIPE SHALL CONFORM TO THE PROVISIONS OF ASTM 53034 -80, SDR 3 • 35 UNLESS OTHERWISE SPECIFIED. ALL JOINTS ARE TO BE PUSH -ON LO RUBBER GASKET TYPE. N 4. PIPE LAYING SHALL START FROM THE LOWEST POINT UNLESS OTHERWISE APPROVED BY THE CITY ENGINEER. 5. ///n�J{,////� NO PORTION OF ANY SEWER MAIN OR LATERAL INSTALLATION S TO BE BACKFILLED /� �J.� v t OR COVERED UNTIL APPROVED BY THE PUBLIC WORKS INSPECTOR. ,� l `�'� i® I ® /� _ 6. ALL NEW LATERALS OR EXTENSIONS TO EXISTING STUBS SHALL BE TESTED BY ice -/� / / 'i i i TEST OR LOW PRESSURE AIR TEST FROM THE POINT Q / J OF CONNECTION TO THE EXISTING STUB OR MAIN TO THE CONNECTION WITH THE Thes plans have been reviewed by the Public BUILDING PLUMBING. TES OF SIDE SEWERS SHALL BE PERFORMED PRIOR TO - Works Department for conformance with current RECEIVED I BACKFILUNG. City : andards. Acceptance is subject to errors env DP Tulcwlu and missions which do not authorize violations of . 7, ALL REQUESTS FOR INSPECTIONS AND FOWITNESSING TESTS SHALL BE SCHEDULED MAY 2 2 1995 adoped standards or ordinances. The r es p onsibility A TAE P WORKS INSPECTOR NUDS ADVANCE. FAILURE GI f or te adequacy of the design rests total) with PERM CENTER dawn by ...I by ADDEE QUATE A ADVVAA NCE NOTICE MAY RESUULL T IN DELA AYS TO THE CONTRACTOR R FOR R E CALL 48 HOURS the dsigner. Additions, deletions or revision t PERMIT thes dr aw i n s a fte r this date wil v this CJR JEA REQUIRED INSPECTION. BEFORE YOU DIG accs tance and Will re uire a resubmittal of RECE9" ERA '°'° k - 8. cots L -R, , , SHHEt, pRaU,OE lE! EVLS[on1 I NSPECTIOnI 1- 800 - 424 -5555 _ revised drawings for aubsequentapproval. AS NOTED 3/13/95 t Y �, THE VIOE0ThES 7RPES OF ALL NEw SEWE >A K YL LIMY I US R PU NACU LINES L C- F'a2 R.6 A SIA 2 A9j5 Final acc Is su� t o Geld Inspection by f SAY Nob ° - - the Public Works utilities Inspector. ,,,;na 94187.00 Date: (rlaLVhr By. J " 04g,=.02-/-• r an «a 01.1 12 f j.,. . P 4 r, —_ — 00 -', I I f m - s1 - .t. 0 E.u\o �I 1 1 I i 1 1 - 1 ' 'T'¢ { ' 1 • F - - _ — _ -�' 1 t , t ? I S' 1 . 1 1 1 t 1 I 4 .., BOTTOM SPILLWAY _ �i i t 1 - ( 6 '.�. EL =42.48 • _ I TOP DITCH �- �-�- - -� { 1 t I \ EL =4O.7 . , �— / /,/', ._�_- —� t E =26 8 . a _ - - J/ X ••Y-- 09 - '- I, ; _� , ,, OPEN ---°`� _�— --^ � .5 -, -- /� �, DITCH - - / - 9 \ ` r- —I 75 D ' • - r II II i -_ -_- _ 40 < j— r TOP j K 2-36" CULVERT PIPES II I \ �_ — -- ..0 _. _ - _— ` EL -0 1E 28.6(W. END) N -I' CA --- - T E - 340T _ IE= 28.5(E- END) C,T O 3 _ 3 E--- 6 �kc e 1 ' t r N � - _._ - -y '- � . B I 1 — ` 1 .. TOP co - Lii I . SSMH TE =34 -43 ' ' v __ —..— x : <. 3 ' ! ' 1 4'! _ J -a $, ' O 3 J pS0 • z / r ,-------5,, :�-' B K r9IE= 16 - "12 6:,,,,, i , . -3 ' 1 DITCH S -- `` ys R ■ CIE =24.86 �('Op 4 IE =28.5 S 3 —ei, O IgB c 33 ♦ x 3'/ ESx• jj . — 0 j 6 . -- x _ x 3 I - ' 1 , 2 y 2 ' ,0411-47,4--",'",, `. f i I y t r 8 \ / . i J 5 x ^J TEMPORARY' I T � t h 3, x � � 0 ° v/y ? ' v i 3 '' fd 6 - - CHAIN LINK m - O ,9 BS -P _ `7f' 3 3 s 'S SECURI F CE `n N '!i . 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O ...... ∎ ■ — LIMITS OF CLEARING Q Z. .. 9 I-Li ' _ l Cr —z -0• CHAIN LINK FENCE J I x FILTER FABRIC FENCE - n et E - CB " ter ' ^'_ ^ �� d d - D CATCH BASIN PROTECTION W 1- ` - _ TE =30.5 l n ,E=.-25.72(IN) 1 t 1 ? -1:-;0 ( `b —V Cl W Z , w IE -25 -5.0 N. IE= 25.52(OUT) i Z 6 W 1 - ' U v) 3' I 1 m N I t 0 SS ! GI . - Ili (/) m-. Z i CB TE =27 5 Cr I— D ? / � IL_2 19(iN) 0 N IE =23 69(0UT) . > II II II II Z 0 rn � N O 0 z _ / 0 o m N, _ x o - a U o o CO 3 / i T _ / S Z r /� �0 W Q SRoa i y x2S`3S I Oz W fX I x2s I 20 Q a. z _I • o d z w =1 y U 2 w Q , 0- O , tY (/1 0 U O L (3 N w t- t - GRAPHIC SCALE . (IN FEET ) ■ I Inch = 30 ft. These plans have been reviewed by the Public RECEIVED J Works Department for conformance wOh current cm Of TAKW11A P City standards. Acceptance is subject to errors MAY 2 2 1995 and omissions which do not authorize violations of adopted standards or ordinances. The responsibility PERMIT CENTER for the adequacy of the design rests totally with ,,o, br m ,.� br bq 5 - the designer. 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J 2j IF 21 s9(o uT) 1 2 7 : _ ` ' z , _ 0 � - 2 Y PROPOSED ( [ 28 - • y gY .._ ,\ & 6I : i ! ` . . sx � �, 2J ° ?� th: -" ._ .. 2RSR9 LIMITS OF CLEARING I .r .., -fi, I � S ° ' S 2RpR? ° a L11 CL • a -o• CHAIN LINK FENCE z) - - \ \ y ;?" = -x -x- FILTER FABRIC FENCE ( 69 .2 x2 250 • 1e,• 2. ,5 v ��v6 ����/ 23, (0j_< W _ T EL. A _ i d S x .�- R 2 A > Z 1- I CATCH BASIN PROTECTION ` "" " - v . 1 ; � _ P' "� x 2 y - N EN� I 6 t✓ B �s 9 , - : o \Y w x oC I Q 2 2s �xs w `- x2 6 These plans have been reviewed by the Public I- -�" I " >o Works Department for conformance with current - - I City standards. Acceptance is subject to errors " ts) ti 5 ....... �� ' 'Sp - ® % % and omissions which do not authorize violations of ,,/ �y- _ adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this S acceptance and will require a resubmittal of � revised drawings for subsequent approval- cnv of u wlu - ® MAY 2 2 1995 Final acceptance Is subject to field Inspection by the Public Works utilities inepe t or . PERMIT CENTER GRAPHIC SCALE Date: bp.tici By: �n « J EA ey x > a « . CJR J «a. are ( IN FEET) 1"--30' 1 1 / 9 / 95 t mm - ao R MAY `' kn o Tuin,s1 \ - F"JELIC WOBKS 94187.00 m «f C2.2 of 12 , } F r - ' - 1 _` i - 1 � r / r I - I II I} AI , \ • ..; .6' //,/// 411' ' � EROSION /SEDIMENTATION CONTROL NOTES - - -- .'1S y t r----- �l bar. _ - _ - -- " --= -- - "I ‘"1 - 7------ - � `''' 4P j � 1 , -- ` y , � ' � � i. - - � -"•� ° DOE NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAIN ! :, �4: r � . _: ` . , � ; ix` - �'`-.� -- -- _ .., - J H �P S°�H APPROVALOF THIS EROSION /SEDIMENTATION CONTROL (ESC) PLAN - AGE DESIGN (E.G. SIZE AND OF ROADS, PIPES, RESTRIC- /��, _._ s , ,,� , ,` ����`� -. e- �' 'f f �; TORS, CHANNELS,: RETENTION FACILITIES, UTILITIES, ETC.). / / r � — a J .. t � i 1'le 4 � • .:- Tai J� •.r < ' i T ,./ D K � ° • r � . • «' ' 7r \ � ' ,- 1.7 �� = - � 1 2. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, : / � . u , !�' t ,� ,�� . .i _ _ II. MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACILI-- ^�'..;r +r ,� __ �ti - • h \�� "'�-., -.. .,.�•. r • a c „ � e° �N a TIES IS THE RESPONSIBILITY OF THE APPLICANT /CONTRACTOR UNTIL : > ., ? ' \. - "'a° r,• -" ,p - .o w o .• ALL CONSTRUCTION IS APPROVED. r. „ o r `�Q.... - -i; A _. - - i'F'°�.. .:.�+r�'- �r�_r -�z, '7 - -1 �3 . 5 E N p - �� "• r' '' g '& \gym y. ,'--- - -_ - - --=G - -- - �� P °• O1-N p 3. THE B OUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN F.. 1 �._ r., "i°'m ! / r• ,T, I /r. °' SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO CONS TRUCT ION. - u .w.m – / " � - - , - a _ - Y _ DURING THE TOTHE , , 1 4 ; ;J " . 1 � / �c��� �'J +D J +z f` " $ / /�'.. FLAGGED CLEARIF ' . � . '° V . '��a�s• ftef /. // / SHALL BE MT/R `� ° o �- P. a ,. / 4 .� - - i �. /o DURATION OR � ' 0 MT memo rM/lemro set r . , � �� j �/, , @a € ' •b ? I rr, r - � J* � .. -erg /.. /j 4. THE ESC FACILITIES SHO WN ON THIS PLAN MUST BE CONSTRUCTED IN ' e 4 - - � / AN IN :,. . _ !. °._.. a •� if �� O ¢ S s��t 4 _, , F t PROP r, - ' g y m FINISH '' : j J ! / fr NOT ' 5. THE ESC FACILITIES SHOWN ON PHIS PLAN ` J k. DUTH \ ,y 9 .r! EG .'• 4' i � �. v - • ° CAPPED AND AB * ` l / - 20 / .' . 9 04 090 B2), _ i 'sr f ' / IN PUKE FxcerT _ � _ � • f =+� � ' • \ PI PES UNDE _ - _ _- % . , � _ � - /f- • ". „, �'-_ • . I ,o ', x � 't? ° ° x 94ALL BE D ' / vi:/,d4', NT /CO IN C 9.04.090 B2). NECESSARY TO INSURE THEIR P i. 4: yam �, �. "/m°.,/,� / x i .� m \te < . . I e e o `� �5 a ED FUNCTIONING NG o � � ` y - ' ;' : -, • .7-/07-0,c."77-74 :.� e . . = /(yJ €= <sa... - -ter Z -6., �` = �°: -c z., ... -- - p .1111i . / 6 THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLIC- z CONTIN -'. = /- • • - Y � ma y. �/. ��r , 7. ANY. AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANK- +j, a 10 :. . ' "� - / / - - - / / : , ' "g _ ' � - ° - , N m MENTS, WHERE NO FURTHER WORK IS ANTICIPATED FORA PERIOD OF - ^� ff � 'ate ��, „-�� - ” ° / / % /'. i7 / / / /// . . - A w \ r % 6 _ / _ . s S : 15 DAYS, SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED y a i , i,..445,- L' i. -`° , m ar w o� o SEEDING. p N MULCHING, NETTING, EROSION ELAN- H .4 / / �_ , ° a b� �� i KETS ETC ESC METHODS (E.G. () (KCRS 7 :E j / � i'� , � \ _ ..°,'°4 t t , + � I ^ i 8 . ANY AREA NEEDING ESC MEASURE, NOT REQUIRING IMMEDIATE • ° j t ��, , _n °° za -0 , ATTENTION, SHALL BE ADDRESSED WITHIN FIFTEEN (15) DAYS. �.�Iy ' `` � 'u .�o� r `'s �� fOA � • ate, 9. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND � �P G �� ie 7 - t • - m, . . /�• *, < - ,„ CO'. C r - =_ Ji t i ■ `O FOLLOWING A STORMUEVENTONCE A MONTH OR WITHIN THE 48 HOURS , ,' (/j O ' t �•"• xi, ways 0 AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED ° a a ° \ � A ACCUMTE WITHIN A CATCH - :, . - �' `m /` CONVEYANCE LINES SHALL BE CLEANED PRIOR PAVING. E � S IFS - • O � � - '° y / 6�`/ / ,� / .0 ' / , , — \_ CLEANING OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER « _ E / Z k - �.c i - / // • / // // / / THE DOWNSTREAM SYSTEM. v GRAPHIC SCALE 2 ► s s£ ` s / % i/ / d t� � ! : " _ , A ° m ' m � I: I, _ _ . 4 _ „ - 4 65• i , , / i/ S TABILTRUTRLL ■ IN STAG STR / FOR TPRO A ;; ' � / / /' o o" REQUIETHALL D A/ / / - - ; j,�� ' o o_ c m THE DTITHOECT. (W 46 i ® '/ / / / /` /� 1DOF R i -✓ s', // / '� - TU THAQ i / / /,l` ° / / - - °° D' � / / / / / / / z :,y� - }// � - ° 3. ( "." ' l , -� ,. TEMPORARY SETTLING BASIN SHALL BE MODIFIED + + °r ° WITH THE a n - - l ` / / " -• m ~ z '`e ° ��' � z , NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE - / / /f` , J o ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY IS TO 0 "- • %�/ - FUNCTION ULTIMATELY AS AN INFILTRATION OR DISPERSION SYSTEM, d' v • ^ \ ' � xn CITT • ear THE FACILITY SHALL NOT BE USED AS A TEMPORARY SETTLING Z y _ - --- \ \ \ %'+ BASIN. NO UNDERGROUND DETENTION TANKS OR VAULTS SHALL BE 1. w I \tlVl"' - '° USED AS A TEMPORARY SETTLING BASIN. o 5 PATCH rma "°' Z r t x It _ - - - ° NS7 LCC,e,N4 1 4, WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, W < C z CATCH Lib FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE -I o eESre /PE C655WNLe Wf71 THE.eArO Pt-4577c RATE (E.G. ANNUAL CR PERENNIAL RYE APPLIED AT APPROXIMATELY - DUST CONTROL - 80 POUNDS PER ACRE). 10 V ' _._ - DIMENSION AS REQUIRED: 15. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, O10 k t FILTER FABRIC MATERIAL 60 NODE ROLLS. NOTES 100' MIN. EXCEPT MAY BE PURPOSE IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF TWO INCHES. N USE STAPLES OR WIRE RINGS TO ATTACH REDUCED TO MI N FOR Cc FABRIC TO WIRE c . THE FIL TER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO RQ� SITES WITH LESS SS THAN TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES. 4 THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE e'C' ONE ACRE OF EXPOSED SOIL t-1,.. 2' BY 2' BY 14 GA. WIRE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A .. I - — FABRIC OR EQUIVALENT. SUPPORT POST, WITH A MINIMUM 6 -INCH OVERLAP, AND BOTH ENDS SE- CURELY FASTENED TO THE POST. CONDITIONS WHERE PRACTICE APPLIES :x. 4 - A IN AREAS (INCLUDING ROADWAYS) SUBJECT TO SURFACE AND AIR MOVEMENT OF DUST WHERE ON -SITE ABS f ' b. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS OFF -SITE DAMAGE IS LIKELY TO OCCUR IF PREVENTIVE MEASURES ARE NOT TAKEN. � �, • , (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 / l -r • ®• : E:. FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 R -25' MIN. ,,.- A_ o INCHES.) DESIGN CRITERIA /SPECIFICATIONS s _ o 12" MIN. x5 I " • 'r' a A TRENCH SHALL BE EXCAVATED, ROUGHLY 8 INCHES WIDE AND 12 INCHES 4" - 8• QUARRY SPALLS - A MINIMIZE THE PERIOD OF SOIL EXPOSURE THROUGH USE OF TEMPORARY GROUND COVER AND OTHER TEMPORARY Z F N - DEEP, UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER STABILIZATION PRACTICES (SEE SECTION 5.5, COVER MEASURES). ? r r - -77, + .... 2 •%�• FABRIC TO BE BURIED. I . \ \ - i \ \ \ \ ; r� >•\i,>5 \ . SITE IS SPRINKLED WITH WATER UNTIL SURFACE IS WET. REPEAT AS NEEDED. TO PREVENT CARRYOUT OF MUD ;, - > y,,\ / \ �. :/::. \ / \ nY'T ✓r .r,. Y� %,. d. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT PROVIDE FULL WIDTH OF _ ONTO STREET, REFER TO STABLIZED CONSTRUCTION EXNTRANCE (SEE SECTION 5,4.1.2) N I I I FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS INGRESS /EGRESS AREA - USING HEAVE -DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR N SPRAY EXPOSED SOIL AREAS WITH THE BALD DIVISION APPROVED DUST PALLIATIVE (UST OF APPROVED 3 f ; ' . i ' I LURY BOTTOM OF FILTER MATERIAL I 1 HOG RINGS. 7HE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 PALUATIVES WILL BE AVAILABLE AT PRECONSTRUCTIN MEETING). NOTE, USED OIL IS PROHIUTED FOR USE Tv IN 8' BY 12" TRENCH I ! INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGI- . WATIVE - NAL GROUND SURFACE STABILIZED CONSTRUCTION ENTRANCE AS A PA 6' MAX. I NOT TO SCALE u e. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO r THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE I PROVIDE A REBAR TRASH RACK ON RISER EMERGENCY OVERFLOW Q LI 2' BY 4' WOOD POSTS, STANDARD OR BETTER ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO 1' FREEBOARD OR EQUAL ALTERNATE STEEL POSTS. EXISTING TREES. id . PIPES 18" DIAMETER AND GREATER 1' SPI WAY DEPTH SPILLWAY CREST Z . Y Lt f. WHEN EXTRA- STRENGTH FILTER FABRIC AND CLOSER POST SPACING SRE RISER PIPE, OPEN AT TOP USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A 2 MIN. (PRINCIPAL SPILLWAY)' � 6' MIN. J Q FILTER FABRIC 11, 2 MIN 1i-V x / SEDIMENT STORAGE - 2 0_ CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS - ' '� �� 3' MAX. DEPTH DEWATERING OUTLETS in /, -�1 MMATERIAL WITH ALL OTHER PROVISIONS OF STANDARD NOTE e. APPLYING. , •,.: i,��> / ! � \ y�. ,'�_ 1 J MAX. ' AND i THE TRENCH SHALL BE RACKSLLED WITH 3/4 -INCH MINIMUM DIAMETER �K ,,, MIN. 2' SETILf G DEPTH - _ / � ��� / F / �Zy�� OUTLET PIPE Q 9 _ � 2' BY Y BY 14 GA. WASHED GRAVEL � / WIRE FABRIC �T Z OR EQUIVALENT. I o h FlL"fER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR _ _ .� W , USEF PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMA- r I `// iv NENTLY STABILIZED. r4 .. w� v�v� I . 0 INTERCEPTOR SWALE DETAIL °% �� i �/ o' z r �i ^ i ..4 L FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH i /i :i iy/` ; 5, ; - " �"�'�v� \\% ';'•;', y>, I �/ / • t' �i� LEVEL GRADE ,,,!\/ \ 0 0 -- t- RAINFALL AND AT LEAST DAILY DURING PROLONGED RAILFALL ANY RE- NOT TO SCALE \', : O I� - PERFORATED DRAIN PIPE ANTI -SEEP COLLARS � ' C) PROVIDE 3/4 1.5' r�. / ii / ice / n• - �`+ QUIRED REPAIRS SHALL BE MADE IMMEDIATELY. - IN GRAVEL FILLED TRENCH WEIGHTED BASE - WASHED GRAVEL BACKFlLL s ^ ��� /; � ENERGY DISSIPATING o � 1, FOR SILT DEWATERING; TO PREVENT ROCK CC _ IN TRENCH AND ON BOTH _,. LTYL. TRENCH WRAPPED PATH FLOTATION W O SIDES OF FILTER FABRIC FILTER FABRIC FULL LENGTH FILTER FABRIC FENCE ON THE SURFACE. 2 BY 4' WOOD POSTS, STANDARD OR BETTER F FABRIC FENCE DETAIL SEDIMENT POND SECTION In e MIN. ► OR EQUAL ALTERNATE: STEEL POSTS. I\ NOT TO SCALE NOT TO SCALE WIRE SCREEN WIRE SCREEN RUNOFF WATER WITH SEDIMENT CONCRETE BLOCK GRAVEL (12" MIN. DEPTH) 1B• g - -r r y s• �� �� OVERFLOW FILTERED WATER MIN. These plans have been reviewed by the Public Y • . � ...I. Works Department for conformance with current RECEIVED Y ' - - . i ��■ 1 RUNOFF WATER irll - ��►r7'7' I�'H7' YATH SEDIMENT ; City standards. Acceptance is subject to errors cm of TuICwILa r ,�s>. >_�� 4 7 +� ��� ❑CJ - -- /.i ( and omissions which do not authorize violations of MAY 2 2 1995 j r ■ • ,r�i�rt :o �< � 'U •- -� _ r - / / ..c> r5 �/ Trnr�r ' /N," 2 \T H /`i €. § t - F -.' ' for adopted e adequacy the n rests totally drown by checked H 6 after 1 O °8 `�\ A; / ,./.;? .K�� ` q Y g y FERMI CENTER �'`� ^� WIRE MESH WITH FILTER the designer. Additions, deletions or revisions to CJR .TEA � , SEDIMENT FABRIC ON TOP - these drawings 1118 date will void this • 0 DROP INLET WITH GRATE SEDIMENT , � g FILTERED WATER acceptance and WIII regUlre a resubmiltal of REf..° 1'1a��Te GRAVEL FILTER revised drawings subsequent _ for approval. BLOCK AND GRAVEL FILTER GRAVEL AND WIRE MESH FILTER �� =g0' rr Fi nal acc ie BubJep tO Held Inspection by • MAY 2 2 1995 ke the Publi W orka ufl liliee f for. TUKVV / 94187.00 NOT TO SCALE NOT TO SCALE ® ® �' Date: bhC W gs By; PUOLIC4v;;K3 ":.. I 1...C2.30 12 I L � - - - -- °C ;1 1 ti` x' 1 1 1 \ ;i$ \ i , _ I 1 - \ `. `�_°�i lit i \ \‘'m s b . GRAPHIC SCALE '.� O Za�J� i\ \ \\\ ' \5ti+ I t % \ \ 1 ` s ` I � \ \� \� p - ''�` \ t i t� l\\V\ t } IN <tN rEEr) .ti f 1 ))) - - � J --f,.- \ t j 1\ s 1. ‘,,t; i 4 cP - 1 mm - ao. n / / ��- Qu - =_ - = � o o� ___ 1 1I i II I i 1` i L ) t , 1 1 c . '0 -- __ - g� - -- -- -_ - "-�"a _1`0, 1 \ f t t' ' y�! BOTTOM 2.48 SPILLWAY _ - - -- J _ �. t ; i \I r ,, , a =4 .e ----- - ---- - ------=-E.-------_-------•-''------ - _ _ 09 1 � e 1 1' �' MI }r " Y ' % I - ' \ - _T - oesi4sP8lfl5 _" - --- -� - -- --- _ ._71 1 - "'"' -''' • B R . _�- � ,■ T: TF3P EFAtNHJ k 4t. " , r, , i , l i 1 1% j v �' - SW O=fOP • r. -- _ OL �r i t }`tI ` t ��_ ,,, err X t } jl E =26.86 _� 31.20 _ l O F r. > ,4 '.. , a 3a a 7 -__ - _ J i - 9.6±. 1 PITCH PEN .. ::: r l - ._ta � S .. �� � '4..v -� _ ._ . '�-' .:rte- f•z- e:.:,.....� - .,.>.,. ?.,,•„ _ _ __ _ _ _ r r t N .. , r �' �" - 2c ?s .r �.- . p,^n., l e TOP OF PIPE= 2 r -i )3 > `� ;; ,w:,r _ _ 2 1.50 3 33 I = 33 h ..� -„ 50 � I E ,r ; ,} % •s2 30.80 34f� -= 20 ._`' '�� -,•.: f I}. lI ll II \ t;• ` ----- . .,�' ,v--' �,.:,: __ -,�- a. ..1. � �� ?7 '�'�'� ` 1, „ t a 2 _ 3 6 ° CULVERT PIPES �; .. , .�... -�� i. "" 40 �.%� ---,.c � 4 IE= 28. 6 (W. END) N � � k . , , r- ■�■■.- t;e Q �...�.. -.z z. ,,, s_ .. 1 5 , j IE= 28. 5(E END) . W , (rl F , - :�. -.-. r;� �:. ..__. -Y _.�.;� , .. _ RAIN LEA �• , 7� �� `L'.� -? � PR OTECT N •N s-- ' -3 7 x 3��� _ -__ -_ ,�� & '�`°' , y.. ; ' .. � _ PIPES N MIT OF ‘' k .- t, _ s ____ -__ .�3'_ .y x P TOVERLAY ., s 'aT �7.b� - -- CB 4 TY I � � (HATQdED, TYPJ � - � � R � 8 / k V "i , ,. 34 � IE- 27.00 TE= 29.80 � - ® �� CB #1 260 d 48• lE 26.7 OU'f) ME - �IE -21461 / / i 4880 I A E 28.5 :, mai r .. W x , 41.37 / /: / / . / � -� REMOVE c , RELOCATE IX 48' SD . . , -: , ' � - ® / / / / / i - 4F' ,..441111 - ten.,,- -- IX CB q ( ) -34 # '// , f /,,.. /. �/, ;/ - _ = 2 y E w• w SEE DETAIL -- � - -" -- - -" � n�� / DEPTH 7 ' `� - / � ^ � r TO ANY CON / l0 j / / 5 oo- W N f EE ` � # V 111:1t7 - / �� ` //• / // A N o d o r r -• - MOVE L;r'R]ADVE l .� ^ PR OS BUILDING �/ ��o� �. / / �� a A \� - 33.20 I � - � / � / .307 / / V ' O J / / �� / U .r FTGS. 7.'� NOQ2 FINISH FLOOR- 34.00___ .6 ? i ./ _ APPROX. UM 1 98 66 m LL_ TE= 32.34 ` CB /"33 - � l r rr O o .. IE= 27.64(OUT) \ TE -31.83 / *� iY / (HA 1,.> Z 0 I \ IE - 26.41 N _ ` ° AoaROX. BLDG. LOCATION PER ARCH. SITE PLAN TCHED � - IE -2 6. OUT) / • � CC g ^ ' - ! .t / PROTCT , E 0 • R f RAP � _Si- _ - j -- M 3 �� . 31 , 'a , ' [ / PIPE / U' NOTES: EX CB J VV IX 32 t :. / 0 a 1. ALL PIPES BE AT 4uN FTGS { .5.? E 2a: s I �/ / r Z U NEW BUILDING SHA BE f PO CT CB _ � '7 ,,.- 1� OTECT !. [ r i.6 - IE 25.60(0.7 , CB , RONNECT O GRADE � f • CAPPED AND ABANDO .y. , 33.20 29.66 M � • � �� 3 I- ° IN PLACE EXCEPT ST. - M ( / E 26 7 r .': o_ 1: r rM. ; ' , I "� F" J I a f-- PIPES UNDER FOO r GS 1 � = - - � - � I 4 •- � ,; ��s<Y _V M I. . • - 1 CB EX C P te® 292 / / in g W �;�� TE =29.73 � /' =29.36 r SHALL BE REMO • D. -Em., D) e ® W N . � � � 0 �_ - 12 V S .,/� ' ° is... / ' IE= 20.66(36" CMP) dal Z w ►1 Vic- .. .:s ¢ 332 - x ..i , ��R OE rte''% �4 Z - _ ®l!III -1 J�� ` , . .. � E o W • ' L am_ i - ' / i'` .,..a►� CO d ® X E'Ir- I:. , `Y•°.> `? .. T1. `�" .- rw .�. - `: . " - A, ® i,a t '•. 28 `� -. - • _ T EX PPE �EX CB J 0 - .- � :� -ate ....r..', - w O W ^ �;'�i �f�l'r!� QV v 'r ONC Dz3t P = s iz =. - r • _ + ' u+ C RETE O U • .y' � k ' _i- S - 'E� 0.0 SEE DE C,4 uU s. � �r _ TAIL ‘ m N -� ACC ESS MH A , - -. m _., 30.0 REMOVE _ " N EXISTING w..r.,,,, � � - .r,� T E=30.0 IX C6 NG, N.I.C. - ■, �R. CT EX CB IE 25.2 IN) RAI TOP TO 31.6 �' W EW 48' SQ LOCATIO IE= 25. 541N) 1 N. (sEE DETAIL) /, / m E= zssz (ouT) ' TE =30 -90 ✓ A E5 M + LO p., ' j_ ((Ali . , W '. 1E=26.98( TT - - � ,S� ,S�/ �n SHT L Z ' .'�'- - - " - -/ / : J 3 f\: EXISTING # 37- 0 , PAVING, N.I.C. Z 31- 31 ( TEC r ~ 31 `� . _ . _ ll N P , - k APPROX. LIMIT OF !. 2 --• / PVEMENT OVERLAY _ U ' / ' _ / / , / ,/j / / // /'50;/ . -•• % //- /•- I A (HATCHED, TYP.) I� Q Q / // / ///////' / // ./ / (,1F 49 1,0 co / / / B / /E /36(flu9)/ , ce 6 r z �O Q C, // TE 21s' , / ,/ / i / -_ , / 26.99 , I i IE 24.19(oNj 0 / ■ N _ 2 aEJ22T, % /# E z3:as(QUTY C ll II it II -• - , ' / / 2 1 9 3 / // / ,1 z ,zi(ou' PROTECr / c j ,. Z / /TEL / 1 E = Z i / I � "IN PLACE ~- PROTECT EX CD O� -P N CO p Y O O c0 N BYP SS C8 , � � •RO7F�. CT i •• • RLAY,. - " O O • - Z Q • 'rE= 272'±/ PR. = r EX, bB' , - t1 U lE� 22: / ,a -W/ / RAISE TOR / / - ,PROTECT, DC C N li.l J W . _ REMOV �B A Oif . _ / f?AISE .• • - / : / _ / / i / "OVERLY - - - U` I - -^ "�� o Q i_ - 6 e #1 try 11-4,s.) o O . TE= TO GRADE Lo lE= TO AT ✓° � CONNECT EX PIPE ' N � � O. 5'106 -CPS OIL /WIR. SEPARATOR REPLACE EXISTING HANDICAP - Z Z (OR APPRVD. EQUAL) - RAMP WITH RAMP PER _ 1E= 7.5± CITY STANDARDS 0 IE= 22.5± - • - Q REMOVE EXIST. ISLAND N - - PATCH PER CITY STD. Cr 0 Q J These plans have been reviewed by the Public RECEIVER i Works Department for conformance with current ERR of 8000 a x City standards. Acceptance is subject to errors MAY 2 2 1995 P and omissions which do not authorize violations of adopted standards or ordinances. The responsibility ��RR CENT for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to draw by cn.a.d by these drawings after this date will void this JAL JEA acceptance and will require a resubmittal of I revised drawings for subsequent approval. 1 :. 3/13/95 ® ® Final acceptance is subject to field Inspection by MAY 2 `L 1835 pe ... the Public Works utilities In pector. ruKw:L�; 94187.02 D a t e: G I g ,�� gs B y. �j PUBLI WO RKS . b. C3.1 o 12 • sF 4 o 1 - 4 C / \ GRAPHIC SCALE t r V //// / �� (IN FEET) II u u n - \ �% 7 i . - .-�"''- - -.__ -. . --- I - - - - - _ '� bli ;/ S' 6 ( r , -- CD N J V J SWALE T T10 N F WX LL \� � / � j l ! !' �; f . k • / \ / CD +N C7 _ -- - 3p CB #8 (N 11 -48) E S _ \ _ _ _ C)1 _ DITCH TO DAYLIGHT= TE= .3750 ( C :4 t o °� \ -----1---:-------'"'="------170-0----- _ N o N 7g' s.zz - _� f ( a t ' ' �- - - -_- - __ 16 r �� �,�, - ms - �i � \„%f . IF >= frb ��_ \ �� s- n 5 1W m E I � \ / gy ' i / .ate'" - n I J i c \ % 45d A. c ' J ( , / �� j ✓ .. - 943.00• ctr ctr �`.� �„ °3� ir^ ��`� -aar \ 't �RT.As 1 _ j! .! ! ice' 32.70 IE= 28.60 ~� - .� �� / i - 5 ` 4 33. '•' :. ,f.Ilk,. �_" l ��,� 1Y \��\ -3p B. I , s , - O4 � 3200 , � __. _ :. 3240 b :.:''9 n - te r ' ?..' 1 . ; ` **'" . ���" '"s„ ®r ® , „„„ 3280. a r = - 85-. x ' - '� `� • r _ - - �••� y . ' \\> fi! / / / / / / , J .:. r 1I�� _ ''J" PROTECT • . � � 'tea >w.w..`_3.,�' t -+ ` , . f. - ;� 33.9 33.95 32.70 I ' - � 41 I PLACE 1 \ v CB #9 (TY ft e ti ' / • 4 `� fr '39.B 111 i� / i/ // � , sue- 31 32 -ra , 30.00 RAIN LEADER - 31_... 3 . _.r OVE / � � I ( • - A .1,-_-__I- / -. / 31.6. "'t 3 0.00 - a 41 /�I a PIP ` 3�' 1�,G� l • - - - 52- •/ •'/ ' 2.00 J 3O Cg PROTECT EX MH r \ 5 . / L „ r �- TE =29-94 ) RAISE TOP TO 313330 I \ \ �� A INS // �O / � 31 I ^ IE 2 4 . 08(IN : , -�' - .•' 4 ' 1 • / / . Y ; t , 3 50 : $., / #12 (T 0I) IE= 24.06(OUT) - - R R \� !! 3 3 ® �0� 4••• J / / 1 ,2 • 30.50 s TE= 29.80 REM . • 3 3 3 2 r Z7 . -0 �_ -1 : 11 - ... .,:: 4 0 :1 - p P A v �. IE= 27.30 4 REMOVE REMOVE EX CB y !// ... --31 Dt E X CB. EX PI ENCLO 1 0 l L ■ I '...11111 E j , jj ct O III 23.73 8 ( 1 I • , t � ' . W ter. LA .2 3.7 ' _ 28.8t 1 � v i i�,�s° a 2486(IN . 32 00 ` . 31.60 ..: >•i •a�.rzv s;� 1 R EMO { VE EX Z s' _'� :,Y:- *.. -,•;- "� _, M EM ` i ♦. .. ,,.,.e.- f , REMO CB ` / Q _ „ �.sx rV' �, IX PIPE - _ r. i _ U , ' , yry '.2.80 1S '.1', 33 ® b y e `'` , #5 (N II ! 1( 1 {-- Q, PROTECT EX CB S ,. PROTECT REMOVE r+ 32 >' u_' 31.70 I i 31 pp I _ -3 A RAISE •TOP TO 37.60 3220 / _ R .- IN PLACE 2.60 - � �� CB � s l/ EX PIPE - la- 2436. � eV ro i CONNECT NEW Er e ; - • R • a = _ y ,--° -- . / 32 • E � IE 2 5' .OU will 11 . Ell .. f , I °V VI .o I-. .t r 1 �J. �. .r-.�. 33.20 \ �} 20 I 1 ce •- . `. . . , . . . `A •q •�� \ fit . .. r * - ry � ∎ -: 111, 3 j ;' >... . . = '" Z W Z E 0 6 3 20 33 . I ,• 1 V J W Z ` < 7. W a y ^ j 1 � 14,---,-A,- _ 32 12 " SS 32 0 1 J ¢ I c . ► - * W o L - P ROTECT TO IX CB -, 8.39 ) PROTEC 6 v 00 - �� `~� j 3 +00 ( m o T ., R AIS E P T O 30A0 2 RA ISE, ,l • O 30.0 \ - k 3 . • r =•i: ci 30.00 x. N !} FR 29 CB I . 7 I U ' NEW Sr (SEE DETO TE 2.9 I. VERI [WIN & LOC ON 24) TO JJ a.-• P'IOR TO ANY CONST. k=„ . - •UT t - .. IN PLACE ! l - REMOVE E CB 3• Ili • c. s ,t1 - c TE - 27.7 , � 29 \ • M 4 Z ` S CB , 12 • _ £, a • : E =23 6 ( IN U ! I - I - , PROTECT IN PLACE f p ` .+.^.. ' , ,, i \ t f= Ir J Z - TE= 27.30 .'_' ° .(CO IE 23.6 (O �� •, 30. °° 4 k O •\ .:27.80 p i / \ 1 3,. / . LA 21.83 '' - .. REMOVE EX CB > { p (SEE D ETAI L);..: 8 �,' j� �. PROIECT °� VI \ .. • CB r '� IN LACE `" / i / Q / 0 0 3 t IE 22 So(IN) LI ` r � °' FP' �: 1 CB #4 (TM 1 777'/`7- ; 34 ----/ / z IE= 21.831N , •O TECT a. CB G 1E- 28.80 / W \ INST ALL S: UDC ��� IE =24.20 / /� / /� / "� / / IE= 21.8 0 ( O U T ) .;, • N l'''*;; r �_�" 29. TOOIXEPIPE) ,//1/1//,' i / / /•, / _ PR OTE a OIL CO. 5106 -CPS C� ,6 - / \ _ G O } - OIL/W SEPARATOR co � x ' • / / � i / Q (OR APPRVD. EQUAL TE =27. CO 0 ° ///, , /', >' _ 0 • TE= 27.7± IE= 22. 00(IN) " � - - IE= 21.8 IE =21.5(OUT) P A / -29--r--',-, \ C CC ONNECT 8 ' - Y - NEW 8' s �, , ' /% Z APPROX. LIMIT OF / � / // - Q w D- 9 P OVERLAY / , / J (HATC TW.) O.. U f/ // W Q w I f- TEM26.69 - EXISTING O C ''' / E X1.53 - j/ Q CL z IE =26.69 PAVING, N.I.C. O IE,r218 IN) i / / / Z W �fff =26 _�� /// o Q • o . ■ /SE 26 BYPASS ' ri• z • (Tr 11-5 1� Q 1E= TO Q IE= TO BUS CC REMOVE r ;- #1 (TY II-4 STO• 0 (y-EE p / /TE= TO GRADE L ACE EXISTING. HANDICAP bl( t rmance with currr • Atance I SER „ - and omissions which do not authorize violations of U.V. CO. 5106 adopted i andard s or ordina The responsibility H AY 2 2 19 5 - �9 OIL /WiRSEPARATOR for t aequacy of e sign restotly with 00900 CENTEfl •r0", •Y L Macx! Ey the desi er. Addition deletions or s revisions to r ( OR TO FIT :EQUAL) JA J.EA . these dwings after this date will t voalid thi TE= TO GRADE e IE= TO FlT _. acceptace and will require a tappro -.., �Ccg4� LB .m. "^ ; ;yam revised drawings for subsequent approval. ® M4i 221995 • ® b• Final acceptance is subject to field inspection by ^• PUBLI the Public Works utilities ins•eclor. a0.Igy TUY.0 WO4vIL.a RKS L c320 94187 02 Date: G ' By: /� / ' I Nor APP40,ED Fore 4 DRF7 /NK/SE' 12 I 40 !h 40 , -: MIR N... c ! _ , -,,, , , • ,,,, t....i 11 _ME II + ql- .2 <n 011i �IXISTING GRADE — 8 u, II Q PROPOSED NISH GRAD, U � . I 30 — r i i I I n IIIIIIIIIINIIIIIIIII I 48" CO(v�CRETE STOR DRAIN 6 —r I ,- ,`ti I 20 ( a _1 1 I I 1 z , z 20 I a " d J 1 I i 1 I I i4 Iz On m � M ' �N NN e0 �N <d' N Y t pM 00 �t MO ON T fDr NM ON OON ,h Ci m; . _ �N ; NN C.- 00 O0 'a MM MM r ',1 '• /\� � NN' NM NM MM MM M M MM MM MM MM MM MM MM MM NM �.� 0 +00 1 +00 2 +00 3 +00 4+00 5 +00 6 +00 7 +00 8 +00 9 +00 _ � 48" STORM DRAIN PROFILE SCALE: 1"=30' HORIZ., 1 " =5' VERT. ` aps, ING ~ t: , il o � 1lsne 38" SQUARE CONCRETE SWALE ACCESS HATCH 24 01k STEEL BY WALL CONTRACTOR .V. CO. 3 -332P , FRAME & COVER CASE W/ - DIAMOND PLATE COVERS TE= .29.7 STEEL EEL BOLT DOWN UD 1 ° It 5/8" U 1/2" DIAMOND PATTERN 9' V No 1 , �(� WITHOUT FRAME � .r I 1 rR. _ Li � r 11 E / I ENLL w E .�4 4 I — ' IN ET- - ADJUSTAB a BLOCK r OUTLE SOILS PRI M BELL CAST IN MH - WEIR POURING CONCRETE .R 3•• �� •. ♦ to IN MANHOLE, "s REINFORCING - 25 CUBIC YARD �♦� BLOCKING.� �' - 're . N CI LiJ to EXTEND BAR CAST -IN —PLACE INTO CONCRETE BASE sEanoN CRETE BASE DRAINAGE SECTIONRXTA�iNING WALL OIL DAM IC ,'� % '� THRUST BLOCK i 1 p O ` z ' SCALE: 1 ° =8•. N ONTRAC� MALL NO SCALE \ I '// G , /�, NO SCALE I h tY 6 s - OF C— PBASEDRAWINGS � � � 3 , 3� 3' s IC il N V I TO ENGINEER. W 2' CLASS 'B' ASPHALT (STANDARD) m N I I m l HORIZONTAL COALESCING „ r -- 1 —z_�I ��, 2 ' COMPT. DEPTH PLATES 1 •_ 7. . ,I - a. I CUT OUT SECTION j CRUSHED ROCK OR EL 66' CONC. PIPE CRUSHED BUILDING 5' �— -' MA TERIAL ( STANDARD ) / M- _ _ INLET WEIR— 6' TYPICAL . 1 - - 8' - 10" CEMENT I v TREATED BASE r ; � • I 48' PIPE U VAULT 5106 —CPS DETAIL , /2" MAX. TO 6 BREAK IXIST. 1/4" MIN UP it(i at \ I1 I �'� ' r — erintSZSOF A.C. INTO SECTION NO SCALE d - I a I a \,i1%T�,hh!ij� T\\T� i # NO LARGER THAN ^ �^�,\�., .�j,C\ �r 24 " SIZE CRETE SIDEWALK _ , - . Z I I I < I ` ��!� \���Q:i� �i��4J!' CRUSHED BUILDING MATERIAL 4" THICK CEMENT CON L--- rr — , — �T Sias! ?���:7y S ��� �i, z I 1 a I I - -� _� � � l ' I = < 25 CUBIC YARD J} CAST —IN —PLACE STANDARD PAVEMENT SECTION ,8" THICKENED EDGE Q - [L= 11=If =11=1L 1L J CONCRETE BASE II . ' )� ' PLAN NO SCALE I1= J� '— - ON —S TE SOILS " THICK GUTTER 3 3 CLASS 'B' ASPHALT (STANDARD) � — iI '� 6 SCALE =6' !n - IF REVAILING WE CONDI0NS ) W U ll it ARE P FAVORABLE, S EE SOI LS REP BY —PASS PIPE MANHOLE �1 -1/2' CLASS 'B' ASPHALT OVERLAY S 3° COMPT. DEPTH I ='G — �— �� I N OTES. — CRUSHED ROCK OR)�•� � (J CRUSHED BUILDING •u•: " '114;1 MATERIAL (STANDARD) RE= — „�,�,������,�,�� f ,��� , � f: t 1 _ u -Il 1. RAMP AND APPROACHES SHALL BE CLEAR OF OBSTABLES INCLUDING HYDRANTS, W Y EXIST. PVM'T. y li G "'Lf `iff,i,s cgd'i5 0 8' -10' CEMENT TOP > 0 0 0 ° ° ° ° o ° o o ° o ° ° o � fT TREATED BASE POLES AND INLETS. SECTION >o °o °o�o °o o o�o o t - NEW PV °T. _ f— z PEA GRAVEL 2. RAMP CENTER -LINE SHALL BE PERPENDICUL OR RADIAL TO RETURNS lia r SEC170N ... — UNLESS OTHERWISE SPECIFIED BY THE ENGINEER AT A 12:1 MAX LOPE. 0 IX r " " - ".. _ q v . — BREAK EXIST OR GRANULAR SOIL W • J NEAT SA W —CU : " - A.C. INTO SECTION PRECAST MANHOLE - EDGE OF PYM'T - \�\ % \ •Y� z 3. FULL—DEPTH EXPANSION JOINTS ARE REQUIRED IN EFCH SIDE OF RAMP AND t./) U SECTIONS r y ( / / y � / / y I J [,7�j / ( / / / (� / / ( / /� �I i� ���i�i �i �� �i��� NO LARGER THAN o SHALL BE PLACED AT 15' SPACING IN GENERAL SIDEWALK PORTION. M�� g 1{1 ►J{IJ{IJ�I � �\> � � �\ \S�, 24" SIZE. �. I J W 2 DIA. PRESSURE MANHOLE �►/`� />SITE.✓L CURB RAMPS SHALL BE PLACED TWO PER RADIUS ON ARTERIAL STREETS OR AS � ACCESS CA (T INTO ' ������J i NN\���� 4. 48 PIPE. DESIGN :�\ii�iati��' t < / z / �� NOTE: SEE ARCHITECTS SITE PLAN FOR TRUCK z PRESSURE 150 PSIO ROUTE AND LIMIT OF HEAVY PAVEMENT. DIRECTED BY THE ENGINEER. Z W A PAVEMENT INTERFACE HEAVY PAVEMENT SECTION 48" 0 TRENCH DETAIL 5. ON RESIDENTIAL STREETS AND /OR WHEN URUT1ES ARE IN CONFUCT OR STREET ' Ld Y 0 NO SCALE NO SCALE NO SCALE GRADE 4.0%, CURB ATM A BE CONSTRUCTED NE PER RADIUS AT MIDPOINT T OF OF CU CURB RETURN OR H AT MAIN IN PEDESTRIAN IAN PATH. . 5" c CL, O CURB RAMP DETAIL o O 11111V - NO SCALE CAST IN PLACE CONCRETE BASE 4$"tb 1- PRESSURE MANHOLE DETAIL NO SCALE Q J These plans have been reviewed by the Public Y Works Department for conformance with current qec IVED Y City standards. Acceptance is subject to errors II HP TUKWILF - and omissions which do not authorize violations of f4 - y 2 2 Iyy- ad opted standards or ordinances. The responsibility for the adequacy of the design rests totally with PEgHR CENTER O n u•a.•a er I the designer. Additions, deletions or revisions to JAL ,TEA I these draw ings after this date will void this acceptance and will requ ire a resubmittal of .c em. , revised d rawings f or subsequent approval. R ECEl = sE 1 ® 1 " =30 3/13/95 - ® Final acceptance Is subject to field Inspection by 1AY 22 iqs .... the Public Works utilities Inspector. ;Kw.,,. OH 941.87.00 Date: b fr By: Fu r ucVVK;: NW 9-PPVvEz ,ETC 5 ? 6,2. 9/.. ,: C3.3 "r 12 ~- 1 4: i .� - p `1K N 00 ° 50 ' 30 " E A C IS 594.30' 1 i " ` GRAPHIC SCALE 30 110 • i t l M t! IM tttt ill. t.. • • + i� t fn, FEET t : .�' I l Inch =soR } ` 041 _ -- _ "�� �� t t \\ 1 \-\\,\\\\\\\v, : - a � - -- �' _�``_ -- _ �� X0£ 1 . ; \!t },�. I: ` ps1 - _ - �1— -- --- °v \.� ' \V �.` \ t \- i t t t v \ ( I - i ft � ` O__ __ -_�._� =--'" \1 \� [ \ll , \\A\ s \ t ' ` ' ' . l � l t t " Y y \ \ ■ ' J— - { ! .l ~ ��\ \� ----- �� _� Ot is I } \ ,\.,\ t t 1 t 5 \ t 1 1 , ,\ \ (t , `�--`- --' 1 _.i_- -___._ —_ 00 -- '_"I I i 1 ' i f i ' f ! I } t i f' t ;1,1, � ' f � t c ,< -100 _i _ f _-- -- - - -- -- _ 1 1' I 3 I 1 1 S I t i0' fMdx _ _ - `_ - 0°x6 (J ) % z z✓ 7 325- "DEFE= CIIOF> -_- -_. - - �� �-_-- - 1^.CQNC_BCK- 9 - - Y_.CDNC -B - - % pr . .:. � •s er�t m� r -I r > ea . Kw _.� 3 33.20 33.20 !...-_--,-,:1,k.,30.506-1_, �Zi�p� 5 n � ` II • 32 30.80 7.5p _ - _ : � Olp , ` . ��y --- t t ;t I 11 I D 0' I NG CF ti arc y • -- - - -' - . W O a5 ° d (/J (� -gym° _ ® �� �. , 15' N , 03 0 E L: •` . : ij� 2: r - -- -- s 1� _� s I x _ 72 - CO - .41 wstI tilIMMINNEFIM _. - -e�,� r - - - 360 _ —i W G � . 145 BEND 0,1J) _ _ o , ,........g l n` J 34- : f 1 2.CONC BLKKSND�J) _ -. t V rn :',..".;-. ''.. ' 1' :. 0 M ' Z � N ' i r r • r ; e y cc . t ' - _ — 34 – 1 -1 /2' BE D`(M ...-3g ! W BLK Z D W U \ - ` PROPOSED BUILDING N Z r' _ 33.20 z = 30.7 S 01 °08 ' 35 W U 32 y a J M , FINISH FLOOR— 34 ° ___ _ _ _-- - 198 - 66 m a 1 F w'A' - r PI W I K "t . 2. ,5e 7.; i ��,�_ C UT IN CON NECTI ON �S ...�.. _ - , �,,. ,. - - e 1 1 TEE (M& FL) '? W Z w \ , 210' GV ,(FLxMJ) C7 • / 1 AAP797 (FLxMJ) Q 3 ,g1 _ f I W a vh. 1 i g2 - TCONC BLOCK - -32 " .n O _ t \ % j !; 24 LF 10 000 ° _ ,�." E _ 0 t, 1 TEE FL U MJ) ). ' CONNECT TO IX 9'0 W/ - CL52 `�,' , � . •:_' _ 0 € f N z ' - W 1^10' GV.(FLxMJ) i 1" -1/4' BEND (MJ), _ FIRE SP NES 1 -GO 33.27 ° rn W - 1 ..8 "x10" REDUCER - 1 -10' TEE (MJ) ° / 10 x8° TEE (MJx L) 1 BEND MJ I m M , _ °o 1 - CONC. BLOCK 1-10' TO 8 REDO (MJ); GVs (F1,4,9 ( ) i p _3A , ,' _, % '� m N 1 _ 1:10."7V(') J ' BEND (MJ) -cow � ` ., 2,-CO NC BL (MJ) i 2 42 8" ' CL52 31 _ - 3V " _� _' ` � - 2�COK S/ Q N =LKS 2 .7 0 IM ' -" . /'� 29.2 29.0 r I _� QOM. M ' S V C 6 CO si �/ IL =•J-1 - .. :•�SS �' _ Z 9 L� i. o )sl ® � `. 1 1 33-26/ 33.202 • .70 . , Z i /~ 30.0 � Q ' Z \ i(,(i(11 fs _iii � _ '/�� -.� N.O� co 5 a� b -p O m It 8 DIP CI 8 3 _ / - m-DIW CL52 Ill i 5 y i' j z _.� t y 0 ' 1 =10 TEE (MJzFL) W 0 z 188 GV (FLxMJ) j FH • -� - Cam , 28 LFf B" DJP. CI 52 tiE * 2 W : i Z w 30 0 I. 8" C C B L K M S ) m 3 C` 0 .. T_ j ®�/ t 1- 11 -1/4' BEND (M _ -- . 2�CON � "I ' - .. ii \ 2 i 1�fi GV SFLxMJ _ ZZZ 3 \ - t 70 LFf 6 DIP CL52 q N • .... i, /' .0 -1- FIRE BLK ASSY 3 1 O t U z Y : ! - 31--- - W . x J. .... 3t i ° NOTES E1 W ��' 1. ESTING WATE SYSTEM ( � .9 m MUST )REMAIN IN SERVICE \ - J L� � . - \P UNTIL NEW WT ,_- - - APPROVED AND IN SERV IS CL z W 2. STEEL PIPE BENEATH BLDG. W - AND OVER 3' DEEP SHALL \ Y = it r.3 s, • ' I 29- _- . -_ - -- -_ +,• (-51 IN PLACED AND ABANDONED II II II II < fX i_ ' 8 - o) O O 0 In z O - ' _.--.r -.:,� In _ . go J N , . v� m -� - . - These plans have been reviewed by the Public N RD � _, , -= - q \ ' • Works Department for conformance with current cm oR TECEIVuEzvrua Y FJ�° City standards. Acceptance is subject to errors _%`! - ' , ` and omissions which do not authorize violations of MAY 2 21995 adopted standards or ordinances. The responsibility ERr cErrrER • for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to a JAL ° « JEA ` ; these drawings after this dote will void this l'" or n •r acceptance and will require a resubmittai of ,�, ar, - revised drawings for subsequent approval. '�n�a".o:, _ 0 1 " =30' 3/13/95 . 12: ::': . -:- - " F - 45.b I ID $ m3..6 I I I , . Final acceptance Is subject to field Inspection by ne the Public Works utilities Ins actor. �V'1 '0' 94187.Q0 D ate: 6 /0, gs_ By' ..,r C4.1 12 1 �.. r n . __ t c - - - - s 1 t e 's 5 . - `` { t , "` r'. : APHIC SCALE i , GR APHIC I Y .. -- � ,: - - - 1 t ' 5 ' I MI ®tea \ '3 ' ..,',4-.3..._. - \ 1 t • 1 t (IN FEET) T . . R `tea I' i 1 I 1 1 r S _ ' ':-.- '-'.. - .'.....'.. ',i''' , . , . _ --- ----------_...._....._.____,_________________________ ____ I 1 1 y \. , .. \ ,' f - �-._` ��.Otl w t i \ \i i i ii S it 1 z : t' \ t} ‘ „. S t ,, I Y -- ��.•_ DES. -_ � \t 51 11 't i \ 5 t �l\ , t t \ - / \ ����� \ --- _-� oJi 1 i S i t f t rt F \ \\ t i — -- l t } ou — ---- - _„_I { 1 1 I '! 1111 t il l 11 f 1 `- � �- - ---- -- - - oo I1 I. I{ IIII 11{ \ t1 �. t C go o -- : - I'll I i f\ l !{ _'�` 001 ■ 1 1 i - \ ° 90 "`_ "_ - _ x_13' { � i t 1, z -- - - - - - -. � i 1 1I t r � = cY t7ddJ`-- - -- - ----- - - - -- - - ) f : c i j ; ' `r (.4t-! { fit tN _ , — . -,.- -o °` 2 3 33 20 - j 33 -2p ... r 050 _ �C - _ • _ _— �Z ..30.60.. � — _��. +• ' AS '' �.� C..� _ • . •).1 i a�..-...e., ,^ - _ - - - I . 1. � ��i o r ; 5 ( J m o r — • ▪ f x - -- _ _. ® - —J 3.60 _ — I r . -, - i L ��— • O , ,, ; 45 BEND NJ) - .. S S r s k : L_. 34 -�.v, I = '= '1. =.1 J ^' - M� i — V :. m . f .l ce �, A .. .rro...r- .. -.- . - _ . _ �.mr = - _ ✓ 33. r . 33 -- . • r ; r .; :. 1 :_ — , ...ago ' � ® F ti N : J � � � 1 0 ,: 6 - -3 1 ... . BENa '(M l 33 !c _ Z w t '' . \ \ - -- -_ ;) 17cONC BLK N ,.' _ ; PROPOSED BUILDING ' � Q -: i ,M , FINISH FLOOR= 34.00 33.20 ,® I �2! 32 �., w - & LOCATION EX • 1..10" i- TEE (MJxFL ' CUT SIN CONNECTION W Z w • 1 0 TEE _ - � 1 »10• Al $PTOR (FLxMJ) R 31 X31 �``'� ®� 1 (XINC BLK� � ■ , ` . z Q E ; \ g2 _7� ,f;ON C`,BLOCK 32 "r r:i O 1 .e I ' • '; - ' - ,_,.," - ''� . VERIFY SIZE • - \ t _x ,! (' 24 LF _ ° - .. MM AIN PRIOR TO ANY CONST • w 5 • px"'t.t. 1 1O TEE (MJr.FL CONNECT - TO - EX t W/ 1 CI.52 �"� - r � ^ ^ , ' LLJ . ` t=1fl GV - FT.xMJ . .. 1 -t/4' - BEND ( MJ) , , f FlRE - SP kt:ER ONNEES " r- N � ® v) V 2 Y , - .J_ I 1 .., 8 z70':- RmUCER 11...10 TEE (MJ) `" ■ i - : - / • -10'iB l ' . N -TEF (s' M,IxFL) 33 -Z� 1 < i _ D S 1 »cONC:: BLOCK:" 1 »70" TO 8 REDUCt}t (MJ) "---' 3 - •` GVs (F&MJ) 1 »45 BEND (MJ) _ 0 3A- / i k i i • ® R F ' ' 1 » 10' GV (MJ) I 2 ..42 8 GV (MJ) // •BENDS (MJ) 31 1 CONC BLK `., �• 1-45 BEND (MJ) • ■ " 1- 8'�DIP OL52 - __ _ _ _ - - - ,/ � - 1 »GONG BLK • ■ 6 .. 2• -GO BLKS : 6-00 _LKs - , i ,/I _ 32 70 I „ `- ■ Ipm \ 3- rz -Ms •ED - / :1 —���� _ .. '� � � "s/'- 29:2 ®' � _: " �r j `0o \P- G :52� _ ii ■ TH W CUT EXIST • ■. 8. DIP CIS - ...a s.. .' -t. . : 50 - * Z . _ _ - • " ■ OROUGHLY TACK mGE t OF SAWCUT PR IOR O t -i i :• , 10 -DIP CI .� " - t p 1 »10•x8 TEE ( MJ x FL) ■ \,,. r r TO PLACIN PATCH ' t • i j 52 -,8.. GV (FLxMJ) : : ` O - ? ® E �� `S 1 28 LFt B D)P,cls t ■ L _. i 2 ■ j .. ((,, !� ; ® �, 1 »71 - 1 /4• BEND (M - n _ ■ q 12` COMPACTm Ill ' �,/ _ 1 »70`x6 TEE (MJxFL� ■ \ DEPTH CLASS B •, ,; � 1-•6` GV �FL,MJ) - L • ■ { A CONCRETE CRUSHED ROCK I 3T - to LFt 6 DIP CL52 _ ® - t COMPACTED TO i t ` s _ x .. - / ` 1- FIRE HYD ASSY - ti ■ 1i 95% ENSITI' Z (, Q � 'i i i 3 »GONG BLKS ■ - = o LIFTS MAX. ' o ® Q ', i� /' SOU THCEN TER va ° PARKWAY f ! -\ 37 _`_ // / ` ° E ■ PAV EMENT PATCH SECTION w ct I ,,,...31--,.....-________-- 31 ' . - � ` - ^ - NOTES: - f NOTE DELETE PIPES „i„, • Q Q A ND FlTTINGS NOTED AS W EL �� 1 . EX W ATER YSTE I ■ oN sHT a.2 Fez ALTERNATE - �0 • . - - ■ CONNECTION TO EXIST MAIN. ® N Q W r .. UNTIL N WaWATER S STEM IS ■ a \ I- APPROVED AND IN SERVICE ■ wi a r f1 Z -- 2. D STEEL PIPE BENEATH BLD 1 NOTE RECORD LOCATI i d AN OVER 3 ' DEEP SHALL ■ OF IDOST. CURB & WATER. ® i ` BE CA P PED AND' A B A NDO NE D f ■ CONTRACTOR SHALL VERIFY Ct F=- t --- 29 - - - - _ -- IN PLACE. ® ■ ■ ■® ,.■• ®= ®lo'9't ■ ■ ® ® ■� LOCATIONS OF ALL UTIUTIES • Z < O 1------: : m s ■ 1 10 GV PI J T,E (M ) ` PROVEMENTS PRIOR TO CONST ' ✓ r . _ - ..co - ?- �.,,.., ® VERIFYSIZE O PE N .C UT 19 • Q AND EXISTING ROA `- ,..,fir IN K' ■MAIN PRIOR TO AOCATIONEX.. SOUTHGENTER PRKWY. ■ Z 1 � - - as 7aaa ■a ■aaa ■aaaaaaaaaaaaaaa■ a■ ■ease W O ln E R -- - WATER ALTERNATE ` A a •— mLL ALT � r :. W - Works plans been eparttment forconformance w with current These rrent - > - City standards. Acceptance is subject to errors RECEIVED -� -' - - and omissions which do not authorize violations of Cm oP rurcwitA adopted standards or ordinances. The responsibility MAY 2 2 1995 for the adequacy of the design rests totally with ara.n er �� er • _ the desi Additions, deletions or revisi to PER CEN TER JAL JEA I these drawings after this date will void this acceptance and will require aresubmittal of .�. I ,_ ® revised drawings for subsequent approval. RECEIVED 1"=30' 5/3/95 . Final acceptance is subject to field Inspection by the Public MAY 22 1995 94187.00 041- c orrks W utilities actor. �� Da le: pl 'IJ /I//// TIJKWILP. - - - PUBLIC WORKS t .e.eC4.1 A., 12 I d,"/7 / N 1"9'x6 - .o0 1 „ s• GV MJxFL) N E " ,-, N ) 6 ?,. , i� -` - i \ "� 1 1 J Y \ " K 1- 4 a _ ,,, ,.,b _ . • "(MJf 3s LF a' DIP Q.52 18 , .� • 8 `SS ..tr" - I� `t�� „ FJR siF s DIP 01.52 S Y / \ . ' i' R HYD A -� 1 �L�u S� O sd _ _ 1 "� ~, = ^ /// ` 2 „ GONG BllCS - _ " ' 3 <.. 1 -/ � - l _ -.... 34:80._ / l' 3350 4 L 31.70. ( ^ '", , a. t i .� / ° �' _ ." .- � �-240JF P x..52 8' DI ■ -- � 4 _ �� � �. , � � e �e`'..e / -' , / �' J ��: 33.00 N , 32.50 ��� 02 LF 1012TD•. �2�. �� ►�� a 2D - / f- � 3.50 _ �l t�_e• A / �'' / i h 3 im ,� i• 32. 70 DOM METERED -3` -3_0� / ''''.--.- "� 33.50 -s■�� � It ' DOM WTR - S 1 hT \ p4 � ` i' / � „ 33. t 2 � 32.80 _� v i Q _ ' � sa j ' . Y 3 - � - C " 33. � f - - 1 10 zT0 TEE (FL) • s � � , i l ,,'''' ,',' � /� 33.95 33.95 32.70 �" r ", 'REUE i /,• `� / - / i _ ,':e 1 10 , G VS (FLzM C - R (FLxMJ) j i / - 33.30 : i j • i % / �7 8 li�, 32 CQ 30.00 'I -� // 1 33'e{ z•. c R i � ' f \ 3150 30.00 r . ✓ r \ 'VF'.. .. tml •. , . / ■ 2.00 \ - __ -_.` � sr �/ = O _ N 33.30. / \ •»kg,5;*a., i5& 'ttm .,2 c' _E J ` !: • ,r 1 ''� 31.SC 3..50 I 30 . R / _ ' \, '' j _ RR f • / I - % 32.00 \30.50 ' i , • f • ^5 I _ _ -. X �_ .FH..___ _ -_ -\ • '� 3 / � ' \ 30.30 31 ® PROP B UILDI / x , - PROP • SED B N - • N ISH FLOOR= 3 D0 - v 31.5GL2 � i FINISH L 34.0;0 �` '� 33.2G \ f _; Q .II \ t 33.3G ��l, \ - P Ft .. 6 ' \ � Y� a2t 2 • �� f 1 „ 10 'x 6 ' TEE (M O _ _ \ 31 3 - f- LF 6� DIP C1.2 c' s ,,,, , .; l „Fl 1• \ . N \ t 'S ? i ` - -v ,1 ,-FIRE a , 1.- CONC ASSY 1 I y 'f'07, ' :_; . • 37.60 i 'Tilt?. ' 2' METER: s ; ! ,• FlRE :8:C8*VR; NKLER LINE } - t % /- Cs t i B "TEe L �� i \ „ 8'x8 "!TEE { JM xFL) ( , . <� - + .r-. 1 „ 6' .GV (FI xMJ) ."• - B" FLxMJ .. 32 00 82 (IP E 5 , � • ' 3 3.30/ 33.36 '• 1 \ ry 32.80 • s "? ._, -. - 5t D P ) CI.52 2•°COBLK C� MJxF 4r (� A x . \ h \ , 33 33 � ° - .. -S .. 1 Fl HY D A SSY ti P E • \� 32.20 R 3260 32.60 3 , .z 31. 1 f -. t t S 2 -CON LK 2•-2 METERED = p j� it II__ DOM WiR. VCs. ^ I o- e4 0 \ \ f .' 32 ' l 33.20 i 33.20 � - 2 915 8 6 Z T �" . II N , ', r - -�.-'- 31 ; a 132.00 -,.,''\ 3 S��i� 33.20 V m y S � . '\ ' 1 1. f \32.80 --- . 12 "SS Z N 41114: , O \ I I I l/r 3Z, 171II N o • \� I ,° \\ � i 1 - 3N \. 32 \ ,. 1 t 4$ 7 ' i t VERIFY SIZE & LOCATION 3030.00 ` ' \ 2 31 � I - .i \ [ \ \ x M i _` � t j L \ t i ,,, 28 ( .... / W Z w x E - I , ` \ ` 30.1 �^ . , V o x 2780 0 r S I ....3 Cr) " W - - z ' • 1 1 : \ ` ' \ . '' ‘ X.: , ' I diSio ,,,,, (7) . Z y f *1 r � i ,.30 ` ` / zf m 52 _ _� 29..• WATER N \ ' 1 1 1 X CO -^ , G• / r x CDNNEC3TR(YFEX WATER M • N - .. I l - 1 � • ® WM .105 PRIOR TO ANY CONST j - 1 BEND (FL) 1,9_1 (J' # _ { - - 1" CROSS (FL) 29'" . i t(I 1 - 1.41 -1/4' BEND (FL) 1 A \ 1 ''.- LxJ ADA PTOR - 29 .___- x 2• -FLxMJ ADAPTORS d = 2F•-1 M TO 8 REDUCERS (FL) \ i / ' 1 r iw8 F Z GV (B BEND (FL) 2-CONC BLKS i 1.-10" GV (FLxMJ) i I - i Z I - " 2, 1• -BLIND FLANGE II-. 2 O -CONC BLKS I') I 0 U , g ( °� U 3 oill _ ' - 28 -- - I y 4 \t i f Q _ a r / - �.� '.. t ! 26 .E I �- z Y I • I § ter _J Q U Ems; I .-mo.'''''''' c „"> „ � _ -._ ,. [t Lu Q - _. I ONG BL Q J CL z . w s , N U s 0 • \ _ 1 1 , - ,.,1 90. BEN -1/4• D REN(FL) D (FL) \ : V -.e,.pa, .. I < • 2:' J ADAPTORS J ,, I- (3_ - 0 - 2 „ KS � sv m - These plans have been reviewed by the Public D (n Works Department for confomlance with current 0 • City standards. Acceptance is subject to errors U) GRAPHIC SCALE and omissions which do not authorize violations of O - • m adopted standards or ordinances. The responsibility Ln ° e 0 for the adequacy of the design rests totally with r, � � the designer. Additions, deletions or revisions to - these drawings after this date will void this (Ir1 ter) acceptance and will require a ressbmittal of I Ines m 30 5. revised drawings for subsequent approval. Final acceptance is subject to geld Inspection by the Public Works utilities I n - 563 „F,. 10° op 0`. 52 _. Da te: G� %u'�q By ' . 1 ? / Y Gl 1 TAPPING TEE (MJoFL) RE 2 2l CITY OF MY 2 1 -1 1 „10' GV (FLxMJ) MAY 2 2 1995 1 BLK VERIFY SIZE Sr LOCATION EX RERMrr CENrER a,mm °y mxx,e ey f ) ;R; T - JAL JEA RCEE rte° MAY 2219cc w 1 "=30' 3113/95 pn °.. lggl 94187.00 S , - - - PUBLIC WORKS ...C4.2a 12 1 14 `..-. [ ' ,, f i 7, ' : i� ' - . ,� _. _> y A,-- ' mot O r Pl � ® i ®iui / / 3 - -- N 7 t� { - , I / , j � A 3 3 . 370 3 r -.� � � 32/E'IER�p �, =R.. --,v ` x . . ' 0:0 J /- f f / I� I�!r w_� iii tr ,. ' � 3350 - � ���°' a ti • t o£ / / /� / , / ___ ■ : -- 33-30%. , 37- 2 80 ® 2:2o.. aa 0 ,� - --__ c. pTir� �" � +.�. i . / f 32.40 ` ' j ' - t 1 �� - t 1 \ .� • 3 200 - \ _ � �_.. a_ u i _ DOM.- WTR: -SVC� r , i. >.„ ,a _ 1 t - ! . i 3 "_ 33.30.. .- 1. ,, 1 0' z i0�.. TEE ( F'L ) . .. „.„ . �. ::. J 1 33.95.- 3395 , 3270 "�l u _ , , '� 1 T O E : TO `8 . REDUCER:'(F'LxM . . .. a .s ns . i l � d ..T.:__,-._ J 4 _ GVs (FLxMJ) . , ': 31.80 33 k ` 33.30 - _ r ' , 32 O. , 30.00 , i i� 2.00 / \ 37.6•. v 37 ._ ,. mi 3i � .4 _.). ( s 9 { i ; j - , 33.30 \, ^ ` 3-. . i - 7 , / 1 O -. ` ! 31.50 31 : I .. 3'? s `� : // 32.00 \i 0 50 • x _ -- \ 1f J j � - 1 cc4� R w . FH PROPOSD BU x PROPOSE BI .,� T _ i _ FINISH LOOK= 34.x 32 332A _ � x r . r . - . r \ ■ 1 8LK , \, \ \\ x_.\ I 33.30' ® �7 % Yt 22a � �' I w 6 ov GV: F 'LxMJ JzFl - -- z -.'_4,..,,,' eg � a, . g - - \ \ 31 \-.:., 31 31 � 1 \ S 6" DIP CI.52 N 1 �yr_ ^ 1 - $ 3 �` t ° \ _ ,y0 `,..,.> -- 1 - FlRE H YD ASSY M b _ - -\ 37.60 \ -- - j - - OA y. i 1. "� • 2" • M i . • r � FIRE SPRINKLER L I J _ X� , !� \ , ',__ ,M. WIR. E S s. 7 4 i. 8 k8'!TEE JzFL).: 2- 8 " . x8`. TE ( I �� • I " 82 LE 8" D Es IP CL5 IN C z + 32.00\ . � 1 C •.(MJ a . x \ ,y'L 32.8 . ' 33. 33 30 .. : 33 33.30. ro ,� -' t Fl HYD ASSY Z 2 - GONG 'BLKs : ~ \ - I III . ir r t 2 S 2 2 " METERED s' O M LK 3s 4. \_ 32. :R 3260 32fi0 '' 3 is � 3 / �jt, r % \ / - DOM. -W(R:. SVGS. od w I. ' -kg - . , ' :.. �. / :\ ^ 32 EIS" 33:20 - ''3 .20 1 ���� ®, � \ .F Z� - -- " O \32 - 33 0 r N _ 7.0 �a S ` \ 32_BO r\ 1 2 "SD i IIil 0 Z 3 • > ..\ `' ti : _ .3 2 4 \\ �. e - 1 SD ' ` 32 Ai ' k 30.00 \ \ . � m \ ? ? ;� s _ . J a n. I , \� l w w N , \ 0 0 ; T l 29 ,11 . ` / 2780 i f 30.1 ®:6r► 0 x 5 g \ ' N �I i W ' - i • . ® _ WATER. _ �\ .. Q ... d ad x CONNECTFRIPEEX WATER M• - ' „.......„......„...„._,,,,,,, ..,,. a ;� .. Q 1 y T � y �,/ � l WM VERIFY SIZE & LOCATION -. 1 i I (II. (b a ,x 9 , � , 10 Y _. . Q " QQ 'Q � PRIOR TO ANY CONST ID J T r I 3-f 11:1,1-.1°*. S (F 2� 1 - -1 /4 BEND ■ (FL) �s M � ® ® . Q QQ ; CRO ADAP TORL) - __- ___- 29 I 1 ' W x . 2 -GONG ELKS TORS ■ . Ql I 2-10' ,.,1 -1/4• BEND (FL) (FL) \ ____,, 4 /II �, ". MI ■ e t, 1- BUND I ! ' 28 .-! Z '" 2 -CONC. ELKS I N ® CD � �l - - 65 ■ n IN A jj 28- iiip a. es , • -2? e ,,,,--------`-''''' ' ,; , - rx Y ; I Q rX ,� � w ® Y = 1 1 -n -1 /a BEND (FL) ■ • E b ``'i (n Q : BEND {R) ■ ' • y °, 6 - 2 F1xMJ ADAPTORS 11. N. 2- GONC'BLKS `^ F- O • Q Q ` QQ -*S * '■ '= GRAPHIC SCALE O QQ Q.Q• i .� o s a_� ,A I - QQQ QQ b Q Q® Q - - (IN FEET. ). QQ ®Q - Q%WO �Q ,Q Q® 1 Inch a 3p R Q QQ Q ® Npur ® ® ® r QQ`� - 61.5 ' Q QQ / �. ' O{- \.2 g Q _ d a ® ® �� C- • : These plans have been reviewed by the Public Y Q QQQ Q ,.3 _ \\ \I I t Q u S } - Works Department for conformance with current R''''''. 1 -10" TAP (MJzFL) Q QQQ �E - E 7 1 City standards. Acceptance is subject to errors nECEIVED r F� J� / Y P 1 cnv or r ikwiu 1 -10 GV { ®Q ® ® - �E R \` r YT and omissions which do not authorize violations of - 1 -GONG BLK A� adopted' standards or ordinances. The responsibility MQY[ 2 1995 ;€ VER 9ZE LO TI IX ® Q ®® 7,7_ T � f� for the adequacy ofihe design rests totally with a e - a � er h MAIN PR IOR •ANY ON� Q Q QQ �y the designer. Additions deletions or revisions to JAL JEA '� - 2 - r BENDS CMJ) Q Q f'Q ®Q Q w these drawings after this date will void this w 2- ONC EL QQ - QQ® - acceptance and will require a resubmittal of 3 :? revised drawings for subsequent approval. .___......................______.... _ a h cPWorks util ties In g elctlor.PecUon by - � 7 P 941 87.00 it WA" Data: �'od���S BY 0 01,111 , Maa1C4.2A, 12 ', r" I _ p t3 f fi bt _ • \ � t ',,70 i / % \ \ \ ` � — _ -- _ ___ — -- o tt — J \ v1 GRAPHIC SCALE m � 1 C0 -ice- - .-- — — — _ — t —. -- _ - -_ - _---- -- i I I , i _ l_ W_ -1- ‘ ‘, (IN FEET ) l ',% o0t - _ _� _ __----..=,...--_—_— _ .I t i? - t 1 loch 3o it r � -----_ — -- -- l t m ‘ - _ ----------7-7-_--7—_-_,.-_-_,_-__=_ — — it - -- — ---70 = — = ; ., , a � . ,G- • - _ ira7R v. s Jul SF� ird --- - 6„� i 42 \ r- —I 2J •- ►� __ � 32 so.aa ' 1 70 X "— x_'0 oao � r •0 D s �. "" . 4 �'6 . ® II II i n V - 33 . - �3�'._. - — _ �' = • • • = --- — - -__ — __ = 30�-0 . :7 lull 40 � ' - � ` ".. �'�` ' '� r_m„ e _o ^— - - -_ — --- ;s r .. • ;�s 1 1 15 "- E o w ° �o iv- — _ ® - 72 � 360 � - ■ \ SSMH �� SSMH - i .b . TE =3443 l O - -32. ?7 `_ i i — I E =7 6.41 L -/ 34- i v-. •I I I'- •• -.IJr ••/ 34- ' —.__ 1 "' - _1 < K _ W 'IE ?fr.4Z ; D. - _: €._ .. MANHOLE L 4 g t°' , A PLUG PIPE END 33 0 — � \ / , TO REMAIN _ __ Cn I � \. - RE IAAIN ¢ REMOVE .. - - -_.— _�. - - :0I ��'_ - / _ F IE =15. �_ - - - 7' J - —34 — ,L- 3 - . PW -L•IPE IJJ• CO ---. - - .i• PLUG ENDS MANHOLE /. _ i - , - S. INq .1 „.:,.......,.,.. . N 5 °' PR O POSED/ BUILDING/ REMAN 1 3 1 J 1„ . 33 20 i 1 °08'35 '" o to N F FLOOR= 34.00 -- = 32 s2 s ° W '' ' m 198 .66 M ° ifstl . ' l am _ /� \ j N 32 _ // , O Ui -WT :":11 / - \ \ � - '�' •. r > SS CLEAN- 1 : t ��/ m ' ` •. 12t Z Cs' ' : ; - 33.20 . ( , - TE =338 - `J IE =27.00 \J <_ \ : r0_ 30 i_% �_ \\ I = N • ° 55 MH3 25tLF • O 1305; '- r - 31- _ — _____ �' t, J `SS MHji (� p t.i i 'i- ' STA -5 +77 _ _ — _ r 0 STA -0 +00 Z .. f -IM32n5 \ - . _ — _.. -.-- 32.70 - •:� 2 �2 29.0 E IM1517t _ JJ :t L 1 ' IE =16.44 ® \ _� 33 -20 �! - 31 80 - - - - N klgrAl I , y • _ -?• !\ 42 a . cto c � 30.0 Z - y o 33 2 C l ( ^ S• / cl m - +00 N6� '► -4+,•. ,,,-7 3,, 0 31.00 _••_ ®w N ., / ' inwi 1.n- ` 2,2o1 ctr ctr i 5 SL6RE 0- 0022_- L4t3280 j DIA 121n - , (0 � N W Z w V� • Z �� - 4Dae -- 4g 50 ° y (3 w - _ _ .�, I W .. - - SS MH ?• 0 0 O _ J i ' W .r l - _ = S "- - W N O II 2 r 3 . Cif , E t z 11______-_, : _ ---- 31-- / t .--56 1 II _ i • L r - . CO — = 7Li ..� u u it u • - -- ill la 11) { -- ..` sue,° .. "` O • O • Y J N - 5 _ 20 — -i � Y W U ›- Q E 4 K « Lt --I I— _ W - Z y CD Q , , _ a` 1- 0O cK L 0 O N, Z I i 3 ------ --'-z; 's ue � n . N • J c _ v n - These plans have been reviewed by the Public D a City stannda Acceptance conformance subj ct o RECEIVED P 0 ' and omissions whi do not authorize violations of 01T1' of TuKwiu - - adopted standards or ordinances. The responsibility MAY 2 2 1995 E r the designer. Additions, deletions or revisions to PERM veewe °"""' by weed Se " - for the adequacy of the design rests totally with these drawings after this date will void this JAL JEA acceptance and will require a resubmittal of RECEWED revised drawings for subsequent approval. •° Final acceptance Is subject to field Inspection by MAY i .., o ® I the Public Wo rks utilities Inspector rUK F Date: 4 1.......... ey;° — PUBLIC. ni°,1: ,3 94187.02 O r ° ca 0 �� 7, �� GRAPHIC SCALE III 11•1 al IMIM MIIIM■1 \ /7/ f f f _ ( IN FEFr) !_ - / < - ->�i . SSMH -.�`�\ ✓ f \�, �� -? \ \../ , cr. 3 3 i / ,.././;,-;.,',- � < " U1 ND W J J IE =17.95 SS MH$5 ``. - � \ i //� CP . 30 STA 1 +52 `, .. : \ _ I I i . , 3z.00 N 16 �oC_ 7 678 ' `i y ao / , : ,� �� 32.0o 50.0¢ 5 ' 1 = E 3 `` . ' f .. ,• / alsa ►p Spy i % t f / r • / i ,/ -- - y -�- -- `; 32:50 MI 31.70 l ..i G r p ^ P PPE'[ - . \ 3 �� � .. i �; / Y -__8'W A■ � I REMAIN ^\ ,, ,Ili 'i "` ! ! /� __ N �•�� =.s 3.80 7 c - w // l l %/ % ,...--::5,----;:-:5-5- ". / !, " ' a2 % M A 33 3270 • , � � �li o �i �i / x' °' �� . ` Z J h f I9, 32.70 - - • 4100 \ - --30 rr . _ . / / � � ,_ "� 1 33 � SSMH � . ` _ � � - ; � ■■ REMOy n 1 / .- o £ f ,. - �/ _ p; � , � �.SQi iE =3 a L :- _ 3240 .� f ° ® E 531 : 32.80 _ o . 320 _ OUT \ • b ' 1 J / 3`_ -- 33.55 32.70 .a1 I . -3f1 M ' 6f IF 6 6 1308 _ / �. ASS - CtE N-OU f , � 320r � T4L PLl)DS3 ` -. _ J \ _ 3ti R f f 320 \ i r . 4,._ x ... ...y5, INS tP. N I l % \ \ 30;0 3, \ ' \ PROPO F d� bUIL`QIN��" � �J sa .,,. E t r = N 31 PROPOSE j_ =a o FINISH ELI }3 -34:0• _- oo ? , S \ S - 50 FINISH LOOR 34. C', M -.60 • 3 2$0 I 33.20 � \ J T '1 CO t < Om. ?ISt1s Y \ .\ \ \\ ;1 3330 ' 9ID� f 'tc220 ®I� O _ 111 \ 31.60 § '. ' ', , i 1 Z rn 3200 \\ _ `-! - ' - v ne�g ata a i SS CLEAN -OUT a r W.I \ / r 33.0 33•30 ® ' ' (� z 1, • 3280 ,� v _ I TE =33.9 u J D tA \ "' \� 33 33 N __.. o 1 33±7. Z N N . n -. w LF co 130% _ .. \ `/ F s 3260 32 •60 :3 . +, y:. ' 31 70 rn .... N/ \'''' 0 \ 32 20 / _ U ,S` . • .. \ 2 .. � 32 / ' ) + . ° o N 3 3 20 53.20 L- �� . .2. I-- _ M A i \ r�_ 2 v V 3 2. .0, 1 1\ ti _ \ "H (/) ...3. •S �� \\ _ 31 �V // . + +\\ I r 2 0 _ 33 .1 \ ` Q W .N.. 31.3 �II +00 - \ -7 +00 I .._. 3.2r -+- Z iti w n ' \ '� N ` 3 3 \ ., ' ctr //tr - SLOPE \0.0022 ft/ft 32,b0 I 1I / /) W \ t' `. - ! ✓ .- ,� 1 , ■ ■ V J Q Z vi \\ \ \ f 3 t \ 2'1E-16.7,,,,, l�II #1� f� W a t - \ •° \ \` �-i ; ,3° ` _ & �y SS MH \' \\ 3 „.../ /..,.� 1 72 J o Li _.... t \\\ fit 3 �l� `4 / 0 ? I _ .... 1 nip 30.00 \\ - \ i 'ji 2 - 37 �r.� \ \ 1141 ttfli N } , • ao \ 2 -0° 5 ' al --a -0 1 - 27.80 30 1 O � J I g \-\,>'-: % \-.' ' :,..-.. p - , ' rri-,,-_-_---._ .4 . . gy p► / 29 SSMH \ t I, ., r,� \ \ I \ / • \\ a_ TE =28. `D, '3,, \ I \ \ / Z \ W f1. 1,-.19.60 \ ag \I / \ 1 i Q \ \ \ \ / \ Z W f1 \ \I -8 /J \ �. IE =19. t \ �. \ \ 59 \ \ / 9 E J I . r" \ \ \ I I G ,e, a I r . � . „« \. \\ to « /tom ��.„„....a."`.... - 1 ' \ \ � 0 N xr SSMH j\ E' G .. . - J' ; _ These plans have been reviewed by the Public •^ Works Department for conformance with current Y 1E. 07 ® I - J - City standards. Acceptance is subject to errors Y 5 _ , t) ~� ECEIVEO and omissions which do not authorize violations of cm g of TuKVnI.A ' J e o adopt y 9 r ests t otted standards or ordinances. The res onsibili . / \ � - - for adequacy of the design ally with MAY Z 2 1995 r i, '- the designer, Additions, deletions or revisions to PEgMn' l'/E CENfEq awm «,, ny a ad I, _ -- ;-_,-./ these drawings after this date will void this 1 acceptance and will require a resubmittal of JAL JEA _ revised drawings for subsequent approval. RECED , 00. i. , ....... Final acceptance Is subject to Reid inspection MAY AY 22 on b 1595 t " =30' 3/13/95 the Public Works utilities Inspector. pn �,/ [��� pUO , Date: 61°J4 � 1a5 ' l U / / ¢ U/ , / Q6 /(i / TUY. 'L!C`N' N ILA K 941 87.02 I ` c I ' ' a«1 C5.2, 12 I r _I. » - ��} I� I" SWARES SPA CED - '3/4'• $ � ' II r'1 �a� ]7n lNNCAIED - HT i/e ^ 35 i lk o ° o ° 4 T ,� uw�o000 43/4" f I 4 " '. 11 � 1 ► +su Y EID GSr .":. RWG AND C eVEIt / i :: 28209} tr /tr SLOPE 0.0022 ft ft 292.01' ct tr I _y j / , DIA t2in. / _ SLOPE 0.0022 ft/ft DIA 12m. ' � i _ ib r 15 -1-I Naa�n m >de — M a M� M I MI M I M M M M M 'A�` ' ` 8' CLEAN —OIT $ ` ' /. 12 +0o ..+00 70+0o s +oo rf+oo +ao s +oo y � r - `fie I a w E wwxga Nmc qbb ,,s00 , r sa t sa • _ ,. ,' Leo 40 i � I f n W sa: AaESS26• M awl 35 - 0-' 3 o - 4" MIN. _ - O 0 Ana a Z N' N 0 o 4 I " Y% J8 FDR T J rn SPE g1ANNE1 - : SEE NOTE 1 - - . KCx- - SEAL OETAR 5-3 - KOR N -SF11 1 tp" 30 ..t ..la ' J 20 Mil � W O Z w r"-- W � Reeern 72" MAX. a DIA 72in.. / 0.0022 ft ft - _ _ _ _ _ _ EE xoTE z J z € 292.01 ctr /ctr SLOPE �.D022 ft/ft I 285.42' ctr ctr � s ? Li _....SLOPE / DIA 12 n: 18" MAX SEE-14° 2. 2 O 15 wax 0 o t ilflit MM M !F M NI O 40 O Q 1. YAX g PPE gAlfflet YAY BE nFD BY PIPE • - - N t M ,1 M M M� M N M N CPiLLMDgi qi AS DEIEA16N BY fN(aIEER. - - I 1 D8: Y " ;77gt in N r Ar47 TD PIPE . WqT Am PL16 gILY le PIPE gAYETEN$ 34° PNp LESS 'Es '8'4 GASKET ! GAIKR AT ALL .WHYS 5+00 - 4100 3+00 2 +00 9 +00 0+00 � SANITARY SEWER MANH DETAIL 6 z 3 (/) j w Y w tY ■ a o Q 3 W g H Q L J W ‘, O d Z ' f W U CC y w i w Q D v- Q_ O (I) x < 0 z in N to These plans have b een reviewed by the Public . - - Works Depanmant for c on fo rman c e with current City standards Acceptance uthis subject to errors c A 2 2 and omissions wh do not aorize violatio of fo "th a dequacy o ordina rest: totally MAY L 199 I I bEll n � - - the designer. AddR deletions or revisions to P� "R �' '_*+ br ew a b., y these dewinga after tMa date will voi ttal of d this JAL JEA 1 ® acce ptance and will require a resubmi revised drawings for subsequent approval fa:E� .. Final acceptance le su ubs 90 field inspection by MAY 2 2 1995 " -30' the Public Works utllltias I e c lot. fv "' oat :: (4aµ�a- Br P , r , ._ • 94187.0 2 (11(1 .„1 C5.3., 12 I , . ,,, , , ., • ,. ..0wow ., -