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Permit D97-0052 - RAMADA INN - NEW CONSTRUCTION
Cit y of Tukwila o Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: Signature: Print Name: 736060 -0195 4006 S 139 ST NHTL DEVPERM LDR V 1 -HOUR 038 North: .0 South:. N/A Sewer: N /A` Slopes: N Permit Center Authorized Signature: This permit shall become null and void 180 days from the date of issuance, or for a period of 180 days from the last Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT gep 6D lo-z1- WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Permit No: Status: Issued: Expires: Occupancy: UBC: Fire Protection: East: .0 West: Streams: D97 -0052 ISSUED 10/03/1997 04/06/1999 HOTEL /MOTEL 1994 AFA /SPRINKLERED .0 Contractor License No:'_: KAILICI.110,LM OCCUPANT RAMADA.INN 4006 139 ST, TUKWILA,' WA OWNER LIN WEN' -FAN .4006 S 139 ST, SEATTLE WA 98168 CONTACT 'JOHNNY CHENG Phone: 206 441 -5745 2112 THIRD AVENUE, SUITE 201, SEATTLE, WA 98121' ENGINEER C T ENGINEERING Phoned 206 285 -0618 '180 NICKERSON ST SUITE #302, SEATTLE WA 98104 PLANNER NORA Phone: 206 433 -7141 6300SOUTHCENTER BL #100, TUKWILA WA 98188 CONTRACTOR. KAI LIN CONSTRUCTION INC. Phone: 206 363 -1215 12556 35 AV NE, SEATTLE WA`98125 ******.******************************* **** *.**** *** *** * * * *****'k * * * ** lc**** *** * * * *** * * ** Permit Description: CONSTRUCTION OF .A NEW 9,1939 S.F. 38 UNIT HOTEL ************Ak,****** *********************.*.************* * * * * * * * * *. * * * * * * * * * * * * * * * ** * * *k Construction Valuation: $ 1,734,617.70 PUBLIC WORKS PERMITS *(Water Meter Permits Listed Separate} Eng. Appr: JJS Curb Cut /Access /Sidewalk /CSS: Y 'Fire Loop Hydrant: Y No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Cut: 1040 Fill: 307 Landscape Irrigation: Y Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: Y Street Use: Y Water Main Extension: N Private: N Public: N ***************************************************' k* * * * * * * * * * * * * * * * * ** * ** ** * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 11,890.78 *************************************' k*** ik*********** * * * * ** ** * * * * * * * * * * * * ** ** ** * **** Date _J e I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Date: 11 - 3-7? if the work is not commenced within if the work is suspended or abandoned inspection. City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Signature:___ Print Name: 736060 -0195 4006 S 139 ST NHTL DEVPERM LDR V 1 -HOUR Contractor License No 038 North: .0 South: .0 N/A Sewer: N/A Slopes: N Permit Center Authorized Signature: DEVELOPMENT PERMIT / 17 7 (206) 4313670 Permit No: Status: Issued: Expires: Occupancy: HOTEL /MOTEL UBC: 1994 Fire Protection: AFA /SPRINKLERED East: .0 West: .0 Streams: D97 -0052 ISSUED 10/03/1997 04/01/1998 OCCUPANT RAMADA INN 4006 S 139 ST, TUKWILA, WA OWNER LIN WEN -FAN 4006 S 139 ST, SEATTLE WA 98168 CONTACT JOHNNY CHENG Phone: 206 441 -5745 2112 THIRD AVENUE, SUITE 201, SEATTLE, WA 98121 ENGINEER C T ENGINEERING Phone: 206 285 -0618 180 NICKERSON ST SUITE #302, SEATTLE WA 98104 PLANNER NORA GIERLOFF Phone: 206 433 -7141 6300 SOUTHCENTER BL #100, TUKWILA WA 98188 k*********************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** itch * * * * * * * * * * * * ** * * * * * * * * * * * ** Permit Description: CONSTRUCTION OF A NEW 9,939 S.F. 38 UNIT HOTEL. k**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 1,734,617.70 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: JJS Curb Cut /Access /Sidewalk /CSS: Y Fire Loop Hydrant: Y No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Cut: 1040 Fill: 307 Landscape Irrigation: Y Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: Y Street Use: Y Water Main Extension: N Private: N Public: N *********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 11,890.78 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Date I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Date: 2 r 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 abandoned for a period of 180 days from the last inspection. Ad dress : 400.6 S 139 'S T Permit No : 097 - 0052; Suite: Tenant , ': : . ISSUED Type.. OEUP . P.M .�s �' Applied :• .02/19.E1997 Parcel # 736060 -0195 Issued: 10(03/1997 k• k* ?k.4***• k*• kk***• k**•• k*•**• k•, 4 * *•k **•k *** ** *4,kk *****k'A *.4*k *.k. * * * *.**k *kkk Permit Gonditi.nxts: , • 1' No .change wi°fl....he • made - to tshe p lans un l es� .approved by 'the Architect: or Engineer and "fhe Tuk_wiis Building D i v ision. Plumbing permits shal),.b obtained th%roug:h „the Seattle - King County -_ Department., f, o Publi Health.. Plumbing will be Inspected 'by that agency. including:: all gas p�i ?ping (296:-4722) � . ; ,!,;,,Y,:' Electricai, , s hall ; tie. o bta'ined'' through h i ..the W asngton ; work wi 1 . 1 a�•be thspecte'd by : that agen 6630) • All mechanical wor)k`' shal'l be 'c,under, separate ',per mitf-, issue. the C i t`y�'.of Tukw,i' l a... • All perm�1ts, inspection records,' and:. approved• pl,ans'`shal l available ,ats the ,job site { -pr`.i,or to•''the start .of any .con - struction 'These. documents are to be :maintained and 3 able until final inspection approval is granted: All tructural: con;crete shal l be special inspected `(UB.0 Sec. t `306(a)`1) ,,' :. • All structural` weldingshal be. done ;by.W.A,.B.O. certifie.. welders and specia=l in:s"pected ('UBC S`ec . .306(a) 5) . . 8. When ° special inspection is' r equired ei•ther the owner, arc�h"i-ftect`.or engineer 7shal notify the Tukwila Building Division of : appointmerit, of. ;the.. i,nspection` agencies prior' to .the .f.irst ; bu"i,l`ding in:p`ection. ,Co'pie ` .of ail special • Inspecti reports shall be submitted ,to the"•• Building . Division in ., a.timely manner. Reports ' F• contain addd ress, pr namee pe"rrmi t number and type of ` i i on being ' pertormed , . The special. inspector shall submit a•tinal signed report stating; :whethe th•e work requiring special inspection was' to the best of the inspector's knowledge, in conformance withapproved plans and spec.:ifications °.and the appiicab`le workmanship rov i s ions of the UBC.` 1 "Any new ceiling; grid and light t'fixture' installation required to meet` ::Lateral bracing'requ�irements f,or Seismic Zone 3. 11. Partition walls attached to . ceiling ,grid - must be laterally braced if over eight (8) feet.• i:n .length 12. 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. 1 All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1994 Edition) as amended, Uniform Mechanical Code (1994 Edition), and Washington State Energy Code (1994 Edition). 14. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 15. There shall be no occupancy of the building (s) until the final inspection has been completed by the Tukwila Building, Inspector. 16. VENTILATION IS REQUIRED FOR ALL NEW ROOMS AND SPACES OF NEW OR EXISTING BUILDINGS IN CONFORMANCE WITH THE UNIFORM BUILDING;.CODE'AND THE .WASHINGTON STATE VENTILAT INDOOR AIR QUALITY PE; CHAPTER 51- 1'3'.WAC: 4PPLICANT SHALL SUl�T,A SURVEY FOR LINE AND GF E ,PR.IOR To ANY WORD IN PUBLIC R.0.W. TO INCLUDE C/L OF. 139TH ST, •FLOW LINE -BOTH SIDES OF THE STREET, BACK OF THE NEW SIDEWALK. 18 Temporary erosion control measures shall be implemented 'as the first order, of business to prevent sedimentation site or into existing storm drainage facilities. 1t .Thesite shall have perranes�.t erosion ,control measures i 'place as soon as possible lifter final: grading has been 'completed and prior to the Final"In!pection. PRIOR. TO FINAL SIGN OFF APPLICANT •'HALL. SUBMIT AN "ASS- BUILT Pl FOR O`N S1Tc . AND OFF .SITE 'IMPROVEMENTS INCLUDING A PROFILE FOR NEW PUBLIC, STP.RM DRAINAGESYSTEM AND WATER MyIN. IMMEDIATELY AFTER .CQMPLE•TTON OF CON t THE PROPOSED ROAD WIDENING, CURB:, GUTTER:, ,SIDEWALI. AND : STORM DRAINAGE 'SYSTEM SHALL BE :REQUESTED FOR TURNOVER TO THE CITY APPROPRIATE TuRNOVER DOCUMENTS`SHALL BE OBMI.TTES TO THE PITY, TUk "WILA:`CITY_.COUNCIL SHALL. MP'E :.REGARDING ACCEPTANCOF THESE ITEMS. 22. THE EXISTING STORM DRAINAGE:.PIPESYSTEM UNDER THE`NEW SIDE WALK 501,1 BE REMOVED'. 23. APPLICANT SHALL FOLLOW ALL THE CONDITIONS & RECOMMENDATIO OF THE, ;0;GEOTECH REPORT. UNDERSL:AB,, SHALL BESUBMITTED TO THE CITY FOR `A O.PROVAL. PRIOR, TOPOURING "THE `BUILDING FOUNDATIN;' O IF E1(CESSI VE' WET SOILS _ARE •ENCOUNTERED,, THE APPLICANT SHALL CONS,;IDER EXTENSION_ ' TO. THE UNDERSLAB !DR"A'IN'?1: IN ORDER. T :<;A:..—: COMPENSATE ;,FOR' . THESE..ADD:I TIONAL\WET AREAw 2 APRL, I'CANT,,_;DEVELOPER OWNER'SHALL `PROVIDE A MAINTENANCE` SCHEDULE FOR THE;. SUMP PUMP' WILL 'BE::.PLA.CED IN THE PAR- KING GARAGE. THE HEDULE;�SHALL PROVIDE FOR' ACCESS TO THE 'PUMf 'BY THE; CITY A ' � ..C U.THOR.IZED' REPRE'.:�ENTATI =VE. THE MAINTENANCE SCHEDULE ' SHALL.,, EVEL BE DOPED FUR ' LIFE:; OF T;HE PROJECT & SliAL,L STATE THE SCOPE OF MAINTENANC,E,. TO BE THE 1TI'ME PERIOD FOR COMPLETION OF : MAINTENANLE, THE PARTY RESPO SIBL,C t: FOR THE MAINTENANCE . 25. It sha {1` be verifted in writing,`to the : 'U.;Ei1:_ites Inspector that the loop .ystemtor the.,bulldtng contains a State ; :Dep'artment of Health 'app detector double check: valve assembly. This shall be done pr:ior.to': the Final"'Ins,pection 26. All doublecheck valve assemblies. shall be approved .by,.the State Department. of Health. 27. Driveways :.hall comply with City commercial standard... Driveway width shall 'be a 25' minimum and 35,'': maximum. Slope shall be a marimum;of. 15%. Turningadii shall be a minimum of 10'. 28. Sidewalks and curb ramps shall comply with City standards. 29. Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 30. Hauling over 50 cy shall require application for a Hauling , Permit prior to any associated activity. 31. It shall be verified in writing to the Utilities Inspector• that the landscape, irrigation system contains a State Department of Health approved double check valve assembly. This shall be done prior to the Final Inspection. 32. All private storm drain pipe shall be either concrete or reinforced ADS pipe. Treated corrugated metal pipe may be used for detention facilities. 33. All public storm drain systems and those portions of private systems (with the excention of residential driveway culvert) �, Pro' /,., Typ: dl Ins Section �� A dr / s/� // v ca, j �� / •te �; II pedal instructions: Date wanted: a.m.:.., Requevw .. INSPECTION O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwilaf WA 98188 v Inspector INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Approved per applicable codes. u Corrections required prior to approval. O ENTS: Date: $ t I I$rSPECTION FEErEQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: A4 1_ 0„....e.40 v:24,42frev . i - -- I a c d" i S , e x i 7-7. Co t j't 771" ey ex-' isS V ; ..--. , ',a / , I.. 1 7i / 4--- 0 5 9 ', ' (4', 7141 ,L # / t e.:( / d/r7. )1.4.2 ,yz.. er-44.. ri,........A .4..,... //,‘,/,.._., eA .4 7 , a e' 0 1- (,-4/.. c 74, / frkni S7L .i..." ,/- ,6 )2...-/s_ e.20 6,7 0{4-07 $.,,ll 4 4:2,,e,,>6.1 /4., II/ A, ,-. ,f.,..ed Ve ry..\ ct al I Type of Inspectfon: Address: c s q ONO i C' t , 3 Date called: i 1 — IL-1 - 00 Special instructions: Date wanted: 011) Re yester: Ul.J1/4C_crit PI ML0 - 2 40 — g6OD tadr.14011P4STMCCeral M • INSPECTION RECORD Retain a copy with permif INSPECTION NO. CITY;OF TUKWIIA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. PERMIT NO. (206)431-3670 ED $47.00 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter B lvd . , Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS1) Al .A7 e e.,- ,67fr7--/ Y---c Ca �', , 5 1-0 // z) ,5; li 17,-_, 4 4.- a" /tve pt- n-(44.7 I- It ji 4 D t77„,ie , 7 ei A-de.e...it e_ fia.7.4.4.4,-D eze44/ 6 I: i/ J40( l 4,0, /4...S . I 0 / pceirldZiA. .....-6...,- ,:.......___.-:;__:,-._4054,........r...70-...L.w.--a. -..--- - Mr P Phone: 5:) letl'i fra-2 /Ail Id lierle., cy,o ls.t Proje /P7/ WA. Type of Inspec irts: ....1, 1;066 ....c, 435 Date called: ....... 21--ka) Special instructions: . ....- Date wantc d, Requester: Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, TtikWila, WA 98188 Li Approved per applicable codes. .10 I I f.er ••■•■'0 INSPECTION RECORD Retain a copy with permit i ..i.11 ar V ,..,../Y., — i . J.. ■1.1,.. N.... A.04146%.1t145rfailtileClill'hrtg"..4.1.?..64i 4all.±,A...... eo....•,.1. • , .,. Corrections required prior to approval. (206)431-3670 Ej $47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: /4-C.- ,e 2eV ' S7�' -'-b /'" 2--• ' Date called: Lt l i `l` 00 DT .t;(D4/67r'/ /.c(f 047'44 70 ,4. (4-G 7O P 4- A v 17 p_c_ca 6,c,0 ,jo ys # 9 4o t C SFr F Aca_ CoQ I / itcni94 Requester: 1-,J-P IA 1. t n (%l) i LL le_E, eXf r °'- -..,=1 .,.�•;;.. - . Co t it 7 A- ov / l Project. ►te � �. I rir\ Type of Inspection: • F t rt^ Address _ S l',9 S} Date called: Lt l i `l` 00 Special instructions: Date wanted: �i - 11- - 00 a.m. Requester: 1-,J-P IA 1. t n Phone: 1 INSPECTION NO. ttria'dRertieasasettttruans omter, vw.....x *..<..e nrs+a..+ ar CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206431 -3670 i Correctionss'equired prior to approval. El $47. 0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectfon. Receipt No: Date: Proje ` Type of inspection,.- Address: Date called: Special instructions: Date wanted: a.m. ( e 98 p.m. Requester: ,,,,AA Phone No.: Approved per applicable codes. [ Corrections required prior t approval. COMMENTS: . .�j 6.14 Cl.c. J if bolt S ct , e, - /y Correll l ov 1'1 (I )f_ e CO W1P t - cJ Cbrtvcd) & i5 crb K, ill .sped-i a b .eisr co -, l e zeW 7 -1s 4ws /I -# 10 E'e pLa 4..e el-dry h� a ' (barrio+- ire. . / l L ; kid Lourrecd-ton,t 7 4 ) reu}6,e lafArrior ae. .S .Pl1ace c� ) 1 - * / /3) 64-/c4 >`• s14-- „ 'ti4/p5,.... t M l tA� at M t_ �.� he- s4� y1 dam- .�Q� seals ID 0 INSPECTION NO. - INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 . Southcenter Blvd., #100; Tukwila, WA 98 $42.00 REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �� -cchz o /15 Receipt No.: Date: • Ss Proj el.Sp . 41 /. h Type of inspect n: A P ?7)L Address: Date called: Special instructions: Date wanted: /Z--- 0-9' C p.m. Requester: Phone No.: • INSPECTION Na CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 COMMENTS: / Approved per applicable codes. Ge4-7 O V 4 5 G e_ G17(/L. ' 1.2Gl frwelee (44/4 1/ f / 6 f'4 - dm ve.e. , INSPECTION RECORD Retain a copy with permit 0a /aid Gam, !/' at" frtZ:4. Inspector: pc4.64, 1.97.4s U Copt 0, 2 (206) 431 -3670 Corrections required prior to approval. p eo Q�l , 1 f�3 e. 3 4 ci 4 ,9 .../'U 4, 44 - 6 A /114") Date: � � 7 4,g I`i $42.0 REINSPECTdN FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, Receipt No.: Date: eit c Project: /04 '47 Type of inspect / ! �� Addres . Date called: Special instructions: wanted: Date ` 7 �/� P7n): k2- — Requester Phone No.: COMMENTS:2 l /fA $ 4 ° _ 6 / cuyyu d INSPECTION RECORD Retain a copy with permit INSPECTION NO. . CITY OF.TUKWILA BUILDING DIVISION 6300 Sduthcenter Blvd., #100; Tukwila, WA 9818 I1 Approved per applicable codes. PE MIT NO. J (206) 431 -3670 Corrections required prior to approval. Date: ] 2 7/71 $42.00 REINSPECT! ' FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: iu INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter 'Blvd., #100, Tukwila, WA 98188 Project: Address:' • :. Special instructions: Approved per applicable „codes. Type of inspection y-. Date called: Date wanted: ) !'Zf/ L� Requester: : Phone No.: PERMIT NO. (206) 431 -3670 p.m. Corrections required prior to approval. COMMENTS: Inspector: / Date: j. �1 /9 [ � $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: R ama d a i Type of inspection: p to civic Address: ii i 0 0 65 S 1 39 HI sf Date called: Special instructions: . . . Date wanted: ) z . .1 - 9 P.m. Requester m i K Le #ferryhan Phone No.: 75.2 rn 0 k i i ••••••••• • L, • INSPECTION' RECD Retaina Copy withIJrn it INSPECTION NO. CITY OF. TUKWILA BUILDING DIVISION 6300' Southcenter Blvd.; #100 * Tukwila, WA 98188 I Inspector: I 97-0052 MIT NO. (206)6 -3670 ri Corrections ` rtqt7iir i e prior olp rit COMMENTS: t.e.>/■As.f_4` L6. Niri VC. \ArP,„ M H St ij M 5 . / cilS S P...WAR -9.-94farld"") k 1,ot _ c›LkAA Cf.) 1) • Cnik.sDt1 iNf5rA0 Date: t $42.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee mast be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • INSPECTION RECORD • Retain a copy with permit INSPECTION Nair CITY < ,OF TUKWILA BUILDING DIVISION 6300 Southcenter ;Blvd.,. #100,; Tukwila, WA 98188 adci Address: Special instructions: �O Type of inspection: CP,l Date called: Date wanted: Requester: Phone No.: [I Approved per applicable codes: COMMENTS: Inspector: �.; I I Date: PERMIT NO. . (206) 431 -3670 Corrections required prior to approval . $42.00 RE NSPECTION . EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, I Receipt No.: Date: INSPECTION RECORD 'Ratak a copy with permit INSPECTION NO. -. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,' Tukwila, WA 98188 Project: Type of in •ecti• Address: Date called: Special instructions:. Date wanted: 9 ' a.m.. �Q l �"`T g p.m. Requester / (( ‘f.,/ k _ Phone No.: COMMENTS; . / t2 .�. 7 �1 Corrections required prior to approval. PERMIT NO. 206) 431 -3670 Inspector: C l $42.00 REINSPECTION be paid at 6300 Southcenter Date: /0- 7-7g E REQUIRED. Prior to inspection, fee must lvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • Project. Type of inspection: C?,M1o,c0R— Y� Addres14 1.39 Date called: Th qr Special instructions: Date wanted: , r ,.) r,- 1/ ! p.m. Requester: it J Phone N° 0& q7‘- 1 q ONWeggazzsgwwwwwwwwisketva INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Approved per applicable codes. COMMENTS: / VL. � ,sp Plc. /�l) ��' / c./ / _ e Inspector: S Corrections required prior to approval.. • Date: Y 7- Dos PERMIT NO, (206) 431 -3670 $42.00 REINSPECTIO F REQUIRED. Prior to inspection, fee must b at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 44 , Type of inspection: ' Address: • I , MO c 7os 13 9' ( tit Date called:' ZVAl -SOpcial instructipris . ." . " :, • .....4 Date wanted:" , ',/ ', 4/ ;'a.m. p.m. Requester: fria-t■r_. Phone No.: • tEl zto, INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #/00; Tukwila, WA 98188 41' Approved pe'r applicable codes.' • 4./cefiaSP I a eLee-4.fe. INSPECTION RECORN Retain a copy with per I 1 Date: H040 , (.30 4 76 - 1/'' RMIT NO. (206) , - 670 Corrections required prior to approval. e-u) ef) a4-4 euiltAW 5 -41 CC;it.e0 otocoVit-etr Inspector: Receipt No.: Date: 1/17/N • P1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, ,Call to schedule reinspection,. — Project: e /et Type of inspection: G - Addd f -S i.”Th Date called: ?....?/// j Special instructions: Date wanted: 7 . 77 _ 9f5 m Requester: Phone No.: •.1 i.41.wn �K.i�v ytrN ; :t l� J . 4;4 5 pproved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd., #100; Tukwila, WA 98188 I PERMIT NO. (206) 431 -3670 Corrections required prior to approval. I Inspector' I I Date: 9 f // 9 � $42.00 R NSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: Ott °71 T3aviiiacia 11 Type of inspeetior . SidewCcti KS Address• 001v S )3q +ti Date called: g r$�gg - Too Special instructions'" . w .. •• a ., . w Date wantedr" *C-2:9 -I -- I . 71 0. p.m. Requester: Nek l..c +4.eywino Phone No.: q I ‘ " 1 468 Apptoved per applicable codes. I Corrections required prior to approval. , i rm. • .,:.. • . QOM,: MENTS: \ , C l. q3 .✓ � SLI.A • 016710 c) L, S ' C I P.vv NLLA, s c 0 (-01,4-1--_,,u„4-L41,. Texpvut ALid_____-tv Pow 94 P6)-e A.) _ct) 54-4 12-v-A (A)- to lU2-vv,-1 s w ok, le IA.) INSPECTION RECD rT ,Retain a copy with' pdkjt INSPECTION NO. CITY OF TUKWILA BUILDING IIIVISION , 6300 Southcenter Blvd., #100, Tukwila, . WA 98188 (20 31 -3670 Inspector: _ t f Date: / (~ l $42.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6309 Southcenter Blvd., Suite 100. Call to schedule reinspectlon. Receipt No.: Date: Project. •y " -, ,,r • Type . of inspection: a 45 Address: 06 S /3 S Date called: Special instructions: - -M C. ., Date wanted: ^•N' ' _ a.m. p.m. Re ester: ,{ • i c /7 /4... 7t'.i �y Phone No.: 90 7- 3 , 3 c(C. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION„ • 6300. Southcenter Blvd:; #100; Tukwila, WA 98188 ApprOJred per applicable codes: m INSPECTION RECORD, Retaima copy with perm, •. --- (206) 431 -3670 Corrections required prior to approval. C MENTS Vg IV) )?4, -NA - A • t:x_e ki -L�.: TCV:-w• 5 -'iw CL4AL II . (� � O (C - ebLAA c wtb I Inspector: G V Date: 9, F 9 $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: 7, ;t Project: GCGv ...-i Type of ins• -ch. ! /At /_ T i . Address O' /,3 /``ye,- :" Date called 91'(3/5_ Special instructions:. Date wanted: g r /a.m. — /�y��/ p.m. Requester: oa Nor.:— q0 7 3/5 S CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 , Art.t.wl r tei , 1NPEQTION RECORD Retain a copy with permit INSPECTIdtV NO. COMMENTS: .+r [.._ a / Gc/LJZfi 1/C.(S b,(iL pproved per applicable codes. I I Corrections required prior to approval. .I11r i i i rector: WAT ii $42.00 REINSPECTION FE " REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: U7-Oos PERMIT NO. (206) 431 -3670 it. Project: /A Ad& Type of inspection: t'ertr. ..~ rn // L 14 0.1 Address. Date called: Special instructions:. Date wanted: a.m. : g P.m. Requester: Phone No.: ,33 O INSPECTION RECORD Retain a copy with permit y/ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 9818$ RMIT NO. (206) 431 -3670 I I Approved per applicable codes. &Q Corrections required prior to approval. COMMENTS: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter 6tvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: R %-ez- A D e, 4(c#4 i 1 1e41 - 9)7 v-e. 4 01 ;, i .d r A. t r Air - .A111;11001111„der 4163,1r gate: Inspector: /6 ` �� U' Cei rc/a' 7 i TP} Project: 4064 Type of inspection: Address: iie906 sea , _( Date called: Special' instructions: 1 . 7 / C, A. 1_, Date wanted: m Requester: Phone No.: 1.)0 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Rau) ho6 [Inspector: Date ." , J 5 .. , .. a e.. ' A -J $42.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: INSPECTION ` RECORD Retain a copy with permit Date: PERMIT NO. Project: cc. cr Type of inspection: k 1 C]��' J Address O _, Date called: Special instructions:. Date wanted: F 3.m. m ; Requester: 1 I Pti No.: 9 4, ' t' w ' . ?.; sits INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 9818 (206) 43T -3670 Approved per applicable codes. [ Corrections required prior to approval. COMMENTS: El $42.00 REINSPECTIO FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule.reinspection. f Receipt No.: Date: • k INSPE• ' • NO. -,CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter,Blvd., #100; Tukwila, -WA 98188, Project: Address Special instructions: Type of ins .tion: Date called: Date wanted: a.m. Requester: Phone No. Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Inspector lifir , Date: . / .r! $42.'7•'' NSPECTIONF - RED IRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: PERMIT NO. • 0 INSPECTION RECORD Retain a copy with permit INSPECTION F O CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98 Project: Addres : ` - Special instructions:, Type of inspecti Date called: Date wanted: Requester: / Phone No.: 99 COMMENTS: E4 �j l29t97-^ Inspector: Date: In / q � Approved per'applicable codes: (206) 431 - 3670 Corrections required prior to approval. $42.00 REINSPECTIO FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: Project: - Type of inspection: — Date called: ` ✓ Addre s: • Special instructions: Date wanted: 9 67 4 00 Requester: Phone No.: rrI- s -..t , ,rfjis'ink..'{+5'Asi''1"• PERMIT NO. INSPECTION NO. CITY. OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 -Approved per applicable codes. INSPECTION RECORD Retain a copy with permit COMMENTS: 5 %/ (Insector: l./ 4A rIn 442.00 REINSPECTION YEE REQUIRED. Prior to inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ( Receipt No.: (206) 4313670 Corrections required prior to approval Date: f4'. Project: r-sc--rnac%.__Qyvv\ Type of ion: Addr __ Date called: Special i �. Date wanted: 8_3_ 8— ' p.m: Requester: r G 1 Lfi -C Phone No.: D G - f4 - / INSPECTION DID. PERMIT NO. (206) 431 -3670 CITY OF TUIWILA BUILDING DIVISION 6300 Southcenter• Blvd., #100; Tukwila, WA 9818 Approved per applicable codes. I Inspector: Receipt No.: INSPECTION RECORD Retain a copy with permit I I Corrections required prior to approval. ,COMMENTS:. r✓ Date: -te $42.b0'REINSPECTION - E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Project: if Type of inspection: fl, Address: Date called: Special instructions: C, , '? a Date wanted: a.m. Requester: Phone No.: INSPECTI NO NO. , CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188, COMMENTS: Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit Data: Date: El $42.0 RO EINSPECTIOIf FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 206). 431 -3670 Corrections required prior to approval. 4 }1 Project: _.-- TyRe of inspecti S Address Date called: / Special instructions: 2 / a ,_ c/19111, Date wanted:Y - m Requester: Phone No:: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY ' OF.TUKWILA. BUILDING DIVISION 6300 Southcenter Blvd:, #100; Tukwila, WA. 98188 ;Approved per applicable codes. COMMENTS: I pp� b�. PERMIT NO: (206) 431 - 3670 Corrections required prior . to approval. $42.00 REINSPECTION ' REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: �iYLoGIC f;15-11. Type of i�s.Becti /< ---6) Addres Date cal led: Special instructions: / "� �( ` Date wanted: 7.� (11, • R equester: Phone No.: „� ....r:„ •vat <.},. <;f; INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Corrections required prior to approval. Inspector: Date: ` (206) 4 7-c s� iM}T NO. ♦ _ 1 $42.00 REINSPECTION FEE REQUIRED. Prior tc inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 670 Receipt No.: Date: Project: Typ f Inspection: Address:. gb0 s. , 09 s ;- Date called: 1 _7- 2,i -1$ Special instructions: ZHlcOt>-1 Date wanted: a.m. .13 Requester Phone No.: CAD' "I9 I LI 63 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA ,BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Inspector: PERMIT NO. (206) 431 -3670 Corrections required prior'tA.approval. Date: 7., 7 6 L i $42.00 REINSPECTIOIJFEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd„ Suite 100. Call to schedule relnspection. Receipt No.: Date: Y r INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter• Blvd. #100, Tukwila, WA• 9818 PERMIT NO. (206) 431 -3670 Project: Address; // / ,39.4 V Special instructions: / ,�/. ne N o. : ;o 0) 996 -I ( 8 COMMENTS: - 7 A PP roved per applicable codes: Inspector: I C Corrections required prior to approval.: Date: I ] $42.0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: PERMIT NO. INSPECTION RECORD Retain a copy with permit INSPECTION O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter `Blvd., #100, Tukwila, WA 9818 Approved per applicable codes. (206) 431 - 3670: Project: Address 606 %� # Special ' instructions Type in pe ti n: Date cane : / Date wan ed: am. Requester: n ,1 i Phone No.: 4695 Corrections required prior to approval. I Inspector: .. Date: 771.5"---16 T 5 El $42.0 r INSPECTIOIJFEE REQUIRED. Prior co inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: / Ty Rg.of inspection: " Address "/0067 51 1.1 Date called: 7/09 98 Special instructions: rd �ICO12'0u { Date wanted: � 7, ` 0 /9� a.m. p.m. Requester /Auk GeiTPIn4 Pho a No.: Oa) 996 - /q 8' 141 a PERMIT NO. INSPECTION RECORD Retain a copy with permit INSPECTION NO. r CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: (206) 431 -3670 Approved per applicable codes. Corrections required prior to approval. efizald 26Y Inspector: // ti /� M Date: J . 7i0 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: I . ♦.. .,,. ; Type of ' s.e ti. . L G - .r.. _, 4 Address: Date called: Special instructions: 7 , - ;/o &la7r Date wanted : /►i (, Requester: Phone No.: PERMIT NO. /50 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Approved per applicable codes. I I (206) 431 -3670 Corrections required prior to approval. COMMENTS: E] $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: e 1 P roject •Av.,...:.". . / . '''' , .-.•-. a "c.. -- . , ' Type of inspection: --.5 D Address: , " ' 1 4007a , ■,.' 1.3 9 , A ''' Date called: 6 Special instructions :—P . , = Date wantgd: 2 ..,., 17 ‘...40..... P.m. Requester i'l c k L e I Phone No.C.Z04 ) OMMENTS: S." CITY OF TUKWILA BUILDING DIVISION. • 6300 'Southcenter Blvd., #100, Tukwila, WA 98188 Apprdved per applicaPleOode. coli210 Irma ottoCAZ coko,K3.3-.424-J -to {A‘ Inspector: Receipt No.: INSPECTION RECOFI—, Retain aacopy with perk,, I I [37-40c2L5 RMIT NO. (206) 431-3670 Corrections required prior to approval. (al/W.0 Date: Li ?■2194 El $42.00 REINS ECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: ." . Project: � I CA --.1 Ty e of inspection: c- n- 1 c4 cQ»Ca - d .r:c Address: Date called: Special instructions: Date wanted: i ,. Requester: Phone No.: !g0 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit (206) 431 -3670 Corrections required prior to approval. [#(sector: 6/.� ` r 1 Date (O -, [ $42.00 REINSPECT! - FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 4 •. M ti ���� x 7 , INSPECTION NO. CITY OF TUKWILA.BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Pro' t: Type of insA ctipn: Ad Date called: " <�' i�� sue (C /, Ts, Special instructions: Date wanted: • �,. f /� / Requester: CPI Phone No.: '. INSPECTION RECORD Retain:a copy with permit Corrections requir` d prior to PERMIT NO. (206) 431 -3670 1 f Inspector f c _._ Date: a El $42.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. I Receipt No.: Date: Ertt • d6 INSPECTION NO. CITY: OF TUKWILA BUILDING DIVISION 6300 Southcenter Bivd. #100, Tukwila, WA 9818 Special instructions: Type of•inspecti r-�J Date called: Dat wanted: /_ ' `� a.m. CEP Rester: ,a. Phone No.: Approved per applicabl ;codes COMMENTS: _. Inspector: c INSPECTION RECORD Retain a ? copy with permit' ej M MI f M F 1 $42.00 REINSPECTIPN S EE RE' UIReb. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule'reinspection. Receipt No.: Date: - 6295 L j. t ter' N.', ' Corrections 'requred prior to approval. Date: PERMIT NO. (206) 431 -3670 Project: 'Type of inspeZ: tet si, Address: Date called: ` J Special instructions:. Date wanted: / / 9 a.m. Ca % ` P.m. Requester: // C/ ( 2 Phone No.: INSPECTION RECORD l 5 Retain a copy with permit INSPECTION NO. CITY OF:TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Inspector: I Receipt No.: ...._..7a.. ..w.__ ., :4.... . ria,h Date: D'7 PERMIT NO. (206) 431 -3670 Corrections required prior to approval. J/ $42.00 REINSPECTION r E REO IRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Projec rl Type of inspe . on: /I ` /i.i Address: Date calle • : v Special instructions: wanted: 2.... a.m. Requester: Phone No.: 1 INSPECTI [ Inspect LI N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,. Tukwila; WA 9818 Approved'per applicable codes. INSPECTION RECORD Retain a copy withpermit ,tom 1/1.6 $42,00 REINSPEC ON FEE REQUIRED. be paid at 6300 Southcenter Blvd., Suite 100. ERMIT NO. (206) 431 -3670 Corrections required prior to approval. Date: -2 Prior to inspection, fee must Call to schedule reinspection. Receipt No.: Date: fi „FroJMt: Typ of inspection: i t Address: t A) Oh x ) Date called: Special instructions: Date wanted: /o a.m . Re uester: ::” 1 Rpi`one No.: y� INSPECTION NO. CITY OF-TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. 4, °' - COMMENTS: f Inspector: I Receipt No.: INSPECTION REC p Retain a copy with' ini ci d Date: b q 7 _oast ERMIT NO. 7Mi65 431 -3670 Corrections required prior to ajproval. fig Win_ i ►. /i i" /. 041 ( Lit ity $42.00 REINSPECTION FEE REQUh ED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Inspector: PERMIT NO, INSPECTION RECORD "Retain with permit INSPECTION NO. CITY OF TUKW ILA'BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Special instructions: Type of insp- on: to called: ate wanted: Requester: Phone No.: Approved per applicable codes. AMENTS: (206) 431 -3670 Corrections required prior to approval Date:5_ 7 _1 1 $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: - ,Wt: pe of inspection: sa I I - t :t' .. .. ilk-0 _de s 3q 5 . D - a calla • a Date wa S �. a.m. Special. instructions: 3 C lC I - CC Requester.'}tir K Phone lc' (0 -" 1 Li bF3 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSP NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcanter Blvd., #100, Tukwila, WA 98188 NO. (206) 431 -3670 Corrections required prior to approval. COMMENTS: ri $42.00 REINSPEC ON FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: Proj,�ct:,. . : R amada in Type of inspection: S se wer Address:. }b, 2)006 S 139 S+ Date called: 5- 13 -9 8 Special. instructions: Date wanted: (,,, a.m.. S- I m Requester: mar Le +4e( lman Phone No.: ` 0 6 /9 9 ' O I1 Approved per applicable codes:. INSPECTION REC R Retain a copy with INSP ECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 I 97- 0052 MIT NO. (206) 431 -3670 Corrections required prior to approval. ,,,COMMENTS: C cd4 Inspector: ) ) t` m 9,4N- Date: I Tn 1 1 $42.00 REINSPECTION FEE REQUIRED. Prior to in pection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. i Receipt No.: Date: Project: II !4.141, f41 1 � . 9f inspection: ��PG,�tl ei / r- Addre s: Date called: �J Special instructions: . Date wanted: - /- . r �. �:� Requester. Phone No.: COMMENTS: r / r .-ef --e"! - 4'4/f,1 f / Cie Lie �r 2i� /' C.r.-P1 t Aj €.-- /. e4,1 i'Vey : (= , E.,/i' h a 6 %, )- -i l" 0 ").• 4 1.1.),_______,Z57 .. i s • INSPECTI N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit ,L)2 PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Date: r ii $42.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Projecti.. ,� .: ' ar»ac I ti4 C Type of inspection:J -) V ) 1 /Me Address: 4006 S X39+ . Sf Date called: ^ 23 - 98 Special instructions: - . Date wanted: y '1:, q is a.m. 42, Requester: Phone No.: ager / $ 97 Approved per applicable codes. COMMENTS: INSPECTION RECOF "`\; Retain a copy with pei...jt INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300. Southcenter Blvd., #100; Tukwila, WA 98188 P97-0052 RMIT NO. (2 Corrections required prior to approval: j iitANIL S 40 cleica, 1 I f l 1 i� �► r L �tL w ,)- J ft) 6A-ALA. it.thit.Ary Inspector: L7 Y Date: 41 /q v 17 $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: si t;. fi �.f Project: Type of inspection: Address:n ' . 1 Date called: 9..-i 95 Special instructions: f eUir a.)/ • (43 6t • 4 1 T. 2;0 1�CrW\ . et U hLv d 1,- / ' ( `� Date wanted: � ' p 1 m. �m Requester Ph No . `- n - t - 7 - 7"10 ±-r.-s-o---e-1 x1:11.5 .4:hi INSPECTION RECORD 1.. �: Retain a copy with permit INSPECTION NO.. CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd., #100; Tukwila, WA 98188 App red per applicable codes. COMMENTS: Inspector: /- Date: 1 4 tJ . jS. 11.14 :: 7C Z--- /Am P 71s44r41 r< . (206) 431 -3670 s 1 blRd prior ttap oval. a /4 c 1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. .t Receipt No.: Date: Project: avviats__ a .51:1111 Typ .. — .... Ad 3 i 4 , 21 ... re Date calle• Date wanted: ele .......7-_,8 Special instructions: 7. /4/4. . ,... Requesterzl, U.Xt-i-ker PAZo.: - 1 -433.... - 7 79 Sid INSPECTION RECORD Retain a copy with permit INSPEC N NO. CITY OF TUKWILA BUILDING DIVISION ' • 6300 Southcenter Blvd., #100, Tukwila, WA 911188 L206) 431-3670 Inspector: I 1 ld Approved per applicable codes. Min eWeg o pr Nu- I wrze-c-Tts6.._ E MIT NO. Date: $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: Pro ject r- �-n`1a 0. , r� Type of inspectio un i ri Le Address: ,_ 4o9 (0 5 rid') . S called: .3-17-18 Special instructions: P UL(42 e -- p .a. Gi Date wanted: p Q - a.m p.m. Requester: Phone No.: 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF:TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (Approved per applicable codes. C 7 - ° 65 . . PERMIT NO. (206) 431 -3670 Corrections required prior to approval. COMMENTS: Se i k3 Sft 1 G s cr c . I c+ , v. 41 S, . j - 1 $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: r z a Project Type 9f inspe l ion: Address: Date called: 3 Special instructions:' , • , • . • Date wanted: a.m. 1/00// p.m. 'Requester: p Phone o. • p -� 4966994 INSPECTION RECD Rethin a copy with pit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION .. 6300• Southcenter . Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: ,bb 5har,k 070(0 433 - 779 I Inspector: / /1 ` b J, II Corrections required prior to approval. Date; ERMIT NO. 206) 431 -3670 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule relnspection. 'Date: Receipt No.: Pro's M �� i cwt i ada inn T tigt�.. Tp ,S�f f •;: .. . AIM," I J 1 Si-- Date called: 3 ..... 2 , � J . Special instructions: • Date wants rir e _ . : on r : th1 ker INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: N CSC` K:r _ ZT . .I`fT- w/ 1 NF - 1i' TIC' . IS Ar S CC %• [Inspector: I Date: 3 A (4 / 5 3,,, INSPECTION RECORD Retain a copy with permit CT/ cosa PERMIT NO. (206) 431 -3670 Approved per applicable codes. 1/1 Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to;insisection, fee,;rl Ist be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, [Receit No.: S. D..... 1. o.. tri>.4 1. milr .tarn4!N._I.R+YSr+� e. k19. mblit arVi.akiglithibtt.rutr Date: Project: c 4 in Type of insp: ' • n: rrA • Address: Date called: Special instructions: %A J � ') r �b --2- i Date wanted: Z 94 a.m. Requester Ll Phone % 1 �i"7".� `7.33' --7�. /- INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila,. WA 98188 Approved per applicable codes. I Corrections require prior to approval. OMMENTS: f Vic: ors r u SP: i�R , L L m I C — �► s I Inspector: Date:3 )9 y I I INSPECTION RECORD Retain a copy with permit PERMIT NO. (206) 431 -3670 $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: Proje : i ' , Q ■ cl 0.1 c,.. -- .../... ' -• Type of inspection: , ..S I.) Address: : 900 Co --C ti /39 , Date called: Special instructions: - : --. Date wanted - a.m. ...- /A 98 • oh,. Requesteri ; k e Phone No.: 2C) Ip - 9qv-Trk, 77 INSPECTION RECORD Retain a copy with pe ; INSPECTION NO. ..-- NO. CITY OF TUKWILA BUILDING DIVISION - 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: Approved per applicable codes. I I DT/-00-5 431-3670 Corrections required prior to approval. It Ti RQ- Q0-1 t "7: ADS ab p_ (1\ 1-12 -Q5?4 0 r+1( Luck ateitir 2- 0 L ()-!' On ife-s^ ao*R. t..5to :Tz) 4 #t. I Inspector: I 1 I Receipt No.: Date: 3fi $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: ^ Project:_ <•a FF •• Type of inspection: 5.b Address' . Date called: I Special instructions: ' . �,`, ..._ ,,,. Date wanted: 3,1o11 a.m. p.m. Requester: M l y y Phone No.: , .. INSPECTION RECORI ., Retain a copy with per .INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: 4c. gis /r - la Na rL771 ) 6Acio 1 4E pPC F a(4„_t ) w 6 ,2Lv Inspector: I Receipt No.: D Corrections required prior to approval. Date: 3/ / 6) 431 -3670 $42.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: s.._ 4dt . Project:R, 1",,...,) Type of inspection: ' Address: 'too (0 S i 0 Date called: • Special, instructions: -, SI - ci ..-i i-) r- c• . , , . L " ......., - -. .%•....-4Phone Date wanted 1 p.m. Requester: i No,. •=. COMMENTS: Inspector: 5/3/9 ) SrM [2J F Approved per applicable codes. INSPECTION RECOI Retain a copy with pe INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 3b1W Set c_6* ST 1 4 1-4 1- •'1/4;-1 I I Corrections required prior to approval.. Date: D9'7-oos PERMIT NO. (206) 431-3670 3/4-0 Paiv?e24\ $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: . .1. .... 11 A.:No. A vet— • Project: arho Type Type of ' nspection: Addres : Date called: Special instructions: Air'' c/'" IV " Date wanted: ,. /„ 7 a.m Requester: A A Y l ak-A te l Pit 533 r76,Z / 2-r/ INSPECTION RECORD Retain a copy with permit INSPECTION NO. . CITY OF TUKWILA BUILDING DIVISION 6300: Southcenter Blvd., #100, Tukwila, WA 98188 I I _Approved per applicable codes. �....Ynxo-nnt4VEstcd�nr., imcii a4 . as, it PERMIT NO. (206) 431 -3670 Corrections required prior to approval: - $42.0 REINSPECTIO r FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: . t, ris± k! eY�. u} SifW7i± i31 Project:I- kiry . ..... re NtA' I r 1.41N. Type of inspeGliar C 6.l e Date called: _._ ... )0 _ Addressi s ).3 Special instructions: • rao Date wanted: ; 1 qg a.m. Ciu)11 Requester: b 1 ,4 Phone No.: t I 3 -- 7 - 790 INSPECTION NO. CITY. OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION co Retain 'a copy with permit PERMIT NO. (206) 431-3670 P1 Approved per applicable codes. I Corrections required prior to approval. COMMENTS: ■-• • ' C.,t.d54 GAP, /AA 7 Date: 2.74/4 4/ Ail fli $42.0 REINSPECT, • FEE REQUIRED. Prior to inspection, fee' Must be paid at 6300 Southcenter Blvd., Sulle 100, Call to schedule reinspection, Receipt No.: Date: • Project: n 4 At Type o «1 Date Special instructions: Date wanted: ....Ls— % L'.3 a.m. Requester: Phone No.: • \ / Q COMMENTS: Inspector I I INSPECTION NO. Approved per applicable codes. Pro Lief INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Date: _ ,21Lauttali.s 2x110442. a_ ...�c.. ..... ArelIMINFICEIMZIOSIRIal Ov-c2;62, PERMIT NO. (206) 431 -3670 Corrections required prior to approval. G ,/ ' Dr/, YJD /, C $42.00 REINSPECTI • FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: I, / L / 64f -4- .Ph C x�. ProjerA -t/� 1 -- i Tom'- L t l , n`'. Type of inspection'. I . . i''t / `G , Addres s 4 6 tQ S 0 f Date called: (. �� - 1 Special instructions: i Date wanted: a.m. Requester: D -4/4, Phone No.: 4-3 ..„.b.d., ..p....... ,... 1�5 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: 4 _ i t 7404 , meG/ Insp ;cto /id / /ti. al s2- Corrections required prior to approval. i 4 /-ier-i-e q,,-- 742 i Date: / PERMIT NO. $42.00 REIrISPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: _ a c...r.,,_,_._ .._..,..,...: !gm ..._' GA. re. 47raeeSr�riG ,.�d.,ixii.Ca.ac,�:t..r._,.. . wdi' Project: —,,. ,Type of inspection: q.....,k‘ Address: ObLO SO t c f PC- Date called: - 11 1-- 5 1T 7 Date wanted: , . ii-voig7 p.m. Special instructions: . Requester: 1 -. Phone No.: tr mom.. onomeg uowswamom..41,0410mars." romp, wmoommosagnilSegs43=EHMIMPWRIMMerantile . , INAPECTION RECORD Retain alcopy Wifhpermit INSPECTION . . CITY OF TUKWILA BUILDING 6300 Southcenter Blvd., 4100 Tukwilq, WA 98188 Approved per applicable codes. 6-70 I L , 1 Lf /141,10.24: ike.a.;A; Itdr Ad . ..t a . C 17 -C4 Y';2. PERMIT NO. (206) 431-3670 Corrections required prior to approval, eel (slet-P, S<S c-ift_o-eL Date: 1‘ I 9 7 El $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: .1A Project: , "viLl\-- Type of inspection: LA - Address: L ieu* So PAA Date called: if isofq 7 Special instructions: Date wanted: u / /Zt)ti) a.m. p.m. Requester: Phone No.: Approved per applicable codes. COMMENTS: OL.C7 , W it ` L . 6)(C. i 4-1 '1"c j. t ii Cort\A Inspector: etc t..b..b. INSPECTION RECORD,.,, Retain a copyywith perm • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, TuKwila, WA 98188 (206) 431 -3670 PERMIT NO. Corrections required prior to approval. Date: $42.00 REINSPECTION FEE REQUIRED. Prior to inspetition, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: /0/ 147 remp, Skimp 1 lAir, ,fv)7»11q A-r N. kh G di- •f OF p -dr_47` pww► p vim- 11/ Aux 611 A I. 11 Ja✓G / Vic .. Ada /'( 4 ak..cr, , c .1.'14%-g.i / .h.l , LLD_ GIAIYVA id 4.11 +N/ i, oq.-1 t LS D1 9y4(43 / 2" P r4 q c4647 -- o- Y sill-to v(it. G<.s•kc Date wanted: I(Z�� r) aa.m. Requester: Project: p _ + MrtA -D ,4 7N,) Type of inspection: Address: 5 wi ll Date called: ` ki2 U G..? Special instructions: Date wanted: I(Z�� r) aa.m. Requester: Phone No.: INSPECTION CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Receipt No.: INSPECTION RECORD �� Retain a copy with permit J PERMIT NO. Approved per applicable codes. $42.00••RE!NSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r.,. ureleftWalardet Corrections required prior to approval. Date: '/v1{ !7 Date: • Project: JZ,q-+r ADA /ic� —,__ . , Type of inspectoo Cawr7' Address's 9 .. * �, `i Date called: l u / 97 Special instructions: �_, Date wanted: l 1 /jZi a.m. .i Requester: SKr Phone No.: 51(s - K fi(• INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF :TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 (206) 431 -3670 Approved per applicable codes. COMMENTS: / Lth 114 Ll ivr14 4,0 6,..v00441— CJ tJ. 11LA 'TO• o►ScuSS ,71E c o gym+; »LS' 4ra . P at'- •••" .tNtA-o CA /M-C( 7T) E=OLi -0ti.1 • A j'E1Z.im A rim= . j1.:F74 - i.i r1G %A$19-i-L- ( s Inspector: f Corrections required prior to approval. Receipt No.: c r Date: l i N g 7 $42.00 REINSPECTION FEE REOUIRgD. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: COMMENTS: q 2- 4 5 (6 egA 1/v■.S. q i 4-40D--L,c ouvo,;,_ Kb idk 5a0 . c ■AAt& a G.4L y 319q3 Fib o aikx„),A,.. um 1■16 3f2-)-* 1 4, ( SQL u i iptl Ce . l/Q 13 ) - 4a)■". ' Ji0 l a" 'NLLJZA (ifirtk OV (?)?—c, Cyl-os-k-D .W/-T■sl'\ am. P.m. Requester: AA ka Zi' Phone No.: —46 — c Project: ;I te,peomp,-r, ph,- '7 Type of inspection: Type S b Address: Z-100t, S> 13 911N Date called: , NA Special instructions: Date wanted: K t p am. P.m. Requester: AA ka Zi' Phone No.: —46 — c S INSPEC110N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: I I [Receipt No.: INSPECTION RECORD_ Retain a copy with per( Date: (206 431-3670 Corrections required prior to approval. Date: 3) $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Project: Type of Inspectiolv, r VW 1-LA. J Address: ziod 5 6 (7 A Date called: — • Special instructions: ,..") • Date wanted: i i a.m. 1 ' p.m. Reqt kiii ..a... 7(st .... 5k? 3 -- /21 r PERMIT NO. 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: p (Aj / Gti-eft cisK Inspector: xiu Date: tit ,. g I /5 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: (206)431-3670 1,, ; : City of Tukwila John W Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief 'TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Permit.` No. i� - ` C`�.� 2_ 9� \T.. MEP 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: N \-.-..,t.., 7; ;) 5 1 Authorized Signature 5 Date (INALAPP.FRM Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575.4439 ***4+4 *A144 CIT OF 104I LA U . -• • • „ • TRONSMIT . ;:lequirkiele*********4444*** YelriN 1 Number: R9700543 Amdunt: 4.571.78 02/19/97 0939 . thod:' CHECK' NOtatidn:,ECOND LODGE .. Init: SLR. . Md Permit Nd: D97-0052 Type: DEVPERM DEVELOPMENT PERMIT Parcel No 736060-0195 Site Address: 4006 S 139 ST Total Fees; 11.609.78 , :,'•'' This PaVment, ,•• 4.571.78 Total ALL Pmts: 4'1571.78 . i,, • •.,' , 8alance: 7.038.00 - . 44i.0 •,•:. Description ' : Amount ' 000/345.330 . PLAN CHECK - NONRES . 4,571,78 , . 770 02/19 /717 TOTAL 4571.78 .•* 7t..•4• {h*k4�l k k�FkkA'A *'ik *Ak ** tkh rA *k` k k :t 4Ak•k:4•A••k'A•ketA•A C ITY ;:.OF i'.UKWIL:A, .WA:' � *� ' , 'f RANC;N1T • • • AM�fr 4 A .• �A 14 ,4 A k •�l •k -F •1 :k •A k k k4k hM•k •t k A # •k� TR��N MIT Number' 89700 53 - Amou;t t 7,319.:W 10/03/97 1t:!7 PavmOnt lletl�atl 'G'li{:1:K Notation: ECONO .LODGE 's- .•Init: 'IJP Permit No: 'D97 -Q052 Type:. DEUPERM DEVLLOPMLP1f PERMIT Parcel No 736060 -0195 Site Address: 4006 a 139 SST, Total Fees: 11,890.78 This Payment 7,319,00 Total ALL Pmts: 11,890. Balance: .0') 4 * **.AA* * •. A* • A 4(**•k 4* • k4A** ot*4 1. 4 . * A * *kAka *•A•st * * • * # *A it *A **** Account Code Description Amount 000/322.100 'BUILDING - NONRE" 7,033..50 000/345.830, . PLAN CHECK UTILITY 50.00 000/386.904 STATE .BUILDING SURCHARGE 4.50 000/342.400 INSP FEE •- UTILITY 30.00 401/342.400 fit. INSP. FEE - FLH/LI/WME 30.00 412/342.400 '` INSP FEE •- STORM DRAIN 15.00 000/322.100 LAND ALTERING PERMIT FEE 1:6.00 000/345.030 LAND ALTERING PLAN CHECK 30.00 4692 10/06 9717 TOTAL 7317.00. Project Name/Tenant: Value of Cone m: family • ❑ Warehouse Hospital ❑ Office Site Address: City State/Zip: 4 S. i .9 9 e4 SP IX7* JEy}mW u/A Tax Parcel Number: 7Y6 c"1 9 -C 6 1 Property Owner: p/v - P u ,,, Phone: If yes, extent of change: Street Address: City State/Zip: `6 / 6/s" r. w Mid �� k Fax #: �,/_ 9r3 Area of Construction: X1)7 Sr Contact Person: J a /IA/ Pe Y CHE4/& Phone: V $4/ - -rVi Street Address: City State/Zip: c //2 T/i/tt 0 d}Y,E xterTE .4e/ .re.A t1 cNA 91/ a/ Fax #: fqz/ - 6 76 o Contractor: Phone: Street Address: City State/Zip: Fax #: Architect: Joa ,v,v y e. L.. CsrdvCi ei4ev 4' C ,4d10 e. / At avi7x47- Phone: 4 11 4 / - "7 ( Street Address: City State /Zip: d.i/ 2 Tie/4,0 ,d.✓E / ✓tt rre Jo /, JEm -i-, * Rif Fax #: 4e$ e / - d 76 0 Engineer: Phone: ,.1 Kr/ 2 - Street Address: City State /Zip: / c A/ /c /et ohv erte 7' J'4 7 ' ,.3 o 2 -- 4 4 rree3 Pf o Fax #: p 2. Pr 9 6t1 Description of work to be done: 7D e wI U 7 /t JJ'- tttwr t 7$(_ Existing'use: ❑ Retail ❑ Restaurant ❑ Multi- ❑ Church ❑ Manufacturing ca MotelHotel ❑ School/College /University ❑ Other family • ❑ Warehouse Hospital ❑ Office Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- ❑ Church ❑ Manufacturing Ia1 Motel/Hotel ❑ School /College /University ❑ Other — famil ❑ Warehouse Hospital ❑ Office Will there be a change of use? ❑ yes Ic no If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm 51 none ❑ other (specify) Building Square Feet: 4 033 .A% existing 7,970 .rp new Area of Construction: X1)7 Sr Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating El yes ' no quantities & Material Safety Data Sheets CITY OF" IKWILA Permit Cente 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 FOR STAFF USE ONLY New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. APPLICANT:REGUEST'FOR PUBLIC :WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: Additional reviews: me be determined b the Public Works De aliment ❑ Channelization /Striping n Curb cut/Access /Sidewalk V Fire Loop /Hydrant (main to vault) #: 1 , Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut I qqaubic yds. 0 Fill BC17 cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ® Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public F3 Storm Drainage 14 Street Use ❑ Water Main Extension 0 Private 0 Public 0 Deduct 0 Water Only ❑ Water Meter /Exempt #: Size(s): ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal chedule: 71 Miscellaneous 1. 4 nGt 6Cci pc Tc r i Cpki - r ;e �,, •e Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is Issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: @-1 Date application expires: Application la en y: (initials) NCPERMIT.DOC 7/9/96 BUILDING OWNER OR AUTHORIZED AGENT: Signature: 64 / Date: &AI 9 Print name: NON y �Fit/4 ��,eoringr Phone: 4 4 7 Fax #: _ �T6 0 Address: oZ //Z 7k /az . d.'u/r6 J f 2 / City /State /Zip: j ( Ain torydi ALL NEW COMMERCIAL /ADDITION /M FAMILY PERMIT APPLICATIONS MU E SUBMITTED WITH THE FOLLOWING: • ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN > BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ 0. Complete Legal Description ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ • Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ E. Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dumpster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). 14. ❑ CO Vicinity Map showing location of site ❑ fa Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ Mechanical Drawings ❑ ® Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ (21 Architectural drawings ❑ Specifications (if separate document) ❑ • Structural Calculations ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ 7 Height Analysis ❑ 61 Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ ' Topographical and Boundary Survey ❑ Tree Coverage Analysis (Multifamily only ) ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 rff ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions fa ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296.4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCPERMIT.DOC 7/5/96 From: Seattle Office To: City of Tukwila Planning Date: 12/17/913 Time: 15:34:00 A ,` DATE: TO: ATTN: FROM: RE: Ramada Inn Thanks INTERSTATE DOOR SALES, INC. SAN FRANCISCO • SEATTLE • SACRAMENTO December 17, 1998 Tukwila Planning Dept. Ken Nelson Dave Caldwell FACSIMILE TRANSMITTAL NUMBER OF PAGES INCLUDING THIS PAGE: TIME: 03:24 PM We suppled the elevator lobby smoke doors for the above job at 4006 S. 139th St in Tukwila. The door and frame assembly we provided is labeled 20 minute. Apparently there are some revisions to the building which indcates the assembly we installed should now be rated B60. The 20 minute Openings Total Doors we used are constructed exactly the same in every respect as 90 minute doors from the same manufacturer. (Openings just uses a 90 minute label when a 60 minute is called for, so they have fewer labels to keep track of.) The 20 minute frame is also exactly the same as a 60 minute frame, and is installed the same as well. Maybe this will help resolve the discrepancy. If necessary, I can request a letter from Openings of Pontiac Mi. certifying the equivalance of construction between 20 and 90 minutes. 11931 124th Avenue NE • Kirkland WA 98034 • Phone (425) 823 -3054 • Fax (425) 823 -3088 RECEIVED CITY OF TUKWILA DEC 1 7 1998 PERMIT CENTER Sea- Tbc!Alrport 13910 Pacific Highway South Seattle, Washington 98168 206/244 -0810 800/4416 -6661 Fax: 206/431 -9503 EVACUATION OF PERSONS WITH DISABILITIES PLAN RAMADA LIMITED TUKWILA 1994 Uniform Building Code Washington State Amendments WAC 51 -30 -1104 SECTION 1104.1 ...that a written fire -and life- safety emergency plan, which specifically addresses the evacuation of perons with disabilities... In the event of an evacuation of the building, the from desk will coordinate the housekeeping VIA radio which room(s)lhave been rented to people with disabilities. The head housekeeper will then escort or offer assistance to tenants as needed to the closest exit. December 18, 1998 EXIT PLAN Rooms 101 - 112 EXIT Main Lobby front doors Rooms 113 - 121 EXIT North End Stairway Exit Rooms 213 - 221 EXIT North End Stairway Exit Rooms 201 - 212 EXIT South End Stairway Exit : Elevators will automatically return to the first floor or ground level (depending upon fire location), not function, and not be available for evacuation purposes. Housekeeping will insure that EXITS are safe to use by visually checking for safe passage in any stairwells, and checking for "hot" doors. The front desk will co- ordinate the evacuation process VIA radio contact and make sure that all guests have exited the building with priority on those who may be disabled or otherwise need assistance. RECEIVED CITY OF TUKWILA DEC 1 8 1998 PERMIT CENTER • 1:1r,':10 Pacific 1-ii(i! way flouth ziltle, Washinqtan 1 :8168 T 0 k 1k.)e(5-0•JI FACSIMILE TRANSMISSION SHEET DATE: FROM: 36cr TOTAL PAGES: is/ - Z "MAYO < tei ctIP . 1 4 1C4 1 (206) 24470810'... (800) 4464661 ••• ; FAX: (206) 4314503 • • . - REPORT GEOTECHNICAL STUDY PROPOSED HOTEL AT 4006 S. 139TH STREET '1'UKWILA, WASHINGTON FOR MR. WEN LIN S&EE JOB NO. 9633 November 8, 1996 Mr. Johnny Cheng Cheng & Associates Architect 2112 3rd Avenue , Suite 201 Seattle, Washington 98121 Dear Johnny: ( ` SOIL & ENVIRONMENTAL ENGINEERS, INC. 2122 170th Avenue NE. Bellevue. Washington 98008. (206)746 -4822 FAXI206) 746 -9836 We are pleased to present herewith our Report of Geotechnical Study for the referenced project. Our services were authorized by you on October 16, 1996, and have been provided in accordance with our proposal dated October 3, 1996. We, appreciate the opportunity to provide our services for the project. Should you have any questions regarding the contents of this report or require additional information, please contact the undersigned. [ onmm wcv, iYPP 1 November 8, 1996 Report of Geotechnical Study Proposed Hotel at 4006 S. 139th Street Tukwila, Washington For Mr. Wen Lin S&EE Job No. 9633 Very truly yours, SOIL & ENVIRONMENTAL ENGINEERS, INC. C.J. Shin, Ph.D., P.E. President section :'• • , • .• 1.0 INTRODUCTION 3M SITE CONDITIONS 3.1 SURFACE CONDITIONS 3.2 SUBSURFACE CONDITIONS 5.0 CLOSURE REPORTS \EconoLodge TABLE OF CONTENTS 2.0 SCOPE 1 4.0 CONCLUSIONS AND RECOMMENDATIONS 4,1 FOUNDATION SUPPORT 4.2 FLOOR SLAB SUPPORT AND DRAINAGE 4.3 TEMPORARY AND PERMANENT SLOPES 4.4 LATERAL EARTH PRESSURES ON PERMANENT RETAINING WALLS 4.5 RETAINING WALL BACKFILL AND DRAINAGE 4.6 SITE PREPARATION AND DRAINAGE 4.7 SEISMIC CONSIDERATIONS FIGURE 1: SITE AND EXPLORATION PLAN FIGURE 2: SCHEMATICS CROSS SECTION SHOWING UNDER SLAB DRAIN APPENDIX A: LOGS OF BORINGS APPENDIX B: BROCHURE "USING RECYCLED GLASS AS CONSTRUCTION AGGREGATE' APPENDIX C: TECHNICAL PAPER "USING RECYCLED GLASS AS CONSTRUCTION AGGREGATE FEEDSTOCK" S&EE REPORT OF GEO'I'ECIINICAL STUDY PROPOSED HOTEL AT 4006 S. 139TH STREET TUKWILA, WASHINGTON for MI2. WEN LIN 1.0 INTRODUCTION This report swnmarizes the results of our geotechnical study for the proposed development. The project site is about 120 feet by 180 feet and is located near the northeast corner of the intersection of Highway 99 and 139th South Street in Tukwila, Washington. We understand that the development will involve a proposed hotel having a footprint of about 55 feet by 145 feet Th b b f - story wood- framed with a parking basement. The approximate building location is shown on Figure 1, Site and Exploration Plan, which is included at the end of this report. • The column and wall loads are not available at this time. For the purpose of this study we assume that the maximum column load will be about 200 to 300 kips, and the maximum wall load will be less than 4 to 6 kips per lineal foot. 2.0 SCOPE The purpose of our geotechnical study was to develop information for recommendations regarding site preparation • and foundation support for the proposed development. Specifically, our services included: 1. Investigation of soil and groundwater conditions at the site by the drilling of 2 borings to depths of 18 and 20 feet. Details of the field exploration program are presented in Appendix A. 2. Recommendations regarding the foundation support. Our recommendations include the allowable soil - bearing pressure and the total and differential settlements. 3. Recommendations regarding subsurface drainage system to be used for under slab -on- grade, footings, and subsurface walls. 4. Recommendations regai:ling passive, active and at -rest earth pressures and coefficient of friction for the resistance of lateral loads, Three copies of this written geotechnical report containing a site plan, boring logs; a description of subsurface conditions, and our findings and recommendations. Recommendations regarding site preparation, angles of temporary and permanent slopes, suitability of onsite soils for use as fill, types of suitable imported fill, fill placement techniques, and compaction criteria. 3.1 SURFACE CONDITIONS 3.0 SITE CONDITIONS At the time of this report, the site was occupied by six single -story buildings with a paved parking lot in the ' middle of the site. The site grade is relatively flat with the surface elevation varies from about 264 feet near the • southeast corner to about 254 feet near the northwest corner of the site. We understand that underground utilities • including sewer, water and telephone lines are present onsite. 3.2 SUBSURFACE CONDITIONS Published geologic information in the site vicinity indicate that the site area is underlain by glacial till ( USGS, Preliminary Geology Map of Seattle And Vicinity, Washington, 1962, by Howard H. Waldron, et al..) The 1 subsurface conditions at the project site were investigated' by the drilling of two test borings, B -1 and B -2. These borings were drilled to depths of 18 and 20 feet, respectively. The approximate boring locations are shown on Figure 1. The boring logs are presented on Figure A -I and Figure A -2 in Appendix A. A SOIL CLASSIFICATION CHART AND KEY TO BORING LOGS is shown on Figure A -3. In general, the subsurface conditions encountered at the project site include a till soil underlain by glacial till. The fill is a dark brown silt. The material was wet and loose to medium dense. The till is a cemented, brown and gray silty sand with gravel. The material is medium dense to very dense. Our borings were terminated in the till. Based on our knowledge of the geologic conditions in the Puget Sound area, we believe that the glacial soils extend to a depth beyond the stress influence of the proposed building. REPORTSIEconoLodge•633 2 S &EE No groundwater was • encountered by our borings during the field exploration. However, water bearing sand lenses were encountered in the till soil. These sand lenses are common in till. The water in these lenses is typically the result of surface infiltration of precipitation. 4.1 FOUNDATION SUPPORT SPREAD FOOTINGS REPORTS1EconoLodgo•633 4.0 CONCLUSIONS AND RECOMMENDATIONS The project site is underlain by glacial till which has a high shear strength and low compressibility, and is a very competent foundation bearing material. We recommend that the proposed building be supported on spread footings founded on the glacial till. Details for the foundation design are presented below. 3 S &EE Footine Construction: The footing bearing material will be glacial till. This material is susceptible to strength loss due to wetting. As such, the footing bearing surface should be protected from rain, and all softened and loosened soils must be removed prior to concrete placement. A two inches thick lean concrete (rat slab) poured on the undisturbed foundation subgrade has proven to be an effective protection measure. Such measure can he considered for footing construction in wet weather. If till soils are encountered at footing subgrade, they should be over - excavated. The over- excavation should be backfilled with a lean concrete. We recommend that all footing bearing surfaces be inspected by a representative from our office prior to concrete placement. Our personnel will confirm the bearing capacity of the subgrade soils, and provide recommendations regarding over- excavation and backfill, if necessary. Bearing Capacity; We recommend an allowable bearing pressure of 8,000 pounds per square foot (psf) for the footing design. This value includes a factor of safety of at least 3, and can be increased by one- third for wind and seismic loads. All footings should be at least 18 inches in width and be founded at least 1.5 feet below the lowest adjacent finished grade to provide protection against frost action. , ,.,, -. Settlement: interior column footings and continuous waif footings designed in accordance with the above recommendations are expected to experience approximately 1/1 to 1/2 inch of settlement. Differential settlement between adjacent footings is expected to be about 1/4 inch. The settlement will occur rapidly, essentially as the loads are applied. Lateral Resistance: Lateral resistance can be obtained from the passive earth pressure against the footing sides and the friction at the contact of the footing bottom and bearing soil. The former can be obtained using an equivalent fluid density of 300 pounds per cubic feet (pct), and the latter using a coefficient of friction of 0.5. The above equivalent fluid density includes a safety factor of 1.5. 4.2 FLOOR SLAB SUPPORT AND DRAINAGE The basement slab can be soil- supported on till. We envision that the soil at the slab subgrade will he disturbed and loosened by construction activities at the time of slab construction. We therefore recommend that the disturbed subgrade he prepared by first proof - rolling using heavy construction equipment. Any wet and loose soil should. be over- excavated. The over - excavated areas should be backfilled with stnictural fill, the criteria of which are presented in Section 4.6 of this report. In order to promote uniform support and drainage, we recommend that the slab be underlain by a 4 -inch -thick layer of one inch, uniform - sized, crushed rock. A 6 mil. vapor barrier should he placed over the crushed rock prior to concrete placement.. As mentioned previously, water - hearing sand lenses were encountered in till during our exploration. Such lenses may daylight at the basement slab subgrade and result in a wet slab or even standing water in the basement. We • thus recommend that an under -slab drain as shown in Figure 2 he constructed. This drainage system consists of a drain pipe connected to a permanent sump, and a submersible pump equipped with an automatic switch. The drain pipe should be as long as the building length (about 146 feet). oriented in the north -south direction close to the center of the basement. The pipe should have a minimum slope of 1.5 percent toward the sump. 4.3 TEMPORARY AND PERMANENT SLOPES Temporary cuts can be sloped at 1H: IV (1 Horizontal to 1 Vertical). The slope face should be protected by REPORTSIEconolodge•633 4 S &EE visyueen. Water should he routed away from the top of the slope. Water at the toe of the slope should be collected and removed from the excavation. All permanent cuts into native dense till soils should be sloped 1.5H: IV or flatter. Fill slopes should not exceed 21-1:1V. These slope angles may need to be reduced if seepage occurs on the slope face. Water should not be allowed to flow uncontrolled over the top of any slope. Also, all permanent slopes should be seeded with appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. 4.4 LATERAL EARTH PRESSURES ON PERMANENT RETAINING WALLS Lateral earth pressures on permanent subsurface walls and resistance to lateral loads may be estimated using the following recommended soil parameters: lctwc' 30 45 300 0.5 Note: lateral earth pressures do not include hydrostatic pressures. The active case applies to walls that are permitted to rotate or translate away from the retained soil by approximately 0.002H, where 1-1 is the height of the wall. This would be appropriate for a retaining wall. The at- rest case applies to unyielding walls, and would be appropriate for walls that are structurally restrained from lateral deflection such as basement walls, utility trenches or pits. The passive earth pressure values include a safety factor of 1.5. Additional lateral earth pressures will result from surcharge loads from floor slabs or pavements for parking that are located immediately adjacent to the walls. The surcharge - induced lateral earth pressures are uniform over the depth of the wall. Surcharge - induced lateral pressures for the "active" case may be calculated by multiplying the applied vertical pressure (in psf) by the active earth pressure coefficient (Ka). The value of Ka may be taken as 0.3. The surcharge - induced lateral pressures for the "at -rest" case are similarly calculated using an at -rest earth pressure coefficient (Ko) of 0.5. REPORTSIEconoLodye•633 5 S &EE 4.5 RETAINING WALL BACKFiLL AND DRAINAGE . .................. Retaining walls should be backfilled with free draining materials which are typically granular soils containing less than 5 percent fines (silt and clay particles), and no particles greater than 4 inches in diameter. The on -site soils are very silty and are not suitable backfill materials for this purpose. Suitable retaining wall backfill materials include crushed rock, drain rock or a mixture of sand and gravel (pitrun). A relatively inexpensive material, recycled glass cutlet, is also a suitable backfill material and can be considered for this project. Glass cutlet is a free - draining material which can be placed, compacted, and tested in the same way as coarse aggregate. A study regarding the suitability of this material as construction aggregate was performed in 1993 by the Clean Washington Center, Department Trade and Economic Development, State of Washington. The study concluded that glass cutlet is strong, durable, and safe. Since this study, S &El2 has recommended the use of glass cutlet for several construction projects in the Puget Sound area. Currently, the Seattle area has a surplus of cutlet which can be obtained at either no cost, or a fraction of the cost of granular fill soils. For more information about glass cutlet, the reader is referred to the brochure "Using Recycled Glass as Construction Aggregate ", published by the Clean Washington Center, and the technical paper "Using Recovered Glass as Construction Aggregate Feedstock ", published by the Transportation Research Board, National Research Council. A copy of the brochure is included in Appendix B, and a copy of the technical paper is included in Appendix C. The current project would require cutlet with a maximum particle size of about one inch, and a maximum debris content of 10 percent. The cutlet source should he inspected and its suitability continued by our field representative prior to import. The backfill placed behind retaining walls should be placed in 6 to 10 -inch horizontal lifts and compacted to at . least 90 percent of the maximum dry density. For natural soils, this maximum dry density should be determined using ASTM D -1557 test procedures (Modified Proctor Test). For glass cutlet the maximum dry density should be determined using ASTM D -698 test procedures (Standard Proctor Test). in time areas where the fill will support pavement, sidewalk or other slabs, the top two feet of the backfill should be compacted to at least 95 percent of the maximum dry density. Care must be taken when compacting backfill adjacent to retaining walls to avoid creating excessive pressure on the wall by heavy compaction equipment. We recommend that only manually operated compaction equipment be used to compact backfill within 3 feet of retaining walls. REPORTS1EconoLodge-633 6 S& CE Note that the above lateral earth pressures do not include hydrostatic pressures. Therefore, a drain mat, such as ENKADRAiN or equivalent, should be installed on the wall prior to backfill. The mat should have a full coyer oti the wall. The h h uld t.- ..........__ manufacturer's ec ,end ..,.. should be L \ /11uuLtC u per uidtiutacture►' s recommendations. A perforated drain pipe of at least 4 inches in diameter should be installed at the bottom of the outside walls. The . pipe should he hydraulically separated from the roof drains and be integrated into the site drainage system. The pipe should be wrapped with a filter fabric to prevent clogging and the drain mat should be connected to the pipe. 4.6 SITE PREPARATION AND DRAINAGE We recommend that the proposed building, roads and pavement areas be first stripped of all old pavement, vegetation, topsoil and any other deleterious material. Any existing underground utilities should be removed. After stripping and removal, any disturbed areas that will support slabs or asphaltic concrete pavement should be proof - rolled using a loaded dump truck or other heavy equipment. Areas which are found to be wet or loose should he over- excavated. A field representative from our office should he present during the proof - rolling to assist in evaluating the over - excavation requirements. Following any over- excavation and excavation to the design grade, the top 12 inches of the subgrade soils should be compacted to at least 92% of their maximum dry density as determined using ASTM D1557 test procedures. Structural fill should be placed in the over- excavation and fill areas under buildings, slabs, or pavements. The structural fill materials should meet both the material and compaction requirements presented below. Material Requirements: Structural till should be free of organic and frozen materials and should consist of hard durable particles, such as sand, gravel, or quarry- processed stone. The existing fill and till soils are relatively silty. They should be moisture- conditioned to have a moisture content that is within ± 2 percent of their optimum moisture content prior to use. However, such moisture - conditioning may be difficult or impossible especially during wet weather conditions. Therefore, imported granular soils may be required for the structural fill. Recycled glass cullet is an alternative structural fill material. For the current project, the cutlet should have a maximum particle size of about one inch and a maximum debris content of 10 percent. The cullet source should be inspected and the suitability of the cullet be confirmed by our field representative prior to import. REPORTS Econolodge -633 7 S &CC • 4.7 SEISMIC CONSIDERATIONS REPORTSlEconol.odge-633 • Compaction Requirements: Structural fill should be placed in loose horizontal lifts not exceeding a thickness of 4 to 10 inches, depending on the material type, compaction equipment, and number of passes • made by the equipment Structural fill should he compacted to at least 95 percent of their maximum dry density. For natural soils this maximum dry density should be determined using ASTM D-1557 test • procedures (Modified Proctor test). For glass cullet the maximum dry density should be determined • using ASTM D-698 test procedures (Standard Proctor test). The excavation and site should he graded so that surface water is directed off the site. Standing water should not be allowed in any area where buildings, slabs, or pavements are to be constructed. Final site grade should be •sloped away from the building unless the area is paved. Minor seepage may occur during excavation. The water should be drained away from the site by pumping from sumps. We do not anticipate the need for site dewatering. 8 S&EE • . expected The site is located in a Zone 3 seismic risk area as defined by the 1994 Uniform Building Code. We recommend_ The site is underlain by glacially consolidated materials As such, no liquefaction potential is that a site coefficient, S = 1.2, as defined by the 1994 Uniform Building Code, be used for assessing lateral loads induced by seismic events. e recommendations presented in this report are provided for design purposes and are based on soil conditions encountered during field observations and subsurface explorations. Subsurface information presented herein does not constitute a direct or implied warranty that the soil conditions between exploration locations can be directly interpolated or that subsurface conditions and soil variations different from those disclosed by the explorations will not be revealed. The recommendations outlined in this report are based on the assumption that the plan is 5.0 CLOSURE consistent with the description given in this report. If, during construction, subsurface conditions different from those disclosed by the exploration are observed, we should be advised at once so that we can review these conditions and, if necessary, reconsider our recommendations. REPORTMEconoLodge-633 9 1 1 1 1 I I 1 1 1 (Approximate North) 2, PP Existing Building (six total) Boring (typical) 8-2 PROPOSED HOTEL Approximate Scale in Feet 0 10 20 40 limmimgamout 13-4 Notc: Site plan information provided by Cheng & Associates Architect WINO 4 ._. _ 162 - ONO -- - /IA I / Figure 1 Proposed Hotel at 4006 S. 139th St. Site and Exploration Plan S &EE lab Na 9633 0 0 " ---- 1" crushed rock 0 0 4"(I) PVC drain pipe with 2 rows 3/8"4, perforations @ 2' O.C., 30 degrees from vertical. Slope pipe at 1.5% toward sump. D *,W* :To be determined during construction wrap drain pipe entirely with geotextile filter fabric . --- floor slab access cover r - - 1" crushed rock --- permanent sump submersible pump Figure 2: Sehematie Sho Th Cross-Section of Under Slab Drain. Proposed Hotel at 4006 S. 139th Street The subsurface conditions at the project site were investigated by the drilling of two test borings, B-1 and B-2, w hich were drilled to depths of 18 and 20 feet, respectively, on August October 25, 1996. These boreholes were *„ drilled using a truck mounted Mobile Drill B-59. A representative from S&EE was present throughout the , • = exploration to observe drilling operations, log subsurface soil conditions, obtain and screen soil samples, and to , . descriptive geologic logs of the exploration. The boring logs are presented at the end of this appendix. • . • Soil samples were taken at a five foot interval using an SPT (1.4-inch I.D.) sampler driven 18 inches by a 140 pounds safety hammer with a 30-inch drop. The boreholes were backfilled with the excavated soils and bentotite chips. Excess soil cuttings were an d 1 zra . . • ' ' „ , . , , , . • . REPORTSIEconolodge-633 APPENDIX A • FIELD EXPLORATION •S&EE to a § S a a . I I is • gri g k 0 , ›, CI (t) 0 0 1 X .e i o ei ..s. s to - o 14 21 ■ 10 - 29 —30 — 40 EKE 11 15 16 • 29. 5014" 50 Ctient: Drilling Method: Semple Method: Drill Contractor: Drill Date: Ground Elevation: 10 e' :4 11 I I I 11 11 I I 1 1 1 1 1 1 1 1 1 1 I 11 Soil Description Asphalt pavement (3 inches) Dark brown fine to coarse sandy silt with trace fine gravel. (loose to medium dense) (wet) (fill) s m Brown to gray silty fine sand with some medium to coarse sand interspersed and in occasional thin lenses, trace fine to coarse gravel. (medium dense to very dense) (damp to moist) (till) (cemented) - water bearing sand sense t 7.5 feet. • Boring completed at a depth of 18 feet on 10-25-98. Water bearing sand lense encountered at 7.5 feet during drilling. Chang & Associates 4" hollow stem auger from 0 to 18 feet SPT (1,4" -1.0.) sampler driven by 140 lb safety hammer with 30" drop Holt Drilling, Inc. October 25, 1998 N/A Figure A-1 Proposed 43-Unit Hotel at 4006 S. 139th Street 20 25 . 26 . III II III II 1 - water bearing sand tense at 11.5 feet. Mt Asphalt pavement (3 inches) Dark brown fine to coarse sandy silt with trace fine gravel. (loose to medium dense (wet) (fill) s 1e ® 8M Gray silty fine sand with some medium to coarse sand interspersed and in 17 occasional thin lenses, trace fine to coarse gravel. (dense to very dense) (damp to moist) (till) (cemented) Boring completed at a depth of 20 feet on 10- 25 -96. Water bearing sand lnse encountered at 11.5 feet during drilling. BORING B-2 Client: Chang 8 Associates Drilling Method: 4" hollow stem auger from 0 to 20 feet Sample Method: SPT (1.4" - I.D.) sampler driven by 140 lb safety hammer with 30" drop Drill Contractor: Holt Drilling, Inc. Drift Date: October 25, 1998 Ground Elevation: N/A Figure A -2 Proposed 43 -Unit Hotel at 4006 S. 139th Street S &EE Job no 110.15 UNIF1fD SOIL CLASSIFICATIO SYSTEM DESCRIPTION WELL- GRADED GRAVELS OR GRAVEL -SAND MIXTURES, LITTLE OR NO FINES POORLY- GRADED GRAVELS OR GRAVEL -SAND MIXTURES, LITTLE OR NO FINES SILTY GRAVELS, GRAVEL -SAND -SILT MIXTURES CLAYEY GRAVELS, GRAVEL - SAND -CLAY MIXTURES SILTY SANDS, SAND -SILT MIXTURES CLAYEY SANDS, SAND -CLAY MIXTURES WELL - GRADED SAND OR GRAVELLY SANDS, UTTLE OR NO FINES POORLY - GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES INORGANIC SILTS, VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS ORGANIC SILTS AND ORGANIC SILT -CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PEAT AND OTHER HIGHLY ORGANIC SOILS z CLEAN GRAVELS (LITTLE OR NO FINES) GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) CLEAN SANDS (LITTLE OR NO FINES) SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) MAJOR DIVISIONS 50 F jigl SILTS & CLAYS LIQUID UNIT LESS THAN 50 SILTS & CLAYS UQUID LIMIT GREATER THAN 50 HIGHLY ORGANIC SOILS KEY TO SAMPLES INDICATES DSPTH Cr STANDARD N'Cti t C M TEST .. . SOIL CLASSIFICATION CHART AND KEY TO BORING LOG 1 Figure A -3 S&EE Using. Recycled Glass as Construction Aggregate A Summary of the Glass Feedstock Evaluation Project ••••• Clean Washington Center A Division of the Department of Trade and Economic Development A New Use for Recycled Giass `• HI tt \ Iiii!' nll<':'(1.1l. l • Ii.l It•,Illitll in An t vr!',1111t)1\ rrl Iu !ii.!'•' 1 tJI■IICI. • 111111.111', 1 ( tilt ('()1111(1\. I ∎ ' 1 11•.0 111111.ri', IUt (1111:1..1 1I111111 "a .I h' ii1nI Itiilll'•t!"\ r\.I■tL.lri■ll 11C' \(,t'. t'nili!It� t(•i 11C ih[' ( IC.II1 11 ,l `,tlln:'rr d 1 r t • ,,,,, ,,, u, u ni .il:::i r + I .'lil: ,. I I" v [IV tilt t.iit of :111; t1n 1 :a111 a1111:1:' 'ti(•\( V(ti..in i ( lrcl" i1i lir(1\\' 111!' 1'c' < Intil J `,111: ^.,111( i; \ 1.111.I!'t'i11t•11t Of \(11i11:1nit'II(,! I:t'•,C',Ir( w,i \< nli ill;tt•tI in t11c' ` �C.1t11C ()flirt' it I X3111: ;, 11(1. , !t'. ,lil liltt'111,1fi1)11.11 t i1;':11C'Crtt1 1!1111. 1 lir , •111(1\" 1t•11tc'S^l1t', 111(' Mr , 1 C. \ll.tl!■;tl\'C' iilvC".l1!'.ltl (fl 111 (ti'1 lrll',fI in ;1111111C'atll)I1', It'I (•il(•; lit rl,lit Engineering, Performance c,llllut i311);1 :•f'lic'k \t'er`•(' Ill tits (1 I liillt.ti . 1:'!!rvz,ltt'. From 31t i t1!:IIieCr1111' ct.ltidpu int, I1; .111 rWc'IICint sn111)1 :'lltit it 11:' repl,lt' :'I:It'lll i'n' Ill;lil', Ci tl di11111i',Itl 111`,. Environrnerltal Inl ): ! ' I � �� is ".i: ; 1. !:!,1'If'!� r . :I. i I1. ;• ' 1 tn•r! ;Inl; . \().1111,1; Lit l : rl\ ii'111111c'ti!iI inll'a('I (1)11111 1W Safety and ff:1n(llinn ' i.. , Ili,' i ,.r 111' Il; ,:ii �: il'� ,, ,. ?' UitI 1 ,tit, ii lily \ \hilt Irn r, 1, .1,11• t •,.i •1: ; 1 ; I.111 (1I! Iltlltlll" Il.t ,i'Iti'' it!, Economic Evaluation .1 !111111( L!' ,l'. i't 111" ritlll. pr rt -in!_ 111,1 tt.ln '!i,til 11'..11(,( the (n'0% tr.,in!! C111 111 111:111\ t Il'1'••Il(1111,' 0111(1C:11 C ! Ii,l` C;itl C•t 111'.'.' C. ilnut' ill' It "� :'> :I 1' I` (';' 111111 ni 111:t!'� +'•+ mi'l'l itlt+ 11:11 .1!rt'IT•!T,;II. ti ` u. r 'fu lV . lrr• J' l IMt' r1 ri 111111['; il; tl: 'o :;I1( 't' 1..r• ,! Engineerin 'Performance Comprehensive tests were performed on cullet for specific gravity, gradation, workability, durability, compaction, permeability, thermal conductivity, and shear strength. The effects of debris level, culler content as a percentage of aggregate, and culler size were also investigated. Statistical analysis of several primary properties demonstrated small variability and good repeatability of test results. Significant findings are summarized below: Compactability Testing was performed using light impact; heavy impact and semi - vibratory methods. In most cases, sample gradation was not affected by technique or cullet content. Compaction curves tend to become flatter and lower as cullet content increases (see right). Reduction or lcsver- ing of the curve is due to the lower specific gravity of cullet. The flattening effect implies that the maximum dry density is relatively insensitive with respect to moisture. From a construction standpoint, this means that the material can be compacted even in wet weather, thereby reducing construc- tion downtime to a minimum. Static Strength Static frictional strength as shown by the Mohr diagram (below left) 0 20 40 60 80 100 120 140 160 180 Hernial Stress (psi) Repeated Loading The flat resilient modulus test curves (below right) indicate that cullet's stiffness does not degrade with repeated loading, a conclusion supported by moduli derived from triaxial tests. Although cullet is not as mechanically sound as crushed rock, results of L.A. Abrasion tests reach or closely approach normal limiting specification values for roadway aggregate. Permeability The permeability of 100 percent cullet samples in the test program ranged from 4.4 x 10 to 26 x 10 cm/sec, increasing with decreased compaction and increased cullet size. I-Iigh permeability makes cullet a good candidate for many drainage applications. is independent of cullet content, for mixed cullet and crushed rock. This implies that cullet may be safely added to natural aggregate in static loading situations. Hydrostatic compression tests indicate that the addition of 1 /4-inch -minus cullet to crushed rock actually reduces volumetric strain at a given pressure. Results from CBR and R -Value tests show cullet to be an excellent additive to natural aggre- gate over a wide range of cullet content. Only minimal breakage was detected under normal working loads. 50 40 30 20 10 1M% true.' Obeali 150 140 130 120 110 100 so so 70 0 10 20 30 Melater. Coattail t %) ... Co M 40 0 100 200 300 400 500 600 700 800 900 1000 Loading C,d.s •, o0Z or 1 JN o ,.t• 1 , •11.1.:1.tt „I1 .1 n' 'v.t.lclu.1.11.1'I WV s1O! 010.1 p01)(1Ot WO3all 111.1 1.19V1411/110 111.1 1v2HRu3fltlls .1115 a1411S • • • • • i; ; it :I.',u 1"'I' a 'I;i 11 ,'.,ui,1iu”„ ': • gOiiUO3 Al1Jeri) pue ili)i'}3L'(iitio3 `]iJ )tua3eId Ct > + A wide variety of dace processing equipment Is available for producing collet. Equipment choices include different crushing mechanisms, equipment configurations, auxiliary equipment availability, and design features. Calculating the Bottom Line An economic model is available to help government agencies, contractors and potential suppliers determine the financial benefits of using cullet in construction applic tions.'[1te model identifies essential criteria and parametets for glass aggregate production, and points to substantial economic incentives for cullet suppliers, aggregate suppliers, and aggregate buyers alike. Along with its accom- panying spreadsheet, the model can be adapted to reflect regional conditions. Mille culler used in aggregate feedstock does not command the high priers of the glass bottle market, neither does it require such high processing costs. Processing glass for aggregate feedstock costs between $7 and $12 per ton. Sorting glass for the bottle market can nrn three to four times as much, and processing color - sorted mullet to furnace - ready standards adds another $20 per ton. Because construction aggregate markets are primarily local, many recyclers will realize a substantial savings on transportation. Transaction costs should also be relatively small, as large quantities of cutlet can he used on a single construction project. Applica- tions have been identified where 100% cullet content can be safely used, eliminating costs of mixing cullet with natural aggregate. It is less expensive to collect and process glass for recycling than to landfill it. For aggre- gate purchasers, using collet can therefore result in a significant cost swings on both a per -ton and per - project basis. .. '�� y ► V 1 . � y � Vr1yy' � • . . . .7^Ia.- `rte" ' 4.: ' ? 1 ; ; ::1;,.. . .7. ' :, t ,' . ' 4 : 4 .. 7 : 1,.. . r -AV' . 't 41 • Ready for the Field ' • Both laboratory analysis and equipment evaluation point to the technical and economic viability of using cutlet as a construction aggregate feedstock. Gullet is strong, clean, safe and economical. Its benefits from an engineering standpoint include permeability, good compaction characteristics, and compatibility with conventional construction equipment. Many states, counties, municipalities and private contractors, in fact, have already approved cutlet for use as construction aggregate and are conducting field trials. • The demand for aggregates in the construction industry greatly exceeds current glass supplies. We hope that the findings of the Glass Feedstock Evaluation Project will encourage widespread usage of cutlet in field applications — and therefore contribute to the long-term • practicality of glass recycling throughout America. Acknowledgments Direct Support from Co- Sponsors Arizona Department of Environmental Quality Browning- Ferris Industries California Department of Conservation METRO of Portland, Oregon . Minnesota Office of Waste Management New York Office of Recycling Market Development Oregon Department of Environmental Quality Oregon Department of Transportation Waste Management of North America More Information Contact the Department of Conservation to order the following: • Testing Program Design Report • Environmental Suitability Evaluation • Equipment Evaluation • Engineering Suitability Evaluation • Evaluation Cullet as a Construction Aggregate • Additional copies of this brochure in -Kind Support California Department of Transportation - CALTRANS Oregon Recycling Markets Development Council Southwest Public Recycling Association Washington State Department of Transportation Department of Conservation Division of Recycling Market Development 801 K Street MS 18-55 Sacramento, CA 95814 (916) 327 - 2760 The Glass Feedstock Evaluation Study Is a publication of the Clean Washington Center, a division of the Washington State Department of Trade and Economic Development. CWC would Ilk. to thank the study's co-sponsors, whose support made the project possible. However, Use contents of the report and this brochure are the sole responsibility of the Clears Washington Center, and do not necessarky reflect the policies of the states, agencl.s and/or companies who contributed. .;“ •■• .. • ment of Trade and Economic Development. The Clean Washing- To order the Glass Feedstock Evaluation Project reports, please • „ ton Center is the state's lead agency for the market development contact the Clean Washington Center at (206) 587-5320. of recyclable materials. The study was cosponsored by the states of Arizona, California, Minnesota, New York, and Oregon, and by Browning-Ferris Industries and Waste Management of North America. The California, Oregon. and Washington departments o transportation participated in report reviews, and the Washington Department of Transportation Materials Lab performed portions of the engineering performance testing. Research was conducted .. ' by the Seattle' office of Dames & Moore: ."„ • „'• • „ . • "• , „ . • „ • • .1. . • • TRANSPORTATION RESEARCH RECORD 1437 • • APPENDIX 'I'ECIINICAL PAPER "USING RECYCLED GLASS AS CONSTRUCTION AGGREGATE FEEDSTOCK" , . , Published by the Transportation Research Board, National Research Council, Record No 1437 . , • Washington, D.C., 1994 S&EE• • •••••• •••'• :s• --,-•••• • . • , ••• „ • , • . • .•• , • '"•••• '••• • ' .••••.„• ••• • TRANSPORTATION RESEARCH RECORD 1437 Using Recovered Glass as Construction Aggregate Feedstock C. J. SHIN AND VICTORIA SONNTAG The success of recycling collection programs has resulted in an over- supply of broken glass, or cutlet, in many parts of the country. To open the construction aggregate market, a multistate and industry evaluation of glass as construction aggregate was conducted. The study defines the suitability of cutlet as a construction aggregate in terms of its engineering performance, environmental impact, cost comparability with natural aggregates, and safety in handling. The analysis concludes that glass. as an aggregate, is strong, clean, safe, and economical. From an engineering standpoint, cutlet appears to be an excellent supplement or replacement for natural aggregates in many construction applications. Comprehensive tests were performed for specific gravity, gradation, workability, durability, compaction, per- meability, thermal conductivity, and shear strength. The effects of de- bris level, cutlet content as a percentage of aggregate, and culler size were also investigated. When culler is compacted to a dense state, the material is rigid and strong. The test data indicate that under normal working stresses, the moduli and shear strength of the cutlet samples are similar to those of natural aggregate. In the case of '1 -in. minus cutlet, adding cutlet to the natural aggregate can even increase the rigidity and strength. Compaction curves tend to become flatter as cutlet content increases, implying that the maximum dry density is relatively insensitive with respect to moisture. From a construction standpoint, this means that the material can be compacted even in wet weather. Construction aggregates promise to be a viable market option for glass recycling. The size of the construction aggregate market dwarfs the potentially available supply of recovered glass, and in most cases, the cost to recover and market glass as a construction aggregate is less than the cost to use it as landfill. As a unique material, glass can contribute to performance in many engineered applications. To open this market for glass, a multistate and industry study (I), with participation and support from three state departments of transportation, undertook to demonstrate the technical and ec- onomic feasibility of using glass as construction aggregate feed- stock. The purpose of the Glass Feedstock Evaluation Project was to provide the necessary information on cutlet properties and pro- cessing so that engineers can specify the use of cutlet as a con- struction aggregate with confidence and suppliers of recycled glass aggregate can invest in market development with minimal risk. The study defines the suitability of cutlet as a construction aggre- gate in terms of its engineering performance, environmental im- pact, cost comparability with natural aggregates, and safety in handling. The analysis concludes that recovered glass used as ag- gregate is strong, clean, safe, and economical, C. J. Shin, Dames & Moore, 2025 First Avenue, Seattle, Wash. 98121. V, Sonntag, CIrnn WsOlington Center, 1'.'csh:fl ictmnmem of Trade anu Economic Development, 2001 6th Avenue, Suite 2700, Seattle, Wash, 98121. GLASS RECYCLING IN 1993 The one well - established market for recovered glass, the glass container industry, is characterized by oversupply. The advent of community recycling programs in the late 1980s and early 1990s resulted in a tremendous surge in the supply of recovered glass. This growth in supply continues unabated as more communities join the ranks of recyclers and more people are drawn into existing recycling programs. For a community of 10,000, the supply can be roughly estimated at 250 tons per year, assuming 50 percent recovery at an annual consumption level of 80 lb of glass per person. Many communities recover upward of 70 percent of the available glass. On the demand side, many glass plants are limited to a low percentage of cutlet (crushed glass) in their batch for technical and economic reasons. This market also suffers supply - and - demand dis• locations because of geographic concentration of glass plants, and transportation costs often outweigh the market price of cutlet. Also, although cutlet processed to furnace -ready standards brings up to $60 per ton, the costs to color -sort and remove such contaminants as ceramics and metals can exceed the cutlet's present market value. Because there is no need to color -sort glass for aggregate use and because the contaminant specifications are less stringent, the cost to supply to the construction aggregates market is far less than that of heneficiating glass to be remade into bottles. As a materials source for either the container or the construction ag- gregate markets, unprocessed cutlet exhibits varying quality in terms of its nonglass content depending on how the glass is col- lected and sorted for recycling, A principal aim of the Glass Feed- stock Evaluation Project was to assess the engineering perform- ance and environmental suitability of glass in aggregate applications over the range of debris content levels that would reasonably be associated with the different collection and sorting techniques. TECHNICAL APPROACH For the study, glass sources were selected from around the country to represent the spectrum of glass collection and sorting sys- tems —drop boxes, deposit collection, curbside commingled col - lection, and blue bug programs, among others. (In a commingled collection program, one or more recyclables are collected together and then later sorted: in a blue bag program, all recyclables are collected together.) Sample material was composited from stock - �i1,. ;!Od ranged in size from whole bottles to fines. A lnhoratory jaw crusher was used to prepare the glass for environmental rest- ing and debris -level classification. All debris was passed through Shin and Sonora; - ..........., „.�........,, .... . ......... ..........+. . ENVIRONMENTAL SUITABILITv SAFETY ANALYSIS with the glass. Debris was defined as any deleterious material that could affect the performance of engineered fill, generally, nonccr- amic materials. Types of debris observed in collet samples in- cluded paper, foil, and plastic labels; plastic and metal caps; cork; paper bags; wood debris; food residue; and grass. Twenty -nine sources were categorized for debris content level, and representative high and low debris -level sources were selected for engineering performance testing. In addition to debris content level. the study investigated two other key independent variables to determine their effect on engineering performance. These were the cutlet content in the aggregate mix (15, 50, or 100 percent by weight) and the aggregate mix gradation (' /, or '/, -in. minus). Af- fordable techniques are available to control both these variables: aggregate mixing equipment for cullet content and glass crushers for gradation. Two types of natural aggregate —a crushed rock and a gravelly sand —were selected for the mixed samples. The applications of interest were all unbound aggregate appli- cations. It was beyond the scope of the study to look at glass in composites such as glassphalt and glasscrete. A statistical analysis was conducted on the environmental data and on key engineering data to ensure that any variability in results was within the ex- pected rangc at a high confidence level. No appreciable environmental impact could be detected. The test- ing program contained three components: organic and inorganic chemical characterization, including evaluation of the potential for bacterial growth; an assessment of contaminant leachability over time: and a determination of the incidence of lead and leachable lead. Limited organic compounds were found, not at harmful levels, Including plastic debris, low concentrations of food residues, and organics that occur naturally in the environment. One atypical blue bag collection source contained elevated levels of polycyclic aro- matic hydrocarbons (PAHs), attributed to the inclusion in the col- lection program of recyclable plastic bottles that once contained oil products. The incidence of lead contamination was found to be within acceptable limits. Lead foil wrappers used on wine bottles do cause highly localized peaks of lead concentration, but these con- centrations statistically average to levels typical of many natural soils. All sources were examined to determine lead incidence, and for 10 of those indicating the presence of lead, multiple samples were analyzed (6 discrete samples from composited sources). Bulk samples showed crystalline silica concentrations of less than 1 percent, placing glass dust in the nuisance category according to federal regulations (20 CFR 1910,1000), and air samples taken during compaction testing showed total dust concentrations below 0.5 mg /m' compared with the permissible exposure limit of 10.0 mg /m'. There is evidence for the carcinogenicity of crystalline silica, and dusts from materials containing greater than 1 percent crystalline silica are classified as toxic, as is silica sand. Silica in glass is in the amorphous form. Collet is an abrasive material, causing irritation when the skin comes in contact with very fine fragments. Bottle cullet crushed ENGINEERING SUITABILITY 9 to'/, -in. minus does not normally present the skin cut or penetra- tion hazards associated with larger glass bottle fragments, drinking glasses, and plate glass. Although there are no standard methods for'recording the skin penetration hazard, it is noted that labora- tory personnel experienced no lacerations while handling this ma- terial. The V minus material was particularly benign from this standpoint. Recycling and glass industry personnel working with crushed cullet report no undue skin penetration hazards either. Routine handling precautions are recommended. From an engineering standpoint, cullet appears to be an excellent supplement or replacement for natural aggregates in many con- struction applications. Comprehensive tests were performed for specific gravity, gradation, workability, durability, compaction, permeability, thermal conductivity, and shear strength. The effects of debris level in the cullet (high and low debris), cullet content by weight (15, 50, and 100 percent), and size of cullet (' /,- and 3 1 4 -in. minus) were investigated. Debris levels were determined using a visual method adapted from the American Geological Institute (AGT) (2). Accuracy of visual clnccifirntinn, which is easily employed in the field. was r _ confirmed through quantifying the debris by weight and volume in six samples. Because of the platy nature of the debris, visual classification produces a greater quantitative difference between high and low debris levels than do volume- and weight- testing methods. Relatively high -debris and low -debris sources, with 5 percent and 1 percent debris levels, respectively, by visual clas- sification, were selected for testing. Principal findings of the engineering performance evaluation include the following: • The data show that both '/,- and ' /, -in. minus cutlet are dur- able and mechanically sound. Cullet resistance to degradation is lower than that of natural aggregate. However. when cullet is mixed with natural aggregate, the resulting material will most likely have acceptable Los Angeles (L.A.) abrasion. R- value, and resilient modulus properties for use as roadway aggregate. • Cutlet compacted to a dense state is rigid and strong. These characteristics are attributed to the compactness of the hulk ma- terial. high shear strength of individual panicles. and high inter- particle frictional resistance. Under normal working stresses, the moduli and shear strength of the cullet samples are similar to those of natural aggregate. In the case of ' /, -in. minus cullet. adding cullet to the natural aggregate can even increase the rigidity and strength. • Cutlet experiences very little gradation change under normal compaction and loading conditions. This gradation stability is due to the strength of the individual particles. The stable gradation translates to constant engineering properties, making it possible to base engineering designs on properties derived from laboratory tests. • The cullet and cullet - aggregate mixtures have favorable com- paction characteristics, which provide good workability of the ma- terial. In general, density of the compacted cullet samples is not sensitive to moisture content. an advantage in wet weather. Choos- ing the appropriate laboratory compaction method could be im- portant, as is evident from the sensitivity of test data such as 10 Specific Gravity Gradation Maximum and Minimum Index Densities California bearing ratio (CBR) values (presented below) to the compaction methods. . • Debris level does affect some engineering properties of the cullet, but on the basis of the test data, good engineering perfor- mance can be expected for cullet containing up to 5 percent (by visual classification) debris. Individual test results and their significance are summarized in the following sections. Fourteen specific gravity tests (ASTM D854) were conducted on the fraction of the samples finer than the standard U.S. No. 4 sieve. Fourteen bulk specific gravity tests (ASTM Cl27) were conducted on the fraction of the samples coarser than '/ in. Spe- cific gravities of coarse cutlet samples ranged from 1.96 to 2.41 and of fine cutlet samples from 2.49 to 2.52. Differences in the test procedures and in the debris levels of the samples contribute to the differences in range. The lowest specific gravity of 1.96 measured for the high - debris, 3 / minus cullet reflects its higher debris level. Specific gravities of the natural aggregates used in the testing program-crushed rock and gravelly sand - ranged from 2.60 to 2.83. These values are typical and are higher than those of cutlet. Specific gravities of the mixed samples were found between those of 100 percent cullet and 100 percent natural aggregate. The dif- ference in the specific gravities between cullet and natural aggre- gate and between high- debris and low- debris cutlet are believed to affect the relative density and unit weight of compacted samples. Thirteen maximum index density tests were conducted using the ASTM D4253 test procedure. Maximum index densities ranged from 1.46 to 1.75 g/cm' (90.9 to 109.3 pcf) for the 100 percent cutlet samples, 1.96 to 2.08 g /cin' (122.6 to 130.0 pcf) for the 50 percent cutlet samples, and 2.18 to 2.25 g/cm' (135.9 to 140.3 pcf) for the 15 percent cutlet samples. Fourteen minimum index density tests were conducted using the ASTM D4254 test proce- dure. The test results indicate that the minimum index densities range from 1.23 to 1.43 g/cm' (76.8 to 89.5 pcf) for the 100 percent cutlet samples. 1.64 to 1.70 g /cm' (102.3 to 105.9 pcf) for the 50 percent cutlet samples, and 1.83 to 1.87 g/cm' (114.2 to 116.6 pcf) for the 15 percent cutlet samples. The data indicate that maximum index density is affected largely by the culler content. The trend of increasing density with decreasing cutlet content is also true for the minimum index den- sity. The 100 percent, 3 / minus, high- debris cutlet sample also had the lowest density. Size has a minor effect on density. The reasons for the slightly higher density of the 3 / minus cutlet samples is unclear, One possible P rntnn,nti e n 1 that tha j. ttaaacc of larger particles provides a lubrication effect that facilitates par- ticle movement, resulting in a higher density. A total of 55 sieve analyses were conducted to investigate the degree of gradation change before and after the compaction, by- Particle Shape Durability . TRANSPORTATION RESEARCH RECORD 14J7 .. drostatic compression, and triaxial shear tests. Significant grada- tion change occurred only when 100 percent.' /, -in. minus cutlet samples were subjected to heavy impact compaction, that is, the Modified Proctor test procedure, as exemplified in Figure I. Note that the material has less than 5 percent fines (particle size less than No. 200 sieve) before and after compaction. (The before - compaction test curve is typical of the' /, -in. minus samples.) All other test conditions produced little or no gradation change. The gradation test results indicate the feasibility of using both impact and vibratory compaction methods for field control of fill materials composed of cutlet. Since these compaction methods mimic the cornpactive effort of field equipment. minimal grada- tion change implies minimal difference in the properties of labo- ratory- compacted samples as compared with field- compacted cut- let. The exception to this is 100 percent cullet subjected to heavy impact compaction. which would normally be used for fill mate- rials subjected to dynamic or heavy stationary loads, conditions precluding the use of 100 percent cutlet. The gradation change caused by the hydrostatic compression and triaxial shear tests was small, implying minimal breakage of the cutlet under normal working loads. In other words, the cutlet, like crushed rock, has adequate strength to behave like an elastic rigid body that deforms under hydrostatic loads and displaces or rotates near shear planes. Particle shapes were visually examined using the ASTM D2488 test procedure. All cutlet particles tested were angular. About 20 to 30 percent of the ' /, -in. minus cutlet, but only 1 percent of the ' /, -in. minus cullet, had a flat or platy shape. Both sizes had a low percentage of flat and elongated particles. This suggests that '/,- in. minus cutlet has a potential to cut, puncture, or wedge into the moving parts of construction equipment, but similar problems are unlikely for' /, -in. minus cutlet because of the low percentage of flat and elongated particles. Durability was investigated by conducting the L.A. abrasion test on four samples. These included the 100 percent cutlet content, ' /, -in, minus, low- debris sample; 100 percent. 3 /1-in. minus, low - debris cutlet sample; 100 percent, ' /, -in. minus, high -debris cutlet sample; and 100 percent crushed rock. The results were 29.9, 41.7, 30.9 and 13.6 percent, respectively. The percent loss of the 100 percent cutlet samples represents the worse condition. It is rea- sonable to assume that the percent loss of mixed samples would lie somewhere between the percent loss of the two components. These results indicate that cutlet is not as sound mechanically as the crushed rock used in the program. The percent loss for ' /, -in. minus cutlet is about 30 percent and for /, -in. minus cutlet about 42 percent, losses at least two times that of the crushed rock. However, the values for 100 percent cutlet are relatively close to the normal limiting values for roadway aggregate. For instance, the Washington State Department of Transportation (WSDOT) specifies a limiting value of 35 percent for a crushed surface course and -JO percent for ballast. a Shin and Sonnrag Computability Tests for compactability included 15 Standard Proctor compaction tests, 16 Modified Proctor compaction tests, and 15 WSDOT 606 vibratory compaction tests. Typical compaction curves are shown in Figures 2 to 4. In general, the Proctor compaction curves of the cullet samples are relatively flat. From a construction stand- point, this relative insensitivity to moisture content means that cullet can likely be placed during inclement weather. Maximum density values obtained from the impact Modified SYMBOL 0 • 100 80 60 PASSING BY . WEIGHT (%) 40 20 0. 1000 COBBLES . GRAVEL SIZED Cows. 1 Fine Cos. SAND Medium Fine SILT OR CLAY I I C CI-wA�rA ^t y,.�� • i i.�• ... • V.O. :intuitive Steve Nu( ram a 3 3/4 3/8 4 10 20 40 100 200 100 10 1 GRAIN SIZE (mm) GRAIN SIZE DISTRIBUTION DESCRIPTION Before Compaction Ain Compaction REMARKS: Sample composed of 100% Cellar (hlph.debI l.3/4 Inch minus) Curvet Caplet sample paadatian balms and she, compaction using the AS TM 01557 tell pmcadure Proctor and the vibratory WSDOT 606 tests are about equivalent. Both methods simulate the compaction efforts of heavy compaction field equipment. Since these methods produce little or no gradation chatige, the similarity in density values implies the feasibility of using either method for the field control of fill materials with cullet content. Again, this statement is not true for 100 percent cutlet materials because of the gradation Change induced by the Modified Proctor compaction method. For this reason, if 100 percent cullet is to be compacted by heavy field compaction equipment. a vibra- tory compaction method should be used. .1 GRAVEL 63.5 666 I lydromit., .01 FIGURE 1 Grain size distribution, 100 percent, high-debris, 'kin. minus cullet. SAND .001 FINES 161 04 31 a La i I ! ` I i I I I 1 i 1 I% Shin and Sonnrag Computability Tests for compactability included 15 Standard Proctor compaction tests, 16 Modified Proctor compaction tests, and 15 WSDOT 606 vibratory compaction tests. Typical compaction curves are shown in Figures 2 to 4. In general, the Proctor compaction curves of the cullet samples are relatively flat. From a construction stand- point, this relative insensitivity to moisture content means that cullet can likely be placed during inclement weather. Maximum density values obtained from the impact Modified SYMBOL 0 • 100 80 60 PASSING BY . WEIGHT (%) 40 20 0. 1000 COBBLES . GRAVEL SIZED Cows. 1 Fine Cos. SAND Medium Fine SILT OR CLAY I I C CI-wA�rA ^t y,.�� • i i.�• ... • V.O. :intuitive Steve Nu( ram a 3 3/4 3/8 4 10 20 40 100 200 100 10 1 GRAIN SIZE (mm) GRAIN SIZE DISTRIBUTION DESCRIPTION Before Compaction Ain Compaction REMARKS: Sample composed of 100% Cellar (hlph.debI l.3/4 Inch minus) Curvet Caplet sample paadatian balms and she, compaction using the AS TM 01557 tell pmcadure Proctor and the vibratory WSDOT 606 tests are about equivalent. Both methods simulate the compaction efforts of heavy compaction field equipment. Since these methods produce little or no gradation chatige, the similarity in density values implies the feasibility of using either method for the field control of fill materials with cullet content. Again, this statement is not true for 100 percent cutlet materials because of the gradation Change induced by the Modified Proctor compaction method. For this reason, if 100 percent cullet is to be compacted by heavy field compaction equipment. a vibra- tory compaction method should be used. .1 GRAVEL 63.5 666 I lydromit., .01 FIGURE 1 Grain size distribution, 100 percent, high-debris, 'kin. minus cullet. SAND .001 FINES 161 04 31 a La , Feasibility of Nuclear Density Gauge Testing The feasibility of using a nuclear density gauge was evaluated. Gauge measurements, taken in the backscaner mode, were com- pared with known density and moisture content. A total of 24 tests were conducted on 100 percent glass and glass - aggregate blends. Test results were inconclusive, because the results showed a wide variation between the gauge and true measurements. The data appear to indicate that moisture measurements are af- fected by the debris level of the cutlet. The reason for this effect is unclear. The reasons for the wide variation in the density mea- surements is also unclear. However, two possible sources of errors were identified during the test —the nonuniform density of the test specimens and the laboratory wall effects. Permeability A total of 28 constant head permeability tests were conducted. In general, 100 percent cullet samples exhibited high permeabilities 2.40 (150) 2.24 (140) 2.08 11301 1.92 (120) S 0 1. ,, 1.781110) ce p 1.60 (1001 1.44 (90) 1.26 (90) 1,12 (70) 0 SYMBOL O • ■ tD 20 MOISTURE CONTENT ( %) DESCRIPTION 15% cullal & 55% gravelly land 50 %culal & 50% gravelly sand 100% culul 100% gravelly sand REMARKS; Sam&N compoaad of cullet (bwdedia, 114 inch mmud and gravelly and. TEST METHOD ASTM 0698 ASTM 0698 ASTM 0698 ASTM 0098 FIGURE 2 Standard Proctor compaction test, low- debris,' / minus cullet. TRANSPORTATION RESEARCH RECORD /437 ( >0.1 cm/sec), and 50 percent and 15 percent cullet content sam- ples exhibited medium permeabilities (0.001 to 0.1 cm/sec). These permeabilities correspond to those of a gravel and medium sand, which are commonly used as filter materials. Permeability in- creases with increasing cullet content. cullet size, and debris level but decreases with increasing degree of compaction. This trend is consistent with permeabilities of the 100 percent gravelly sand compacted to the 90 and 95 percent compaction levels. Thermal Conductivity Four thermal conductivity tests were performed using the ASTM C518 test procedure. Results ranged from 0.260 to 0.638 W /(m • K), results close to values for natural aggregate. Conductivity de- creased with increasing cullet content. Shear Strength The shear strength o:' the cutlet samples was investigated by con- ducting seven sets of direct shear for 100 percent cullet and cullet- 40 OPTIMUM MOISTURE( %) MAX. DRY DENSITY p (pcll 88 2.031127.0) 80 1.951121.41 50 1.881104.9) 88 2.121132.5) • 2.59 11601 2.4011501 2.24 11401 2.091130) a 1.9211201 • • 1.78(110 1.8011001 i I • 1.44190) i 1.29 180) 1.12 (701 TABLE I Triaxial Shear Test Results' 0 10 20 30 40 50 60 70 % PASSING NO. 4 U.S. STANDARD SIEVE Legend: -IP-- 100% crushed rock --f-- 15% cutlet (low- debris, 3/4 inch minus) and 85% crushed rock 50% cullet 11ow- debris, 3/4 inch minus) and 50% crushed rock 100% cullet (low- debris, 3/4 Inch minus) FIGURE WSDOT compaction test, low - debris, 3 1 4 - in. minus cullet. 100 Sample Type Culist Culiel Gradation Confining Pressure Bulk Modulus Initial Tangqent Friction ■•.) Kra (psi) MPa (kal) Muduiue MPs Angie lksll (Degrees) Low -debris sample 50 %" minus 34.5 (5) 34.5 (5.0) 76.6 (11.1) Low -debris sample 50 %" minus 68.9 (10) 31.7 (4.6) 125.5 (18.2) 43 Low -debris sample 50 %" minus 103.4 (15)' 35.1 (5.1) 109.0 (15.8) Low -debris sample 15 %" minus 34.5 (5) 318 (4.9) 82.1 (11.9) Low -debris sample 15 %" minus 68.9 (10) 31.7 (4.6) 91.1 (13.2) 46 Low -debris sample 15 %" minus 137.8 (20) 35.1 (5.1) 81.4 (11.8) Low -debris sample 50 ¶4" minus 34.5 (5) 15.2 (2.2) 109.0 (15.8) Low -debris sample 50 %" minus 68.9 (10) 23.4 (3.4) 81.4 (11.8) 42 Low -debris sample 50 %" minus 137.8 (20) 26.9 (3.9) 148.4 (21.5) Low -debris sample 15 %" minus 34.5 (5) 15.2 (2.2) , 78.0 (11.3) Low -debris sample 15 %" minus 68.9 (10) 23.4 (3.4) 109.0 (15.8) 44 Low - debris sample 15 %" minus 137.8 (20) 24.8 (3.6) 163 5 (23.7) crushed rock 0 N /A 34.5 (5) 28.9 (4 2) 65.8 (9.5) crushed rock 0 N /Ab 68.9 (10) 28.9 (4.2) 161.5 (23.4) 44 crushed rock 0 NIA 137.8 (20) 23.4 (3.4) 109.0 (15.8) Notes: a. All t es t spy performed de u der under consolidated and drained cconditions. i i test Samples ere prepared closed to about 95% of the maximum b. N Applicable. ...,...+... ....... • to h Shin and Sonnrng TABLE 2 Resistance R - Value Test Results Notes: a. b. c. Sample Type Type of Natural Aggregate Low -debris sample Low -debris sample Low -debris sample Low -debris sample NIA California Bearing Ratio Sample Type crushed rock crushed rock crushed rock crushed rock crushed rock NOTES: All tests performed using the WSDOT 611 test procedure. specifies a minimum R -value of 60 for Class I subbase and 78 for Class 2 aggregate base. Generally, the required R -value is higher for the base than for the subbase materials. From the test results it is clear that the cullet -added crushed rock, with a cutlet content up to 50 percent, possesses adequate strength for both base and subbase aggregate. - CBR values of specimens prepared using the impact compaction method are higher than those of specimens prepared using vibra- tory compaction, as seen from the Table 3 test results. The dis- crepancy increases as cutlet content increases; values for 15 per- cent cullet content samples are about the same as those for crushed rock, regardless of the compaction method used. Typical CBR values of a compacted granular material range from 40 to 80 (New York State Department of Transportation). All values of the cullet -added samples lie within this typical range. Also, adding 15 percent cullet to the crushed rock does not pro- duce a noticeable difference in the CBR value. However, as the cutlet content increases to 50 percent, an obvious reduction oc- curs. For those samples prepared using the impact compactor, the reduction was about 25 percent when the cullet content increased from 15 to 50 percent. A much higher reduction, about 50 percent, was noted for samples prepared using the vibratory compactor. These results underscore the importance of choosing the correct specimen preparation method for materials with cullet content over 15 percent. TABLE 3 California Bearing Ratio Test Results' Type ggregate ral Low - debris sample crushed rock Low-debris sample crushed rock Low - debris sample crushed rock Low-debris sample crushed rock Low - debris sample crushed rock Low - debris sample crushed rock Low - debris sample crushed rock Low-debris sample crushed rock N/A d crushed rock Cutlet Content 1%1 50' 50 15 15 0 All tests performed 115111(1 the ASTM D 1883 lest procedure. Values correspond to 01 inches penetration Not Applicable Cutlet Gradation Resistance R Value %" minus Y." minus W' minus %" minus N/A Resilient Modulus (Cyclic Triaxial) 73 76 75 77 78 Cutlet Content Cutlet Dry DDensity CBR VALUE MI GradaJ9n nlcm loci) 50 %" minus 1.98 (123.7) 70 50 %" minus 2.01 (125.2) 95 15 W' minus 2.13 (133 2) 110 15 %" minus 2.12 (132 3) 115 50 %" minus 1.93 (120.3) 42 50 Y." minus 1 99 (124 5) 44 15 W' minus 2.13 (133.1) 109 15 Y." minus 2 12 (132 3) 90 n NIA ` 12.24 (139 61 105 15 Five resilient modulus tests were performed using a modified AASHTO T294 test procedure. In the modified procedure, an in- ternal load cell was used instead of an external load cell as speci- fied in the AASHTO standard. Resilient modulus is a measure of a material's stiffness and can be used for pavement design. The resilient modulus of natural aggregate is typically about 206.7 MPa (30 ksi) at a bulk stress of 172 kPa (25'psi). For a granular natural aggregate, the typical value is 206.7 MPa (30 ksi) at a bulk stress of 172 kPa (5 psi). From Table 2, it can he seen that even the 50 percent cullet sample would have a resilient modulus value appropriate for use in a typical pavement design. Adding cutlet to crushed rock will re- duce the resilient modulus, and the reduction increases with in- creasing cutlet content. Note that the low modulus value in Table 4 for the 15 percent. 1 /, -in. minus cutlet sample is likely caused by the puncturing of the membrane during the test. One concern regarding the use of cullet mixes in roadway con- struction is the ability of cullet to withstand repeated traffic loads without breakdown. To help address this concern. the change in resilient modulus of the cutlet samples over the first 1,000 cycles may be compared with that of the crushed rock. This comparison is shown in Figure 5. The cullet samples. like crushed rock. do not show appreciable changes in the modulus value. Note that the samples were subjected to a confining pressure of 4 psi and de- viator stress of 8 psi in the first 1.000 cycles. This stress level is typical of a subbase material under medium to heavy traffic loads and is much lower than the level at which crushing or breaking of the crushed rock particles would occur. In effect, cyclical load- , ,. 16 • e . TABLE 4 Resilient Modulus (Cyclic Trialtla) Test Results" Notes: a. b. c. 3461601 2761401. M 2071301 N . 3 0 0 1311201 691101 0101 Sample Type Type of Natural Aar:mete Low - debris sample crushed rock Low - debris sample crushed rock Low-debris sample crushed rock Low - debris sample crushed rock N/A crushed rock 0 FIGURE S Resilient modulus test, Cutlet Content 50 • 50 15 15 0 AO tests performed using modified AASHTO T 292.91 I test procedure. At bulk stress of 25 psi. Membrane likely punctured during lest. ing of cutlet, like crushed rock, did not result in any appreciable crushing. APPLICATIONS AND MODEL SPECIFICATIONS Model specifications • for using cullet in aggregate applications were developed. Every effort was made to provide specifications that are conservative in light of the study findings. Maximum cullet content, maximum debris levels, minimum compaction lev- els, and gradation are presented in Table 5 for specific applications. Debris is defined as any deleterious material that affects the performance of the engineered fill. The percentage of debris is quantified using the AG1 comparison charts for estimating per- centage composition (2). Gullet should be placed in level loose lifts not exceeding 8 in. and compacted to the specified minimum dry density. The maxi- mum dry density of cullet-aggregate mixtures should be deter- --al— 100% crushed rock 50% cutlet llow•debris, 3/4 inch minus) —• - 50% cutlet Ilow- debris, 1/4 Inch minus) Cutlet Size %" minus %" minus %" minus %" minus N/A EQUIPMENT EVALUATION Change of Modulus during Cyclic Loading 100 200 300 400 500 600. 700 600 NUMBER OF CYCLES t t TRANSPORTATION RESEARCH RECORD 14.17, Dry Orally loc 1.91 (119.2) 1.95 (121.8) 2.19 (137.1) 2.08 (128.5) 2.10 (131.1) Reslllenl Medal" a al sl 212.2 (30.8) 217.0 (31.5) 238.4 (34.8) 138.4 (19.8) e 277.0 (40.2) mined by using the Modified Proctor test as described by ASTM Co 1557. The maximum dry density of 100 percent culler' fills'' . should be determined by using the Standard Proctor test 'as deb„ % % =' scribed by ASTM D698. A minimum of one density test pei 1,000: ft of fill but not less than one test per lift should be performed The nuclear gauge method should be field- verified by the engineer before its use. Crushing systems are currently available that appear well suited, for production of construction- quality cutlet: This phase: of the :. study consisted of first surveying mill manufacturers: and tlten'• monitoring performance tests of six promising candidates. Equip =? ment feature recommendations were developed to help potential :, processors make purchasing decisions, highlights of which;foilow i' Because cullet gradation and debris level are important with regard to engineering performance, the crushinL systere 900 1000 � ' fr Shin and Sonntag should have a screening system to control particle size and debris --- Icrei. Ability' to adjust the gradation is also a desirable feature option. By controlling gradation, a cullet supplier might target the glass product to specific applications. Cullet is also very abrasive, .so wearing surfaces, particularly those of the crushing mechanism, should be constructed of abrasion - resistant material or, alterna- tively, wearing surfaces should be designed so that they may eas- ily be replaced or resurfaced by depositional welding. ECONOMICS OF CULLET AS AGGREGATE FEEDSTOCK An economic model developed during the project identifies es- sential criteria and parameters for glass aggregate production and points to substantial economic incentives for cullet suppliers, ag- gregate suppliers, and aggregate buyers alike. Although cullet used as aggregate feedstock does not command the high prices of the glass bottle market, neither does it require such high processing costs. Processing glass for aggregate feed- stock costs from $5 to $9 per ton on the basis of the amortized equipment costs of the equipment evaluated and labor estimates. Sorting glass for the bottle market can run four to five times as much and processing color -sorted cutlet to furnace -ready stan- dards adds another $20 per ton. Because construction aggregate markets are primarily local, many recyclers will realize a substan- tial savings on transportation. Also, recycling costs less than land - filling —the savings of this avoided cost allows recyclers to supply cullet to aggregate processors or contractors at prices near the cost of transporting it, that is, in the $2 to $3 range as collection and processing costs are covered by recycling collection fees. For ag- gregate processors and purchasers, using cutlet can therefore result in a significant cost savings on both a per -ton and per - project basis. MARKET CONSIDERATIONS The principal aim of the Glass Feedstock Evaluation Project was to open the way for glass cullet to be used in the construction TABLE 5 Application Specifications Structural Fill Gradation Sieve Size 3/4' 1/4' No. 10 No. 40 No. 200 Drainage Fill Gradation Sieve Size 3/4' 1/4' No. 10 No. 40 No. 200 Percent Passing By Weight 100 10.100 0.50 0.25 0-5 Percent i'asT By Weight 100 10100 0.100 0.50 0.5 Use Base Course Subbase Embankments Static Structural loads Fluctuating Loads Nonstructural Fill Utility Bedding & Back, ill Use Retaining Walls Foundation Drainage Drainage Blankets French Drains aggregate market. The evaluation points to the technical and ec- ' stock. From an engineering standpoint, cullet appears to be tit excellent supplement or replacement for natural aggregates; in, many construction applications. Cullet was tested for harmful con taminants and their potential to leach over time. No appreciable environmental impact could be detected. Cullet can be safely used; in construction using routine handling precautions. In many cases, depending on local conditions, glass can be competitive in price or less expensive than utilizing conventional aggregate. In sum- mary, cutlet is strong, clean, safe, and economical. Although technical information is invaluable to opening mar- kets. it is important to remember that there are other important market factors to consider in establishing a local market. Suc- cessful local markets are built on networks of suppliers, end users, and processors. Also important is targeting cullet at those appli- cations that make the most sense locally. Factors such as what natural aggregates are locally available, how cutlet might supple- ment or complement the natural aggregate suAly, how much cul- let might be supplied, what local specifications and environmental regulations apply, and the size of the demand for a given appli- cation should be reviewed. Transaction costs should be minimized. Many jurisdictions around the country have specifications in place that prohibit the use of cullet. These specifications can now be updated on the basis of the information provided from this project. Finally, demonstration projects are also necessa o'(re- ate local demand for glass cullet as aggregate. Demonstration proj- ects provide local engineers with a chance to gain familiarity with glass and the way it behaves. Well - documented projects will add to the base of knowledge of using glass as a construction aggregate. ACKNOWLEDGMENTS This study was conducted under the management of the Clean' Washington Center, a division of the Washington State Depart- Max. Cutlet Content 1%) 15 5 30 5 30 5 30 5 15 5 100 10 100 5 Max. Cullet Content 1 %1 100 100 100 100 Max. Debris Level 1%1 Max. Debris Level I %) 5 5 5 5 Il Min. Compaction Level (%) 95 95 90 95 95 85 90 MM. Compaction Level 1 %1 95 95 90 90 May 5, 1997 Duane Griffin City of Tukwila 6300 Southcenter Blvd., Sutie 100 Tukwila, WA 98188 Re: Proposed Hotel - 97 -T -02 Dear Mr. Griffin: Please call if you have any questions or require further information. Sincerely, 77 )(CAS-- Craig F Roberts Structural and Civil Engineers RECEI V Sri JUN 2 0 199/ ROBERT EOSSATTI ASSOC. RECEIVED JUN 2 0 1997 We have responded to your comments for the above project dated March 31, 1997. We have listed below our response to each of you comments. Revisions to the drawings are noted as revision 'A' City Comments Dated 4/31/97. 1. ' .See afehitect Ate A>rAtweiv . -2: Noted. Please see drawing SI. -3: Noted. See drawing Si. 14. Noted. The P6 shearwall at the south stairwell and the north wall of the elevator require 'H2' type holdowns. Please see drawing S5. &5 Noted. The roof sheathing shall be 5/8" as noted on page 9 of the structural calculations. This has been changed on structural notes on drawing Si as well. t. 6. We have added 15/32" plywood to transfer the shear stresses from roof diaphragm to the shearwalls. Please see details 2 and 3 on drawing S9. r7. Noted. Please see revised detail 5 on drawing S9. ,,8 - Noted. Please see revised detail 6 on drawing S9. \-9: We have checked the plate nailing with a reduction for penetration and have found the nailing to adequate for the loads calculated. Please see attached calculations. In reference to the adequacy of the TJI joists to transfer shear forces, we have noted on the details that all the rim joists shall be TJ1/25DF, which according to the TJI manual, section 10, page 10.2, 16d nails can be spaced as close as 3" O.C. This was noted on the original plans. We have added notes to the framing plans as a further reminder to the builder to use 25DF rim joists.. 10; Please see pSK -5 of the attached calculation for this beam. . 11. The calculation on pp13 -20 are for typical on site retaining walls. We have added a typical retaining wall to drawing S4. We have attached the calculations for the restrained walls. 12. Please see attached calculations for the PT slab loading. The plans for the post- tensioning have been revised as necessary as noted on sheet S4. 13. Noted. See details 1,2,3,4 & 10 on sheet S 10. 14. Soils engineer provided preliminary information for design, indicating 6000 PSF bearing capacity. The column footings and perimeter walls will be slightly conservative and we see no change necessary. 15. Noted. Please see S3. 16. The details at Girds E2 and I2 will be similar to detail 11/S8, except the drop cap will be smaller and the column face will be in line with the back of the drop cap as shown in the plan view on drawing S3. 17. Noted. Please see drawing S7. 18. Reinforcing has been added per "Restraint Cracks and Their Mitigation in Unbonded Post - Tensioned Building Structures ", ACI SP -113, Section 2.4. 19, Noted. See drawing S5. 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (206) 285-0618 , C T E N G I N E E R I N G Project• Q.Alt.440 s kl date. S IC l Client: Page Number: -) G+4'roCs tit-) L 4 ►7 - A-012a) N./ 5pAce rev 3. 3$ ■oceo3 = 238 Pzvrp - ,o647 = .A17 (1z)(7.5)� 0,421144. /710:0 /t 3D) > $ �= 3ca2'1 Structural and Clvll Engineers 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 FAX: (206) 285-0618 • - '• . • , • „ , „ • . . . • •:•-• .„ • • •-•.„ • •" • - • . • 4%, • • • • 41 ■Vi's - • t5r 7i • -••••• .■ I • • ye .0- • •l , • Project: C T E N G I N E E R I N G gol'e frm I ) Client: X111 G er c ,i -d G• S / S /" s 4 / were 1 3 11115 1�0 /9, 5 .. 20 ... If `� F `in �' LL L� yr: /04. 161 ? . /1 3 5 5 /oS • Structural and Civil engineers S _ 113 Pb!? 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FROM C & PSOCIATES- • TO'42525�3@99 °�03, rr how. �rt 4..;' N17'7 �lte Omsk, .. ball RECEIVED Jut. 1 1 1007 --- M.Xt {3• +31: ' t 0 Page Number: Clients 404,70.eh kv r>r 4 P= faAs 0 (i' %) /i. i 4 30 1 vol. G' ebb, zyu a It-r =i43.06z) r 2'0644 1.t' struvtwril snot Diell.enoineers z tu � ,Zew 9� ie /Z & C /x 0,7700. F�' 4 SPai (/' 7) ( q,}�` ^ � •7 /'moo = • 04A3 04-7 I /2 (a,7)z 770 a d, 0$' a ex/ zde, TOTAL P,03 • Structural and Civil Engineers 11 180 Nidterson St3ke 302 Seattle, WA 98109 206.285.4512 (V) 2062850618(F) denegovalinkcom ( I RECEIVED CITY OF TUKWILA FEB 1 9 1997 PERMIT CENTER <ac > ¢13 - NEW ; c t I �--gvlo�s 'fZ�! CUS , C T E N G I N E E R I N G Protect: (206) 285.4512 FAX: Client: Page Number: (206) 285.0618 Structural and Civil Engineers Date: e - 7 180 Nickerson Si Suite 302 Seattle, W:► 98109 Seatlac Motel, 4006 S 139 Street, Seattle, Washington SITE LOCATION: The project is located on S 139` Street near the intersection of Pacific Hwy (SR99). EXISTING CONDITION: The site currently is used as a motel, with 6 single story wood structures. There are no detention or water quality systems currently in place. The existing structures and pavement will be demolished and removed. PROPOSED IMPROVEMENTS: The proposed hotel will be a multi -story wood structure with a concrete basement. The proposed hotel impervious area will be less than the pre - existing condition, and the area subject to water quality measures (driving surfaces) will be significantly reduced. We understand that this is a critical area and believe the proposed development will help reduce runoff rates leaving this site. The reduction of impervious areas will be augmented by the additional landscape requirements. The drip area form the trees and other landscaping will overhang some of the impervious surface as well. This will reduce the time/concentration and amount of runoff to the existing storm system, and the downstream impact. The storm conveyance pipe is oversized at minimum slope, this will also provide additional que. SUMMARY: Our design reduces the driving surface area to 4676 sq. ft, therefore biofiltration is not required. We believe that detention will not be required with the pre - existing impervious area being greater the developed impervious area. Structural and Civil Engineers 'echnical Information Repoi for Seatac Motel at S 139" and Pacific Hwy S Tukwila, Washington • Structural and Civil Engineers I EXPIRES: 7/27 11140 qi 1 17 `ac 13 • C% • 40 - HEW 1G t 180 Nickerson S: Suite 302 Seattle, WA 98109 (206128S•1312 FAX: Client: Page Number: 12061 285.0619 C T E N G I N E E R I N G Prolect: Structural and Civil Engineers • Date: PROJECT ADDRESS: Seatac Motel, 4006 S 139 Street, Seattle, Washington SITE LOCATION: The project is located on S 139 Street near the intersection of Pacific Hwy (SR99). EXISTING CONDITION: The site currently is used as a motel, with 6 single story wood structures. There . are . no detention or water quality systems currently in place. The existing structures and pavement will be demolished and removed. PROPOSED IMPROVEMENTS: SUMMARY: Structural and Civil Engineers The proposed hotel will be a multi -story wood structure with a concrete basement. The proposed hotel impervious area will be less than the pre - existing condition, and the area subject to water quality measures (driving surfaces) will be significantly reduced. We understand that this is a critical area and believe the proposed development will help reduce runoff rates leaving this site. The reduction of impervious areas will be augmented by the additional landscape requirements. The drip area form the trees and other landscaping will overhang some of the impervious surface as well. This will reduce the time/concentration and amount of runoff to the existing storm system, and the downstream impact. The storm conveyance pipe is oversized at minimum slope, this will also provide additional que. Our design reduces the driving surface area to 4676 sq. ft, therefore biofiltration is not required. We believe that detention will not be required with the pre - existing impervious area being greater the developed impervious area. Opaque Concrete/Masonry Walt Requirements Fully heatedicootad,spac• . insulation on interior - maximum U-factor is 0.19 *1-.. Insulation on exterior or integral - maximum U-faCtor is 0.25 - 7 II project qualifies for Concrete/Masonry Option, *Awaits with HC Z 9.0 BtufflmF below (other walls must meat ,Opaque WPiliequirements). Use descriptionsand values from Table 20-5b In the Code. " if-.30 Wall Description (Including insulation R-value & position) U-Iactor. • if- 36 Opaque Walls ( f /3 fi - / 4 Below Grade Walls /: - /" Floors Over Unconditioned Space . tz -. ( 9 Slabs-on-Grade • . . - / 0 Radiant Floors .• - Maximum U-factors ,* ,,,,, . .•,-)..., ,•!, e #f Overhead Glazing - • a Maximum SHGC (or SC) I VerticaIrOverhead Glazing 1 _,... Envelope Requirements (enter values as applicable) Fully heatedicootad,spac• . - Minimum Insulation R-values Roofs Over Attic . (see over for definitions) " if-.30 All Other Roofs divided by ÷ if- 36 Opaque Walls ( f /3 fi - / 4 Below Grade Walls /: - /" Floors Over Unconditioned Space . tz -. ( 9 Slabs-on-Grade . . - / 0 Radiant Floors Maximum U-factors Opaque Doors LIP Vertical Glazing e #f Overhead Glazing - • a Maximum SHGC (or SC) I VerticaIrOverhead Glazing 1 Space Heat Type 0 Electric resistance All other (see over for definitions) • Glazing Area Calculation Note: Below grade walls may be included In the Gross Exterior Well Area if they are insulated to the level required for opaque wails. Total Glazing Area (rough opening) (vertical & overhd) divided by ÷ Gross Exterior Wall Area / c y c 3 times 100 equals % Glazint_ X 100 = ( f /3 Concrete/Masonry Option CI Check here if using this option and If project meets all requirements for the Concrele/Mesonry Option. Be. Decision Flowchart (over) foe qualifications. Enter requirements for each qualifying assembly In the labia below. • —1154 MINfolitarriTiNenresidentlat Erei COOS Coineilance Forms Project Into 1994 Washin State Nonresidential Ener Project Address 41/4 S 9 s7r•erc Jek /09. Date Applicant Name: liAiwy C. b. weAt Applicant Address: y 2 m 4 " . 4 ‘54.77z4 c gdp ZJ Applicant Phone: vvi_ sw7sis Compliance Option Semi-healed space Minimum Insulation R-values Roofs Over Semi-Heated Spaces' 'Refer to Section 1310 for qualifications and requirements Notes: g Prescriptive U Component Performance (See Decision Flowchart (over) (or qualifications) • Cod6 a liance Form ENVSTO For Building Department Use O Systems Analysis Project Description I *iew Building U Addition U Alteration CI Change of Use mell••••••■•••••■J RECEIVED CITY OF TUKWILA F Ed I 9 1997 PERMIT CENTER Building Permit Plans Checklist yes no n.s. al no n.e. yes no n.s. no n.a. 1301 1302 1310.2 1311 1311.1 1311.5 Slab -on -grade floor s' ENV -CHK 11104 wrunpert &MO Enorer coot canputnel faint Protect Address e;e-vs 6 $ fJ 4 s e saltier. 6vA. The following information Is necessary to check a building permit application for compliance with the building envelope requirements In the Washington State Nonresidential Energy Code. Applicability Code (circle one Section Component GENERAL REQUIREMENTS Sections 13011 - 1314) no n.s. no n•e. no n.a. no n.e. 1311.4 1311.6 1312 Glazing and doors 1 1312.1 Sco Radiant floor U- factors Information Required Unconditioned s aces identified on Inns if allowed Indicate R -value on wall section or foundation detail; Indicate slab Insulation extends down vertically 24" from top; Indicate above rade exterior insulation is •rotected Indicate R-vaiue on wall section or foundation detail; Indicate slab Insulation extends down vertically 36" from the top; Indicate above grade exterior Insulation is protected; Indicate Insulation also under entire slab where r •'d. b Official Dale Location on Plans /1 t; L A ;, t Act A rt Af, z A e.Z A L A1 't5i1'e1:ei! r r. " _ Building DepMNNIM Notes c-15. • . • ALL OF LOTS 6, 7 AND 8v ROBBIWS TRACT ADDITIONTOH RIVERTONACCORDING..TO TUE PLATAIECORDEDIN VOLUME LT OF:PLATS4 H IN KING WASHINGTON1 ' TOGETHER WITH THAT PORITON OF VACATED DALE STREET 140TH AVENUE ;;.,•• • AOJOINING THERETO AND DESCRIBED AS FOLLOWS** ; A • 8EGINN,N0 AT THE $9UTHWEST'CORNER OF SAID LOT 8; THENCE,.NORTH-1905;124W,1 501t WESTH26462:FEETS. THENCE NORTH O°07'36" . EAST PARALLEL WITH THE:1451'41AM. OF•SAID•LOTS6i:1,440 8,-180 FEET1 THENCE:SOUTH1/9°52 EAST.. 6.314EETV, 4 . 0 AME: - NORTHWESVCORNEROF SAID LOT 6vT14fICESOUTI-V6 V.! .• THEA4fSTERLYAINE• OF SAID •LOTS6..4 AND :8i 1141.14 FEET 10TH E' POtNTC01 514' 8E6 INNING. .•! : •:.':-:. '...••• . ::'•:' RECEIVED FEB 21 1997 RECEIVED CITY OF TUKWILA FEB 1 9 1997 PERMIT CENTER Don-cf !!. 180 Nipicason St.;. Suite 302:' Seattle, WA 98109 (206) 285 -4512 .:' (206)285. 0618 Structural and Civil Engineers RECEIVED FEB 2 1 1997 RECEIVED CITY OF TUKWILA FEB 1 91997 PERMIT CENTER Oana CT Ensineeting_ 180 Nickerson Suite 302 Seattle, WA 98109 18.00 147.00 :0.650. 1.30 13.86 32.59 10.00 147.00 :0.620 1.30 13.22 17.49 32.59 260.75 V4.482 (c) 1983•95 ENERCALC Date: 01/23/97 Page: MULTI WIND FORCE DISTRIBUTION Ramada ' Inn - Tukwila 1994 UBC WIND FORCE CALCULATION Exposure for Cale of Ce; Enter 2-) 3-,'C', 4-,'D' = 2 Cq: Press Coeff. = 1.30 Basic Wind Speed : 80.0 mph Qs: Wind Stagnation Press 16.40 psf Importance Factor = 1.00 Parapet Height : 12.00 ft TABLE OF WIND FORCES I BUILDING LEVEL Level Exposed Design Lateral Story Story LEVEL Height Width Pressure Force Shear Moment I (fti (ft) Ce Cq (psf) (k) (k) (k) CT Engineering, kv0602397 CT Engineering 180 Nickerson Suite 302 Seattle, WA 98109 Date: 01/23/97 Page: MULTI-STORY WIND FORCE DISTRIBUTION :LEVEL # Ramada Inn - Tukwila 1994 UBC WIND FORCE CALCULATION Exposure for Cale of Ce; Enter 2-)T, 3-, 4-, = 2 Cq: Press Coeff. = 1.30 Basic Bind Speed = 80.0 mph Qs: Wind Stagnation Press 16.40.psf Importance Factor = 1.00 Parapet Height . 12.00 ft TABLE OF HID FORCES I BUILDING LEVEL Level Exposed Design Lateral Height Width Pressure Force (ft) (ft) Ce Cq (pet) (k) V4.482 lc) 1983 ENBACALC Story Story Shear Moment (k) (k) 2 18.00 70.00 0.650 1.30 13.86 15.52 1 10.00 70.00 0.620 1.30 13.22 8.33 15.52 124.17 Total Base Shear = 23.85 k Base Moment = 362.65 k CT Engineering, kw0602397 Page: 1 ; MULTI SEISMIC FORCE DISTRIBUTION Ramada Ian - Tukwila Zone Factor Site Response inal Seismic Factor=ZIC/ Rv. = 0.1375 uilding Period ( 0.7 =, No 'Ft' top force TABLE OF SEISMIC FORCES 1 BUILDING LEVEL ased On: Fx : (V-Ft) Mx Hi / ( Sum(i=1-4) Willi I Weight Heipt Lateral evel Wi Hi Wi t Hi Ft Fx Force I (k) (ft) (k-ft 1 (k) (k) (k) 2 154.0 18.00 2772 0.000 27.23 27.23 1 154.0 10.00 1540 15.13 15.13 um Wi : 308.00 k Sum Willi = • 4312 k-ft Base Shear = 42.35 k Base Mom = 641.30 k-ft ased on: Fpx = Wpx evel Weight # Wpx 2 154.0 1 154.0 f4.4B2 (el 1983.95 ENERCALC 1994 UDC SEISMIC FACTOR CALCULATION = 0.30 Importance Factor = 1.00 = 1.0 On: Height to Top Level: 18.00 ft Ct: Coefficient : 0.020 * Sua(l=x-,n) Fl Lateral Sum 11 Fl 27.23 27 15.13 42 • DIAPHRAGM FORCE DISTRIBUTION TABLE / Sum(1=x-)n) WI Sum Max Diaphragm 11 .75ZIWpx Fpx 154 34.65 27.23 k 308 . 34.65 21.18 k IN Coefficient Building Period C: Coefficient Story Shear (k) 27.23 = 6.0 0.175 2.750 Story Moment (k-ft) 217.80 CT Engineering, kv0602397 N & FASTENING SCHEDULE TYPE C1 C2 C3 CM1 CM2 P1 P2 NO. & HDWR. TYPE CS16 CS18 CS22 CMST12 CMST14 HPAHD22 PAHD42 WOOD MEMBER WOOD ANCHOR CONCRETE FASTENER BOLT EMBEDMENT 2X (22)10D NA 2X (18)10D 2X (12)10D 4X (100)16D NA 4X (74)16D 4X (21)16D (8 "WALL) 4X (16)16D (8 "WALL) UPLIFT CAPACITY 1650 13S3 1270 /041 825 Col 7 9640 7 5 O S 6795 SS�2 4370/2210 3S-I9 3 /I 9 I2 2945/1400 2 q I S/ 1 148 MST37 MST48 MST60 H2 HD2A H5 HD5A H6 HD6A H8 HD8A 1110 HD10A H2O HD20A F1 FTF42/FTS29 L1 LTT20B 4X 4X 4X (3)2X (3)2X ( (4)2X (3)2X (4)2X 3X 3X AT1 ALL THREAD 10" LOG 2 a,442716D (2)4/2" 6" 34-146)16D qg (56)16D (2) 5/8" (2) 3/4" (2)7/8" (3) 7/8" (4) 7/8" (4)1" 5/8" 3/4" 7/8" 7/8" 7/8" 1 " 3815 4460 5800 2775 4010 5510 7910 10425 13380 (32) 10D (10)16D 3/4" 9" 1750 .25X4X4PL 3/4" 9" 6530 HOLDOWN NOTES: 1. HOLDOWNS SHALL BE AS MANUFACTURED BY SIMPSON CO. SEE CATALOG FOR VAL INFORMATION. 2. NAILS SHALL BE COMMON, 16d SHALL HAVE A DIAMETER OF .162" AND 10d SHALL HAVE A DIAMETER OF .148 ". 3. ANCHOR BOLTS SHALL BE A307 HEX HEAD BOLT, OR A36 STD. "J" OR "L" BCefiEE NOTE 6 FOR LOG WALLS. 4. FACE NAIL BUNDLED STUDS TOGETHER WITH (2) 16d 12" TYP. 5. ALL ANCHOR BOLTS SHALL BE TIED IN PLACE IN THE FORMWORK PRIOR TO PLACING THE CONCRETE, le. NO "WET- STICKING" OF BOLTS. 227 (0 326 45/9 601-5 te17 /. 4700/3315 3854l 2..7 /g .fi. iv es /J/20m/r— - a • .1 l'7 2 Z 7 z 3 4 -9-6 4045 NALL MARK 1/2" CDX P-6 ONE SIDE 1/2" CDX P-4 ONE SIDE P -3 1/2 "CDX 2P-6 TWO SIDES 1/2 CDX 2P-4 TWO SIDES 1/2 CDX 2P -3 TWO SIDES PANEL NAILING @ EDGES 112" CDX ONE SIDE 6,13n 6r w t3 0 1•10 SIDE ON6 6(06 2G' Sly" (1t4J 8 1306 sine5 061 Et" &,w6 TWO s(1754 r _ . SHE, -,rt WALL SCHEDULE Hem Fir NO.2 6" , n 3" INTERMED. PLATE A. BOLTS VALUE NAILING ' NAILING TO CONCR. (PLF) 12" (2) 16d 5/8" A.B. @ 8" @48" t 12" (3) 16d @ 3 " Ste A. e. @ '€' 618' *4-g C? *S 51a" ,As e 46 5/8 A.B. @ 12" ;HEAR WALL NOTES: BLOCKING IS REQUIRED AT ALL PANEL EDGES. . NAILS FOR PLYWOOD SHALL BE 10d COMMON OR GALV. BOX 10d NAILS SHALL HAVE A 0.148" DIAMETER. MULTIPLY VALUES BY .82 FOR HEMFIR. 13 GAGE STAPLES OR .148 P -NAILS CAN BE USED IN LIEU OF 10d NAILS. WHERE PLYWOOD IS APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6" O.C., PANEL JOINTS SHALL BE OFFSET TO FALL ON " /2'' ( lc.J 676 AD 1+5- e 48 (o 4 ) coo to, N . tiPai.417 254 377 492 508 754 648 ateral Analysis .amada Inn - Tukwila LEVEL TRIG L V v WALL OTM TOTAL RM DEAD WL\2 HOLDOWN TYPE AREA TYPE OTM LENGTH LOAD 1 I nd Floor = 27.23 • 1 0.25 42 6807.5 162.1 p(p 1296.7 9 165 631 - 665.542 2 0.25 54 6807.5 126.1!,91008.5 12 165 842 - 167.019 3 0.25 58 6807.5 117.4 O- 2u7938.97 10 165 701 - 237.716 4 0.25 60 6807.5 113.5 pc, 907.67 9 165 631 - 276.542 st Floor ,= 42.35 1 0.25 42 10588 252.1 9(, 2268.8 3565 9 305 1167 - 1102.13 2 0.25 54 10588 196.1 1764.6 2773 12 335 1709 - 56.0833 3 0.25 58 10588 182.5 f' 1642.9 2582 10 335 1424 - 219.138 4 0.25 60 10588 176.5 f(' 1588.1 2496 9 305 1167 -421.5 Nlorth - South ?nd Floor i= 32.59 k 0.07 19 2281.3 120.1 PG 960.55 21 150 1051 89.9776 3 0.143 40 4660.4 116.5 3(01 932.07 14 150 700 - 231.724 0.143 36 4660.4 129.5 9U 1035.6 12 150 600 - 435.338 ) 0.143 48 4660.4 97.09 2( 776.73 24 150 1201 423.872 0.143 52 4660.4 89.62 24 716.98 28 150 1401 683.72 - 0.143 52 4660.4 89.62 207 716.98 28 150 1401 683.72 3 0.143 52 4660.4 89.62 Zt4 7 716.98 18 150 900 183.47 ti 0.07 38 2281.3 60.03 P4/ 480.27 14 150 700 220.076 2nd Floor v= 50.08 A 0.07 19 3505.6 184.5 pc, 1660.5 2621 21 330 2311 650.608 B 0.143 40 7161.4 179 e4 1611.3 2543 14 380 1774 162.896 C 0.143 36 7161.4 198.9 p&, 1790.4 2826 12 380 1521 -269.6 D 0.143 48 7161.4 149.2 Q(.o 1342.8 2119 24 380 3042 1698.75 E 0.143 52 7161.4 137.7 Dl0 1239.5 1956 28 380 3548 2308.96 F 0.143 52 7161.4 137.7 p(v 1239.5 1956 28 380 3548 2308.96 G 0.143 52 7161.4 137.7 P(r 1239.5 1956 18 380 2281 1041.66 H 0.07 38 3505.6 92.25 Ks? 830.27 1311 14 330 1541 710.496 • BLANK.XLS Page 1 � ek coo LO • Client: • 122_Hasamigamakimajo Project: ,eme4A-pA Al/t/ it-14.11 C. :4 Structural and Civil Engineers r —Ate: Page Number: Suite 302 -7 98109 Seattle, WA • / /Z3 • (206) 285-4512 FAX: (206) 285-0618 CT ENGINEERING Suite 302 Seattle, WA ' /24/ *PA- i NV -7-7./ 4, it 4 1 1 I 2.3 ) 1 7 98109 II Prolect• (206) 285.4512 FAX: (206) 285-0618 10 Client: Page Number: Structural and ChM Engineers • Oct. n / /Z./ 1 7 . 641,14 r/e / Client: Structural and Civil Engineers Page Number: U111 3U4 Seattle, WA 98109 • .(2061 283-4312 FAX: (206) 255.0616 W • e c O VERT. GAIN TYPE 'A' VERT. SAM TYPE 'e' WPM 5Aw5 TYPE V PTR. IWO TYPE V' FTCai. B4 b TYPE 'tt' PT11 bYr T1TE 1 1j' Id-4e 2-b" 8" 3=G 15" *8gIG 4 @to •5 @t$ *'Se14 45e1e I g'_o" 1 ! V" $" 2 -1 15" 4 6,010 — tkq@ to *seta os.. 14 #Stla . ' O' ° o 1 ir l 'l 3 *5 18 -^ '4 @ to # SGd IB -a# S@ 14 *se IS :%o ° t a S" 0 13 i*S'"@Ig —' '4@ l0 sk5@ lS 4 'S @ l4 0 SG2 t% CANTILEVEF` RETAINING WALE SCHEDULE CONC. DIMENSIONS I REINFORCING SIZES DAIS COL. A INC (2) 9 LAP 3' -D' TYPE 'D DAR SASE • 3' r STD HOOK TYPE T DAR I- 1I- 11= II- 11= 0= I1= (f -Tf =1 TYPE 'C' BAR 2'• WEEP HOLES AT 8' -D' O.C. SOIL DEPTH ON TOE • SCALE► 3/4' • I' • m' CANTILEVER RETAINING WALL W/ SCHEDULE CD 27 J u 0 TYPE 'A' BARS TO TOP OF WALL I' m' SOIL COVER 2' CLR. CTYP) iz tZ I' -m' FREE DRAINING GRANULAR FILL 4 - -DOILIELS SAME SIZE 4 SPACING AS TYPE A DAR - -�•� DRAIN TILE TYPE T BAR CT Engineering_ Nickerson -St. Suite 302 Seattle, WA 98109 CANTILEVERED RETAINING WALL DESIGN Motel WALL & FOOTING DATA Retained Height = 11 0 ft Wall Ht. above Soil - 0.50 ft Toe Width - -2L.Q.Lft Heel Width = _Lli ft Total Footing Width = 6.13 ft Footing Thickness = 1QQ-in Key Depth = 0.00 in Key Width = 0.00 in Toe to Key Dist. = 0.00 ft SLIDING CHECK Ftg /Soil Friction Soil to Neglect = Lateral Pressure = - Passive Pressure - Friction = Add'l Force Required = SUMMARY Pressure a Toe = Pressure a Heel = Allowable Press. _ Bcc, of resultant = Max. Shear a Toe Max. Shear a Heel = Allow. Ftg Shear = Factors of Safety: Overturning = 2.59 :1 Sliding = 1.54 :1 Origin of Force... Active Soil Press. _ Soil over Heel Soil over Toe = Sloped Soil e Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall Load e Proj. Wall Averaged Stem Wts. Added Lateral Load Footing Weight Key Weight Vertical Component of Active Pressure Totals ON Resisting Totals Used For (Vert. Component of Active VERTICAL LOADS Axial DL on Stem - 0 plf Axial DL on Stem - 0 plf ...Eccentricityy - 0.00 in Surcharge over Toe - 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = 8000 psf Active Lateral = 30.0 pcf 0.50 Max Press. = 0.0 pcf 0.00 in Slope Press. = 0.0 pcf 2251 I Backfill Slope - 0.0 :I 313 I Passive Press. = 400.0 pcf 3146 I Soil Density = 105.0 pcf 0.0 I Soil Ht over Toe = 0.00 in FOOTING 1778.2 psf 276.6 psf 8000 psf 8.95 in 15.46 psi -17.36 psi 93.11 psi 2250.9 0 - 23.4 0 0.0 0 0.0 0 0.0 0 0.0 0 0 • 2227.5 I Soil Pressure Pressure Removed) Soil Press. Mult. Toe Heel f'c By ACI Eq 9 -1 = 2489 387 psf Fy Mu- Upward = 4521 4682 ft Min. As Percent Mu- Downward = 525 11239 ft -I Omit SP Under Heel Mu- Design = 3996 -6558 ft -I One -Way Shear: Actual = 15.5 17.4 psi Allowable = 93.1 93.1 psi Cover over Rebar = 3.50 2.50 in 'd' = 11.50 12.50 in Ru = Mu /bd "2 = 33.6 46.6 psi SUMMARY OF FORCES it MOMENTS Overturning Moments I ft ft - I 4.08 0 0.42 0 0.00 0 0.00 0 0.00 0 0.00 0 0 9191.3 0 -9.8 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 9181.6 ft -I 0 3994.4 0.0 0.0 0.0 0.0 0.0 0.0 0 1150.0 0 1148.4 0.0 0.0 6292.8 I 6292.8 I Date: 01 /29/97 Page: .LATERAL LOADS Lateral Load Acting on Stem Above Soil = Add'l Lateral Load Dist to Load Start Dist to Load End ADJACENT FOOTING Vertical Load = 0.0 I Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ...Above /Below:( + / -) = 0.0 ft Spread Footing ? No DESIGN I 4e 1 62 8e I9e Resisting Moments 1 ft 0 4.40 0.00 0.00 0.00 0.00 0.00 0.00 0 2.33 0 3.06 0.00 Toe 14.49 22.46 31.88 43.48 48.00 48.00 = 3000 psi • 60000 psi • 0.0012 ? No Heel 13.33 20.67 29.33 40.00 48.00 48.00 ft -I 0 11558.6 0.0 0.0 0.0 0.0 0.0 0.0 0 2683.3 0 3517.1 0.0 0.00 0.0 in o/c in o/c in o/c in o/c in o/c in o/c 0.00 psf 0.00 plf 0.00 It 0.00 ft 23759.0 ft -I 23759.0 ft -I (continued on next page....) V4.4B2 (c) 1983-95 ENERCALC CT Engineering, kw0602397 CT Engineering_ „ 180 Nickerson St. Suite 302 t Seattle, WA 98109 Date: 01/29/97 :CANTILEVERED RETAINING WALL DESIGN , ..• • : : • • -• , Motel (....continued) STEM SUMMIT Top Stet: Frau 0.00 ft to Top of Wall 8.00in Concrete v/ 88 e 16.00in, d= 5.50in Pc= 3000.0psi, Fy= 60000.0psi Wall Bt.= 100.00psf, Bar gybed: 13.Oin • flu = 11313.5 (= Mn = 13111.0ft-i Vu = 42:94 (2 Vu 93.11psi Interaction Value = 0.863 • Second Sten Pro' 0.00ft to 0.00ft 0.00in Concrete v/ 0 • 0.00in 0.00in Wall Wt.= 0.00psf, Bar Robed 0.0in Interaction Value = 0.000 • , , •`' • . ' Pag T.482 (c) 1983-95 8118RCALC • • " . • , • , CT Bagineeriag, kw0602397 CT Engineering_ Nickerson -St. Suite 302 Seattle, WA 98109 CANTILEVERED RETAINING WALL DESIGN Motel NALL Q FOOTING DATA Retained Height = Wall Ht. above Soil = Toe Width = Heel Width Total Footing Width = Footing Thickness Key Depth Key Width Toe to Key Dist. SLIDING CHECK Ftg /Soil Friction Soil to Neglect Lateral Pressure - Passive Pressure Friction Add'l Force Required = SUMMARY Origin of Force... 9.00 ft 0.50 ft 1.50 ft 3.25 ft 4.75 ft 15.00 in 0.00 in 0.00 in 0.00 ft 0.50 0.00 in 1576 I 313 I 2141 I 0.0 I Active Soil Press. = 1575.9 Soil over Heel = 0 Soil over Toe = -23.4 Sloped Soil 8 Heel = 0 Adjacent Ftg. Load = 0.0 Surcharge Over Heel = 0 Surcharge over Toe = 0.0 Axial Load on Wall - 0 Load 8 Proj. Wall = 0.0 Averaged Stem Wts. = 0 Added Lateral Load = 0.0 Footing Weight = 0 Key Weight = 0 Vertical Component of Active Pressure 0 0 Totals = 1552.5 I Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) 3.42 0 0.42 0 0.00 0 0.00 • 0 0.00 0 0.00 0 0 Pressure a Toe = 1764.3 psf Soil Press. Mult. Pressure 8 Heel = 38.6 psf By ACI Eq 9 -1 = Allowable Press. = 8000 psf Mu- Upward = Ecc. of resultant = 9.09 in Mu- Downward = Max. Shear a Toe = 8.12 psi Mu- Design = Max. Shear 9 Heel = -11.71 psi One -Way Shear: Allow. Ftg Shear = 93.11 psi Actual = 8.1 11.7 psi Factors of Safety: Allowable = 93.1 93.1 psi Overturning = 2.29 :1 Cover over Rebar = 3.50 2.50 in Sliding = 1.56 :1 'd' = 11.50 12.50 in Ru = Mu /bd "2 = 18.5 25.9 psi SUMMARY OF FORCES & MOMENTS VERTICAL LOADS .LATERAL LOADS Axial DL on Stem - 0 plf Lateral Load Acting on Axial DL on Stem - 0 plf Stem Above Soil = ....Eccentricity = 0.00 in Add'l Lateral Load Surcharge over Toe - 0.0 psf Dist to Load Start Surcharge over Heel = 0.0 psf Dist to Load End = Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA ADJACENT FOOTING Allowable Bearing = 8000 psf Vertical Load = Active Lateral - 30.0 pcf Load Eccentricity = Max Press. 0.0 pcf Footing Width = Slope Press. = 0.0 pcf Ftg. CL to Wall = Backfill Slope = 0.0 :1 Vert. Position of Ftg. Passive Press. = 400.0 pcf ..Above /Below :( + / -1 Soil Density = 105.0 pcf Spread Footing ? No Soil Ht over Toe = 0.00 in FOOTING DESIGN 5384.5 0 0 244 .3 -9.8 .0 0 .0 0.0 .0 0 .0 0.0 .0 0 .0 0.0 0 0 95 .0 0.0 0 0 89 .6 0 .0 0 .0 5314.7 ft -I 428 .9 I 428 .9 I Date: 01/29/97 Page: Toe Heel f'c 2470 54 psf Fy 2493 1642 It -I Min. As Percent 295 5291 ft -I Omit SP Under Heel 2197 -3649 ft -I Toe I 4 8 14.49 I 6 8 31.88 1 8 8 48.00 I 9 8 48.00 Overturning Moments Resisting Moments I ft ft -I I ft 0 3.46 0.00 0.00 0.00 0.00 0.00 0.00 0 1.83 0 2.38 0.00 0.00 • 3000 psi • 60000 psi • 0.0012 No Heel 13.33 20.67 29.33 40.00 48.00 48.00 844 174 211 1229 1229 r. ft -I 0 .7 .0 .0 .0 .0 .0 .0 0 .7 0 .2 .0 in o/c in o/c in o/c in o/c in o/c in o/c .0 .5 ft -I .5 ft -I 0.00 psf 0.00 plf 0.00 It 0.00 ft 0.0 1 0.00 in 0.00 ft 0.00 ft 0.0 ft (continued on next page....) V4.4B2 (c) 1983-95 ENERCALC CT Engineering, kw0602397 ....Continued) STEM SOMPAIT Stet: From 0.00 ft to Top of Wall • 8.00in Concrete 6 e 16.00in, d= 5.63in 2:-Pc= 3000.0psi, Py= 60000.0psi ?,; 100.00psf, Bar Elbed= 8.9in • = 6196.5 f= Mn = 7871.2ft-I Vu = 27.50 <2. Vn = 93.11psi Interaction Value = 0.787 :!cond Ste' Fros 0.00ft to 0.00ft • 0.00in Concrete if/ #0 e 0.00in, d= 0.00in Wall Vt.: 0.00psf, Bar Embed= 0.0in Interaction Value = 0.000 14.02 (c) 1983-95 SHEICALC CT Engineering, kw0602397 CT Engineering 180 Nickerson -St. Suite 302 Seattle, WA 98109 CANTILEVERED RETAINING WALL DESIGN Motel • WALL & FOOTING DATA Retained Height = 5.50 ft Wall Ht. above Soil = Toe Width Heel Width Total Footing Width Footing Thickness = Key Depth Key Width Toe to Key Dist. _ SLIDING CHECK Ftg /Soil Friction Soil to Neglect Lateral Pressure - Passive Pressure - Friction Add'l Force Required SUMMARY Pressure a Toe Pressure 8 Heel Allowable Press. Ecc, of resultant Max. Shear 9 Toe Max. Shear 9 Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding Origin of Force... Active Soil Press. Soil over Heel Soil over Toe = Sloped Soil 8 Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall Load 9 Proj. Wall Averaged Stem Wts. Added Lateral Load Footing Weight Key Weight Vertical Component of Active Pressure • Totals 0.50 ft 0.50 ft 2.00 ft 2.50 ft 13.00 in 0.00 in 0.00 in 0.00 ft 0.50 0.00 in 650 I 235 1 888 1 0.0 2105.0 psf 0.O psf 8000 psf 8.25 in 0.00 psi -3.77 psi 93.11 psi 1.70 :1 1.73 :1 650.1 2.19 0 0 -17.6 0.36 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0.0 0.00 0 0 0 0 0 0 632.5 1 Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) VERTICAL LOADS .LATERAL LOADS Axial DL on Stem = 0 plf Lateral Load Acting on Axial DL on Stem = 0 plf Stem Above Soil ..Eccentricity = 0.00 in Add'l Lateral Load Surcharge over Toe = 0.0 psf Dist to Load Start Surcharge over Heel = 0.0 psf Dist to Load End Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing = Active Lateral = Max Press. - Slope Press. _ Backfill Slope = Passive Press. _ Soil Density = Soil Ht over Toe = Soil Press. Mult. Toe By ACI Eq 9 -1 = 2947 Nu- Upward = 332 Mu- Downward - 28 Nu- Design = 304 One -Way Shear: Actual = 0'.0 3.8 psi Allowable = 93.1 93.1 psi Cover over Rebar = 3..50 2.50 in 'd' = 9.50 10.50 in Ru = Mu /bd "2 = 3.7 8.9 psi SUMMARY OF FORCES & MOMENTS Overturning Moments 1 ft ft -1 1426.6 0 -6.4 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 1420.3 ft -1 ADJACENT FOOTING 8000 psf Vertical Load = 0.0 1 30.0 pcf Load Eccentricity 0.00 in 0.0 pcf Footing Width = 0.00 ft 0.0 pcf Ftg. CL to Wall = 0.00 ft 0.0 :1 Vert. Position of Ftg. 400.0 pcf ..Above /Below:( + / -J = 0.0 ft 105.0 pcf Spread Footing ? No 0.00 in FOOTING DESIGN Heel f'c O sf Fy 41 ft -1 Min. As Percent 921 ft -1 Omit SP Under Heel -880 ft -1 1 1 1 77 60 40 177 177 .0 .0 .0 .0 .0 .0 .0 0 .0 0 .2 .0 Date: 01/29/97 Page: 4 Q 59 69 78 8 e 98 0 1.83 0.00 0.00 0.00 0.00 0.00 0.00 0 0.83 0 1.25 0.00 0.00 Toe 17.54 27.19 38.60 48.00 48.00 48.00 Resisting Moments 1 ft • 3000 psi • 60000 psi • 0.0012 ? No Heel 15.87 24.60 34.92 47.62 48.00 48.00 ft -1 0 1411.7 0.0 0.0 0.0 0.0 0.0 0.0 0 500.0 0 507.8 ' 0.0 0.0 in o/c in o/c in o/c in o/c in o/c in o/c 0.00 psf 0.00 plf 0.00 ft 0.00 ft 2419.5 ft -1 2419.5 ft -1 (continued on next page....) V4.4B2 (c) 1983 -95 ENERCALC CT Engineering, kw0602397 • STEM SUMMA!! p Sten: From 0.00 ft to Top of Wall 8.00in Concrete v/ # 5 I 18.00in, d= 6.19in *fie= 3000.0psi, Fy= 60000.0psi all Wt.= 100.00psf, Bar Med= 6.Oin :Au = 1414.2 <= Mn = 5565.4ft-11 8.53 <= Yn = 93.11psi Interaction Value = 0.254 ANTILEVERED RETAINING WALL DESIGN Motel • 14.482 lc) 1983-95 BNERCALC CT Engineering, kv0602397 CT Engineering_ 180 Nickerson t. Suite 302 Seattle, WA 98109 CANTILEVERED RETAINING WALL DESIGN • Motel NALL A FOOTING DATA Retained Height = 7.00 ft Wall Ht. above Soil - 0.50 ft Toe Width = 1.00 ft Heel Width Total Footing Width Footing Thickness = Key Depth Key Width = Toe to Key Dist. SLIDING CHECK Ftg /Soil Friction Soil to Neglect Lateral Pressure = - Passive Pressure = - Friction = Add'l Force Required = SUMMARY Pressure e Toe - Pressure a Heel Allowable Press. Bcc. of resultant - Max. Shear @ Toe = Max. Shear a Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding Origin of Force... Active Soil Press. Soil over Heel Soil over Toe Sloped Soil e Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall Load a Proj. Nall Averaged Stem Wts. Added Lateral Load Footing Weight Key Weight Vertical Component of Active Pressure Totals Resisting Totals Used For (Vert. Component of Active 2.50 ft 3.50 ft 13.00 in 0.00 in 0.00 in 0.00 ft 0.50 0.00 in 980 1 235 1 1333 1 0.0 1 1667.7 psf 0.0 psf 8000 psf 8.21 in 3.71 psi -8.31 psi 93.11 psi 2.08 :1 1.60 :1 VERTICAL LOADS Axial DL on Stem - 0 plf Axial DL on Stem - 0 plf ...Eccentricity = 0.00 in Surcharge over Toe - 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning SOIL DATA Allowable Bearing Active Lateral Max Press. Slope Press. Backfill Slope Passive Press. Soil Density Soil It over Toe Soil Press. Mult. By ACI Bq 9 -1 = Mu- Upward Mu- Downward Mu- Design One -Way Shear: Actual = 3.7 Allowable = 93.1 Cover over Rebar = 1.50 t Ru = Mu /bd *2 = 11.5 SUMMARY OF FORCES & MOMENTS Overturning Moments 1 ft ft -1 980.1 2.69 2640.8 0 0 0 -17.6 0.36 -6.4 0 0 0 0.0 0.00 0.0 0 0 0 0.0 0.00 0.0 0 0 0 0.0 0.00 0.0 0 0 0 0.0 0.00 0.0 0 0 0 0 0 0 0 0 0 962.5 1 2634.5 ft -1 • 8000 psf • 30.0 pcf • 0.0 pcf • 0.O pcf • 0.0 :1 • 400.0 pcf • 105.0 pcf • 0.00 in FOOTING DESIGN 8.3 psi 93.1 psi 2.50 in 10.50 in 16.9 psi 0 134'-.5 0.0 0.0 0.0 0.0 0.0 0.0 0 750.0 0 568.7 0.0 0.0 2666.2 1 Soil Pressure 2666.2 1 Pressure Removed) Date: 01/29/97 Page: 1 .LATERAL LOADS Lateral Load Acting on Stem Above Soil Add'l Lateral Load Dist to Load Start Dist to Load End Toe Heel f'c 2335 0 psf Fy 1046 437 ft -1 Min. As Percent 114 2112 ft -1 Omit SP Under Heel 932 -1675 ft -1 Toe 1 4 e 17.54 I 5 @ 27.19 1 6 e 38.60 1 8 e 48.00 1 9 e 48.00 r. ADJACENT FOOTING Vertical Load = 0.0 1 Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ..Above /Below:( + / -) = 0.0 ft Spread Footing ? No Resisting Moments 1 ft 0 .58 . 00 .00 .00 .00 .00 .00 0 .33 0 . 15 .00 • 3000 psi • 60000 psi • 0.0012 ? No Heel 15.87 24.60 34.92 47.62 48.00 48.00 ft -1 0 3481.0 0.0 0.0 0.0 0.0 0.0 0.0 0 1000.0 0 995.3 • 0.0 .00 0.0 in o/c in o/c in a/c in o/c in o/c in o/c 0.00 psf 0.00 plf 0.00 It 0.00 ft 5476.3 ft -1 5476.3 ft -1 (continued on next page....) V4.4B2 (c) 1983 -95 ENBRCALC CT Engineering, kw0602397 --continued) STEN SUVA! p Stem: From 0.00 ft to Top of Wall • 8.00i Concrete v/ II 5 e 18.00m, d= 6.19in fic= 3000.0psi, Fy= 60000.0psi lall fit.= 100.00psf, Bar gibed= 6.Oin ":01u = 2915.5 (: Mn : 5565.4ft - Vu = 14.44 cr. Vn 93.11psi LInteraction Value : 0.524 Icond Stem From 0 00ft to 0.00ft 0.00in Concrete vi I 0 • 0.00m, d= 0.00m • W al l Wt.= 0.00psf, Bar Embed= 0.Oin 'interaction Value = 0 . 00 u' „ Date 01/29/97 age: V4.452 (c) 1983-95 BNERCALC CT Engineering, kw0602397 C T u. yeti ti: ti a: ta, tama Project. /ZL U#7 4 /NN C L.4.'w /Ct4 1 —• ,`te• Client: Structural and Civil Engineers Es - L )z I 4 31gyc,312 M= "74 (.z)2 13, 3zo V= 31 I* ra• " 444 o' 14o* l wr Page Number: bus e JU2 Seattle, %V.a 98109 (2061 2854512 FAX: (2061 285.0618 • RA0 4 I Nd' . roe LA rolect: lent: Page Number: 153 4:7r- j 1L 0" P 14, 345 * BIGo LL. 8185 USE sT• F3e,4M. 10 5 #` W = SC 4O Pt=) P M. (los p5c) = I lot; 40 ilr4 Woe. sTL l3 aA4-1 Iloi 3+6 IS' (4 P5F) + 12 &{o P5o.) Structural and Civil Engineers 12.6.0 (S) V= 315 W = 4 (4a PS F) + 4 00 51°5 z _ M - 4" (Z �- 1 not, mot' \t 2230 .. Id 610' 210 If 420 l TAT vI• 42.0 b O • .54 d 19 L 9 /6= to = 2.2+ Seattle, WA 98109 (206) 285.4512 FAX: (206) 283.0618 to STEEL BEAM DESIGN BEAM DATA Center Span Length = 11.00 ft AISC Section Left Cantilever - 0.00 ft Section Depth Right Cantilever = 0.00 ft Web Thickness Unbraced Length = 2.00 ft Section Width Beam Wt. is ADDED To applied loads Flange Thickness Live Load Not Acting with Short Term Section Area Fy = 36 ksi Section Weight Load Duration Factor = 1.00 rT, y Beam End Fixity : Pin:Pin Dead Load Live Load Distance To Load Dead Load Live Load Distance To Start Distance To End V4.4B2 (c) 1983-95 BNERCALC • 8.20k = 8.20 k = 5.00 ft 0.16 k /ft • 0.26 k /ft 0.00 ft = 11.00 ft APPLIED LOADS Concentrated Loads Uniform Loads Date: 01/25/97 STEEL SECTION DATA w16x26 • 15.69 in Ixx • 0,250 in Iyy • 5.50 in Sxx • 0.345 in Syy • 7.68 in2 r:xx • 26.08 f r:yy • 1.36 in 301.00 in4 • 9.59 in4 • 38.37 in3 3.49 in3 6.260 in 1.111 in SUMMARY USING r16x26, Max Stress Ratio = 67,53%, Min Defl. Ratio : 1246.92 TABULAR SUMMARY OF LOAD COMBINATIONS Maximums... Actual Allowable Dead Load + Loads Placed as follows Moment = 51,3 76.0 k -ft Placed DL LL LL +ST LL LL +ST Stress = 16.05 23.76 ksi for Max Only BCntr BCntr @Cants @Cants ;Shear : 11.40 56.48 k Stress : 2.91 14.40 ksi Moments,. M+ @ Center : 51.3 25.1 51.3 0.0 0.0 Deflection : -0.106 M- 8 Center : -0.0 -0.0 0.0 0.0 fb / Fb : % max 0,675 8 Left : 0.0 0.0 0.0 0.0 fv / Fv : % max 0.202 @ Right : 0.0 0.0 0.0 0.0 Nin. DL Defl Ratio = 2561.30 Shears.., @ Left = 11.40 5,50 11.40 0.00 0.00 Nin. TL Defl Ratio = 1246.92 8 Right : 9.91 4,75 9.91 0.00 0.00 Deflection.. 8 Center = -0.106 -0.052 -0.106 -0.052 0.000 8 Left : 0.000 0.000 0.000 0.000 0.000 8 Right = 0.000 0.000 0,000 0.000 0.000 at 0.00 ft : 0.000 0.000 0.000 0.000 Reactions @ Left : 11.40 5.50 11,40 5.50 0.00 Reactions 8 Right : 9.91 4.75 9.91 4.75 0.00 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.0 k -ft 0.00 k 0.00 k 0.000 in 0.000 in 0.000 in 0.000 in 0.00 k 0.00 k CT Engineering, kw0602397 STEEL BEAM DESIGN BEAN DATA inter Span Length = 24.00 ft !ft Cantilever = 0.00 ft ight Cantilever - 0.00 ft ibraced Length = 2.00 ft !am Wt. is ADDED To applied loads Lye Load Not Acting with Short Term 36 ksi ,ad Duration Factor = 1.00 eam End Fixity Pin:Pin ead Load ive Load istance To Load ead Load ive Load istance To Start istance To End SING w16x50, Max Stress Ratio = 61.72%, Min Defl. aximums... Actual Allowable oment = 99.1 160.5 k -ft ....Stress : 14.67 23.76 ksi hear = 16.94 88.97 k ..Stress = 2.74 14.40 ksi Moments.. M+ @ Center = eflection = -0.539 M- @ Center - b / Fb : % max 0.617 @ Left = v / Fv : % max 0.190 it Right = lin. DL Defl Ratio = 1323.81 Shears... @ Left = lin. TL Defl Ratio = 534.28 @ Right Deflection.. @ Center = @ Left = @ Right at 0.00 ft = Reactions @ Left = Reactions a Right = V4.482 (c) 1983-95 ENERCALC = 1.68 k • 2.76k • 7.00 ft • 0.42 loft • 0.68 k /ft = 0.00 ft 24.00 ft AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y APPLIED LOADS Concentrated Loads Uniform Loads STEEL SECTION DATA 1116x50 16.26 in Ixx • 0.380 in Iyy • 7.07 in Sxx • 0.630 in Syy • 14.70 in2 r:xx ▪ 49.91 f r:yy 1.84 in = 659.00 in4 = 37.20 in4 = 81.06 in3 10.52 in3 = 6.696 in 1.591 in SUMMARY Ratio = 534.28 TABULAR SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Placed DL LL LL +ST LL LL +ST for Max Only @Cntr @Cntr @Casts @Cants 99.1 40.0 99.1 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0 k -ft 0.0 0.0 0.0 0.0 0.0 k -ft 16.94 6.83 16.94 0.00 0.00 0.00 k 15.09 6.13 15.09 0.00 0.00 0.00k -0.539 -0.218 -0.539 -0.218 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 16.94 6.83 16.94 6.83 0.00 0.00k 15.09 6.13 15.09 6.13 0.00 0.00k CT Engineering, kw0602397 Max Allow Plate Fb Actual fb None None LOAD . DATA 1 2 Axial. Load 12.00 k 17.00 k Y -a Axis Mount 0.00 k -ft 0.00 k -ft AISC Section Nam TS4x4x1 /4 TS4x4x1 /4 BOLT DATA Bolt Tension Capacity : 6.00 k 6.00 k Bolt Count Per Side 1 1 Anchor Bolt Area 0.440 in. 0.440 in Bolt Dist. frog PL Edge 1.50 in .1.50 in A SUPPORT DATA. Baseplate Depth 5.00 in 5.00 in Width 5.00 in 5.00 in Support Area Depth 1000.00 in 1000.00 in Support Area Width : 1000.00 in 1000.00 in MATERIAL DATA - f'c 3000'psi 3000 psi Fy 36 ksi 36 ksi Load Duration Factor 1.00 1.00 AISC Section Depth : 4.00 in 4.00 in Flange Width 4.00 in 4.00 in Flange Thickness : 0.250 in 0.250 in Web Thickness 0.250 in 0.250 in PLATE DESIGN - Min, Required Thickness 0.355 in 0.422 in Plate Analysis Method : 3 3 Tension Force per Bolt : 0.00 k 0:Q0 k Bearing Stress 480.00 psi 680-.00 psi Allow Bearing..: Per ACI 10.15 : 3510.00 k 3510.00 k Per AISC 1.5.5 2100.00 psi 2100.00 psi Max, Plate Capacity for Allowable Bearing.. :. 52.50 k 52.50 k PLATE ANALYSIS -- Actual Plate Thickness : CT Engineering_ Nickerson -St. Suite 302 Seattle, WA 98109 STEEL COLUMN BASEPLATE DESIGN: V4.4B2 (c) 1983 -95 ENERCALC CT Engineering, kw0602397 .�' 13Z. . = (Z. 41' - 1? . = 27.2. roject: :Ilene: L flra Structural and Civil Engineers DL Suite 302 Seattle, WA 98109 (206)285.512 FAX: Page Number: (206) 285.0618 Dom. Span Type Length Oepm Width R. Width R. Thick R In. In. In. In. WINK MtWpk c left <— Tendon Pronto Parameters —> Zips X1 /L X3 /L <— ---- right—> < —UPPER Length It • Stipp. c----LOWER CCLLMN —> Length WOW 0 ft ft in <— TMIOWESS —> LENGTH ALONG SPAN Left Poght WW1 Left Right in in it ft It =LUMN - -> 8401$ 0 in In Stipp. • Lower Upper Width C8C C8C In < —UPPER Length It Joint R O P CAP <— TMIOWESS —> LENGTH ALONG SPAN Left Poght WW1 Left Right in in it ft It c - -O > Oepth Width L -Length R•t.argth W in In In nvd■ t: I ‘ / ^ A..w.A.. .r SPAN DATA DROP CAP • COLUMN & ADDITIONAL SUPPORT DATA DROP PANEL TENDON l ^ . G . l �. LOADING Span Class Type Load Location Location k /ft. K k•ft ft rt NOTES: ADAPT 1733 Woodside Road, Suite 260 Redwood City, California 94061 Telephone 415/365 -2599 FAX 415/365.3306 4il !'O.tI:I S tJ! /' 6 y 4 Lee•; of c!/ : „Dint R o P CAP <--T 1 G ESS- -> LENGTH ALCM SPAN Lad Right Winn Litt RISM in in ft R It c- -0 > O.put Matti Li.ngin RL.ngih in in in in 2 0 I i —, rL — lz.S 95' . — 16, r '1 45 4S z?.$ 1a. Za •S 22 . 9 9 4 t 7 1 -7 15 Z2 .r 22,5. S 9 1(r 12- II 1 5 . Zz.s 1.1.5 24 G 9 (0 1L 7 17 - ..4's Z2 'S 2 5 7 2101 (C, (z. t Man Doom an A. WIa i A. Tad. in. k N. Wadi taalafer igm Ms —> 4 -1i don Rcfb PwMr 1yp. X? /L X2 /t. < -- — s I I i � ' rL — lz.S 95' f 16, z ' 2 S 1 . 9 9 IC0 i 3 I z S 9 1(r 12- r ÷ I 24 G 9 (0 1L 5 7 2101 (C, (z. (0 I 19 i SuPP. (---LONER i=1 JW4- -- .> L.nga, elcw o R R in <— ;,?PER Cx.LL,1.041 _> Lange, B 0 tt N in Sum. tai.. uoo.. Wan CaC CSC in Z. g Vol 8 f 16, (2_ . . 9 9 IC0 1 2_ S 9 1(r 12- r G 9 (0 1L 7 9 (C, (z. RUN =L ,g RUN I0: 1 z . ) SPAN DATA 9 9 DROP CAP 5 COLUMN & ADDITIONAL SUPPORT DATA DROP PANEL I. ea ,t �� o,t 19 / v d Z5 - Z -6 z o ro 2a 9 p ADAPT 1733 Woodside Road, Suite 260 Redwood City, California 94061 Telephone 415 /365.2599 TENDON NOTES: LOADING sort Can rip. toad Lomb, Locadan WIC r. D L ti 14 7/3' 4 .Q 81 n 61 • FAX 415/365 -33C5 .. ^vt;.tthn °tea; Y:�7 ��,,c- y' ! I ADAPT POST- TENSIONING SLAB /SEAM SOFTWARE ACI- 311- 92 /UBC -1991 (V 4.00) 1733 Woodside Road, Suite 260, Redwood City, California 94061 DATE AND TIME OF PROGRAM EXECUTIO*: Jan 26,1997 At Time: 22:30 P R O J I C T T I T L E : THE RAMADA CT Engineering Structural and Civil Engineers 110 Nickerson St., Suite 302, Seattle, WA 98109 1 - G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days 4000.00 (psi) WEIGHT 150.01 (pcf) CRISP factor for deflections 2.00 TENSION STRESS limits (multiple of (f'c) - 1 /2) Top of external support Top of internal support Bottom of external span Bottom of internal span COMPRESSION STRESS limits (multiple of (fit)) At all location* .450 MILD REINFORCEMENT: YIELD strength Minimum Cover at TOP Minimum Cover at BOTTOM POST - TENSIONING: SYSTEM Ultimate strength of strand Average effective stress in •strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min specified average post - tensioning Max tendon SPACING (multiple of member depth ) Tendon profile type and support widths ANALYSIS OPTIONS USED: Moments REDUCED to face of support Structure system Equivalent frame formulation per ACI - 318 -83 2 - I N P U T G E O M E T R Y 2 . 1 • S P A N D A T A SPAN TYPE LENGTH DEPTH WEB FL.NIDTH FL.THICR. WIDTH MULTIPLIER ft in. in. in. in. <- left - -- right -> - 1 - - - -2 3 4 5 6 7 s 9 - - -- 1 1 18.00 9.00 12.00 .00 .00 13.16 8 75 2 1 25.00 9.00 12.00 .00 .00 13.16 8 75 3 1 26.00 9.00 12.00 .00 .00 13.16 8 75 4 1 26.00 9.00 12.00 .00 .00 13.16 8 75 5 1 26.00 9.00 12.00 .00 .00 13.16 1 75 6 1 19.00 9,00 12.00 .00 .00 13.16 8 75 • ALL 2 . 2 - S U P P O R T W I D T H S A N D C O L U M N S D A T A SUPPORT WIDTHS JOINT in. - -1 2 1 8.00 2 12.00 3 12.00 4 12.00 5 12.00 6 12.00 7 8.00 < LENGTH ft 3 .00 .00 .00 .00 .00 .00 .00 LOWER B in. 4 18.00 16.00 16.00 16.00 16.00 16.00 16.00 COLUMN - - - -> D CSC LENGTH in. ft 5 6 8.00 (1) 12.00 (1) 12.00 (1) 12.00 (1) 12.00 (1) 12.00 (1) 8.00 (1) COLUMNS ARE ASSUMED FIXED AT TEE FAS END UNEONDED 270.00 (ksi) 175.00 (ksi) .153 (in - 2) 1.25 (in.) 1.25 (in.) 2.25 (in.) 150.00 (pea) S.00 (see section 9) 7 .00 .00 .00 .00 .00 .00 .00 6.000 6.000 6.000 6.000 60.00 (ksi) 1.00 (in.) 1.00 (in.) YES TWO -NAY YES UPPER B in. .00 .00 .00 .00 .00 .00 .00 (ET -1 COLUMN > D CDC* in. 9---- 10 - - -- .00 .00 .00 .00 .00 .00 .00 2 . 3 - D R O P C A P A N D D R O P P A N E L D A T A CAPT CAPS CAPDL CAPDR DROPTL DROPTR DROPS DROPL JOINT in in in in in in ft ft - -1 2 3 4 s 6 7 S 9 1 .00 .00 .00 .00 .00 .00 .00 .00 2 17.00 45.00 22.50 22.50 .00 .00 .00 .00 3 27.00 45.00 22.50 22.50 .00 .00 .00 .00 4 17.00 45.00 22.50 22.50 .00 .00 .00 .00 5 17.00 45.00 22.50 21.50 .00 .00 .00 .00 6 17.00 45.00 22.50 22.50 .00 .00 .00 .00 7 .00 .00 .00 .00 .00 .00 .00 .00 (1) (1) (1) (1) (1) (1) (1) DROPR ft 10..- .00 .00 .00 .00 .00 .00 .00 3 I N P O T A P P L I S O L O A D I N G 4 - -- CLASS - - -a 4 TYP■ a 1 • DEAD LOAD 1 • UNIFORM 3 • PARTIAL UNIFORM 2 • LIVE LOAD 2 • CONCENTRATED 4 • APPLISD MOMENT (Uniform) (Con. )or part.) ( M o m e a t) SPAN CLASS TYPE. (kilt) (k•ft'or ft -ft) ( ft -k • ft) - -1 2 3 4 5 6 7 S 1 1 1 .113 1 1 1 .040 1 2 1 .051 1 1 1 .113 2 1 1 .040 2 2 1 .. .011 3 1 .. .. .1 .113 3 1 ' 1 .040 3 2 1 .011 41 1 .113 4 1 1 .040 .. .061 5 1 1 .11] .040 .. S: 2 1 .011 4 . - C A L C D L A T I D 3 I C T I O N P R O P I R T I I S S 4 . 1 A T M I D S P A N SPAN ARRA (in'1) I (1n'4) Yb (in.) Yt (in.) -1 2 3 4 S 1 2366.29 15972.39 4.50 4.50 3 2366.21 15972.39 4.30. 4.50 3 2366.28 15972.39 4.30 4.50 4 2366.25 15971.39 4.50 4.50 S. 2366.21 15972.39 4.50 4.50 6 2366.26 15972.39 4.50 4.30 4.2 AT J O I N T S (fats of support) LEFT SIDE a 4 RICET SIDE a JNT ARIA I Yb Ye ARIA I Yb YC in'2 in'4 in. in. in'2 in'4 in. in. -1 2 3 4 S 6 7 6 9 -- 1 .00 .0 .00 .00 2366.21 15972.4 4.50 4.50 2 2726.28 40467.9 11.36 5.62 2726.21 40467.9 11.31 5.62 3 2726.21 40467.9 11.31 5.62 2726.21 40467.9 11.31 5.62 4 2726.21 40467.9 11.35 5.62 2726.21 40467.9 11.31 3.62 5 2726.21 40467.9 11.31 5.61 2726.24 40467.9 11.36 5.62 6 1726.21 40467.9 11.31 5.62 2726.21 40467.9 11.35 5.62 7 2366.20 15971.4 4.50 4.50 .00 .0 .00 .00 5 - D R A D L O A D M O M R N T S . M A R S 4 R I A C T I O N S 4 5.1 S P A N M 0 M E N T S k -ft a 4 5.2 SPAN SEIARS k a SPAN M(1) (Moak •) M(r) SE(1) SE(r) -1 2 3 4 5 6 7 - - -- 1 -4.62 61.31 ( 6.30) - 169.25 -21.02 39.32 2 - 172.17 75.11 (11.01) - 300.71 -40.79 43.02 3 - 202.11 79.31 (13.00) - 205.00 -43.44 43.72 4 - 203.21 76.52 (13.00) - 206.27 -43.46 43.70 5 - 209.49 11.95 (13.00) - 193.15 -44.11 42.95 6 - 111.90 61.04 (12.35) -5.39 -41.50 22.19 4 3.3 REACTIONS k a 4- 5.4 COLUMN MOMENTS k -ft -a Joint 2 Lover columns - -- -Upper columns 1 21.02 -4.62 .00 2 10.10 -3.63 .00 3 16.46 -1.34 .00 4 67.11 .59 .00 S $7.90 -1.22 .00 6 14.46 4.26 .00 7 22.19 5.40 .00 6 - W I L O A D M O M I N T S , W A R S 6 R E A C T I O N S 4- 6.1 L I V 1 L 0 A D SPAN MONISTS (k -ft) and SNSAR FORCES (k) -a Maxima of NEOATIVI SUPPORT Maxima of POSITIVE SUPPORT and POSITIVE SPAN moments and NEGATIVE SPAN moments SNSAR FORCE SPAN M(L) M(max) M(r) M(1) Minx) M(r) SE(1) SE(r) - -1 2 3 4 5 i 7 $ 9 -- 1 -2.45 32.46 -19.60 .00 .00 .00 -11.13 10.11 2 - 91.52 3 -107.00 4 109.64 5 -110.90 8. -100.00 39.77 41.99 40.51 43.3• 36.02 4.6.2 REACTIONS Joint - - -} 2 11.13 2 42.41 3 45.77 4 46.16 S 46.54 8 44.71 7 11.75 - 106.29 - 106.95 - 110.26 - 102.25 -2.85 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 -21.59 -23.00 -23.01 -23.40 -21.97 k a 4- 6.3 COLUMN MOMENTS k -ft -a Lower columns - -- -Upper columns--- - -2.45 .00 • -1.92 .00 -.71 .00 .21 .00 -.64 .00 2.25 .00 2.86 .00 I - M O M E N T S R E D U C E D T O F A C E O F S U P P O R T 4- 8.1 DEAD LOAD MOMENTS -a 4 -1.2 LIVE* LOAD MOMENTS -a SPAN M(1) M(max) M(r) M(I) M(max) M(r) - -1 2 3 4 5 6 7 -- 1 2.20 61.31 - 150.00 .00 32.46 -79.42 2 - 152.92 75.11 - 179.67 -80.94 39.77 -95.17 3 - 180.83 79.31 - 194.33 -95.75 41.98 -97.58 4 - 183.92 76.53 - 196.93 -97.33 40.51 -98.92 5 - 187.13 81.95 - 172.08 -99.42 43.38 -91.09 6 - 168.58 68.04 1.82 -89.25 36.02 .00 • Live load moments listed are maxima of support negative and span positive 7- S U N OF DEAD AND LIVE MOMENTS (k -ft) Maxima of negative support and positive live load span moments combined with dead loading for serviceability checks ( 1.000L • 1.00LL ) NOTE: These SPAN - 1 1 2 3 4 5 6 M(I) 2 2.20 - 233.86 - 276.58 - 281.25 - 287.25 - 257.83 moments are reduced to 9.1 PROFILE TYPES AND PARAMETERS LEGEND: 1 . reversed parabola 2 . simple parabola with straight portion 3 • harped tendon 9 . 2 T E N D O N P A R A M E T E R S TYPE X1 /L X2 /L X3 /L A/L 1 2 3 4 5 - 1 1 .000 .500 .100 .000 2 1 .100 .500 .100 .000 3 1 .100 .300 .100 .000 4 1 .100 .300 .100 .000 5 1 .100 .500 .100 .000 6 1 .100 .500 .000 .000 4 - - -- 9.3 SELECTED VALUES ---- FORCE •4- DISTANCE OF CGS in. -a SPAN (k / -) Left Center Right -1 3 3 4 5 1 23.12 4.50 2.75 7.75 2 24.60 7.75 2.00 7.75 3 23.66 7.75 1.25 7.75 4 23.56 7.75 1.25 7.75 5 24.70 7.75 1.50 7.75 6 23.18 7.75 2.50 4.50 9 . 5 R E Q U I R E D MINIMUM P O S T- 4- BASED ON STRESS CONDITIONS -a SPAN LEFT CENTER RIGHT - -1 2 3 4 1 .00(3) .00 5.91(2) 2 5.42(2) .42 9.19(2) 3 9.13(2) 1.31 9.18(2) 4 9.16(21 .70 9.88(2) 5 9.93(2) 1.95 7.61(2) 6 9.35(2) .00 .00(3) N(max) M(r) 3 4 -- 93.77 - 229.42 114.98 - 274.93 121.29 - 281.92 117.03 - 283.75 125.33 - 263.17 104.06 1.82 face 9 - SELECTED POST- TENSIONING FORCES AND TENDON PROFILES over LEGEND 1 (1) Stress at FACE OF SUPPORT governs (2) Stress at CHANGE IN CROSS - SECTION governs (3) Eased on stress, NO POST- TENSIONING required support 4-- 9.4 P/A (psi) 6 214.13 227.82 219.07 216.16 228.73 214.61 CALCULATED NbaI (k / -) 7 .161 .151 .152 .151 .152 .155 • ALL distances are heights from soffit Approximate weight of strand 4- OTHER MIN P/A S I6.20 16.20 16.20 16.20 16.20 16.20 VALUES - -a TOTAL FORCE (k ) 8 506.64 539.01 518.32 516.17 541.17 507.76 of respective member at mid -span 1412.7 LB T E N S I O N I N G FORCES (kips) CONDITIONS -a MAX SPACING 6 4.46 4.46 4.46 4.46 4.46 4.46 9 . 6 S E R V I C E S T R E S S E S (psi) (tension shown positive) L E F T C E N T E R R I G H T 22. 23.15 23.13 22.74 11.75 SPAN TOP. BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7 - - -- 1 216.76 - 203.67 - 313.42 - 114.65 - 153.80 - 268.04 2 - 151.06 - 273.56 - 316.92 - 131.72 - 113.79 - 339.22 3 - 117.60 355.57 - 293.01 - 145.12 - 103.39 - 347.68 4 - 103.69 - 347.09 - 287.76 - 148.57 - 111.86 - 364.74 S -109.41 - 369.69 - 319.13 - 138.30 - 133.41 - 310.97 6 - 136.17 - 305.37 - 341.96 -67.26 - 214.68 - 204.24 I 9.7 POST - TENSIONING B A L A N C E D M O M E N T S , SHEARS 6 REACTIONS SPAN - -1 1 2 3 4 S 6 4 -- 9 P M(1) 3 -.27 209.50 229.42 233.00 235.58 234.25 AN M 0 M E N T S (k -ft) - -a 4 -- SPAN SHEARS (k ) --a (Mmax •) M(r) SE(1) SE(r) 3 4 5 f 7 -64.39 ( 9.00) 206.75 -88.58 (12.50) 226.38 -99.50 (13.00) 233.50 -96.42 (13.00) 233.38 -98.58 (13.00) 227.92 -66.42 ( 9.50) .02 4 -- REACTIONS (k ) - -a 4 -- COLUMN MOMENTS (k -ft) - -a -joint 2 Loser column Upper columns 1 .307 4.937 . 000' 2 .202 .820 .000 3 -.246 2.308 .000 4 -.689 -.613 .000 S -.081 .251 .000 6 -1.041 -1.705 .000 7 1.348 -5.410 .000 10 - F A C T O R E D M O M E N T S a R E A C T I O N S Calculated as ( 1.40D • 1.70L • 1.00 secondary moment effects ) SPAN 10.1 FACTORED DESIGN MOMENTS (k -ft) I (left) (center) (right) -1 2 3 4 1 8.19 150.51 - 331.21 2 - 336.45 196.49 - 381.07 3 - 360.81 223.33 - 377.25 4 - 376.73 219.40 - 389.16 S - 391.42 225.20 - 362.88 6 - 357.39 174.70 8.41 JOINT 10.3 FACTORED 9 STRIP reaction - -1 2 1 2.23 2 8.42 3 9.06 4 9.12 5 9.22 6 8.62 7 2.39 REACTIONS ...(k ) EAT reaction 3 48.86 184.44 198.61 199.84 202.10 193.21 52.39 REINFORCEMENT based on NO REDISTRIBUTION TOTAL WEIGHT OF :MAR • 388 LB 11.2 S T E E L A T S U P P O R T S T 0 P JOINT As DIFFERENT MAR CRITERIA I eq.in. 4- ULT MIN -a -1 2 3 4 5 1 .000 ( .000 .000 .000 ) 2 1.742 ( .000 1.742 .000 ) 3 2.066 ( .651 2.066 .000 ) 4 2.106 ( .895 2.106 .000 ) 5 2.106 ( .944 2.106 .000 ) 6 1.822 ( .029 1.822 .000 ) 7 .000 ( .000 .000 .000 ) 11.3 SELECTION OF MAR JOINT 4 TOP STEEL 8 (•q in.) 9 1 7 . 1 0 1 1 0 -1 3 3 • 1 .00 4 9 5x 4..6 2 1.74 6 6 3x 8' -0 3 2.07 7 0 5x 10' -0 4 2.11 7 9 SX 10'•6" 5 2.11 7 9 Sx 10'-6 4 1.83 6 8 5x 8' -6'' AT N 10.2 SECONDARY MOMENTS .4k-ft) (left) (center) (right) s 6 7 5.11 9.50 13.80 15.23 23.73 32.24 35.13 40.92 46.71 46.23 43.40 40.57 40.56 36.72 32.88 30.35 18.22 5.86 10.4 FACTORED COLUMN LONER col. 4 -5.69 -7.53 -.76 .7S -2.55 6.08 7.00 -.31 -.51 -.71 - ;71 -.46 -.46 .23 .23 .31 .31 1.33 1.35 11 - M I L D R E I N F O R C E M E N T R E Q U I R E M E N T S of factored moments AVERAGE • .13 PS? MOMENTS (k -ft) UPPER col. 5 .00 .00 .00 .00 .00 .00 .00 11.1 SPECIFIC CRITERIA FOR T N 0 - N A Y SYSTEM - Tensile block mbar requirement - Minimum stool 0.00075h1. - Moment capacity a factored (design) moment Rabat* cut -off lengths specified: For top bars .17 span length For bottom bars .33 span length E XTEND ONE -THIRD of END-SPAN BOTTOM EARS to support center lines E XTEND ONE - FOURTH of INTERIOR -SPAN BOTTOM•bar• to support center lines 3 0 1 1 0 K As DIFFERENT REBAR CRITERIA sq.in. 4- ULT MIN -a 6 7 8 9 - - -- .729 ( .000 .729 000 ) .000 ( .000 .000 000 ) .000 ( .000 .000 000 ) .000 ( .000 .000 000 ) .000 ( .000 .000 000 ) .000 ( .000 .000 000 ) .770 ( .000 .770 000 ) S U P P O R T S c BOTTOM STEEL a (sq in.) S E L E C T I O N 4 5 .73 3 I S x 5' -0" .00 4 8 S. 4. -0"• 11.4 S T E E L A T M I D S P A T 0 P SPAN As DIFFERENT REEAR CRITERIA P sq.in. <- ULT..,.TENS -> 1- - -2 3 4 1 .000 .000 I .000 2 .000 .000 . .000 ..000 ) 3 .000 .000 .000 .000 1 4 .000 .000 .000 5 .000 .000 .000 6 .000 .000 .000 11.5 SELECTION OF NO RNBAR REQUIRED N As aq.im. 5 6 .000 ) .000 .000 .000 .000 ) .000 .000 ) .000 .000 ) .000 M A R AT M I D - S P A N 12 - P U N C H I N G M A R C E S C E LEGEND: CONDITION... 1 • INTERIOR COLUMN 2 . END COLUMN 3 • CORNER COLUMN 4 • EDGE COLUMN (PARALLEL TO SPAN) S • SEAM OR WALL (PUNCHING SHEAR CHECK NOT APPLICAELE) 6 • STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 • STRESS WITHIN SECTION 81 GOVERNS (COL.CAP OR SLAB) 2 • STRESS WITHIN SECTION 02 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS shear moment JNT COND. k k -ft 1 - - - -2 3 4 1 2 48.86 5.69 2 1 184.44 7.53 3 1 191.61 .76 4 I 199.94 .75 S 1 202.10 2.55 6 1 193.21 8.09 7 2 32.39 7.00 PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY 16 - FRICTION, ELONGATION AND LONG TERM STRESS LOSSES 16.6 LONG TERM STRESS LOSS CALCULATIONS 16.6.2 INPUT VALUE : Long -term stress losses due to shinkage, creep, elastic shortening and stress relaxation are estimated to a total lump sum of 16.7 FRICTION AND ELONGATION CALCULATIONS 16.7.1 INPUT PARAMETERS : Coefficient of angular friction (meu) .070 /rad Coefficient of wobble friction (X) .0014 /ft Ultimate strength of strand 270.0 ksl Ratio of jacking stress to strand.. ultimate strength .800 Anchor set .250 in Cross - sectional area of strand .153 in'2 16.7.2 CALCULATED STRESSES(average of all tendon.) : LENGTH SPAN ft P -1 2 - - - -3 1 18.00 1 2 25.00 1 3 26.00 1 4 26.00 1 S 36.00 1 6 19.00 1 < TENDON HEIGHT(in I. start center right 4 5 6 4.30 2.75 7.75 7.73 2.00 7.75 7.75 1.25 7.75 7.75 1.25 7.75 7.75 1.30 7.75 7.75 2.50 4.50 <- PUNCHING SHEAR due to due to shear moment 5 6 126.71 24.56 113.84 1.26 122.59 .13 123.34 .13 124.74 .43 119.26 1.36 138.02 24.04 Horizontal ratios X1 /L X2 /L X3 /L 7 8 9 .00 .50 .10 .10 .S0 .10 .10 .50 .10 .10 .50 .10 .10 .50 .10 .10 .50 .00 .77 3 I S x 5 -0 B O T T O M DIFFERENT RNBAR CRITERIA TRIB. <- ULT....TENS -. ft. 7 8 9 10 - -- ( .000 .000 .000 ) 21.91 ( .000 .000 .000 ) 21.91 ( .000 .000 .000 3 21.91 ( .000 .000 .000 ) 21.91 ( .000 .000 .000 ) 31.91 ( .000 .000 .000 ) 21.91 STRESSES IN psi -> allow- STRESS TOTAL able RATIO CASE 7 s 9 10 153.28 203.09 .75 1 115.11 217.17 .33 2 122.71 217.17 .57 2 123.47 214.9S .S7 2 125.17 217.39 .58 2 120.61 217.39 .55 2 162.86 203.09 .80 1 < -- STRESS (kat) - -> start center right 10 11 12 - 171.09 174.20 179.65 179.65 185.42 164.06 184.06 178.30 172.70 172.70 177.56 183.30 183.30 196.16 180.16 180.16 174.67 171.29 Note: P. tendon profile (refer to legend of data block 9) Stresses at each location are the average or strands after anchor set. and after long -term losses 16.8 TENDON SELECTION AND DATA: TYPE OFF FORCE - 1---- 2 - - - -3 A 19 27.45 Note: Force is the average Stress ratios are at < TENDON EXTENTS > ELONGATION Strom. ratios CAN S P A N 9 >CAN LEFT RIGHT Anch. Max. <1 > <2> <31,44 > <5 > <6> (in) (in) 4 S 6 7 8 - -- 10.66 .63 .68 .74 value per strand (k) anchorage (7) and maximum along tendon (8) 12.00 ksi 14 - I N I T I A L CONDITION STRESS CHECK 6 REINFORCEMENT REQUIREM!NT9 14.1 Parameter. specified as input for initial stress checks: Tensile •erases. divided by (f c)'1 /2 Concrete f - c (initial /final) .7S Top of external support 3.00 PT force (initial /final) :1.13 ' Top of • internal .Uppere 3'.00 Dead' loading (initial/final) 60 : Boceoa of : :external•apaa 3 ■00 Live /final)''. .00':. Bottom of internal ..span . `1 00 Ce.pr.eiion as ratio of f 0 60 • '14.2 Mild reinforcesisnt required IN ADDITION to final condition TOTAL ADDBD:NSIORT OP RIBAR• : 2119. LB ' AVRRA0I - .02 PIP 1a 1.1 AD 0 I T I 0 N A L STINL,RBOUIRID..OVIIITS* SUPPORTS JOINT i... TOP. STSSL ) e BOTTOM STSSL ) 0 , ,(sq in.) S I L I C T I O N fag `n.) S I T ION - 1- " - "'-2 3 1.41 .. 31132 S'-0' '...: 1 ;..:� 1.71 i 11 :9 x'10' -i" S 1.44 i'0 ! X10 1.64 t. i P'S X V-6" :110: added:: MILD .RSINPORCIMRNT ' isrsquirsd at Nid -span 14'.3 ,Co.pressive str......:: COM►RBSSIVR. atra0ua: ars within: allowable licit, ( ;; • 2MAXIMUM stress :.'.r.... :. • (f.',ci ".`,initial " concrete: strength) 3 1'M 1 YPe lanai o.00i Wlmh R. %VIM R. Mar. Mae 1.00101w R. In. In. in, In. 4 ....64■4gre.m. <_ Tendon Raw a.r.rr.•s -> Type X1/1. XVI- I 34- 17 q ' 1 2. i L —49.5 1z. ! 4 2 I y & .. . ..L. 1. S /Z. S 1 . CZ. 210 f t y S i'7 . 1 C, It 12.5 q I zts f t 1 1. s 1T .0 z: s 22•C . 5' ► 1 1 / l $. 26er S 1. s ►z . f • Supp. <-- &cw CAJUN > Luger SICW 0 R R In <— TIPPER C~LLMN - -a Langer 8i 0 R In In 3000. tars Upwr Warn CE1C C C In 34- 4 1 64' a i L H Bl 4 1 IC, 1z- .. . 22.5 .. . 1 1ca CZ. • G 7 1 C, It 12.5 22.5 1 L (, t Z z: s 22•C / I 26er S . I 9 u < —T Q'iESS -- -a LENGTH ALONG SPAR tort Apt math L.e fight in in R R R 11'3.�9''srt) 3t P K ..4P. i L H Bl 4 iI i :ant A 0 P C A < —T Q'iESS -- -a LENGTH ALONG SPAR tort Apt math L.e fight in in R R R <-....---0 > Goth maul L4..ngth 84.r+gcr in in in in 3t 0 —''' 4 11 45 2.2.5 22.5 6 17 1 12.5 22.5 T , 7 •5 z: s 22•C RUN TT11.u: /3 / L RUN I0:.... arz 3+ SPAN DATA. DROP CAP - COLUMN & ADDITIONAL SUPPORT DATA DROP PANEL t7 -0 2 /0�0 ,ZG'O" L /9 ..r......... .��J:w «w.ww.« wA....- J� «.►.- .�.www..- w.Jiw... «�J: TENDON ADAPT 17:9 Woodside Road, Suite 260 Redwood City, California 94061 Telephone 415/365.2599 LOADING FAX 4 15 /365 -33C6 R NOTES: ..- ......--- ......... - .... .owes.... 3p6n Caw Type Loa • Loonon Location k/R. ti .f R CT Engineering Structural and Civil Engineers 180 Nickerson St., Suite 302, Seattle, NA 98109 I ADAPT POST - TENSIONING SLAB /BEAN SOFTWARE ACS - 318- 92 /USC -1991 (V 4.00) 1733 Woodside Road, Suite 260, Redwood City, California 94061 DATE AND TINE OF PROGRAM EXECUTION: Jan 26,1997 At Time: 22:29 P R O J E C T . T I T L E : THE RAMADA 1 • O I N E . R A L WIG!' S ' I G N P A R A N I T I R S .. CONCRETE: STRENGTH at 28 days 4000.00 (psi) WEIGHT 150.01 (pof) CREEP factor for deflections 2.00 TENSION STRESS limits (multiple of (f'c) - 1/2) Top of external support Top of internal support Bottom of external span B ottom of internal span COMPRESSION STRESS limits (multiple of (f'c)) At all locations MILD REINFORCEMENT: YIELD strength Minimum Cover at TOP Minimum Cover at BOTTOM POST - TENSIONING: SYSTEM Ultimate strength of strand Average effective acres' in strand (fical) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min specified average post - tensioning Max tendon SPACING (multiple of member depth) Tendon prafils type and support widths ANALYSIS OPTIONS USED: Moments REDUCED to face of support Structure system E quivalent frame formulation per.ACI- 318 -8Y 2 - I N P U T G E O M E T R Y SPAN TYPE 1 1 2 1 3 1 4 2. 5 1 2 . 1 - S P A N D A T A LENGTH DEPTH NEB FL.WIDTH ft in. in. in. 3 4 5 6 17.00 9.00 12.00 .00 26.00 9.00 12.00 .00 26.00 9.00 12.00 .00 26.00 9.00 12.00 .00 19.00 9.00 12.00 .00 2 . 2 S U P P O R T N I D T H S A N D SUPPORT 4 LOWER COLUMN - - - -> WIDTHS LENGTH 8 D CSC* JOINT in. ft in. in. - -1 2 3 4 5 6 1 8.00 9.00 18.00 8.00 (1) 2 12.00 9.00 16.00 12.00 (1) 3 12.00 9.00 16.00 12.00 (1) 4 12.00 9.00 16.00 12.00 (1) 5 12.00 9.00 16.00 12.00 (1) 6 8.00 9.00 18.00 8.00 (1) • ALL COLUMNS ARE ASSUMED FIXED AT TEE FAR END 3 • I N P U T A P P L I E D L O A D I N G 6.000 6.000 6.000 6.000 .450 ft in. 7 8 .00 .00 .00 .00 .00 .00 60.00 (kei) 1.00 (in.) 1.00 (in.) UNBONDED (ksi) (ksi) (in - 2) (in.) (in.) (in.) (psi) 270.00 175.00 .153 1.25 1.25 2.25 150.00 P.00 (see section 9) YES TWO -WAY YES FL.THICX. WIDTH MULTIPLIER in. •- left - -- right -> 7 8 9 - - -- .00 9.16 13 16 .00 9.16 13 16 .00 9.16 13 16 .00 9.16 13 16 .00 9.16 13 16 C O L U M N S D A T A 4 UPPER COLUMN > LENGTH 8 D CDC* in. .00 .00 .00 .00 .00 .00 (BT -2 ) .00 (1) .00 (1) .00 (1) .00 (1) .00 (1) .00 (1) 2 . 3 - D R O P C A P A N D D R O P P A N E L D A T A CAPT CAPE CAPDL CAPDR DROPTL DROPTR DROPS DROPL JOINT in in in in in in ft ft -•1 2 3 4 5 6 7 8 9 1 .00 .00 .00 .00 .00 .00 .00 .00 1 17,00 45,00 22.50 22.50 .00 .00 .00 .00 3 17.00 45.00 22.50 22.30 .00 .00 .00 .00 4 17.00 45.00 22.50 22.50 .00 .00 .00 .00 5 17.00 45.00 22.50 22.50 .00 .00 .00 .00 6 .00 .00 .00 .00 .00 .00 .00 .00 DROPR ft 10--- .00 .00 .00 .00 .00 .00 <--- CLASS - - -> < TYPE > 1 • DEAD LOAD : .1 • UNIFORM ' 3 • PARTIAL UNIFORM 2•• LIVE LOAD 2 • CONCENTRATED 4 • APPLIED MONIST' ' (Uniform) (Con. or part.) ( M o ■ e o t) SPAN CLASS TYPE (k /ft) 1 ()soft or ft -ft) ( ft -k e' ft) - -1 2 3 4 5 6 7 6 1 1 • 1 .113 • 1 1 1 .040 l 2. 1 .061 • . 2 1 1 .113 2 •1 .1 .040 • 2 2 1 , .061 . . 1. 1 113 3.. 1 • 1 .040 ... .061 4 1 1 .113 .. .040 ' 4 1 1 .061 5 1, 1 .113 5 ' . 1 . 1 .040 S 2 1 .061 , 4 - C ' A L C U L A T E D S I C T I O N P R O P Z M T I I I 4 . 1 A T M I D S P A N . SPAN . AREA (in - 2) I (in - 4) Yb (in.) It (in.) -1 2 3 4 5 1 2410.56 ' 16271.26 4.50 4.50 2 2410.56 16271.26 4.50 4.50 2410.56 16271.16 ' 4.50 4.50 4 ' 2410.56 16271.26 4.50 4.50 . 5 ' 2410.56 16271.26 4.50 4.50 4.2 AT J 0 I N T S (fade of support) < LEFT SIDE a c JNT. AREA I Yb Yt ARIA in - 2 in - 4 in. in. in - 2 RIGHT 9IDE. a I Yb Yt in in. , in. - 1 2 3 4 5 6 7 6 9 - 1 .00 .0 .00 .00 2410.56 16271.3 4.50 4.50 2 2770.56 40621.6 11.40 5.60 '2770.56 40621.6 11.40 5.60 3 3770.56 40621.6 11.40 5.60 3770.56 40621.6 11.40 5.60 4 ' 2770.56 40621.6 11.40 5.60 2770.56 40621.6 11.40 5.60 . 5 2770.56 40621.6 11.40 5.60 2770.56 40621.6 11.40 5.60 6 2410.56 16271.3 4.50 4.50 .00 .0 .00 .00 5 - D E A D L O A D M O N I S T S , S H E A R S & R E A C T I O N S c 5 . 1 S P A N M O M I N T S k -ft a < 5.2 SPAN SHEARS k a SPAN M(1) (Mmax e) M(r) SH(11 SS(r) -1 2 3 4. 5 6 7---- 1 -2.96 46.52 ( 5.53) - 176.74 -16.60 39.25 2 - 164.97 67.76 (12.35) - 216.76 -43.17 45.62 3 .214.37 76.30 (13.00) - 210.15 -44.56 44.23 4 - 211.63 64.09 (13.00) - 197.12 -44.96 43.63 5 - 192.61 69.30 (12.35) -5.31 -41.31 22.57 c 5.3 REACTIONS k a <- 5.4 COLUMN MOMENTS k -ft -a Joint 2 Loser columns - -- -Upper columns 1 16.60 -2.97 .00 2 62.42 -6.25 .00 3 90.17 2.41 .00 4 69.19 -1.66 .00 5 $6.14 4.33 .00 6 22.57 5.32 .00 6 - L I V E L 0 A D M O N I S T S , S H E A R S I R E ACT I O N S c- 6.1 L I V E L 0 A D SPAN MOMENTS (k -ft) and SHEAR FORCES (k) -s Maxima of NEGATIVE SUPPORT Maxima of POSITIV■ SUPPORT and POSITIVE SPAN moments and NEGATIVE SPAN moments MAR FORCE SPAN M(i) M(max) M(r) M(1) M(max) N(r) SE(1) 9E(r) - -1 2 3 4 5 6 7 6 9 -- 1 -1.57 25.64 -93,57 .00 .00 .00 -9.96 20.76 2 -97.92 46.46 - 114.77 .00 .00 .00 -22.66 24.15 3 - 113.49 40.40 - 111.26 .00 .00 .00 -33.59 23,42 4 - 112.15 44.52 - 104.36 .00 .00 .00 -23.90 23,20 5 - 102.06 36.69 -2.61 .00 .00 .00 -22.40 11.95 < 6.2 REACTIONS It • <- 6.3 COLUMN MOMENTS k-ft -, Joint 2 Loser columns - -- -upper column' 1 9.96 -1.57 .00 2 43.63 -4.37 .00 3 47.74 1.29 .00 47.22 43,60 11.95 - M O M E N T S M U M T O FACE O F S U P P O R T 4-19.1 DEAD LOAD MOMENTS -a SPAN M(1) M(max) •M(r) -1 2 3 4 1 3.12 41.12 - 157.50 .00 25.14 -13.42 2 - 163.93 97.75 - 194.41 -16.75 46.46 - 102.92 3 - 152.50 76.31 - 111.50 - 101.92 40.40 -99.75 4 - 199.75 14.01 - 175.67 - 100.50 44.52 -93.00 9 - 172.09 69.30 2.03 -91.01 36.68 .00 • Live load momenta listed are maxima of support negative and open positive 7 - S U M O P DEAD AND LIVE M O M I N T S Maxima of negative support and positive live load span momenta combined with dead loading for serviceability cheeks ( 1.00DL • 1.00LL ) SPAN -1 1 2 3 4 5 m(max) 3 3.12 74.66 - 250.39 134.21 - 294.42 116.71 - 290.25 129.60 - 263.17 105.98 M(1) 2 NOTE: These moments are reduced to face ! - SELECTED POST- TENSIONING FORCES AND TENDON PROPILSI 9.1 PROFILE TTPE9 AND PARAMETERS LEGEND: 1 • reversed parabola 2 .'simple parabola with straight portion 3 • harped tendon 9.2 M O O N P A R A M I T TIPS XS /L X2 /L 13 /1 1 2 3 4 1 1 .000 .500 .100 2 1 .100 .500 .100 3 1 .100 .500 .100 4 1 .100 .500 .100 5 1 .100 .500 .000 c - - -- 9.3 SELECTED VALOIS - - - -a FORCE •c- DISTANCE OF CGS in. -a SPAN (k 1 -) Left Center Right . - -1 2 3 4 5 1 22.66 4.50 3.25 7.75 2 24.12 7.75 1.25 7.75 3 23.20 7.75 1.25 7.75 4 24.25 7.75 1.25 7.75 5 22.74 7.75 2.50 4.50 • ALL distances are height. from soffit Approximate weight of strand 9.5 R E Q U I R I D MINIMUM P O S T- SPAN • - 1 1 2 3 4 5 SPAN • 1 1 1 3 4 5 SPAN -•1 1 2 3 4 •- BASSO ON LEFT 2 .00(3) 6.19(2) 9.93(2) 9.54(2) 1.24(3) L5 P T TOP BOTTOM 2 3 - 213.07 - 136.31 - 104.69 - 1011,04 - 130.72 s -- S P M(1) 2 -1.06 219.33 240,13 239.25 - 199.39 - 292.70 - 372.52 - 363.14 - 307.36 E A/L 5 -- .000 .000 .000 .000 .000 STRESS CONDITIONS -> CENTER RIGHT 3 4 .00 6.98(2) 2.74 9.97(3) .35 9.51(2) 2.00 7.69(2) .00 .00(3) -.19 2.29 2.13 over support LEGEND (1) Stress at PACE OP SUPPORT govern. (1) Stress at CHANGI IN CROSS - SECTION governs (3) Based on stress, NO POST - TENSIONING required 9.6 S I R V I C I I S T R I S S I S (psi) C J I M T N A TOP BOTTOM 4 5 - 318.21 - 310.11 - 287.89 - 303.31 - 344.11 - 101.29 - 135.74 - 141.75 - 145.60 -72.25 9.7 POST - TENSIONING B A L A N C I D MO M A N M O M E M T S (Mmax e) 3 4 •41.91 ( 1.50) - 107.13 (13.00) -94.75 (13.00) - 104.83 (13.00) (k -ft) -s (4(r) 5 210.01 242.13 227.67 333.75 M(r) - 240.92 - 297.32 - 219.25 - 269.67 2.03 (k -tt) .00 .00 .00 4-8.2 LIVE• LOAD MONISTS -s M(1) M(max) N(r) ! 6 7 - - -- < -- 9.4 CALCULATED VALOIS - -s P/A Nbal TOTAL FORCE (psi) (k / - ) fk ) 6 7 8 209.75 .150 505.71 223.28 .155 538.32 214.82 .149 517.93 224.49 .155 541.25 310.53 .152 507.58 of respective member at mid -span 1155.9 LB T I N S I O N I N G FORCES (kips) <- OTNER CONDITIONS •a MIN P/A MAX SPACING 5 6 16.20 4.46 16.20 4.46 16.20 4.46 16.20 4.46 16.20 4.46 (tension shown positive) R I G H T TOP BOTTOM 6 7 -- •137.04 - 291.14 - 103.32 •375.49 - 106.51 - 361.55 - 129.79 - 309,26 - 212.33 - 200.56 E N T 9, MARS 6 REACTIONS • -- SPAN SBIARS (k ) - -s SE(1) 55(r) 6 7 -.94 -.94 -.94 -.94 .17 .17 .26 .26 -joint 1 2 . 3 4 5 6 SPAN I -1 1 2 3 4 5 11.3 JOINT -1 1 2 3 4 S 6 227.63 -64.33 ( 9.50) a -- REACTIONS (k ) - -a < -- COLUMN MOMENTS (k -ft) - -a 2 Lower columns Upper columns 2.656 . 000 6.961 : .000 -2.446 .000 1.775 1 .000 -2.957 .000 -5.055 .000 .944 -.001 -1.111 -.090 -1.344 1.602 10 - F A C T O R E D M O M E N T S Calculated as ( 1.40D • 1.70L • 10.3 FACTORED DESIGN MOMENTS (k -ft) 10.2 SECONDARY MOMENTS ..(k-ft) (left) (center) (right) (left) (center) (right) 1 ] 4 5 6 7 7.37 132.96 - 344.05 3.00 10.71 16.26 - 350.66 239.76 - 397.41 26.17 37.95 49.73 - 395.06 221.06 - 390.01 47.67 45.57 43.47 - 391.46 235.20 - 365.46 45.02 41.60 34.56 - 361.07 179.66 6.43 34.69 20.27 5.59 JOINT 10.3 FACTORED S STRIP reaction - -1 2 1 1.96 2 6.49 3 9.34 4 .9.19 5 6.62 6 2.40 REACTIONS ...(k ) BAY reaction 3 44.19 169.56 206.29 205.05 196.77 53.51 11 - M I L D R E I N F O R C E M E N T R E Q U I R E M E N T S 11.1 SPECIFIC CRITERIA FOR T N 0 - N A Y SYSTEM • Tensile block mbar requirement - Minimum steel 0.00015h1 - Moment capacity a factored (design) moment Rebar cut -off length' specified: For top bars .17 span length For bottom bars .33 span length E XTEND ONE -TEIRD of END -SPAN BOTTOM BARS to support center lines E XTEND ONE - FOURTH of INTERIOR -SPAN BOTTOM bars Co support center lines REINFORCEMENT based on NO REDISTRZBOTION of factored moments TOTAL WEIGHT OF REBAR . 11.2 S T E E L A T S U P P O R T S T 0 P JOINT As DIFFERENT REBAR CRITERIA 6 'q.in. <- ULT MIN -a -1 2 3 4 5 1 .000 ( .000 .000 .000 ) 2 1.742 ( .000 1.742 .000 ) 3 2.106 ( 1.151 2.106 .000 ) 4 2.106 ( .909 2.106 .000 ) 5 1.522 ( .075 1.422 .000 ) 6 .000 ( .000 .000 .000 ) SELECTION (sq in.) 2 .00 1.74 2.11 2.11 1.62 .00 OF M A R TOP STEEL S I L E C T I O 3 4 I 5x 4 6 0 5x 8 7 I 5x 10' -6'' 7 6 5x 10' -6'' 6 I 5x 6' -6" 4 I 5x 4' -0" 1.00 secondary moment effects 11.5 SELECTION OF MAR AT NO REBAR REQUIRED 11 - P U N C H I N G S H E A R AT H & R E A C T I O N S 317 LB. 11.4 S T E I L A T M I D S P A N T O P SPAN Al DIFFERENT REBAR CRITERIA As 9 aq.in. <- ULT....TENS -a eq.in. - 1 - - - -2 ] 4 5 6 1 .000 ( .000 .000 .000 ) .000 2 .000 ( .000 .000 .000 ) .000 3 .000 ( .000 .000 .000 ) .000 4 .000 ( .000 .000 .000 ) .000 S .000 ( .000 .000 .000 ) .000 -.26 LEGEND: CONDITION... 1 • INTERIOR COLUMN 2 - END COLUMN 3 - CORNER COLUMN 4 • EDGE COLUMN (PARALLEL TO SPAN) C B I C R As •q.in 6 .666 .000 .000 .000 .000 .770 ( .000 ( .000 ( .000 ( .000 ( .000 M I D - S P A N 1.60 10.4 FACTORED COLUMN MOMENTS (k -f t) LOWER col. UPPER Col. 4 5 -4.14 .00 -12.02 .00 3.10 .00 -2.06 .00 6.99 .00 7.19 .00 AVERAGE . .12 PSI B O T T O M DIFFERENT REBAR CRITERIA <- ULT....TENS -s 6 9 .000 .000 ) .000 .000 ) .000 .000 ) .000 .000 ) .000 .000 ) 1.60 B O T T O M DIFFERENT REBAR CRITERIA <- ULT MIN -a 7 6 9 - - -- ( .000 .666 000 ) ( .000 .000 000 ) ( .000 .000 000 ) ( .000 .000 000 ) ( .000 .000 000 ) ( .000 .770 000 ) S U P P O R T S < BOTTOM STEEL (sq in.) S E L E C T I O N 4 5 .69 3 E 5 x 4' -0" .77 3 15 x TRIG. ft. 10 - 22.32 22.32 22.32 22.32 22.32 5 • BEAM OR WALL (PUNCHING SHEAR CHIME NOT APPLICABLE) 6 • STRIP T00 NARROW TO DEVELOP PUNCHING SHEAR CASE 1 • STRESS WITHIN SECTION 01 GOVERNS (COL.CAP OR SLAB) 2 • STRESS WITHIN SECTION 92 GOVERNS (DROP PANEL OR SLAS) FACTORED ACTIONS •- PUNCHING SHEAR STRESSES IN psi -a shear moment due to due to allow- STRESS JNT COND. k k -ft shear TOTAL able RATIO CASE - 1 - - - -2 3 4 S 6 7 8 9 10- 1 3 44.19 4.14 116.42 23,90 140.32 203.01 .63 1 2 1 169.56 12.02 117.00 2.02 113.02 216.02 .55 2 3 I 206.23 3.10 127.33 .52 127.93 216.02 .53 2 4 1 203.05 2.06 126.56 .35 126.91 216.32 .S9 2 5 3. 136.77 6.39 121.45 1.17 122.63 216.32 .57 2 6 2 53.51 7.13 140.99 25.31 166.30 203.09 .12 1 PUNCHING SHEAR CHECK SATISFACTORY NO ADDITIONAL REBAR OR CHANGE IN SECTION IS NECESSARY 16 - FRICTION, ELONGATION AND LONG TERM STRESS LOSSES 16.6 LONG TERM STRESS LOSS CALCULATIONS 16.6.2 INPUT VALUE : Long -term •tress looses due to shinkegs, creep. •lactic shortening and stress relaxation are estimated to a total lump sum of 16.7 FRICTION AND ELONGATION CALCULATIONS 16.7.1 INPUT PARAMETERS : Coefficient of angular friction (sou) Coefficient of wobble friction (K) Ultimate strength of strand Ratio of lacking stress to strand's ultimate strength .. Anchor sot Cross- sectional area of ■trand Note: P. tendon profile (refer to legend of data block 9) Str esses at each location are the average of strands after anchor set, and after long -term losses 14.1 Parameters specified as input for initial stream checks: Tensile mer eeeee divided by (f'c) "1/2 Concrete f'c (initial /final) .75 Top of external support 3.00 PT force (initial /final) 1.15 Top of internal support 3.00 Dead loading (initial /final) .60 Bottom of external span 3.00 Live loading (initial /final) .00 Bottom of internal span 3.00 Compression as ratio of f'c .60 14.2 Mild reinforcement required IN ADDITION to final condition TOTAL ADDED WEIGHT OF REBAR - 234. LB AVERAGE - .09 PS? 14.2.1 A D D I T I O N A L STEEL REQUIRED OVER THE SUPPORTS JOINT < TOP STEEL a < BOTTOM STEEL a E (sq in.) S E L E C T I O N (sq in.) S I L E C -1 2 3 4 5 2 1.55 6 8 5 x 8' -0" 3 1.75 6 0 5 x 10' -6'' 4 1.71 6 8 S x 10' -6'' 1.73 6 8 5 x 8 S 14.2.1 NO added MILD REINFORCEMENT is required at mid -span 14.3 Compressive •treseee COMPRESSIVE stresses are within allowable Limit ( .60 0 f'ti ) MAXIMUM stress - .19 • f'ci (f'ci - initial concrete strength) 12.00 ksi .070 /rad .0014 /ft 270.0 ksi .100 .250 in .153 in "2 16.7.2 CALCULATED STRBSSES(aversge of all tendons) : LENGTH < TENDON HEIGHT(in )a Horizontal ratios < -- STRESS (ksi) - -a SPAN ft P start center right rift X2 /L X3 /G start center right -1 2 - - - -3 4 5 6 7 e 9 10 11 12 - 1 17.00 1 4.50 3.25 7.75 .00 .50 .10 171.04 173.96 179.06 2 26.00 1 7.75 1.25 7.75 .10 .50 .10 179.06 115.18 183.93 3 26.00 1 7.75 1.25 7.75 .10 .50 .10 183.93 178.17 183.13 4 26.00 1 7.75 1.25 7.75 .10 .50 .10 183.13 186.19 180.10 5 19.00 1 7.75 2.50 4.50 .10 .50 .00 180.10 174.61 171.23 16.8 TENDON SELECTION AND DATA: < TENDON EXTENTS a ELONGATION Stress ration TYPE OFF FORCE CAN S P A N S aCAN LEFT RIGHT Anch. Max. <13.42a <3 > <4a <5> (in) (in) - 1---- 2 - - - -3 4 5 6 7 8 - -- A 19 27.58 a 8.88 .35 .68 .74 Note: Force 1s the average value per .trend (k) Stress ratios are at anchorage (7) and maximum along tendon (8) 14 - I N I T I A L CONDITION STRESS CHECK 6 REINFORCEMENT REQUIREMENTS Span isMe Langth Depth width FL Width Ft. Thick. Width Mud Ipliet A. In. in. in. In. 4....46.--.—figte-.> 4 ■ Tendon Profile Perentoters -> Type X1/L X3/L I — I /5 S Length IT 12 / 0 1/ 8 q / 8 I? • ...., Supp. 4—LOWER COLUMN—, WOW 0 rt in <---THICHNESS--> LENGTH ALONG SPAN Lift MP Width Loft Right In in ft ft It CCLUMN--> ElPia) 0 in in Supp. . Lamer Upper Width CRC CSC In Length IT <—UPPER Length ft / 0 /5 8 q / 8 I? ...., Joint <-:---OROP Depth Width In in CAP <---THICHNESS--> LENGTH ALONG SPAN Lift MP Width Loft Right In in ft ft It > L-Length R-Langth in in PROJECT: ..... 1 RUN TITLE: 1•Z r 3 RUN ID: /37 ..... SPAN DATA DROP CAP • ..... ...... • • • :! COLUMN & ADDITIONAL SUPPORT DATA DROP PANEL ...... TENDON ADAPT 1733 Woodside Road, Suite 260 Redwood City, California 94061 Telephone 415/365.2599 • 4m. MO. • Mk =MP AM. ▪ MD .0 ▪ S I M NM, ▪ .1•M ONO. •=i IM1 •••=11 1MM MEM NNW& ■•• • •■ M111•11 A.\ LOADING NOTES: MED MOD Nam= 11111.1 Span Ow Type Load Location Location k/ft, loft ft ft Li FAX 415/365-3306 CT tngia•ering Structural and Civil Ingi 180 Nickerson St., Suite 302, Seattle, WA 98109 ADAPT POST- TENSIONING SL t /)HAM SOFTWARE ACI- 318- 92 /UBC -1991 (V 4.00) 1733 Woodside Road Suite 260, Redwood City, California 94061 DATE AND TIME OF PROGRAM *XECUTION: Jan 26,1997 At Ti*.: 23:18 P R O J E C T T I T L E : TES•RAMADA 1 - G E N E R A L D E S I G N P A R A M I T I R S CONCRETE: STRENGTH at 28 days WEIGHT CREEP [actor for deflections 4000.00 (psi) 150.01 (pct) 2.00 TENSION STRESS limits (multiple of ,(f'c) - 1 /2) Top of external support 6.000 Top of internal support 6.000 Bottom of external span 6.000 Bottom of internal span 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 MILD REINFORCIMENT: YIELD strength 00.00 (ksi) Minimum Cover at TOP 1.00 (in.) Cover at BOTTOM 1.00 (in.) POST- TENSIONING: SYSTEM UNBONDID Ultimate strength of strand 270.00 (ksi) Average effective stress in strand (final) 175.00 (ksi) Strand area .153 (in - 2) Min CGS of tendon from TOP 1.25 (in.) Min CGS of tendon from BOTTOM for INTERIOR spans 1.25 (in.) Min CGS of tendon from BOTTOM for EXTERIOR spans 2.25 (in.) Min specified average pout-tensioning 150.00 (psi) Max tendon SPACING (multiple of member depth ) 8.00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED: Moment■ REDUCED to face of support YES Structure system TWO -WAY Equivalent frame formulation per ACI- 318 -83 YES 2 - I N P U T G E O M E T R Y 2.1 - S P A N D A T A SPAN TYPE LENGTH DEPTH NEB FL.WIDTH FL.THICX. WIDTH MULTIPLIER ft in. in. in. in. 4- l•tt - -- right -a - 1 - - - -2 3 4 5 6 7 I 9 - - -- 1 1 16.00 9.00 12.00 .00 .00 11.00 13 50 2 . 2 - S U P P O R T W I D T H S A N D C O L U M N S D A T A SUPPORT 4 LONER COLUMN - - -a 4 UPPER COLUMN a WIDTHS LENGTH E D CBC• LENGTH E 0 CSC* JOINT in. ft in. in. ft in. in. - -1 2 3 4 5 6 7 8 9---- 10 - --- 1 8.00 9.00 18.00 8.00 (1) .00 .00 .00 (1) 2 8.00 9.00 18.00 8.00 (I) .00 .00 .00 (1) • ALL COLUMNS ARE ASSUMED FIXED AT THE PAR END 3 - I N P U T A P P L I E D L O A D I N G a - -- CLASS - - -a 4 TYPE a 1 - DEAD LOAD 1 - UNIFORM 3 - PARTIAL UNIFORM 2 . LIVE LOAD 2 - CONCENTRATED 4 - APPLIED MOMENT (Uniform) (Con. or part.) ( M o m • n t) SPAN CLASS TYPE (k /tt) (keft or ft -ft) ( ft -k • ft) - -1 2 3 4 5 6 7 6 1 1 1 .113 1 1 1 .040 1 2 1 .081 4 • C A L C U L A T E D S E C T I O N P R O P I R T I S 4.1 AT M I D S P A N SPAN ARIA (in - 2) I (1n Yb (in.) Ye (in.) -1 2 3 4 5 1 2646.00 17060.50 4.50 4.50 (ET -3 5 - D E A D L O A D M O M E N T S . S E S A R S & R E A C T I O N S 4 5.1 S P A N M O M E N T S k -tt a • $.2 EPANIEREARE k a SPAN M(1) (Mmax e) M(r) SE(1) i SE(r) -01 2 3 4 3 6 J '1 -7.77 112.16 (1.00) -1.7$ -39.99 • 29.99 4 5.3 REACTIONS k a Joint 2 1 29.91 25.55 4 6.2 REACTIONS k a Joint 2 1 15.11 3 15.16 4- 3.4 COLUMN MOMENTS k -ft -a Lour columns - -- -Upper columns -7.76 .00 7.76 .00 s- 4.3 COLUMN MOMENTS k -ft -a Lower columns- Upper columns -4.12 .00 4.12 .00 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: 1 - reversed parabola 2 • simple l parabola with straight portion over support 3 harped tendon 9 . 2 T E N D O N P A R A M E T E R S TYPE Xl /L X2 /L X3 /L A/L 1 2 3 4 5 - - 1 1 .000 .500 .000 .000 6 - L I V E L O A D M O M E N T S , M A R S a R E A C T I O N S 4- 6.1 L I V 1 LOAD SPAN MOMENTS (k -ft) and MAR FORCES (k) -a Maxima of NEGATIVE SUPPORT Maxima of POSITIVE SUPPORT and POSITIVE SPAN. momenta and NEGATIVE SPAN moments 11EAR FORCE SPAN M(1) M(max) M(r) M(1) Mlmax) M(r) SE(1) IN(r) - -1 2 3 4 S 6 7 a 9 -- 1 -4.12 59.39 -4.12 .00 .00 .00 -15.418 13.11 - M O M E N T S S R E D U C I D T o ! P A C E O p S U P P O R T 4- 8.1 DEAD LOAD MOMENTS -a 4 -1.2 LIVE* LOAD MOMENTS -a SPAN M(1) M(max) MCr) MC1) M(max) M(r) -1 2 3 4 5 6 7--- 1 2.01 112.17 2.02 .00 59.39 .00 • Live load momenta listed are maxima of support negative and span positive 7- S U M OF DEAD AND LIVE M O M E N T S (k -ft) Maxima of negative support and positive live load span momenta combined with dead loading for serviceability checks ( 1.00DL • 1.00EL ) SPAN M(1) M(maX) M(r) - 1 2 3 4 - -- 1 2.01 171.56 2.01 MOTS: These moments are reduced to face 4 - - -- 9.3 SELECTED VALUES - - - -a 4 -- 9.4 CALCULATED VALUES - -a FORCE •4- DISTANCE OF CGS in. -a P/A Nbal TOTAL FORCE SPAN (k / -) Lett Center Right (psi) (k / -) lk ) - -1 2 3 4 5 6 7 a 1 16.31 4.50 1.25 4.50 170.10 .156 450.29 • ALL distances are heights from soffit of respective member at mid-span Approximate weight of strand 177.1 LE 9 . 5 R E Q U I R B O MINIMUM P O S T - T E N S I O N I N G FORCES (kips) 4- BASED ON STRESS CONDITIONS -a 4- OTHER CONDITIONS -> SPAN LEFT CENTER RIGHT MIN P/A MAX SPACING - -1 3 3 4 5 6 1 .00(3) 4.97 .00(3) 16.20 4.46 LEGEND : (1) Stress at PACE OF SUPPORT governs (2) Stress at CHANGE IN CROSS - SECTION governs (3) Based on stress, NO POST- TENSIONINO required 9 . 6 S E R V I C E S T R E S S E S (psi) (tension shown positive) L E F T C E N T E R R I M SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7 - -- 1 - 166.52 •166.72 - 344.14 3.71 - 166.52 - 166,72 9.7 POST - TENSIONING B A L A N C E D M O M E N T S , SMEARS 6 REACTIONS 4 -- S P A N M 0 M E N T S (k -ft) - - a 4 -- SFAN SMEARS (k ) --a M(1) (Mmax •) 2 3 4 1 -2.05 - 114.08 ( 8.00) < -- REACTIONS (k ) - - > -joint 2 1 1 .000 i 2 .000 10 - F A C T O R E D M O N I S T S SPAN 10.1 FACTORED DESIGN MOMENTS (k -ft) N (left) (center) (right) -1 2 3 • 1 10.73 265.91 10.73 JOINT 10.3 FACTORED REACTIONS ...(k ) I STRIP reaction BAY reaction - -1 2 3 1 2.82 68.98 2 2.82 66.51 TOTAL WEIGHT OF REBAR • 11.2 S T S E L A T S U P P O R T S T 0 P JOINT As DIFFERENT REBAR CRITERIA N sq.in. <- DLT MIN -a -1 1 2 .000 2 .000 3 4 5 ( .000 .000 .000 ) ( .000 .000 .000 ) 11.3 SELECTION OF MAR JOINT N (sq in.) -1 2 1 .00 2 .00 AT TOP STEEL a S B L I C T I 0 N 3 4 N Sx 3' -6" 4 N 5x 3.-6. 11.4 S T B E L A T M I D - S P A N T O P SPAN As DIFFERENT RBBAR CRITERIA I sq.in. <- ULT....TENS -a - 1 - - - -2 3 4 5 1 .000 ( .000 .000 .00 ) 12 - M M H G S H S A R C H E C K JNT COND. - 1 - - - -1 1 2 2 2 FACTORED ACTIONS shear moment k k -ft 3 4 68.98 9.98 68.98 9.98 M(!) 53(1) SR(r) s 6 7 -2.05 .00 .00 < -- COLUMN MOMENTS (k -ft) - -> Lower columns Upper columns 7.907 .000 -7.909 .000 i R E ACT I O N S Calculated as ( 1.40D • 1.70L • 1.00 secondary moment effects ) 10.2 SECONDARY MOMENTS ..(k -ft) (left) (center) (right) 5 6 7 7.91 7.91 7.91 10.4 FACTORED COLUMN MOMENTS (k -ft) LONER col. UPPER col. 4 3 -1.98 .00 9.98 .00 11 - M I L D I S I N F O R C S M I N T R I Q U I R S M I N T S 11.1 SPECIFIC CRITERIA FOR TWO - N A Y SYSTEM - Tensile block rebar requirement - Minimum steal 0.00073b1 - Moment capacity a factored (design) moment Rabat* cut -off lengths specifieda For top bars .17 span length For bottom bars .33 span length EXTEND ONE -TEIRD of IND -SPAN BOTTOM BARS to support center lines EXTEND ONE- FOURTE of INTERIOR -SPAN BOTTOM bars to support center lines REINFORCEMENT based on NO REDISTRIBUTION of factored moments 57 LB Ai/BRAGS • .15 PS! 11.5 SELECTION OF M A R AT M I D - S P A N NO REBAR REQUIRED B O T T O M As DIFFERENT REBAR CRITERIA sq.tn. <- ULT MIN -a 6 7 8 .648 ( .000 .648 .648 ( .000 .648 B O T T O M As DIFFERENT RBBAR CRITERIA sq.in. <- ULT....TENS -a 6 7 a 9 .000 ( .000 .000 .000 ) LIQINDs CONDITION 1 • INTERIOR COLUMN 2 - BND COLUMN 3 • CORNER COLUMN 4 • E00$ COLUMN (PARALLBL TO SPAN) 5 - BRAM OR WALL (PUNCHING SMEAR CHECK NOT APPLICABLR) 6 • STRIP T00 NARROW TO DRVRLOP PUNCHING SHRAR CASK 1 • STRESS WITHIN SECTION 01 GOVIRNS (COL.CAP OR SLAB) 2 • STRESS WITHIN SECTION 02 GOVIRNS (DROP PANRL OR SLAB) <- PUNCHING SHEAR 511/5913 IN poi.' due to due to allow- shear moment TOTAL able 5 6 7 8 181.74 31.42 213.16 203.09 181.74 31,42 213.16 203.09 STRESS RATIOS 120EED ALLOWABLE WALVIS, REVISE SECTION GBOMITRY. 9- .000 ) .000 ) S U P P O R T S < BOTTOM STEEL a (eq in.) S E L E C T I O N 4 5 .65 3 N 5 x 4.-0.. .66 3 N S x 4.-0.. TRIB. ft. 10 -- 24.50 STRESS RATIO CASE 9 10- 1.05 1 1.05 1 ••• • . • 16 -.'PAICTION, SLONGATION'AND LONG TSRM..STRISS LOSSSS 11.5 LONG TSRM SIRIUS LOSS CALCULATIONS ,.1 16.6.2 INPUT TALUS , Long-term s rr aa lose.. due ko shinkage, creep, shortening and stress relaxation are estimated to lUmp sum of 12 00 k.i 14.7, FRICTION AND SLONGATION CALCULATIONS 16.7.1 INPUT PARANSTIRS t , Coefficient of angular friction (sou) .070 /rid Coefficient of wobble friction (R) .0014 /ft Ultimate strength of strand 270.0 ksi Ratio of jacking stress to Strand's ultimate strength .000 Anchor 114C .250 in Cross-sectional area of strand .153 in"2 16.7.2 CALCULATID STRISSIS(average of all tendons) LUCIE .TONDON NRIGIT(in Itorizontal ratios STRISS (ksi) SPAN ft P start center right ZIA Z2/L XVI. start center right 4 3 6 7 5 10 11 12 - 1 16.00 1 4.50 1.25 4.50 .00 .50 .00 160.09 163.50 160.09 • Note: P. tendon profile (refer to legend of data block 11) Stresses at each location are the average of strands after anchor set, and after long-term 10sMem 16.6 TSNDON SELSCTION AND DATA: TIPS OPP PORCI 14.1 Parameters specified as input Concrete f't (initial/final) PT force (initial/final) Dead loading (initial/final) Live loading (initial/final) TENDON IXTINTS CAN SPANS ' (la 4 .75 I.15 .60 .00 aCAN ELONGATION Stress ratios LWIPT RIGNT Anab. Max. (in) (in) 5 6 7 1.16 -.01 .64 66 A. 13 24.75 Note: Porte is the average value per strand (K) Stress ratios are at anchorage (7) and maximum along tendon (S) • 14 - INITIAL CONDITION STRESS CHICK a RSINPORCIMINT RIGUIRININTS for initial •tress checks: Tensile str eeeee divided by (fc) Top of external support 3.00 Tbp or internal support 3.00 Bottom of external span 3.00 Bottom of internal span 3.00 Compression as ratio of f't .60 14.2110 added MILD RSINFORCBMSNT is required due to initial conditions 14.3 Compressive .tree... COMPRSSSIVS .tree... are within allowable limtt ( .60 • f'ci ) MAXIMUM stress .13 • f'ci (f'ci initial concrete strength) Joint R O P CAP > <— THICKNESS—e LENGTH ALONG SPAN Left RV Width Lan Right In In n n n < - -O O.pth Width L4..ngth R•I.angth In In In in ----- right —> ) —1 i‘A 9 / z H,s //-- 2 i 7 '1 - 22.s 7.2.s 7 S 9 / 2. 3 6,1 span Tip. Length Depth Width FL Width R. Thick, R In. In. In. In. Width Multlpin <— Iran• <— Tendon Pronto Parameters —> Type X1 /L Xa /L ----- right —> ) —1 i‘A 9 / z H,s //-- Z I 7 S 9 / 2. 572r 6,1 , . G 1 t5 9 . / Z S LSG,S PROJECT: RUN TITLE: RUN ID: SPAN DATA DROP CAP 1�tt.0 4.6�tri T..l. ? /.�.... / °l i3 r J COLUMN & ADDITIONAL. SUPPORT DATA DROP PANEL TENDON seep. 2. <- -LOWER COLUMN —> Length SPIN 0 n n In 9 q / iro /g S I Z, < —UPPER COLUMN ---> Length e(Die) 0 ft in In Sup0. • Lowry Upper Width CDC CSC In = I MN ■IIIIIIMM - aND JEN MD AM MI MIR WO OM GM LOADING ADAPT 1733 Woodside Road, Suite 260 Redwood City, California 94061 Telephone 415/365.2599 FAX 415/365.3306 NOTES: .t:g r-t / 1 7 s `>AFtpr: b . .1 I 1'es,G.rg Sptn Class Type Load Location Location k /n, k k•n n ft 0 0 u u I/3 .040 .o g 4�� P R O J E C T T I T L I: TEE RAMADA CT. Engineering Structural and Civil Sngi 160 Nickerson St., Suite 302, Seattle, WA 98109 I ADAPT POST- TENSIONING SLAB /SIAM SOFTWARE ACI- 318- 92 /0IC -1,91 (V 4.00) 1733 Woodside Road, Suite 260. Redwood City,.Californga 94061 DATE AND TIME OF PROGRAM EXECUTION: Jan 36,1997 At Time: 23:28 1 - G E N I R A L D E S I G N P A R A M E T E R S CONCRETE: STRING?! at 28 day. 4000.00 (psi) WEIGHT 150.01 (pct) CRISP factor for deflections 2.00 TENSION STRESS limits (multiple of (f'c)'1 /2) Top of external support 6.000 Top of internal support 6.000 Bottom of external span 6.000 Bottom of internal span. 6.000 COMPRESSION STRESS limits (multiple of (t'c)) At all locations .450 MILD REINFORCEMENT: YIELD strength 60.00 (ksi) Minimum Cover at TOP 1.00 (in.) Minimum Cover at BOTTOM 1.00 (in.) POST - TENSIONING: SYSTEM UNDONDID Ultimate strength of strand 270.00 (ksi) Average effective stress in strand (final) 175.00 (ksi) S trand area 153 (in'2) Min CGS of tendon from TOP 1.25 (in.) Min CGS of tendon from BOTTOM for INTERIOR spans 1.25 (in.) Min CGS of tendon from BOTTOM tar EXTENSOR spans (in.) Min specified average post- tensioning 150.00 (psi) Max tendon SPACING (multiple of member depth ) 8.00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED: Moments REDUCED to face of support YES Structure system TWO -WAY E quivalent frame formulation per ACI - 318 -83 YES 2 - I N P U T G E O M E T R Y SPAN TYPE LENGTH DEPTH WEB FL.NIDTH FL.THICR. WIDTH MULTIPLIER ft in. in. in. in. (- left- -- right -) -- ( - - - -2 3 4 5 6 7 5 9 - - -- 1 1 16.00 9.00 12.00 .00 .00 4.50 11 00 2 1 7.50 9.00 12.00 .00 .00 5.35 6 50 CANT 1 8.00 9.00 12.00 .00 .00 5.25 6 50 2 . 2 - S U P P O R T W I D T H S A N D C O L U M N S D A T A SUPPORT ( LOWER COLUMN - - - -) ( UPPER COLUMN ) WIDTHS LENGTH E D CSC. LENGTH B D CDC* JOINT in. ft in. in. It in. in. - -1 2 3 4 5 6 7 I 9---- 30 - - -- 1 6.00 9.00 16.00 6.00 (1) .00 .00 .00 (1) 2 12.00 9.00 16.00 12.00 (II .00 .00 .00 (11 3 6.00 9.00 18.00 6.00 (1) .00 .00 .00 (1) • ALL COLUMNS ARE ASSUMED FIXED AT TEE FAR END 3 - I N P U T A P P L I E D L O A D I N G (--- CLASS - - -) ( TYPE a 1 - DEAD LOAD 1 - UNIFORM 3 • PARTIAL UNIFORM 2 • LIVI LOAD 2 • CONCENTRATED 4 • APPLIED MOMENT (Uniform) (Con. or part.) ( M o m • n t) SPAN CLASS TYPE (k /tt) (kelt or ft -ft) ( ft -k • It) -.1 2 3 4 5 6 7 8 1 1 1 .113 1 1 1 .040 1 2 1 .061 2 1 1 .113 2 1 1 .040 2 2 1 .061 CANT 1 1 .113 CANT 1 1 .040 CANT 2 1 .061 2 . 1 - S P A N D A T A (BT -4 4 - C A L C U L A T E D S E C T I O N P R O P I R T I I I S 4.1 AT M I D 5 P A N SPAN ARIA (1n I (in'4) - 1 2 3 1 1674.00 11299.30 2 1269.00 6565.73 l YD (in.) It (in.) 4 5 4.50 4.50 4.50 4.30 S - D E A D L O A D M O N I S T S , W A R S i R I A C T I O N S • 5.1 S P A N N 0 M E N T S k -ft a • 3.2 SPAN SHEARS k a S PAN M(1). (MmaX •) M(r) SEIl) EE(r) - -i 2 3 4 S 6 7 - - -• 1 -6.93 31.12 ( 7.20) -44.17 -16.60 21.34 2 -33.31 -26.43 ( 2.23) -52.43 -4.19 9.29 CANT -37.53 -14.35 a 3.3 REACTIONS k a a- 5.4 COLUMN MOMENTS k -ft -a Joint 2 Lover columns - -- -Upper columns 1 16.60 -6.52 .00 2 25.34 11.55 .00 3 23.67 -3.05 .00 6 - L I V E . L O A D M O M E N T S , B R I A R S a R E A C T I O N S a- 6.1 L I V E LOAD SPAN MOMENTS (k -ft) and SHEAR FORCES (k) -a Maxima of NEGATIVE SUPPORT Maxima of POSITIVE SUPPORT and POSITIVE SPAN moments and NEGATIVR SPAN momenta SHEAR FORCE SPAN N(1) M(max) M(r) N(1) M(max) M(r) SE(1) SE(r) - -1 2 3 4 5 6 7 1 9 - 1 -3.67 27.07 -23.73 .00 .00 .00 -5.79 11.30 2 -17.63 .00 -27.76 .00 -15.03 .00 -2.22 4.92 CANT -30.46 -7.61 • 6.2 REACTIONS k a 4- 6.3 COLUMN MOMENTS k -ft -> Joint 2 Lower columns - -- -Upper columns 1 6.79 -3.66 .00 1 13.32 6.11 .00 3 12.33 -2.70 .00 - M O M E N T S R E D U C E D T O F A C E O F S U P P O R T s- 8.1 DEAD LOAD MOMENTS -a 4-8.2 LIVE• LOAD MOMENTS -a SPAN M(1) M(max) M(r) MCI) M(maxl M(r) - -1 2 3 4 5 6 7 - - -- 1 -1.53 51.13 -34.49 -.11 27.07 -11.26 2 - 31.44 -21.43 -49.43 -16.64 .00 -26.17 CANT -52.13 -27.98' • Live load moments listed are maxima of support negative and span poeitiv 7- S U M OF DEAD AND LIVE M 0 M E N T S (k -ft) Maxima of negative support and positive live load span moments combined with dead loading for serviceability cbeckr ( 2.0001 • 1.0011 ) SPAN M(1) M(rax) M(r) - 1 2 3 4 - -- 1 -2.34 71.19 -52.73 2 -48.06 -20.43 -73.60 CANT -80.81 NOTE: These moments are reduced to face 9 - SELECTED POST - TENSIONING FORCES AND TINDON PROFILES 9.1 PROFILE TYPES AND PARANITIAS LEGEND: 1 - reversed parabola 2 • simple parabola with straight portion over support 3 - harped tendon 9 . 2 T E N D O N P A R A M E T E R S TYPE Y1 /1 12 /1 X3 /1 A/L 1 2 3 4 3 - - - 1 1 .000 .500 .100 .000 3 1 .100 .500 .100 .000 CANT 1 .000 s -- -- 9.3 SELECTED VALUES - - - -s a -- 9.4 CALCULATED VALUES - -s FORCE •a- DISTANCE OF CGS in. -a P/A Wbal TOTAL FORCE SPAN (k I -) Left Center Right (psi) (k / -) (k ) - -1 2 3 4 S 4 7 1 1 17.02 4.50 2.25 7.75 157.56 .172 263.76 2 22.63 7.78 7.25 7.73 209.73 .134 266.17 CANT 22.42 7.75 4.50 207.63 .190 263.41 • ALL distances are heights from soffit of respective member at mid -span 179.4 LE Approximate weight of strand 9 : 5 ( I N Q U I R E D MINIMUM P O E T- T E N S I O p ,I N 0 FORCES (kips) 4- BASSO ON STRESS CONDITIONS -a s- OTHER CONDITIONS -a SPAN LIFT CENTER RIGHT MIN P/A MAX SPACING - -1 2 3 4 5 6 1 :00•(3) .00 .00(3) 16.20 4.46 2 400(3) .00 3.62(1) 16.20 4.46' CANT 4.69 16 ;20 4.46 LEGEND 2 (1) Stress at PACS OF SUPPORT governs (2) Stress at CHANGE IN CROSS - SECTION g (3) Eased on stress, NO POST- TENSIONING required 9.6 E E N V I C S 9 T R E S 9■ S (psi) (tension shown positive) L I F T C E N T E R * 1 0 0 ? SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7- - 1 - 156.09 - 153.36 - 246.46 -69.67 - 114.71 - 306.50 2 - 113.06 - 310.65 - 263.62 •155.19 - 129.43 - 266.92 CANT 13.47 - 109.01 9 . 7 POST - TENSIONING B A L A N C I D M O M E N T E, SHEARS a REACTIONS • -- S P A N M O M E N T S (k -ft) - -a •-- SPAN SMEARS (k ) --a SPAN M(1) (Mmax e) Mfr) SE(1) SE(r) - -1 2 3 4 S 6 7 1 2.63 -59.59 ( 1.00) 43.15 2.19 2.19 2 32.41 36.97 ( 3.75) 63.03 -4.51 -4.51 CANT 65.53 .00 • -- REACTIONS (k ) - -s TOTAL WEIGHT OF REBAR • 11.2 S T I I I L A T S U P P O R T S 11.4 S T N I L A T M I D - S P A N 4 -- COLUMN MOMENTS (k -ft) - -a -joint 2 Lower columns Upper columns 1 -2.191 7.379 .000 2 6.702 - 13.275 .000 3 -4.512 6.361 .000 10 - F A C T O R E D M O M E N T S a I N A C T I O N S Calculated as ( 1.400 • 1.70L • 1.00 secondary moment effects ) SPAN. 10.1 FACTORED DESIGN MOMENTS (k -ft) 10.2 SECONDARY MOMENTS ..(k -tt) $ (left) (center) (right) (left) (center) (right) -1 2 3 4 5 6 7 1 3.13 107.44 - 105.91 6.65 -10.15 -26.5$ 2 - 110.26 -63.09 - 121.56 -37.95 -23.29 -7.67 CANT - 121.52 - -- - -- JOINT 10.3 FACTORED REACTIONS ...(k ) 10.4 FACTORED COLUMN MOMENTS (k -It) 1 STRIP reaction BAT reaction LONER cal. UPPER col. - -1 2 3 4 5 1 2.32 35.99 -1.54 .00 2 4.10 65.44 13.29 .00 3 4.25 49.93 -5.34 .00 11 - M I L D R B I N F O R C I M B I I T R I Q U I R I M I N T S 11.1 SPECIFIC CRITERIA FOR TWO - N A Y SYSTEM - Tensile block tuber requirement - Minimum steel 0.00075b1 - Moment capacity a factored (design) moment Reber cut -off lengths specified: For top bars .17 span length For bottom bars .33 span length EXTEND ONE -THIRD of END -SPAN BOTTOM BARS to support canter lines EXTEND ONS- FOURTH of INTERIOR -SPAN BOTTOM bars to support center lines REINFORCEMENT based on NO REDISTRIDUTION of factored moments 63 LB AVERAGI • .15 PSF T O P B O T T O M JOINT As DIFFERENT REDAR CRITERIA As DIFFERENT REBAR CRITERIA I sq.in. •- ULT MIN -a sq.in. <- OLT MIN -a -1 2 3 4 S 6 7 S 9 - - -- 1 .000 ( .000 .000 .000 ) .641 ( .000 .64E 000 ) 2 .952 ( .000 .952 .000 ) .000 1 .000 .000 000 ) 3 .952 ( .000 .952 .000 ) .000 1 .000 .000 000 ) 11.3 SELECTION Of M A R AT S U P P O R T S JOINT s TOP STOOL s s BOTTOM STEEL a E (sq in.) S E L E C T I O N (sq in.) S O L I C T I O I I -1 2 3 4 5 1 .00 4 1 5x 3' -6'' .65 3 1 5 x 4 2 .95 4 I 5x 5 3 .95 4 I 5x 3 T 0 P B O T T O M SPAN As DIFFERENT REEAR CRITERIA As DIFFERENT REEAR CRITERIA TRIM. M sq.in. 4- ULT....TENS -a eq.in. 4- ULT....TINS -a ft. - 1 - - - -] 3 4 5 6 7 8 9 10 - -- 1 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 13.50 2 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 3 11.73 11.5 SELECTION OF R a M A R AT M I D- S.P A N NO REMAR REQUIRED 12 - P U N C H I N G S H S A R did R LEGEND: CONDITION... 1 • INTERIOR COLUMN 2 • END COLUMN 3 • CORNER COLUMN 4 • EDGE COLUMN (PARALLEL TO SPAN) 5 • BRAN OR WALL (PDNCEING DINAR CHECK NOT APPLICABLE) 6 • STRIP T00 NARROW TO DEVELOP PDNCEING SHEAR CASE 1 • STRESS WITEIN SECTION 01 GOVERNS (COL.CAP OR SLAB) 2 • STRESS WITEIN SECTION 02 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS 4- PUNCHING MAR STRUM IN pal -a shear moment due to du• to allow- STRESS JNT COND. k k -ft shear moment TOTAL able RATIO CASE - 1• - - -2 3 4 5 6 7 I 9 3.0- 1 3 35.99 8.54 138.97 10.07 159.05 203.09 .78 1 2 4 65.44 13.29 143.37 17.80 161.17 215.03 .75 1 3 4 49.93 5.34 109.38 7.65 117.03 203.09 .58 1 PDNCEING SHEAR CHECK SATISFACTORY NO ADDITIONAL REEAR OR CHANCE IN SECTION IS NECESSARY 16 - FRICTION, ELONGATION AND LONG TERM STRESS LOSSES 16.6 LONG TERM STRESS LOSS CALCULATIONS 16.6.2 INPUT VALUE : Long -term stress losses due to ■hinkage, creep, elastic shortening and stress relaxation are estimated to a total lump sum of 16.7 FRICTION AND ELONGATION CALCULATIONS 14 - I N I T I A L CONDITION STRESS CHECK a REINFORCEMENT REQUIREMENTS 14.2 NO added MILD REINFORCEMENT is required due to initial conditions 14.3 Compressive str eeee■ COMPRE881VE stress.■ are within allowable limit MAXIMUM •tress • (C'ci • initial coacr•te strength) .60 • f'ci ) .17 • rot 12.00 ksi 16.7.1 INPUT PARAMETERS : Coefficient of angular friction (mau) .070 /rad Coefficient of wobble friction (K) .0014 /ft Ultimata atreagth of strand 270.0 kai Ratio of jacking stress to strands ultimate strength .800 Anchor set .250 in Cross - sectional area of strand .153 in'2 16.7.2 CALCULATED STRESSES(average of all tendon.) : LENGTH cTENDON HEIGHT(in ), Horizontal ratio■ 4 -- STRESS (kei) - -a SPAN ft P start center right X1 /L X2 /L X3 /L start center right -1 2 - - - -3 4 5 6 7 8 9 10 11 12 -- 1 16.00 1 4.50 2.25 7.75 .00 .50 .10 169.29 173.39 175.72 2 7.50 1 7.75 7.25 7.75 .10 .50 .10 175.72 173.97 172.21 CANE 8.00 1 7.75 4.50 .00 172.21 Note: P. tendon profile (refer to legend of data block 9) Stresses at each location are the average of strands after anchor set, and after long -term looses 16.8 TENDON SELECTION AND DATA: 4 TENDON EXTENTS a ELONGATION Stress ratio■ TYPE OFF FORCE CAN< S P A N S •CAN LEFT RIGHT Anch. Max. 41.42,4 -a (in) (in) - 1---- 1 - - - -3 4 S 6 7 8 - -- A 10 26.37 2.51 -.06 .68 73 Note: Force is the average value per strand (k) Stress ratios are at anchorage (7) and maximum along tendon (E) 14.1 Parameters specified as input for initial stress checks: Tensile stresses divided by (f'c) - 1/2 Concrete f'c (initial /final) .75 Top of external support 3.00 PT Corte (initial /final) 1.15 Top of internal support 3.00 Dead loading (initial /final) .60 Bottom of external span 3.00 Live loading (initial /final) .00 Bottom of internal span 3.00 Compression as ratio of f'c .60 Spin Type Length Depdt Width Fl. Width Fl. Thick Width Multiplier R in. In. In. In. < . fill• --- right —> <- Tendon Profits Parameters -> Type X1 /L X3 /L COLUMN - -> Blow 0 in In Supp. . Lome Upper Width CDC CEC In < —UPPER Length ft Supp• <--LOWER CCUIYN —> Largth 8(OW D It it in <— TNICIWESS —> LENGTH ALONG SPAN Left Right Width Lilt Flight In In ft ff ft COLUMN - -> Blow 0 in In Supp. . Lome Upper Width CDC CEC In < —UPPER Length ft Joint R O P CAP <— TNICIWESS —> LENGTH ALONG SPAN Left Right Width Lilt Flight In In ft ff ft c --O > Cepth Width 4Length R- Length In In In In rnu.Lt+r l RUN TITLE: RUN ID: ' .T $ • SPAN DATA DROP CAP e./.1 /.1 • Y " f7__ �.._. • COLUMN & ADDITIONAL SUPPORT DATA DROP PANEL AID 3 elm= ▪ .= . TENDON NOTES: LOADING Spin Coo Type Load Location Location k /ft. k, k -Il ft it ADAPT 1733 Woodside Road, Suite 260 Redwood City, California 94061 Telephone 415/365.2599 FAX 415/365 -3306 . ? Y1....j S.S,?17,P.RrFt'r- SW 1 /P• Winch NOM Math R. WIWI R. rift. R. In. h. In. h. 'Mom AA� • a 4 Tendon Radio Paronvosr2 -, ripe XIX -4.11---agni- Sum. Layer Upper Whin CSC CSC In a I 5 1? 9 12 L-- '9.6' 1, t , I Z i • • . • . 3 1 2 9 12 ls I, 5' CI 4 1 I I ;I- • - • . • Supp. 4---LCIVER CC3.1.4 LanScri Eighl) 0 R 2 In 4—UP Lam3 <--OROP CAP ) 0•912 Y43421 L-4..angin R4.ancjin in In in in PEI CCLU204— LIPR 0 in In Sum. Layer Upper Whin CSC CSC In a 0 k .. / L. 14 AI I , 2 • • . • • -3 CI • - . Spin Casis Type Wad . LacsIcet Loudon RM. 14. 164 2 2 •e—THCXNE53--) LENGTH ALCM SPAN Lail F49:* WI= Let algrit in In ft it ft <--OROP CAP ) 0•912 Y43421 L-4..angin R4.ancjin in In in in 0 k .. / L. 14 AI I , :eine •e—THCXNE53--) LENGTH ALCM SPAN Lail F49:* WI= Let algrit in In ft it ft <--OROP CAP ) 0•912 Y43421 L-4..angin R4.ancjin in In in in RUN TITLE: RUN IC: •••••■••••••••• •••••• .... • 6 ) o I... ) •••. ••• ..... ....!•:••••■••■••••■••••••••••••■•••........ ••••••■•••■•■••■■•••••■■•• 0 • L rl t/ SPAN DATA. COLUMN & ADDITIONAL SUPPORT DATA DROP CAP DROP PANEL ••■•■•••••••••■•■••••••••■••••■••••••••••••■••••••••■••ra••••••*1■• • 11.1.1••■••• am 00 01.11.ao ••■•■•••••■•••• •■••••••••■•••■•••••••••■••■• 0.0••••••••• ■-■ ADAPT 1733 Woodside Road, Suite 260 Redwood City, California 94061 Telephone 415/365.2599 *MIMEO •••=111 1•1■0 .11■101 TENDON NOTES: LOADING • ••••••••••••••••■■••••••••■•■••••••••••••••••••••••••••• •••■••••••••• FAX 415/355-33ce OATS AND TINE OF PROGRAM ■XICUTION: Jan 27,1997 At Time: 1236 CT Engins•ring Structural and Civil Ingineers 180 Nickerson St., Suite 302, Seattle, WA 95109 I ADAPT POST - TENSIONING }LAS /BRAM.SOFTWARE ACI- 31S- 92 /OBC -1991 (V 4.00) 1733 Woodside /old, Suite 260, Redwood City, California 94061 P R O J I C T T I T L I: TEE RAMADA 1 - G E N E R A L D R S I G N P A R A M E T E R S COMMITS: STRING?! at 28 day• 4000.00 (psi) WElGlT 150.01 (pcf) CRISP factor for deflections 2.00 TENSION STRESS limits (multiple of (f'c) - 1/2) Top of external support 6.000 Top of internal support 6.000 Bottom of external span 6.000 Bottom of internal span 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 MILD RIINPORCIMENT: YIELD strength 60.00 (ksi) Minimum Cover at TOP 1.00 (in.) Minimum Cover at BOTTOM 1.00 (in.) POST - TENSIONING: SYSTEM UNBONDED Ultimate strength of strand 270.00 (ksi) Average effective stream in strand (final) 175.00 (ksi) Strand area .153 (in - 2) Min CGS of tendon from TOP 1.25 (in.) Min CGS of tendon from BOTTOM for INTERIOR spans 1.25 (in.) Min CGS of tendon from BOTTOM for EXTERIOR spans 2.25 (in.) Min specified average post - tensioning 150.00 (psi) Max tendon SPACING (multiple of member depth ) 5.00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED: Moments REDUCED to face of support YE9 Structure system TWO -WAY Equivalent frame formulation per ACI- 3r5 -51 NO 2 - I N P U T G E O M E T R Y 2 . 1 - S P A N D A T A SPAN TYPE LENGTH DEPTH WEB FL.WIDTH FL.THICX. WIDTH MULTIPLIER ft in. in. in. in. 4- left - -- right -a - 1 - - - -2 3 4 5 6 7 8 9 - - -- 1 1 15.83 9.00 12.00 .00 .00 9.50 9 50 2 1 26.00 9.00 12.00 .00 .00 9.50 9 50 3 1 22.00 9.00 11.00 .00 .00 9.50 9 50 4 1 9.00 9.00 12.00 .00 .00 9.50 9 50 2 . 2 - S U P P O R T W I D T H S A N D C O L U M N S D A T A SUPPORT 4 LOWIR COLUMN - - - -a 4 UPPER COLUMN a WIDTHS LENGTH B D CSC* LENGTH B D CSC JOINT in. ft in. in. ft in. in. -1 2 3 4 5 6 7 8 9-- - -10 -- 1 8.00 .00 .00 .00 (1) .00 .00 .00 (1) 2 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 3 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 4 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 5 8.00 .00 .00 .00 (1) .00 .00 .00 (1) *NO COLUMNS ARE SPECIFIED. NO COLUMN STIFFNESS IS INCLUDED IN TEE ANALYSIS 3 - I N P U T A P P L I N D L O A D I N G (DT -1 4.--CLASS - - -a 4 TYPE • 1 • DEAD LOAD 1 . UNIFORM 3 • PARTIAL UNIFORM 2 • LIVE LOAD 2 • CONCENTRATED 4 • APPLIED MOMENT (Uniform) (Con. or part.) ( M o m • n t) SPAN CLASS TYPE (k /ft) (k•ft or ft -ft) ( ft -k • ft) - -1 2 3 4 5 6 7 5 1 1 1 .040 1 2 1 .081 2 1 1 .113 2 1 1 .040 2 2 1 .051 ) 3 3 3 4 1 1 .113 4 1 1 .040 c 4. . 2 1 .081 4 - C A L C U L A T E D S I C T I O N P R O P I R T L I S ' 4 . 1 A T M I'D ! P A N SPAN ARIA (1n'2) I (1n'4) -1 2 3 1 2052.00 13851.00 2052.00 13851.00 2052.00 13831.00 4 2052.00 13851.00 2 3 5 - D E A D L O A D • 5.1 S P A N 11 0 14 5 1 6 1 5 k -ft s SPAN M(1) (Maas e) M(r) - -1 2 3 4 s 1 .00 -31.04 ( 7.92) - 109.70 2 - 109.71 108.13 (12.33) - 166.94 3 - 166.94 38.40 (12.65) -74.04 4 -74.02 4.04 ( 7.43) .00 • 3.3 REACTIONS k a Joint 3 1 -.91 2 48.53 3 76.19 4 49.06 5 4.86 6 - L X V I L O A D C. 6.1 L I V E LOAD SPAN Maxima of NEGATIVE and POSITIVE SPAN SPAN 14(1) M(max) -1 2 3 1 .00 18.64 2 -72.91 51.58 3 -84.01 31.96 4 -40.74 1.87 Joint 1 7.58 2 36.37 3 39.33 4 26.41 5 2.40 8 - M O M 5 N T 9 7 - S U M ▪ 6.2 REACTIONS k a 2 SPAN -1 1 2 3 4 NOTE: These moment. 1 .113 i • .040 1' .081 SUPPORT moment M(r) 4 -72.91 -84.01 -40.75 .00 Yb (in.) ft (in.) 4 5 11 0 11 1 11 1 5 , S M E A R S a R E A C T I O N S <- 5.4 COLUMN MOMENTS k -ft -a Lower column' - -- -Upper columns .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 11 0 11 1 16 1 5 , WARS E A R S a R E A C T I O N S MOMENTS (k -ft) and SMEAR FORCES (k) -a Maxima of POSITIVE and NEGATIVE SPAN M(1) M(max) 5 6 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 4.50 4.50 4.30 4.50 4.50 4.50 4.50 4.50 • 3.2 SPAN !REAR! k a 3E(1) 31(r) 6 7 - - - .91 12.94 -35.59 39.99 -36.20 27.75 -21.31 4.86 SUPPORT moment' M(r) 7 .00 .00 .00 .00 <- 6.3 COLUMN MOMENTS k -ft -a Lower columns--- -Upper columns .00 .00 .00 .00 .00 .00 SEEAR 95(1) -7.58 -19.58 -16.90 -11.45 R E D U C E D T O F A C E O F S U P P O R T 8.1 DEAD LOAD MOMENTS -a SPAN M(1) moons) M(r) -1 2 3 4 1 -.35 -31.04 - 103.33 2 -92.25 108.17 - 147.33 3 - 149.17 38.39 -60.53 4 -63.73 4.04 1.45 • Live Load momenta listed are maxima or OF DEAD AND LIVE M 0 M E N T S (k-ft) Maxima of negative support and positive live load span moments combined with dead loading for serviceability checks ( 1.0001 • 1.00LL ) M(1) M(max) 3 2 -.39 -12.41 - 155.57 159.75 - 223.92 90.36 -98.94 5.91 ars reduced to face 11(r) - 168.04 - 221.32 -93.98 1.45 1 - SELECTED POST- TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: 1 • reversed parabola 2 • simple parabola with straight portion over support 3 • harped tendon 4 -8.2 LIVE• LOAD MOMENTS -a MCI) M(max) M(r) 5 6 7 - - -- .00 18.63 -64.71 •63.32 51.58 -73.98 -74.75 31.97 -33.46 -35.21 1.87 .00 support negative and span positive FORCE 91(r) 9 -- 16.79 20.43 14.96 2.40 9 . 2 T E N D O N P A R A M I T I R S ?SPX XS /L X2 /L X3 /L A/L 1 2 3 4 1 1 .000 .500 .100 .000 2 1 .100 .500 .100 .000 3 1 .100 .500 .100 ;.000 4 1 .100 .500 .000 •.000 e - - -- 9.3 SELECTED VALUES - - - -a s -- 9.4 CALCULATED VALUES - -a FORCE •s- DISTANCE OF CGS in. P/A Nbal TOTAL FORCE SPAN (k / -) Left Center Right (psi) (k / -) (k ) - -1 2 3 4 S 6 7 8 1 21.08 4.50 4.25 5.75 195.19 .049 400.53 2 22.04 5.75 1.25 7.75 204.09 .120 418.79 3 21.70 7.75 1.25 9.75 200.94 .164 412.34 4 20.71 5.75 4.25 4.50 191.77 .149 393.50 • ALL distances are heights from soffit of respective member at mid -span Approximate weight of strand 591.5 LB 9.5 R E Q U I R E D MINIMUM P 0 S T- T E N S I O N I N C FORCES (kips) .t■ SASSO ON STRESS CONDITIONS -a a- OTEER CONDITIONS -a SPAN LEFT CENTER RIGHT MIE P/A MAX SPACING - -1 2 3 4 S 6 1 .00(3) .00 14.76(2) 16.20 4.46 2 14.77(2) 9.89 18.04(2) 16.20 4.46 3 18.04(2) .00 2.87(2) 16.20 4.46 4 2.87(2) .00 .00(3) 16.20 4.46 LEGEND : (1) Stress at PACS OP SUPPORT governs (2) Stress at CEANGS IN CROSS- SECTION governs (3) Eased on stress. NO POST - TENSIONING required 9 . 6 S E R V I C I S T R N S S N S (psi) (tension shown positive) L E F T C I N T E R R I G H T SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 S 6 7 - -- 1 - 191.36 - 194.27 - 175.44 - 214.94 172.43 - 569.32 2 120.97 - 517.17 - 488.62 80.44 133.33 - 548.67 3 143.31 - 560.66 - 232.94 - 168.95 - 133.46 - 256.78 4 - 101.37 - 211.87 - 235.32 - 128.22 - 196.58 - 183.61 9 . 7 POST- TENSIONING B A L A N C E D M O M E N T S, SHEARS i REACTIONS ( -- S P A N M 0 M E N T S (k -ft) - -a s -- SPAN SHEARS (k ) - -a SPAN M(1) (Mmax e) M(r) 91(11 SE(r) - -1 2 3 4 3 6 7 1 -.03 7.34 ( 7.92) 72.96 -1.98 -1.98 2 73.66 -86.75 (13.00) 133.83 .36 .36 3 133.33 -82.13 (11.00) 78.18 -.69 -.69 4 74.88 10.39 ( 4.50) .21 4.13 4.13 ( -- REACTIONS (k )- -• a -- COLUMN MOMENTS (k -ft) - -> - joint 2 Lower columns Upper columns 1 1.981 .000 .000 2 -2.345 .000 .000 3 1.057 .000 .000 4 -4.824 .000 .000 5 4.130 .000 .000 10 - F A C T O R E D M O M E N T S i R E A C T I O N S Calculated as ( 1.400 • 1.70L • 1.00 secondary moment effects ) SPAN 10.1 FACTORED DESIGN MOMENTS (k -ft) 10.2 SECONDARY MOMENTS ..(k -ft) 8 (left) (center) (right) (lett) (center) (right) -1 2 3 4 5 6 7 1 .17 3.90 - 224.30 .66 15.68 30.38 2 - 205.60 265.76 - 309.95 31.18 26.63 22.08 3 - 313.66 165.63 - 104.79 22.25 29.53 36.83 4 - 113.97 27.42 3.41 35.11 18.58 1.38 JOINT 10.3 FACTORED REACTIONS ...(k ) 10.4 FACTORED COLUMN MOMENTS (k -ft) S STRIP reaction BAY reaction LOUSE col. UPPER col. - -1 2 3 4 5 1 .72 13.59 .00 .00 2 6.71 127.43 .00 .00 3 9.19 174.58 .00 .00 4 5.72 108.76 .00 .00 5 .79 15.01 .00 .00 11 - M I L D R Z I N F O R C E M S N T R I Q U I R I M I N T S 11.1 SPECIFIC CRITERIA FOR TWO ■ N A Y SYSTEM - Tensile block rebar requirement Minimum steel 0.0007Sh1 - Moment capacity a factored (design) moment Reber cut -oft lengths specitieds Per top bars .17 span length For bottom bars .33 span length EXTEND. ONE -THIRD of END -SPAN BOTTOM EARS t0 support center lines EXTEND ONE - FOURTH of INTERIOR -SPAN BOTTOM bars to support center lines REINPOICRMENT based on NO REDISTRSIUTION of factored momenta i TOTAL WEIGHT OP REEAR • • 196 LE AVERAGE . .14 PST 11.2 S T E I L A T S U P P O R T S T 0 P B O T T O M JOINT As DIFFERENT MAR CRITERIA As DIFFERENT IEBAR CRITERIA I sq.in. c- ULT MIN -a sq.in. a- CLT MIN -a -1 2 3 4 S 6 7 6 9 - - -- 1 .000 .( .000 .000 .000 ) .641 ( .000 .641 000 ) 2 1.614 ( .717 1.614 .000 ) .000 ( .000 .000 000 ) 3 1.944 ( .690 1.944 .000 ) .000 ( .000 .000 000 ) 4 1.255 ( .000 1.253 .000 ) .000 ( .000 .000 000 ) 5 .000 ( .000 .000 .000 ) .365 ( .000 .363 000 ) 11.3 SELECTION OF R E B A R AT S U P P O R T S JOINT a TOP STEEL a a BOTTOM STEEL a S (sq in.) S I L E C T 1 0 N (sq in.) S E L I C T I O N, -1 2 3 4 S .1 . .00 4 0 Sx 3' -0" .64 3 S S x 4.-0.. 2 1.61 . 6 I Sx I' -6" • 3 1.94 7 S Sx 9.-6 4 1.16 5 I Sx 6' -0. 'S .00 4 / Sx 2' -6'' .36 2 13 x 2'-0'' 11.4 S T E E L A T M I D- S P A N T 0 P B O T T O M SPAN As DIFFERENT REEAR CRITERIA A. DIFFERENT MBAR CRITERIA TESS. I sq.in. c- ULT....TENS -a sq.in. c ULT. ..TENS -a ft. - 1 - - - -2 3 4 3 6 7 S 5 10 - -- 1 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 19.00 2 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 19.00 3 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 19.00 4 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 19.00 11.5 SELECTION OP R I B AR AT M I D - S P A N NO REHAB REQUIRED 11 - P U N C H I N G S H E A R C H E C K LEGEND: CONDITION... 1 - INTERIOR COLUMN 2 - END COLUMN 3 - CORNER COLUMN 4 - EDGE COLUMN. (PARALLEL TO SPAN) S - BEAM OR WALL (PUNCHING SHEAR CHECX NOT APPLICABLE) 6 - STRIP TOO MARROW TO DEVELOP PUNCEING SHEAR CASE 1 - STRESS WITHIN SECTION 01 GOVERNS (COL.CAP OR SLAB) 2 • STRESS NITEIN SECTION 02 GOVERNS (DROP PANEL OR SLAB) FACTORSD ACTIONS c- PUNCHING SHEAR STRESSES IN psi -a shear moment due to due to allow- STRESS JNT COND. k k -ft shear moment TOTAL able RATIO CASE - 1 - - - -2 3 4 5 6 7 I 9 10- 1 6 -- 2 6 -- 3 6 -- 4 6 -- 5 6 -- PUNCHING SHEAR CHECK NOT CARRIED OUT FOR SUPPORT NITS CONDITIONS 5 OR 6 16 - FRICTION, ELONGATION AND LONG TERM STRESS LOSSES 16.6 LONG TERM STRESS LOSS CALCULATIONS 16.6.2 INPUT VALUE : Long -term stress losses due to shinkage, creep, elastic shortening and stress relaxation are estimated to a total lump sum of 12.00 ksi 16.7 FRICTION AND ELONGATION CALCULATIONS 16.7.1 INPUT PARAMETERS : Coefficient of angular friction (Neu) .070 /sad .0014 /ft Coefficient of wobble friction (1) Ultimate strength of strand 170.0 ksi Ratio of jacking stress to strand's ultimate strength ...• .500 Anchor set .230 in Cross - sectional area of strand .153 in'2 16.7.2 CALCULATED STRE9EE3(average of all tendons) : LENGTH aTENDON HEIGIT(in )a Horizontal ratios c -- STRESS (ksi) - -a SPAN ft P start center right X1 /L X2 /L X3 /L start center right -1 2 - - - -3 4 S 6 7 I 9 10 11 12 -- 1 15.13 1 4.50 4.25 5.75 .00 .50 .10 172.40 174.32 177.44 2 26.00 1 5.75 1.25 7.75 .10 .50 .10 177.44 112.44 113.51 3 22.00 1 7.75 1.25 3.75 .20 .50 .10 163,39 179.67 174,46 4 9.00 1 5.75 4.25 4.30 .10 .50 .00 174.46 171.46 169.97 Note: P. ,tendon profile (refer to legend of data block 5) ser sssss at each location are the average et strands after anchor let, and after to-ter. 1 14.e ,` TIINDON SILICTION AND DATA) ,, • TENDON 1IXTINTI Pi ILONOATION Stress ratios TYPI OFF PONCE CJUI4 AI P A II II *CAB LIFT SIGS? Anch. Max. 414434431.44) (in) (in) 4 3 4_ 7 4 - - - & 2731 5.111 -.04 •44 74 Note: Force' is the average value per atrand'•(k) f • Stress ratios are . at anchorage (7) and maxims along tendon (4). • • •.. I• I A L CONDITION. STUBS CNICX•4 REOUIRINNIITS: 14.1 Parameters specified as ;.: Concrete tc (initial/final) PT. force (initial/final) ... Dead loading (initial/final) Live./oading. (initial/final) ,'-'" • :/ ' ,, 14:1, NO added MILD' ABINFORCSMINT is required, due to initial conditions .:. , •: :,:.., ',,,•. ..-: ,- ..''' : . ,• ..• ', ,,.. .: - ::': , .14.1 Compressive .t ssssss COMPIUSSIBN'At ssssss , are vithinalloiabte risit (. MAX2MUM-etress ' ' t •• • . (t'ci concrete a ransith) • input for initial stress checks: Tensile st eeeeee divided by (re) .73 Top of external support 1.13 Top of internal support AO Batton of external span .00 Bottom of internal span Conpreesion as ratio of fc .ia • f'ci 1 .17 • r '1/2 3 .00 3 . 00 3 • 00 3 .00 .60 4aint RC I P CAP 4 ---174/CXNESS---a LENGTH ALONG SPAN La ft RV* Wimp LA Fight in in I ft 11 (--0 IP Capin WW1 1.-Langth Fkancitn 111 in in in I S.flaj I / 7.- . . L... 3 ' ) 2 C. 6 1 1 2- • . Z 3 " . f • ,- - in DIP* Loop Cool Mont FL WIWI Ft Mos. Wkwi Intiolor a. In. in. N. h. 4 ...I.A.■09111.... 4– Tendon Protild Pimmi .. IWO X1/I. /3/1. i I S.flaj I / 7.- . . L... 3 ' ) 2 C. 6 1 1 2- • . Z 3 " . f • ,- - . ,... SuPP. (---LCIVER CZU.24N---.) 1- alms) 0 It 1 in 4.--UP UMN..—> Length Br* 0 ft In In Soon. Lomat Upset %vim cam 03C hi .. , • . t " . f • ,- RuN irms: r RUN ID: ( r-t•) SPAN DATA . DROP CAP ••••••••• OOOOOOOOOOO •••••••••••••■ OOOOOO ...1.80014.114•011.14. I+ 1 •• •••••■•••• ■ •••■•.**”.=.1,,*••••■■••••••••••••••■••■■••.../.0••••••••■•••••■•■••■■•■••• ■•••••••••••••••■••••••••••••*.1. COLUMN & ADDITIONAL SUPPORT DATA DROP PANEL 11.114*.90.1,404• ININI.10••••• ADAPT 1733 Woodside Road, Suite 260 Redwood City, California 94061 Telephone 415/365.2599 • Ofts =me •■••• TENDON NOTES: LOADING •••••••••••••••••••••■■••Me*.e••••••••••••••16.1.1,.. •■•••••••••• •■••••••••■••••••• a.* ere mow* 00 •••••••••••■••••■••■••••••• •■■•••■• ■•••.••■•• Span Cada Typ. Load • tdcadon Location 1/ft. iO41 ft ft i4 7/3' FAX 415/365.33C6 CT Engina•ring • Structural and Civil ■ngi 180 Nickureon St.. Suit• 302, Seattle, WA 98109 ADAPT POST- TENSIONING !LAX /SIAM SOFTWARE ACS - 311- 12 /Olq -1991 (V 4.00) I 1733 Woodside Road, Suite 260, Redwood city, CalifOrnia 94061 DATE AND TIME OF PROGRAM EXECUTION: Jan 27,1997 At Time: 1:45 P R O J E C T T I T L E : THE RAMADA 1 - G E N E R A L D E S I G N . P A R A M E T E R S CONCRETE: STRENGTH at 28 days 4000.00 (psi) WEIGHT 150.01 (pct) CREEP factor for deflections 2.00 TENSION STRESS limits (multiple of (f'c) - 1 /1) Top of external support Top of internal support B ottom of external span Bottom of internal span 2 - I N P U T G E O M E T R Y 6.000 6.000 6.000 6.000 COMPRESSION STRESS limits (multiple of We)) At all locations .450 MILD REINPORCEMINT: YIELD strength 60.00 (ksi) Minimum Cover at TOP 1.00 (in.) Minimum Cover at BOTTOM 1.00 (in.) POST - TENSIONING: SYSTEM UNBONDED Ultimate strength of strand 270.00 (ksi) Average effective stress in strand (final) 175.00 (ksi) Strand area .153 (in - 2) Min CGS of tendon from TOP 1.25 (in.) Min CGS of tendon from BOTTOM for INTERIOR spans 1.25 (in.) Min CGS of tendon from BOTTOM for EXTERIOR spans (in.) Min specified average post - tensioning 150.00 (psi) Max tendon SPACING (multiple of member depth ) 1.00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED: Moments REDUCED to face of support YES Structure system TWO-WAY Equivalent frame formulation per ACI- 318 -53 NO 2 . 1 - S P A N D A T A SPAN TYPE LENGTH DEPTH WEB FL.WIDTE FL.TEICX. WIDTH MULTIPLIER ft in. in. in. in. 4- left - -- right -a - 1 - - - -2 3 4 5 6 7 8 9 - - -- 1 1 15.13 9.00 12.00 .00 .00 3.00 3 00 2 1 25.67 9.00 12.00 .00 .00 3.00 3 00 2 . 2 - S U P P O R T W I D T H S A N D C O L U M N S D A T A SUPPORT 4 LOWER COLUMN - - -a i UPPER COLUMN a WIDTHS LENGTH B D CRCs LENGTH 3 0 CDC* JOINT in. ft in. in. ft in. in. - -1 2 3 4 5 6 7 a 9-- - -10 -- 1 8.00 .00 .00 .00 (1) .00 .00 .00 (1) 2 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 3 8.00 .00 .00 .00 (1) .00 .00 .00 (1) 'NO COLUMNS ARE SPECIFIED. NO COLUMN STIFFNESS IS INCLUDED IN THE ANALYSIS 3 - I N P U T A P P L I E D L O A D I N G 4 - -- CLASS - - -a 4 TYPE a 1 • DEAD LOAD 1 • UNIFORM 3 • PARTIAL UNIFORM 2 • LIVE LOAD 2 • CONCENTRATED 4 • APPLIED MOMENT (Uniform) (Con. or part.) ( M o m • n t) SPAN CLASS TYPE (k /ft) (k•lt or ft -ft) ( ft -k • ft) -1 2 3 4 5 6 7 5 1 1 1 .113 1 1 1 .040 1 2 1 .081 2 1 1 .113 2 1 1 .040 2 2 1 .081 4 • C A L C U L A T E D S U C T I O N P R O P E R T I E S 4 . 1 A T M I D S P A N SPAN AREA (in - 2) I (in - 4) Yb (in.) Yt (in.) -1 2 3 4 5 1 641.00 4374.00 4.50 4.50 2 148.00 4374.00 f 4.50 4.50 5 • D E A D L O A D M O M E N T S , W A R S a R E A C T I O N S 4 5.1 S P A N MOMENTS k -ft a 4 5.2 SPAN SEEARS k a SPAN M(1) (Mmax •) M(r) 91(1) SE(r) - -1 2 3 4 5 4 7 - - -- 1 .00 7.15 ( 3.96) -57.69 -3.62 10.91 2 -57.69 49.50 (15.40) .01 -14.03 9.53 4 5.3 REACTIONS k a 4- 5.4 COLUMN MOMENTS k -ft -a Joint 2 Lower columns- -Upper columns 1 3.62 .00 .00 2 24.94 .00 .00 3 9.53 .00 .00 i L I V E L O A D M O M E N T S , S E X A R S a R E A C T I O N S •- 6.1 L I V E L 0 A D SPAN MOMENTS (k -tt) and SMEAR FORCES (k) -a Maxima of NEGATIVE SUPPORT Maxima of POSITIVE SUPPORT and POSITIVE SPAN moments and NEGATIVE SPAN moments SMEAR FORCE SPAN M(1) M(max) M(r) M(1) M(max) M(r) 9E(1) 51(r) -1 2 3 4 5 6 7 S 9 - 1 .00 3.79 -30.54 .00 .00 .00 -1.92 5.75 2 -30.54 26.21 .00 .00 .00 .00 -7.43 5.05 4 6.2 REACTIONS k a 4- 6.3 COLUMN MOMENTS k -ft -a Joint 2 Lower columns- -Upper columns 1 1.92 .00 .00 2 13.20 .00 .00 3 5.05 .00 .00 - M O M E N T S S R E D U C E D T O F A C E O F S U P P O R T 4- 8.1 DEAD LOAD MOMENTS -a 4 -5.2 LIVE• LOAD MOMENTS -a SPAN M(1) M(max) M(r) M(1) M(max) M(r) - -1 2 3 4 5 6 7 - - -- 1 1.16 7.15 -52.35 • .00 3.79 -27.72 2 -50.79 49.50 3.13 -26.69 26.21 .00 • Live load momenta listed are maxima or support negative and span positive 7- S U M OP DEAD AND LIVE M 0 M E N T S (k -ft) Maxima of negative support and positive live load span moments combined with dead loading for serviceability checks ( I.00DL • 1.00LL ) SPAN M(1) 14(max) m(r) -1 2 3 4 --- 1 1.16 10.94 -50.07 2 -77.61 75.71 3.13 NOTE: These moments are reduced to face 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: 1 • reversed parabola 2 • simple parabola with straight portion over support 3 • harped tendon 9 . 2 T E N D O N P A R A M E T E R S TYPE X1 /L X2 /L X3 /L A/L 1 3 3 4 5 - - -- 1 1 .000 .500 ,100 .000 2 1 .100 .500 .000 .000 4• - -- 9.3 SELECTED VALUES - - - -a 4 -- 9.4 CALCULATED VALUES - -a FORCE •4- DISTANCE OP CGS in. -a P/A Nbal TOTAL FORCE SPAN (k / -) Left Center Right (psi) (k / -) (k ) - -1 2 3 4 5 i 7 8 1 21.77 4.50 4.00 7.75 266.37 .163 172.61 2 27.13 7.75 1.25 4.50 251.22 .134 162.79 • ALL distances are heights from soffit of respective member at mid -span Approximate weight of etra0d 138.1 L8 9 . 5 R E Q U I R E D MINIMUM PO S T - T E N S I O N I N G FORCES (kips) 4- BASED ON STRESS CONDITIONS -> 4- OTHER CONDITIONS -a SPAN LEFT CENTER RIGHT MIN P/A MAX SPACING - -1 2 3 4 5 6 1 .00(3) .00 23.10(2) 16.20 4.46 3 23.10(2) 19.43 .00(3) 18.20 4.46 LEGEND s (1) Stress at FACE OP SUPPORT governs (2) Stria: at ORANGE IN CROSS. SECTION governa (3) Based on stress, NO POST - TENSIONING required 9 . 6 S E R V I C E S T R E S S E S (psi) (tension shown positive) L E F T C E N T E R R I G S ? SPAN. TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7 - -- 1 - 271.99 256.35 - 333.01 - 199.73 123.21 - 649.23 2 90.63 - 610.65 - 661.16 159.42 - 256.13 - 233.64 9 . 7 POST - TENSIONING B A L A N C E D M O M E N T S . SMEARS 4 REACTIONS q -- S P A N M 0 M 3 N T S (k -ft) - -a s -- SPAN SNEAKS (k ) --a SPAN. M(1) (Mmax •) K(r) SN(I) 11(r) -1 2 3 4 5 6 7 -.52 -5.54 ( 7.92) 41.87 -.21 -.21 2 49.21 -42.45 (12.83) -2.22 .13 .13 c -- REACTIONS (k ) - -a c -- COLUMN MOMENTS (k -tt) - -a -joint 2 Lower columns Upper columns 1 .201 .000 .000 2 -.337 .000 .000 3 .128 .000 .000 10 - F A C T O R E D M O M E N T S 6 R E A C T I O N S Calculated as .( 1.400 • 1.70L • 1.00 secondary moment effects ) SPAN 10.1 FACTORED DESIGN MOMENTS (k -ft) 10.2 SECONDARY MOMENTS ..(k -ft) 6 (left) (center). (right?' (left) (center) (right) - 1 2 3 4 5 6 7 l 1.69 18.10 - 117.22 .07 1.65 3.19 2 - 113.59 115.50 4.43 3.23 1.65 .04 JOINT 10.3 FACTORED REACTIONS ...(k ) 10.4 FACTORED COLUMN MOMENTS (k -ft) 1 STRIP reaction BAY reaction LOWER col. UPPER col. - -1 2 3 4 5 1 1.42 9.54 .00 .00 2 9.50 57.02 .00 .00 3 3.69 22.05 .00 .00 11 - M I L D R E I N F O R C E M E N T R E Q U I R E M E N T S 11.1 SPECIFIC CRITERIA FOR T N 0 - N A Y SYSTEM - Tensile block weber requirement - Minimum steel 0.00075h3 - Moment capacity a factored (design) moment Reber cut -off lengths specified: For top bars .17 span length For bottom bars .33 span length EXTEND ONE -THIRD of END -SPAN BOTTOM BARS to support center lines EXTEND ONE - FOURTH of INTERIOR -SPAN BOTTOM bars to support center lines REINFORCEMENT based on NO REDISTRIBUTION of factored moments TOTAL NEIGET OF REEAR . 11.2 S T E E L A T S U P P O R T S T 0 P 147 LB AVERAGE • .59 PST B O T T O M JOINT As DIFFERENT REEAR CRITERIA As DIFFERENT REEAR CRITERIA I sq.in. <- ULT MIN a sq.in. 4- DLT MIN -a -1 2 3 4 5 6 7 9 9 - - -- 1 .000 ( .000 .000 .000 ) .641 ( .000 .641 000 ) 2 1.681 ( .151 1.691 .000 ) .000 1 .000 .000 000 ) 3 .000 ( .000 .000 .000 ) 1.039 ( .000 1.039 000 ) 11.3 SELECTION OF M A R AT S U P P O R T S JOINT 4 TOP STEEL a t BOTTOM STEEL a 6 (sq in.) S E L E C T I O N (sq in.) S E L E C T I O N -1 2 3 4 5 1 .00 4 0 5x 3' -0" .64 3 8 5 E 4.-0.. 2 1.68 6 0 5x 9' -6" 3 .00 4 4 5x 5' -6" 1.04 4 16 x 4..0" 11.4 S T E E L A T M I D - S P A N T 0 P B O T T O M SPAN Ae DIFFERENT SMEAR CRITERIA Aa DIFFERENT REEAR CRITERIA TRIG. 0 sq.in. c- ULT....LENS -a sq.in. c- ULT....TENS -a ft. - 1 - - - -2 3 4 5 6 7 9 9 10 - -- 1 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 6.00 2 .000 ( .000 .000 .000 ) .334 ( .261 .334 .000 ) 6.00 i 11.5 SELECTION OP MAR AT M I D - S P A N s BOTTOM STEEL a c TOP STEEL a SPAN (sq in.) S E L E C T I O N (5q in.) S E L E C T I O N -1 2 3 4 5 2 .33 2 15 x I' -6" 12 - P U N C H I N G S H E A R C E E C E LEGEND: 1 • INTERIOR COLUMN 2 • END COLUMN 3 • CORNER COLUMN 4 • EDGE COLUMN (PARALLEL TO SPAN) 5 • SEAM OR WALL (PUNCNING SHEAR CEECE NOT APPLICABLE) 6 • STRIP T00 NARROW TO DEVELOP PUNCEINO SHEAR CASS 1 • STRESS NITEIN SECTION 01 GOVERNS (COL.CAP OR SLAB) 2 • STRESS NITEIN SECTION 82 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS a- PUNCIING SHEAR STRESSES IM poi -> shear moment due to due to allow- STRESS JNT COND. k k -ft sheer moment TOTAL able RATIO CASE - 1 - - - -2 3 4 5 6 7 8 9 10- 1 '6 •. 2 6 -- 3 6 -- PUWCEING SHEAR MUCK NOT CARRIID OUT FOR SUPPORT NITS CONDITIONS 5 OR 6 16 - FRICTION, ELONGATION AND LONG TERM STRESS LOSS'S 16.6 LONG TERM RTRRSS LOSS CALCULATIONS 16.6.2 INPUT VALUE : Long -term 'trees louses due to shinkage, creep, elastic shortening and stress relaxation are estimated to a total lump sum of 16.7 FRICTION AND ELONGATION CALCULATIONS 16.7.1 INPUT PARAMETERS : Coefficient of angular friction (men) Coefficient of wobble friction (X) Ultimate strength of strand Ratio of jacking stress to strand's ul timate strength Anchor set Cross - sectional area of strand 12.00 ksi .070 /rad .0014 /ft 270.0 kei .800 .250 in .153 1n'2 26.7.2 CALCULATED STRESSES(average of all tendons) : LINGTE (TENDON SEIGET(in )> Eorirontal ratios a -- STRESS (ksi) - -> SPAN ft P start center right X1 /1 X2 /L X3 /L start center right -1 2 - - - -3 4 5 6 7 8 9 10 11 12 -- 1 15.83 1 4.50 4.00 7.75 .00 .50 .10 186,47 188.03 183.54 2 25.67 1 7.75 1.25 4.50 .10 '.50 .00 183.54 177.33 172.86 Note; P. tendon profile (refer to legend of data block 9) St rauss■ at each location are the average of strands after anchor met, and after long -term losses 16.8 TENDON SELECTION AND DATA: a TENDON EXTENTS > ELONGATION Stress ratios TYPE OFF FORCE CAN( S P A N S CAN LEFT RIGET Anch. Max. (1).42> (in) (in) -1----2----3 4 5 6 7 8 - -- A 6 27.70 I .00 3.37 .74 .74 Note: Force is the average value per strand (k) Stress ratios are at anchorage (7) and maximum along tendon (8) 14 - I N I T I A L CONDITION STRESS CHECK 6 REINFORCEMENT REQUIREMENTS 14.1 Parameters specified as input for initial stress checks: Tensile streams, divided by (f'c) - 1/2 Concrete f'c (initial /final) .75 Top of external support 3.00 PT force (initial /final) 1.15 Top of internal support 3.00 Dead loading (initial /final) .60 Bottom of external span 3.00 Live loading (initial /final) .00 Bottom of internal span 3.00 Compression as ratio of f'c .60 14.2 NO added MILD REINFORCEMENT is required due to initial conditions 14.3 Compressive stresses COMPRESSIVE stresses are within allowable limit MAXIMUM stress • (f'ci • initial concrete strength) .60 • f'ci ) .22 • f'ci Ulan Typ. Length Depth Width R. math FL This*. WI WI MuNptl.r a. In. In. In. In. <- 4.11— right —> <— Tendon Profile P.ramiars —> Type Xt /L X3 /L I — I t3,1 4 /2 / q 3 ` 3 i it_ , It. 3 3 I • 3 9 /8 8 I SuPP. < --LOWER COLUMN L.an9th R(Dill) ft ft <-- THICKNESS--a LENGTH ALONG SPAN Left ROI Width Lift Right In he ft ft ft <-- - -DROP a Depth Width L•L.ngth R•Langth in in in In COLUMN--> e(Dia) 0 In In Supp. • UMW UPPet Widtn CRC CRC In --> 0 in < —.UPPER Length ft / q /g 8 2 I 3 9 /8 8 I Joint CAP <-- THICKNESS--a LENGTH ALONG SPAN Left ROI Width Lift Right In he ft ft ft <-- - -DROP a Depth Width L•L.ngth R•Langth in in in In I I J PROJECT: ...g t .4.. Zl1 n 7 RUN TITLE: P ( (~ RUN ID: SPAN DATA DROP CAP `4 J :......... «.... ..7: COLUMN & ADDITIONAL SUPPORT DATA DROP PANEL :............... .. . MI M iMi Ma Mb NI aMMIMMO ▪ Me MP Mb mo MIS M. - M M O MIND TENDON NOTES: LOADING Span Class Type Load k /ft, k, k•e i) 0 LI u u a ),• • 0uo . 08 ADAPT 1733 Woodside Road, Suite 260 Redwood City, California 94061 Telephone 415/365.2599 FAX 415/365.3306 CT Engineering Structural and Civil Engineers 310 Nickerson St., Suite 502, Seattle, WA 95109 ADAPT POST - TENSIONING SLAB /SEAN SOFTWARL ACI- 3.11- 92/O1C -1991 (V 4.00) I 1733 Woodside Road, Suite 260, Redwood City, California 94061 DATE AND TINS OF PROGRAM EXECUTION: Jan 27,1997 At Time: 1:45 P R O Z R C T T I T L E: TEE RAMADA 1 - G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTE at 21 days 4000.00 (psi) WEIGHT 150.01 (pet) CREEP factor for deflections 2.00 TENSION STRESS limits (multiple of (f'c) - 1/2) Top of external support 6.000 Top of internal support 6.000 Bottom of external span 6.000 Bottom of internal span ................ 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 MILD REINFORCEMENT: YIELD strength 60.00 (Mei) Minimum Cover at TOP 1.00 (in.) Minimum Cover at BOTTOM 1.00 (in,) POST - TENSIONING: SYSTEM ONBONDED Ultimate strength of strand 270.00 (ksi) Average effective stress in 'trend (final) 175.00 (ksi) Strand area .153 (in "2) Min CGS of tendon from TOP 1.25 (in.) Min CGS of tendon from BOTTOM for INTERIOR span (in.) Min CGS of tendon from BOTTOM for EXTERIOR spans 2.25 (in.) Min specified average poet - tensioning 150.00 (psi) Max tendon SPACING (multiple of member depth ) 1.00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED: Moments REDUCED to face of support YES Structure system TWO -NAY E quivalent frame formulation per ACI - 316 -53 NO • - I N P U T T G E O M E T R Y 2 . 1 - S P A N D A T A SPAN TYPE LENGTH DEPTH WEE FL.NIDTE FL.THICX. WIDTH MULTIPLIER ft in. in. tn. in. a- left - -- right -a - 1 - - - -2 3 4 5 6 7 5 9 - - -- 3 1 13.50 9.00 12.00 .00 .00 3.00 3 00 2 1 12.00 9.00 12.00 .00 .00 3.00 3 00 2 . 2 - S U P P O R T W I D T E S A N D C O L U M N S D A T A SUPPORT • LOWER COLUMN - - - -a a UPPER COLUMN WIDTHS LENGTH B D CSC* LENGTH B D CDC JOINT in. ft in. in. ft in. in. -1 2 3 4 5 6 7 S 9- - - -10- 1 1.00 .00 .00 .00 (1) .00 .00 .00 (1) 2 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 3 1.00 .00 .00 .00 (1) .00 .00 .00 (1) •NO COLUMNS ARE SPECIFIED. NO COLUMN STIFFNESS IS INCLUDED IN THS ANALYSIS 3 - I N P U T A P P L I E D L O A D I N G a--- CLASS. - -• a TYPE a 1 . DEAD LOAD 1 • UNIFORM 3 • PARTIAL UNIFORM 2 • LIVE LOAD 2 . CONCENTRATED 4 . APPLIED MOMENT (Uniform) (Con, or part.) ( N o ■ • a t) SPAN CLASS TYPE (k /ft) Mott or ft -ft) ( ft -k • ft) - -1 2 3 4 5 6 7 5 1 1 1 .113 1 1 1 .040 1 2 3 .011 2 1 1 .113 2 1 1 .040 2 2 1 .041 4 • C A L C U L A T E D S E C T I O N P R O P I R T I E S ( 4 . 1 A T Mt D S P A N SPAM ARIA (1n I (in'4) 2 3 - 1 1 648.00 2 . 648.00 4174.00 4374.00 Yb (in.) Yt (in.) 4 5 4.50 4.50 4.50 4.50 5 - D E A D L O A D M O M E N T S , B R I A R S & R I A C T I O N S ' 4 S.1 S P A N N O N 1 N T 9 k -ft s e 5.2 SPAN SHEARS k s SPAN M(1) (Mmax •) M(r) SE(1) 9Efr) - -1 2 3 4 5 6 7 - --- 1 .00 12.84 ( 5.06) -18.83 -4.10 7.59 2 -18.13 1.44 ( 7.10) .00 -7.08 3.94 a 5.3 INACTIONS It a c- 5.4 COLUMN MOMENTS k -ft -s Joint 2 Lower columns - -- -Upper columns 1 4.80 .00 .00 2 14.67 .00 .00 3 3.94 .00 .00 6 L I P S L O A D M O M E N T S, S E S A R S • I N A C T I O N S a- 6.1 L I V E L 0 A D SPAN MOMINTS (A-ft) and SWEAR FORCES (k) -s Maxima of NEGATIVE SUPPORT Maxima of POSITIVE SUPPORT and POSITIVE{ SPAN moments and NEGATIVE SPAN moments SITAR FORCE{ SPAN M(1) M(max) M(r) M(1) M(max) M(r) SI(1) SE(r) - 1 2 3 4 5 6 7 8 9 1 .00 6.64 -9.97 .00 .00 .00 -2.54 4.02 2 -9.97 4.47 .00 .00 .00 .00 -3.75 2.09 a 6.2 RIACTIONS It s a- 6.3 COLUMN MOMINTS A-ft -a Joint 2 Lorar columns - -- -Upper columns 1 2.54 .00 .00 2 7.77 .00 .00 3 2.09 .00 .00 8 - M O N E N T S R I D U C E D T O F A C E O F S U P P O R T a- 8.1 DEAD LOAD MOMENTS -> a -8.2 LIVE. LOAD MOMINTS -a SPAN M(1) M(max) M(r) M(I) M(max) M(r) - -1 2 3 4 5 6 7 - - -- 1. 1.55 12.54 -15.15 .00 6.64 -8.02 2 -15.41 8.44 1.26 -8.16 4.47 .00 • Live load moments listed are maxima of support negative and span positive 7- S U M OF DEAD AND LIVE M 0 M E N T S (k -It) Maxima of negative support and positive live load span moments combined with dead loading for serviceability checks ( T.00DL • 1.00L1. ) SPAN M(1) M(max) M(r) -1 2 3 4 --- 1 1.55 19.18 -23.17 2 -23.57 12.91 1.26 NOTE{: These moments are reduced to face 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPIS AND PARAMRTIRS LIGRND: 1 • reversed parabola 2 • ■imple parabola with straight portion aver support 3 • harped tendon 9 . 2 ? S W O O N P A R A M E T I R S TYPE X1 /L X2 /1 X3 /L A/L 1 2 3 4 5 - - -- 1 1 .000 .500 .100 .000 2 1 .100 .500 .000 .000 4 - - -- 9.3 SILECTID VALUES - - - -> a -- 9.4 CALCULATED VALUES - -> FORCE{ •a- DISTANCI OF CGS in. -> P/A Waal TOTAL FORCE SPAN (k / -) Left Center Right (psi) (k / -) (k ) - -1 2 3 4 5 6 7 8 1 22.69 4.50 2.75 4.50 210.07 .145 136.12 2 21.19 4.50 3.00 4.50 202.68 .152 131.34 • ALL distances are heights from soffit of respective member at mid -span Approximate weight of strand 74.1 LB 'S i E S Q U I R S D MINIMUM P 0 S T- T I N S I O N I N G TUBS (kips) a- SAM) ON STRESS CONDITIONS -) a- OTHER CONDITIONS -s SPAN LIFT CSNTSR RIGHT MIN P/A MAX SPACING - -1 2 3 4 5 6 1 .00(3) .00 .00(3) 16.20 4.46 2 .00(3) .00 .00(3) 16.20 4.46 LEGEND (1) Stress at PACE OF SUPPORT govern. (2) Stress at CHANGE IN CROSS - SECTION governs (3) Named on stress, NO POST - TENSIONING required 9 . 6 S E R V I C E S T R E S S E S (psi) (tension shorn positive) L E F T C E N T E R R I G H T SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7 - -- 1 - 213.71 - 212.49 - 304.11 - 113.32 - 111.76 - 300.73 2 - 105.66 - 306.83 - 262.46 - 142.91 - 199.22 - 200.41 9 . 7 POST - TENSIONING B A L A N C E D M O M E N T S , SHEARS i REACTIONS a -- S P A N N O M I I I N T S (k -ft) - -s c -- SPAN SHEARS (k 1 - -s SPAN M(1) (Mmax e) M(r) SE(1) SE(r) - -1 2 3 4 5 6 7 1 -1.50 -11.31 ( 6.75) 15.53 -1.24 -1.24 2 15.42 -8.07 ( 6.00) -1.31 1.39 1.39 c -- REACTIONS (k ) - -s a -- COLUMN MOMENTS (k -ft) - -s -joint 2 Lower columns Upper columns 1 1.236 .000 .000 2 -2.626 .000 .000 3 1.390 .000 .000 10 - F A C T O R E D M O M E N T S i R E A C T I O N S Calculated as ( 1.40D • 1.70L • 1.00 secondary moment effects ) SPAN 10.1 FACTORED DESIGN MOMENTS (k -ft) 10.2 SECONDARY MOMENTS ..(k-ft) N (left) (center) (right) (left) (center) (right) - 1 2 3 4 5 6 7 1 2.38 37.19 -11.78 .41 8.34 16.07 2 -19.46 27.76 2.23 15.98 8.34 .46 JOINT 10.3 FACTORED REACTIONS ...(k ) 10.4 FACTORED COLUMN MOMENTS fk -ft) 8 STRIP reaction BAT reaction LONER col. UPPER col. - -1 2 3 4 S 1 2.05 12.28 .00 .00 2 5.19 31.11 .00 .00 3 1.74 10.45 .00 .00 11 - M I L D R E I N F O R C E M E N T R E Q U I R E M E N T S 11.1 SPECIFIC CRITERIA FOR T N 0 - N A Y SYSTEM - Tensile block rebar requirement - Minimum ■teal 0.00075h1. - Moment capacity s factored (design) moment Reber cut -off lengths specified: For top bars .17 span length For bottom bars .33 span length BARS to support canter lines EXTEND ONE - FOURTH of INTERIOR -SPAN BOTTOM bars to support center lines REINFORCEMENT based on NO REDISTRIBUTION of factored moments EXTEND ONE -THIRD of END -SPAN BOTTOM 11.2 S T E E L A T S U P P O R T S T 0 P 12 - P U N C H I N G S H E A R C H E C K LEGEND; TOTAL WEIGHT OF REBAR - 63 LE AVERAGE - .42 PSF B O T T O M JOINT As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA I eq.in. t- ULT MIN -s aq.in. a- OLT MIN •s - 1 2 3 4 5 6 7 8 9 - -•- 1 .000 ( .000 .000 .000 ) .547 ( .000 .547 000 ) 2 1.033 ( .000 1.033 .000 ) .000 ( .000 .000 000 1 3 .000 ( .000 .000 .000 ) .486 ( .000 .486 000 ) 11.3 SELECTION or R E B A R AT S U P P O R T S JOINT a TOP STEEL s a BOTTOM STEEL s 9 (sq in.) S E L E C T 10 N (eq in.) S E L E C T 10 N -1 2 3 4 5 1 .00 4 0 5x 3' -6.. .55 2 8 5 x 3' -0" 2 1.03 4 6 Sx 5' -6.. 3 .00 4 0 Sx 3' -6'' .49 2 a 5 x 3' -0" 11.4 S T E E L A T M I D- S P A N T 0 P B O T T O M SPAN As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA TRIB. 8 eq.in. a- ULT....TENS •s .q.in. +- ULT....TENS •s ft. - 1 - - - -2 3 4 5 6 7 a 9 10 - -- 1 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 6.00 2 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 6.00 11.5 SELECTION OF R E B A R AT M I D - S P A N NO REBAR REQUIRED CONDITION 1 - INTERIOR COLUMN • 2 - RND COLUMN 3 • CORNER COLUMN :4 • EDO■ COLUMN (PARALLEL TO SPAN) S - SRAM OR NALL (PUNC!IMG !NEAR CHICK NOT APPLICABLE) 6 - STRIP T00 MARRON TO DEVELOP PUNCHING !REAR 1 • STREIS NITUIN SECTION si GOVERN! (COL.CAP OR SLAB) 2 - STRISS WITHIN SECTION 52 GOVERN, (DROP' PANEL OR (LAE) FACTORED ACTIONS 4- PUNCHING !HEAR STRUM IN ppsi -, shear moment due to due to allow- STASIS JNT COND. it k -ft shear moment TOTAL able RATIO CASE - 1 - - - -2 3 4 5 6 7 I 9 , 10 1. f - - -- 3 6 -- -- PUNCHING SHEAR CHICK NOT CARRIRD OUT FOR SUPPORT NIT! CONDITIONS 5 OR 6 16 - FRICTION, ■ LONGATION AND LONG TERM STRESS LO1SE1 16.6 LONG TRAM STRISS LOSS CALCULATIONS 16.6.2 INPUT VALUE : Long -term stress losses due to ahinkage, creep, elastic shortening and stress relaxation are estimated to a total lump sum of 16.7 FRICTION AND ELONGATION CALCULATIONS 16.7.1 INPUT PARAMETERS Coefficient of angular friction (meu) Coefficient of wobble friction (R) Ultimate strength of strand Ratio of jacking stress to strand's ultimate strength Anchor set Cross- sectional area of strand 16.7.2 CALCULATED STRISSIS(average of all tendons) : LENGTH 4TINDON HEICET(in ). Horizontal ratios 4 -- STRISS (ksi) - - . SPAN. ft P start center right Xl /L X2 /L X3 /L start center right -1 2 - - - -3 4 5 6 7 6 9 10 11 12 -- 1 13.50 1 4.50 2.75 4.50 .00 .50 .10 160.51 177.94 174.70 2 12.00 1 4.50 3.00 4.50 .10 .50 .00 174.70 171.66 169.25 Note: P. tendon profile (refer to legend of data block 9) Stresses at each location are the average of strands after anchor set, and after long -term losses 16.5 TENDON SELECTION AND DATA: 4 TENDON EXTANTS , ELONGATION Stress ratios TYPE OFF FORCE CAN4 S P A N S .CAN LEFT RIGHT Anch. Max. 41.42. (in) (in) - 1---- 2 - - - -3 4 5 6 7 I - - - A 5 26.77 I .00 2.01 .71 .71 Note: Force is the average value per strand (k) Stress ratios are at anchorage f7) and maximum along tendon (6) 14 - I N I T I A L CONDITION STRESS CNSCR f REINFORCEMENT REQUIREMENTS 14.1 Parameters specified as input for initial stream checks: Tensile stress•• divided by (f'c) - 1/2 Concrete f'c (initial /final) .75 Top of external support 3.00 PT force (initial /final) 1.15 Top of internal support 3.00 Dead loading (initial /final) .60 Bottom of external span 3.00 Live loading (initial /final) .00 Bottom of internal span 3.00 Compression as ratio of f'c .60 14.2 NO added MILD REINFORCEMENT is required due to initial conditions 14.3 Compressive stresses COMPRESSIVE stresses are within allowable limit MAXIMUM stress - (f'ci • initial concrete strength) .60 • f'ci ) .12 • f'ct .070 .0014 270.0 .600 .250 .153 /rad /ft kai in in-2 .oru R 0 P F <-- TMICIWESS --a LENGTH ALONG SPAN L.R RV* WW1 Left Mill in in R R R < - - -0 C A > C.pth YAM LL..ngth Riwtgh in in in in 4 I / Z,', 9 1 Z `' i8. �S I 8 , 7s 2 2P:4 7 12 i 3 I i 1 ' 2 Seen TYpa Lrya NOM MOO A. Welt R Ma. R. In. h. in. h. WIco. MArMpt. 484 ngfs - •> <- Tendon Pratte Prun.tara -> Typo Xt /L X7/L 4 I / Z,', 9 1 Z `' i8. �S I 8 , 7s 2 2P:4 7 12 i 3 I )9,8s 1 ' 2 RUN TTTL_: DTq .wwr w RUN ID: .. ....w.r...w SPAN DATA. DROP CAP 14-) COLUMN & ADDITIONAL SUPPORT DATA DROP PANEL w._...._..... w_....,.._ .. Lw.•••••_••••...••••••• Ir TENDON slow < —LOWER C .LLN ----> Longth Bi'.i D R R In <--- .UPPfA CCUUN —.-> Length SPA 0 R In in &upp. Loam Upper 'Nicol CSC CSC to LOADING % MEMO NOTES: ADAPT 1733 Woodside Road, Suite 250 Redwood City, California 94061 Telephone 4 15/365.2599 FAX 415/365.3306 Span Cave Type Laud 'Location Lacadan t/R k 1,14 ft R 0 I D 1 L.1 / /3 ,01 9 ,o0.1 4, CT Engineering Struct rat and Civil Engineers 180 Nickerson St., Suite 302, Seattle, NA 98109 I ADAPT POST - TENSIONING SLAB /BEAM SOFTWARE ACI - 311.92 /UBC -1991 (V 4.00) I 1733 Woodside Road, Suite 260, Redwood City, California 94061 DATE AND TIME OF PROGRAM EXECUTION: Feb . 3,1997 At Time: 6s 6 - P R O J E C T T I T L E : TEE RAMADA 1 - G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days 4000.00 (poi) WEIGHT 150.01 (pcf) CREEP factor for deflections 2.00 TENSION STRESS limits (multiple of (f'c) - 1/2) Top of external support 6.000 Top of internal support 6.000 Bottom of external span 6.000 Bottom of internal span 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 MILD REINFORCEMENT: YIELD strength 60.00 (ksi) Minimum Cover at TOP 1.00 (in.) Minimum Cover at BOTTOM 1.00 (in.) POST- TENSIONING: SYSTEM UNEONDED Ultimate strength of strand 270.00 (ksi) Average effective ■tress in strand (final) 175.00 (ksi) Strand area .153 (in - 2) Min CGS of tendon from TOP 1.25 (in.) Min CGS of tendon from BOTTOM for INTERIOR spans 1.25 (in.) Min CGS of tendon from BOTTOM for EXTERIOR spans 2.25 (in.) Min specified average post - tensioning 150.00 (psi) Max tendon SPACING (multiple of member depth ) 1.00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED: Moments REDUCED to face of support YES Structure system TWO -WAY Equivalent frame formulation per ACI - 311 -13 NO 2 - I N P U T G E O M E T R Y SPAN TYPE LENGTH DEPTH WEE FL.WIDTH PL.THICR. WIDTH MULTIPLIER ft in. in. in. in. 4- left - -- right -s 1 - - - -2 3 4 5 6 7 8 9 - - - 1 1 17.50 9.00 12.00 .00 .00 18.75 18 75 2' 1 27.83 9.00 12.00 .00 .00 11.75 11 75 3 1 19.85 9.00 12.00 .00 .00 18.75 11 75 4 1 10.50 9.00 12.00 .00 .00 18.75 18 75 2 . 2 - S U P P O R T W I D T H S A N D C O L U M N S D A T A SUPPORT a LOWER COLUMN - - -s a UPPER COLUMN s WIDTHS LENGTH B D CSC. LENGTH B D CSC* JOINT in. ft in. in. ft in. in. - -1 2 3 4 5 6 7 8 9-- - -10 -- 1 1.00 .00 .00 .00 (1) .00 .00 .00 (1) 2 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 3 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 4 5.00 .00 .00 .00 (1) .00 .00 .00 (1) 5 8.00 .00 .00 .00 (1) .00 .00 .00 (1) •NO COLUMNS ARE SPECIFIED. NO COLUMN STIFFNESS IS INCLUDED IN THE ANALYSIS 3 - I N P U T A P P L I E D L O A D I N G 4 - -- CLASS - - -s• 4 TYPE s 1 • DEAD LOAD 1 • UNIFORM 3 • PARTIAL UNIFORM 2 • LIVE LOAD 2 • CONCENTRATED 4 • APPLIED MOMENT (Uniform) (Con. or part.) ( M o m e n e) SPAN CLASS TYPE (k /ft1 (keft or tt - ft) ( ft -k • ft) i -1 2 3 4 5 1 7 11 ! . 1 1 1 .113 1 1 1 .040 1 2 1 .011 2 1 1 .113 2 1 1 .040 2 2 1 .011 2 . 1 - S P A N D A T A • (DT -4 '. 3 1 1 .113 3 1 3 .040 3 2 1" .081 4 1 , 1 .113 1 1 .040 4 ' 2 1 .250 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 AT N I D S P A N SPAN • AREA (in - 2) Z (in - 4) Yb (in.) Yt (in.) -1 2 3 4 5 1 4050.00 27337.30 4.50 4.30 2 4050.00 27337.50 4.50 4.50 3 4050.00 27337.30 4.50 4.50 4 4050.00 27337.50 4.50 4.30 S - D E A D L O A D M O M E N T S , S H E A R S a R E A C T I O N S < 5 . 1 S P A N M O M E N T S k -ft a < 5.2 SPAN SHEARS k a SPAN M(1) (Mmax e) M(r) 9E(1) SE(r) -1 2 3 4 5 6 7 - - -- 1 -.02 86.76 ( 5.69) - 326.03 -31.57 68.83 2 - 326.07 230.37 (13.92) - 324.38 -79.91 79.79 3 - 324.35 77.99 (11.91) - 105.94 -67.95 45.94 4 - 105.90 34.96 ( 7.09) -.01 -40.21 20.04 < 5.3 REACTIONS k a <- 5.4 COLUMN MOMENTS k -ft -a Joint 2 Lower columns - -- -Upper columns 1 31.57 .00 .00 2 148.74 .00 .00 3 147.73 .00 .00 4 86.15 .00 .00 5 20.04 .00 .00 6 - L I V E L O A D M O M E N T S , S H E A R S & R E A C T I O N S <- 6.1 L I V E L 0 A D SPAN MOMENTS (k - 00) and SHEAR FORCES (k) -a Maxima of NEGATIVE SUPPORT Maxima of POSITIVE SUPPORT and POSITIVE SPAN momenta and NEGATIVE SPAN moments SHEAR FORCE SPAN M(1) M(max) M(r) M(1) M(max) M(r) MU SH(T) -1 2 3 4 5 6 7 $ 9 -- 1 -.01 45.20 - 174.89 .00 .00 .00 -16.59 36.57 2 - 174.92 124.55 - 164.27 .00 .00 .00 -42.65 41.89 3 - 164.26 25.42 -81.70 .00 .00 .00 -33.95 26.34 4 -$1.69 89.57 -.01 .00 .00 .00 -57.66 40.77 < 6.2 REACTIONS k a <- 6.3 COLUMN MOMENTS k -ft -a Joint 2 Lower columns - -- -Upper columns 1 16.59 .00 .00 2 79.23 .00 .00 3 75.14 .00 .00 4 84.00 .00 .00 5 40.77 .00 .00 8 - M O M E N T S R E D U C E D T O P A C E O F S U P P O R T <- 8.1 DEAD LOAD MOMENTS -a 4-8.2 LIVE• LOAD MOMENTS -a SPAN M(1) M(max) M(r) M(1) M(max) M(r) - -1 2 3 4 S 6 7---- 1 10.18 86.75 - 292.33 .00 45.20 - 157.00 2 - 286.43 230.33 - 295.17 - 154.00 124.58 - 143.75 3 - 291.08 77.98 -90.92 - 147.67 23.43 -80.09 4 -92.83 34.96 6.35 -69.99 91.5$ .00 • Live load momenta listed are maxims of support negative and span positive 7- S U M OF DEAD AND LIVE M O M E N T S (k -ft) Maxima of negative support and positive live load span momenta combined with dead loading for serviceability checks ( 1.00DL • 1.00LL ) • SPAN N(1) M(max) M(r) -1 2 3 4 - -- 1 10.18 131.95 - 449.33 2 •440.83 354.92 •425.92 3 - 438.75 103.41 - 171.01 4 •162.13 123.54 6.35 NOTE: These moments are + reduced to taco 9 SELECTED POST - TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: 1 • reversed parabola 2 • simple parabola with straight portion over support 1'D 3 • harped tendon 9.2 TENDON P A R A M E T E R S TYPE X1 /L X2 /L X3 /L A/L 1 2 3 4 5 - - -- 1 1 .000 .300 .100 .000 2 1 .100 .500 .100 .000 3 1 .100 .500 .100 .000 4 1 .100 .500 •.000 .000 < - - -- 9.3 SELECTED VALUES - - - -s < -- 9.4 CALCULATED VALOIS. - -> FORCE •a- DISTANCE OF CGS in. -> P/A Nbal TOTAL FORCE SPAN (k / -) Left Center Right (psi) (k / -) (k 1 -1 2 3 4 5 6 7 S 1 26.37 4.50 3.50 7.79 244.1$ .151 999.94 2 25.06 7.75 1.25 7.75 259.52 .157 1052.26 3 27.23 7.75 2.75 4.50 252.11 .155 1021.04 4. 26.25 4.50 3.50 4.50 243.33 .159 565.47 • ALL distances are heights from soffit of respective member at mid-span Approximate weight of strand 1313.E LE 9.5 R E Q U I R E D MINIMUM P O S T- T E N S I O N I N G FORCES (kips) s- EASED ON STRESS CONDITIONS -, <- OTHER CONDITIONS -> SPAN LIFT CENTER RIGHT MIN P/A MAX SPACING - -1 2 3 4 5 6 1 .00(3) .00 19.69(2) 16.20 4.46 2 19.99(2) 11.50 19.10(2) 16.20 4.46 3 19.09(2) .00 .30(2) 16.20 4.46 4 .30(2) .00 .00(3) 16.20 4.46 LEGEND : (1) Stress at FACE OF SUPPORT governs (2) Stress. at CHANGE IN CROSS - SECTION governs (3) Eased on stress. NO POST - TENSIONING required 9 . 6 S E R V I C E S T R I S S I S (psi) (tension shown positive) L E F T C E N T E R R I G H T SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7 - -- 1 - 248.62 - 231.40 - 360.9E - 127.39 46.57 - 550.60 2 25.90 - 528.13 - 433.92 -83.72 -5.80 - 513.10 3 13.66 - 332.56 - 273.16 - 231.06 -88.92 - 404.75 4 -99.99 - 393.68 - 417.17 -69.49 - 238.91 - 241.99 9 . 7 POST - TENSIONING B A L A N C I D M 0 M E N T S, SHEARS i REACTIONS s -- S P A N N O M I N T S (k -ft) - -> < -- SPAN SHEARS (k ) - -> SPAN M(1) (Meax e) M(r) SE(1) SE(r) -1 2 3 4 5 6 7 1 -5.77 -72.78 ( 9.75) 297.58 -1.10 -1.10 2 300.59 - 263.75 (13.92) 300.50 .00 .00 3 300.50 -92.75 ( 9.93) 91.08 -3.73 -3.73 4 88.50 -35.57 ( 5.25) -7.13 5.86 9.66 < -- REACTIONS (k ) - -s < -- COLUMN MOMENTS (k -ft) - -s -joint 2 Lower columns Upper columns 1 1.098 .000 .000 2 -1.101 .000 .000 3 3.730 .000 .000 4 - 12.590 .000 .000 5 6.565 .000 .000 10 - F A C T O R E D M O M E N T S a R E A C T I 0 1 1 5 Calculated as ( 1.40D • 1.70L • 1.00 secondary moment effects 1 SPAN 10.1 FACTORED DESIGN MOMENTS (k -ft) 10.2 SECONDARY MOMENTS ..(k -ft) S (left) (center) (right) (left) (center) (right) -1 2 3 4 5 i 7 1 14.62 207.90 - 657.50 .37 9.61 15.67 2 - 644.15 553.43 - 624.48 19.22 19.18 19.13 3 - 637.55 208.51 - 171.61 21.00 56.11 91.83 4 - 158.79 246.06 11.84 90.17 46.54 2.95 JOINT 10.3 FACTORED REACTIONS ...(k ) 10.4 FACTORED COLUMN MOMENTS (k -ft) I STRIP reaction DAY reaction LONER col. UPPER col. -1 2 3 4 5 1 1.96 73.50 .00 .00 2 9.11 341.77 .00 .00 3 9.05 339.44 .00 .00 4 6.69 250.92 .00 .00 5 2.63 106.23 .00 .00 11 - M I L D R Z I N T O R C Z N I N T R I C U I R S M I N T S 11.1 SPECIFIC CRITERIA FOR T W O - N A Y SYSTEM • Tensile block rebar requirement - Minimum steel 0.00075111 • Moment capacity s factored (design) moment Reber cut -oft lengths specified: For top bars .17 span length For bottom bars .33 span length EXTEND ONE -THIRD of END -SPAN BOTTOM BANS to support center lines EXTEND ONE-FOURTH of INTERIOR -SPAN 1OTTOM bars Co support center lines REINFORCEMENT based on TOTAL WEIGHT OF MBAR 11.2 S T E E L A T S U P T 0 P JOINT As DIFFERENT MBAR N sq.in. •- ULT MIN .> - 1 2 3 4 1 .000 ( .000 .000 2 .1.836 ( .116 1.836 3 1.931 ( .000 1.931 4 1.229 ( .000 1.229 5 .000 ( .000 .000 11.3 SELECTION OF R I B A R JOINT < TOP STEEL E (sq in.) S E L 1 C T I -1 2 3 1 .00 4 N 5x 4' -6 2 1.84 6 N 5x 9' -6 3 1.93 7 N 5x 9' -0 4 1.23 4 N 5x 6' -0 5 .00 4 N 5x 2' -0 NO REDISTRIBUTION Of Of AT 0 N 11.4 S T E E L A T M I D S P A N T 0 P SPAN As DIFFERENT REBAR CRITERIA N sq.in. <- ULT....TENS -a 1 - - - 2 3 1 .000 ( .000 2 .000 ( .000 3 .000 ( .000 4 .000 ( .000 11.5 SELECTION OF NO REBAR REQUIRED 12 - P U N C H I N G LEGEND: CONDITION... R E B A R AT M I D - S P A N S H E A R C H I C K PUNCHING SHEAR CHECK NOT CARRIED OUT FOR SUPPORT WITH 16 - FRICTION, ELONGATION AND LONG TERM STRESS LOSSES 16.6 LONG TERM STRESS LOSS CALCULATIONS 16.6.2 INPUT VALUE Long -term stress losses due to shinkage, creep, elastic shortening and stress relaxation are estimated to a total lump sum of 16.7 FRICTION AND ELONGATION CALCULATIONS 16.7.1 INPUT PARAMETERS : Coefficient of angular friction (Weu) Coefficient of. wobble friction (K) Ultimate strength of strand Ratio of jacking stress to strand 'a ultimate strength Anchor set Cross- sectional area of strand 16.7.2 CALCUL7y'TED STRISSIS(average of all tendons) : LENGTH ' ; <TENDON NEIGHT(in 1> Horizontal ratios SPAN ft P start center right Xl /L X2 /L X3 /L -1 2 - - - -3 4 5 6 7 8 9 1 17.50 1 4.50 3.50 7.75 .00 .50 .10 2 27.13 1 7.75 1.25 7.75 .10 .50 .10 3 19.85 1 7.75 2.75 4.50 .10 .50 .10 of factored moments 192 LB AVERAGE . .07 PEP P OAT I B O T T O M CRITERIA As DIFFERENT MBAR CRITERIA sq.in. <- ULT MIN -, 5 6 7 I 9 - - -- .000 ) .709 ( .000 .709 000 ) .000 1 .000 ( .000 .000 000 1 .000 ) .000 ( .000 .000 000 ) .0(10 ) .000 ( .000 .000 000 ) .000 ) .425 ( .000 .425 000 ) S U P P O R T S < BOTTOM STEEL (sq in.) S E L E C T I O N 4 5 .71 3 E 5 x 4.-0. .43 2 N 5 x 3.-0.. B O T T O M As DIFFERENT AEBAR CRITERIA TITS. sq.in. a- ULT.. ..TINS -> ft. 4 5 6 7 8 9 10 - - .000 .000 ) .000 ( .000 .000 .000 ) 37.50 .000 .000 ) .000 ( .000 .000 .000 ) 37.50 .000 .000 ) .000 ( .000 .000 .000 ) 37.50 .000 .000 1 .000 ( .000 .000 .000 ) 37.50 1 - INTERIOR COLUMN 2 . END COLUMN 3 . CORNER COLUMN 4 • EDGE COLUMN (PARALLEL TO SPAN) 5 • BEAM OR NALL (PUNCHING SHEAR CHECK NOT APPLICABLE) 6 - STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 - STRESS WITHIN SECTION N1 GOVERNS (COL.CAP OR SLAB) 2 . STRESS WITHIN SECTION 82 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi -> shear moment due to due to allow - JNT COND. k k -ft shear moment TOTAL able - 1 - - --2 3 4 5 6 7 8 1 6 2 6 3 6 4 6 5 6 CONDITIONS 5 OR 6 STRESS RATIO CASE 9 10 12.00 ksi .070 /rad .0014 /ft 270.0 ksi .800 .250 in .153 1n s -- STRESS (kW - -> start center right 10 11 12 -- 171.71 174.69 179.65 179.65 115.88 185.62 185.62 180.36 176.59 , • • 10.50- 1 .4.50i 3.50 4.50 : .10 .50; .00 174.35 174.00 J.Ilote:P. tendon profile (refer to legend of data block 11)1, • . ssssss at each location are the of strands after anchor let, and after long-ter. 1 Span T. Length Depth Width Fl. Width Fl. Thick Width Multiplier ft. In. In. In. In. <-- IM-- right—a <— Tendon Profile Parameters —> Type X1/1. X7 /L I — I iq 9 / Z /2. 5 /2. a I 26, 33 q I L 12..?-5 r 2. TS I 3 I 19. 0.2 9 /Z i n, Ps /2.? C I 3.33 q . / z.. 12.75 a, ?-s Supp. R O P CAP COLUMN —a S(Dia) D ft in < -- COLUMN —> S(Di.) D In in Supp. . tow UPP.r Width COO CSC in <- -COWER Length ft -UPPER Length It • I i Joint R O P CAP < — Tl1ICIWESS --> LENGTH ALONG SPAN Left Right Width Left Right in In n ft ft < - -0 > Depth Width L•Length Ft-Length in In in In • I i PROJECT: ...I ,/„►'1G do, Zan 7 fr RUN TITLE: Or RUN ID: D T 4 SPAN DATA DROP CAP a:. COLUMN & ADDITIONAL SUPPORT DATA DROP PANEL TENDON ' LOADING OM IMO - -- =II 411•6 OM iMI NM 111■1 MN/. MI. MOM & MEM MO =ID NOTES: Span Class Type Load Location Location k /It, k, loft ft It IJ G tI v 0/3 o410 roes ADAPT 1733 Woodside Road, Suite 260 Redwood City, California 94061 Telephone 415/365.2599 FAX 415/365.3306 net CT Engineering Structural and Civil Engi 180 Nickerson St., Suite 302, Seattle, WA 85108 ADAPT POET- TENSIONING . BLAE /BEAM E0ITMAEE ACS- 31E- 12 /IIEC -1991 IV 4.00) 1733 Woodside Road,'Suit• 240, Redwood City, California !4011 AD DATE AND TIME OF PROGRAM EXECUTION: Jan 27,1!87 At Time: 1:54 P R O J E C T T I T L E : THE RAMADA • - G E N E R A L L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 2E days 4000.00 (psi) WEIGHT 150.01 (pcf) CREEP factor for deflections 2.00 TENSION STRESS limit. (multiple of (f'c) - 1/2) Top of external support 4.000 Top of internal support 4.000 Bottom of external span 4.000 Bottom of internal span 4.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .430 MILD REINFORCEMENT: YIELD strength 40.00 (ksi) Minimum Cover at TOP 1.00 (in.) Minimum Cover at BOTTOM 1.00 (in.) POST - TENSIONING: SYSTEM DNEONDED Ultimate strength of strand 270.00 (ksi) Average effective stream in strand (final) 175.00 (ksi) Strand area .153 (in - 2) Min CGS of tendon from TOP 1.25 (in.) Min CGS of tendon from BOTTOM for INTERIOR spans 1.25 (in.) Min CGS of tendon from BOTTOM for EXTERIOR span... 2.25 (in.) Min specified average post- tensioning 150.00 (psi) Max tendon SPACING (multiple of member depth ) 4.00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED: Moments REDUCED to face of support YES Structure system TWO -WAY Equivalent frame formulation per ACI- 311 -83 NO 2 - I N P U T G E O M E T R Y 2 . 1 - S P A N D A T A SPAN TYPE LENGTH DEPTH WEB PL.WIDTH FL.THICX. WIDTH MULTIPLIER It in. in. in. in. 4- left - -- right -s - 1 - - - -2 3 4 S 4 7 4 9 - - -- 1 1 19.00 9.00 12.00 .00 .00 12.75 12 75 2 1 21.33 9.00 12.00 .00 .00 12.75 12 75 3 1 19.43 9.00 12.00 .00 .00 12.75 12 75 CANT 1 3.33 9.00 12.00 .00 .00 12.75 12 75 2 . 2 - S U P PO R T W I D T H S A N D C O L U M N S D A T A SUPPORT 4 LONER COLUMN - - -> e UPPER COLUMN > WIDTNS LENGTH 0 D CEC• LENGTH B 0 CEC• JOINT in. ft in. in. ft in. in. - -1 2 3 4 5 4 7 4 !-- - -30 -- 1 4.00 .00 .00 .00 (1) .00 .00 .00 (1) 2 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 3 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 4 4.00 .00 .00 .00 (1) .00 .00 .00 (1) •NO COLUMNS ARE SPECIFIED. NO COLUMN STIFFNESS IS INCLUDED IN TEE ANALYSIS 3 - I N P U T A P P L I E D L O A D I N G c. -- CLASS - -.> 4 TYPE > 1 • DEAD LOAD. 1 • UNIFORM 3 • PARTIAL UNIFORM 2 • LIVE LOAD 2 • CONCENTRATED 4 • APPLIED MOMENT (Uniform) (Con. or part.) ( M o ■ • n t) SPAN CLASS TYPE (k /It) (keft or ft -ft) ( ft -k • ft) - -1 2 3 4 5 4 7 S 1 1 1 .113 ! 1 1 1 .040 1 2 1 .051 2 1 1 .113 2 1 1 .040 2 2 3. .041 (DT-5 3 • 1 1 .113 3 1 1 .040 3 2 1 .081 CANT 1 1 CANT 1 1' CANT ' '2 1 .113 .040 .081 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 A T M I D S P A N SPAN AREA (in - 2) I (in'4) Yb (in.) Yt (in.) - 1 2 3 4 S 1 2754.00 18589.50 4.50 4.50 2 2754.00 18589.50 4.50 4.50 3 2754.00 1E589.50 4.50 4.50 5 - D E A D L O A D M O M E N T S , M A R S & R E A C T I O N S ' t 5 . 1 S P A N M O M E N T S k -ft s SPAN M(1) (Mmax e) N(r) - 1 2 3 4 5 1 -.01 87.14 ( 6.65) - 208.75 2 - 208.76 121.30 (13.17) - 211.00 3 - 210.98 87.20 (12.40) -21.65 CANT -21.63 • 5.3 REACTIONS k s <- 5.4 COLUMN MOMENTS k -ft -s Joint 2 Lower columns - -- -Upper columns 1 26.08 .00 .00 2 99.34 .00 .00 3 99.69 .00 .00 4 42.14 .00 .00 6 - L I V E L O A D M O M E N T S , S H E A R S a R E A C T I O N S c- 6.1 L I V E L O A D SPAN MOMENTS (k -ft) and SHEAR FORCES (k) -s Maxima of NEGATIVE SUPPORT Maxima of POSITIVE SUPPORT and POSITIVE SPAN moments and NEGATIVE SPAN momenta SHEAR FORCE SPAN M(1) M(max) M(r) M(1) M(max) M(r) SE(1) SH(r) -1 2 3 4 S 6 7 8 9 -- 1 -.01 46.13 - 110.52 .00 .00 .00 -13.81 25.44 2 - 110.52 67.93 - 111.71 .00 .00 .09 -27.15 27.24 3 - 111.69 46.16 -11.46 .00 .00 .00 -25.54 15.43 CANT -11.45 -6.88 4 6.2 REACTIONS k s <- 6.3 COLUMN MOMENTS k -ft -s Joint 2 Lower columns - -- -Upper columns 1 13.81 .00 .00 2 52.59 .00 .00 3 52.78 .00 .00 4 22.31 .00 .00 - M O M E N T S S R E D U C E D T O F A C E O P S U P P O R T 4- 8.1 DEAD LOAD MOMENTS -s 4 -8.2 LIVE• LOAD MOMENTS -s SPAN M(1) M(max) M(r) M(1) M(max) M(r) - -1 : ' 3 4 5 6 7 - - -- 1 8.46 87.17 - 185.25 .00 46.13 -98.08 2 - 183.58 128.33 - 185.75 -97.17 67.93 -98.33 3 - 187.33 87.17 -12.15 -99.17 46.17 -6.43 CANT -17.52 -9.28 • Live load momenta listed are maxima of support negative and span positive 7- S U M OF DEAD AND LIVE M 0 M E N T S (k -It) Maxima of negative support and positive live load span momenta combined with dead loading for serviceability checks ( 1.0ODL • 1.00LL ) SPAN M(1) M(max) M(r) -1 2 3 4 - - 1 5.46 133.30 - 253.33 2 - 280.75 196.26 - 254.08 3 •286.50 133.33 -18.58 • CANT -26.79 NOTE& These moments are reduced to face ! • SELECTED POST - TENSIONING FORCES AND TENDON PROFILES 9.2 PROFILE TYPES AND PARAMETERS LEGEND: 1 - reversed parabola 2 • simple parabola with straight portion over suppost 3 • harped tendon 9 . 2 T E N D O N P A R A M E T E R S e 5.2 SPAN MARS k 9E(1) SE(r) 6 7 - - -- -26.08 48.05 -51.28 51.45 -48.24 29.14 -12.99 TYPE X1 /L X2 /L X3 /L A/L 1 2 3 4 3 - - -- 1 1. .000 .500 .100 .000 1 .100 .500 .100 .000 3 1 .100 .500 .100 .000 CANT 1 .000 e - - -- 9.3 SELECTED' VALUES - - - -s a -- 9.4 CALCULATED VALUES - -s FORCE •e- DISTANCE OF COS in. -s P/A Nbal TOTAL FORCE SPAN (k / -) Left Canter Right (psi) (k / -) (k ) - -1 2 3 4 5 6 7 1 23.05 4.50 2.50 7.75 213.49 .154 517.14 2 24.5E 7.75 1.25 7.75 127.62 .154 611.11 3 23.49 7.78 2.25 5.00 217.4E .164 598.94 CANT 12.9E 5.00 4.50 212.50 .173 516.06 • ALL distances are heights from soffit of respective member at mid -span Approximate weight of strand 517.9 LB 9.5 R E Q U I R E D MINIMUM PO S T- T E N S I O N I N C FORCES (kips) e- EASED ON STRESS CONDITIONS -s e- OTEER CONDITIONS -s SPAN LIFT CENTER RIGHT MIN P/A MAX SPACING _ _1 2 3 4 5 6 1 .00(3) .39 17.13(2) 16.20 4.46 2 .17.13(2) 7.23 17.11(2) 16.20 4.46 3 17.11(2) .36 00(3) 16.20 4.46 CANT .00 16.20 4.46 LEGEND : (1) Stress at FACE OF SUPPORT governs (2) Stress at CHANGE IN CROSS- SECTION governs (3) Based on stress, NO POST - TENSIONING required 9 . 6 - S E R V I C E S T R E S S E S (psi) (tension shown positive) L E F T C E N T E R R I G H T SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM - 1 2 3 4 5 6 7 - -- 1 - 215.46 - 203.16 - 346.99 -77.90 56.69 - 497.00 2 43.40 - 463.71 - 377.63 -77.62 35.04 - 412.61 3 47.26 - 494.63 - 311.09 - 116.17 - 221.93 - 196.61 CANT 13.70 -27.06 9 . 7 POST - TENSIONING B A L A N C E D M O M E N T S , SHEARS i REACTIONS c -- S P A N M 0 M E N T S (k -ft) - -s c -- SPAN SHEARS (k ) - -s SPAN M(1) (Mmax e) M(r) SE(1) SH(r) - 1 2 3 4 5 6 7 1 -6.34 -16.67 ( 9.501 181.00 -1.19 -1.19 2 190.00 - 144.58 (13.17) 195.00 -.20 -.20 3 193.17 -96.67 ( 9.92) 24.13 1.42 1.42 CANT 19.77 .00 e -- REACTIONS (k ) - -s c -- COLUMN MOMENTS (k -ft) - -s -joint 2 Lower columns Upper columns 1 1.161 .000 .000 2 -.992 .000 .000 3 -1.620 .000 .000 4 1.424 .000 .000 10 - F A C T O R E D M O M E N T S & R E A C T I O N S Calculated as ( 1.40D • 1.70L • 1.00 secondary moment effects ) SPAN 10.1 FACTORED DESIGN MOMENTS (k -it) 10.2 SECONDARY MOMENTS ..(k -ft) 1 (left) (center) (right) (left) (center) (right) -1 2 3 4 5 6 7 1 12.24 211.74 - 404.12 .40 11.28 21.91 2 - 399.52 320.55 - 399.08 22.61 25.41 21.13 3 - 403.32 214.64 -27.47 27.53 14.13 .47 CANT -40.29 - -- - -- JOINT 10.3 FACTORED REACTIONS ...(k ) 10.4 FACTORED COLUMN MOMENTS (k -ft) 1 STRIP reaction BAY reaction LONER col. UPPER col. - -1 2 3 4 5 1 2.40 61.18 .00 .00 2 8.92 227.49 .00 .00 3 8.93 227,67 .00 .00 4 3.86 96.35 .00 .00 11 - M I L D R E I N F O R C E M E N T R E Q U I R E M E N T S 11.1 SPECIFIC CRITERIA FOR T N O• N A Y SYSTEM • Tensile block rebar requirement • Minimum steel l 0.00075121 - Moment capacity s factored (design) moment Reber cut -off lengths specified: For top bars For bottom bars .17 span length .33 span length EXTEND ONE -THIRD of END -SPAN BOTTOM BAAS to support center lines EXTEND ONE - FOURTH of INTERIOR -SPAN BOTTOM bare to support center lines REINFORCEMENT based on NO REDISTRIBUTION of factored moments TOTAL WEIGHT OF MBAR . 170 LE AVERAGE • .10 PST 11.2 S T E E L A T S U P P O R T S T 0 P B O T T O M JOINT As DIFFERENT MAR CRITERIA As DIFFERENT REEAR CRITERIA I sq.in. c- OL? MIN -s sq.in. c- ULT MIN -s -1 2 3 4 5 6 7 s 9 - - 1 .000 ( .000 .000 .000 ) .770 ( .000 .770 000 ) 2 1.536 ( .421 1.836 .000 ) .000 ( .000 .000 000 ) 3 1.870 ( .408 1.870 .000 ) .000 ( .000 .000 000 ) 4 1.073 ( .000 1.073 .000 ) .000 ( .000 .000 000 ) 11.3 SELECTION or M A R AT S U P P O R T S JOINT a TOP STEEL s e BOTTOM STEEL s I (sq in.) S S L I C T I O N (eq in.) S R L I C T I O N -1 2 3 4 5 1 .00 4 8 5x 4' -0'. .77 3 0 5 x 5' -0" 2 1.84 6 0 Sx 9.-6 3 1.87 7 0 5x 9' -0'' 4 1.07 4 0 5x 5' -0' 11.4 S T E E L A T M I D- S P A N T 0 P B O T T O M SPAN As DIFFERENT MAR CRITERIA As DIFFERENT *DAR CRITERIA TRIB. 0 sq.in. a- ULT....TENS -s sq.in. a- ULT....TTNS -, ft. - 1 - - --2 3 4 5 6 7 E 9 10 - I .000 C .000 .000 .000 1 .000 ( .000 .000 .000 ) 25.50 2 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 25.50 3 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 25.50 11.5 SELECTION OP R E R A N AT M I D - S P A N NO REEAR REQUIRED 12 - P U N C H I N G S H E A R C H E C K am.mmlnamilammommawnsow. mmmmmm May.. .ft... LEGEND: CONDITION... 1 • INTERIOR COLUMN 2 • END COLUMN 3 • CORNER COLUMN 4 • EDGE COLUMN (PARALLEL TO SPAN) 5 • BEAM OR WALL (PUNCHING SHEAR CERCK NOT APPLICABLE) 6 • STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE 1 • STRESS WITHIN SECTION Si GOVERNS (COL.CAP OR SLAB) 2 • STRESS WITHIN SECTION 82 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS •- PUNCHING SEEAR STRESSES IN psi -s shear moment due to due to allow- STRESS JNT COND. k k -ft shear moment TOTAL able RATIO CASE - 1 - - - -2 3 4 5 6 7 6 9 10- 1 6 - - 2 6 • - -- •• 3 6 ---- 4 6 ._ - •• PUNCHING SHEAR CHECK NOT CARRIED OUT FOR SUPPORT WITH CONDITIONS S OR 6 16 - FRICTION, ELONGATION AND LONG TERM STRESS LOSSES 16.6 LONG TERM STRESS LOSS CALCULATIONS 16.6.2 INPUT VALUE s Long -term stress losses due to ahinkage, creep, alastic shortening and stress relaxation are secimated to a total lump sum of 16.7 FRICTION AND ELONGATION CALCULATIONS 16.7.1 INPUT PARAMETERS Coefficient of angular friction (ecu) Coefficient of wobble friction (X) Ultimate strength of strand Ratio of jacking stress to strand's ultimata strength Anchor sat Cross - sectional area of strand 12.00 Nei .070 /rad .0014 /ft 270.0 kg/ .800 .250 in .153 in'2 16.7.2 CALCULATED STREIBES(average of all tendons) : LENGTH sTENDON NEIGHT(in )s Horizontal ratios a -- STRESS (kai) --s SPAN ft P start center right X1 /L X2 /L X3 /L start center right -1 2 - - - -3 4 5 6 7 I 9 10 11 12 -- 1 19.00 1 4.50: .,20( 7.75 .00 .50 .10 171.26 174.64 180,13 2 26.33 1 7.75 1'.35 7.75 .10 .50 .30 180.13 186.24 183,10 3 19.83 1 7.75 2.25 5.00 .10 .30 .10 183.10 177.94 174.11 CANS 3.33 1 5.00 4.50 .00 174.11 Notes P. tendon profile (refer to legend of data block 9) Straas•e at each location are the average of strands after anchor sec, and alter long -term losses 1 .% TRNDON.INL 1i CTION.AND DATA:' r ' :... .TRNDON;IXTIaT /: >: RLONOATION' itreas:.ratios. •TYPI:'0 // -.IORCR , ;. CAN< ' U . Al US.. A I .. .CAN • ';; LIFT RIORT';. Ant ": . Max .(in)'.' .(in). i S i 7 i .. A 22 .27.46 I ' s.32 .. ...00 :i! 74 .. Rotes:.iorce is..t "e average•'value per stran . d (k)..' ftreseratio.' ■re at anchorage (7) and naxinun a .. long tendon 11) : I N:,3 l..A L CONDITION'` "TRW CRRCR i RRXNIORCRNRNT RNODIRINIWTS 14 .1 Paraueters. specified as input for 'Con rate e c (initiai /final) ` .73 'PT.force.(initial /final) 1.13 Dead: loading (initial /final);• .60 Live:loadiDg ;(initial /final): .00 initial stress checks: Tensile leer eeees..divided by Top of l support Top of internal support lotto. of external span lotto. of internal span (f.c)'1 /2 3.00 3.00 3.00: 3.00 .`': Cocpression as ratio of f'c.... .6 0;;: .2''$ s requre ue: 0 added MILD. RRINPORCININT. d to initial conditions.: 14 3 Co.preieiva stress.• CONTIN URMVR .streeeee.are;vitbinalloraale' licit.( t0 •`f_ci:)) span Depth Width FL Width FL Thick. Width MuNpa t �R h in. in. h In. < —Wt. - -nghi —> <— Tendon PtoN. P.ram.fea —> Type Xt /L 70 /L 1 —1 1 q 9 1 2 2 1 Z. 9 IZ _ G • -3 I X4 ,83 9 /2. ( Supp. < --WWER COLUMN —> Legth B(Oia) 0 II ft In <— TNICIWESS —•> LENGTH ALONG SPAN Loft Right Width L.ft right In In ft ft ft COILMN —> B(Dia) o In In Supp. . Lower Uppe Width CSC CSC In < —UPPER Length It I Joint CAP <— TNICIWESS —•> LENGTH ALONG SPAN Loft Right Width L.ft right In In ft ft ft (—DROP > Depth Width L.Langlh R.I./Nth In In in In I PROJECT: RUN TITLE: RUN ID: SPAN DATA DROP CAP gc.ita,d.ces 2:44 0 rap J COLUMN & ADDITIONAL SUPPORT DATA DROP PANEL TENDON N ED OM 00 SO OMB ••1111• 1 IBMS WOW LOADING NOTES: Span Cie Typo Lo.d Location Location k /R, . loft ft n L W .I /3 .O .00/ ADAPT 1733 Woodside Road, Suite 260 Redwood City, California 94061 Telephone 415/365.2599 FAX 415/365.3306 P R O J E C T T I T L E : TEE RAMADA CT Engineering Structural and Civil Engi 1E0 Nickerson It., Suite 302, Seattle, WA 98109 ADAPT POST- TENSIONING ELAE /SEAM SOFTWARE ACI- 31S -92 /DEC -1191 (V 4.00) 1733 Woodside Road, Suite 260, Redwood City, California 94061 DATE AND TIME OF PROGRAM EXECUTION: Jan 27,1997 1 - G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days 4000.00 (psi) WEIGHT 150.01 (pcf) CREEP factor for deflections 2.00 TENSION STRESS limits (multiple of (f'c) - 1/2) Top of external support 6.000 Top of internal support 6.000 B ottom of external span 6.000 Bottom of internal span 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 MILD REINFORCEMENT: YIELD strength 60.00 (ksi) Minimum Cover at TOP 1.00 (in.) Minimum Cover at BOTTOM 1.00 (in.) POST - TENSIONING: SYSTEM UNBONDED Ultimate strength of strand 270.00 (ksi) Average effective •tress in strand (final) 175.00 (ksi) Strand area .153 (in - 2) Min CGS of tendon from TOP 1.25 (in.) Min CGS of tendon from BOTTOM for INTERIOR spans 1.25 (in.) Min CGS of tendon from BOTTOM for EXTERIOR spans 2.25 (in.) Min specified average post - tensioning 150.00 (psi) Max tendon SPACING (multiple of member depth ) 6.00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED: Moment■ REDUCED to face of support YES Structure system TWO -WAY Equivalent frame formulation per ACI- 1IS -S3 NO 2 - I N P U T G E O M E T R Y 2 . 1 - S P A N D A T A SPAN TYPE LENGTH DEPTH NEB FL.WIDTE FL.TEICX. WIDTH MULTIPLIER ft in. in. in. in. c- left - -- right -> - 1 - - - -2 3 4 5 6 7 8 9 - - -- 1 3. 19.00 9.00 12.00 .00 .00 6.00 6 00 2 1 26.33 9.00 12.00 .00 .00 6.00 6 00 3 1 19.53 9.00 12.00 .00 .00 6.00 6 00 2 . 2 - S U P P O R T W I D T H S A N D C O L U M N S D A T A SUPPORT c LOWER COLUMN - - - -a c UPPER COLUMN > WIDTHS LENGTH H D CDC. LENGTH I D CDC• JOINT in, ft in. in. ft in. in. - -1 2 3 4 5 6 7 8 9---- 10 - - -- 1 5.00 .00 .00 .00 (1) .00 .00 .00 (1) 2 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 3 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 4 5.00 .00 .00 .00 (1) .00 .00 .00 (1) •NO COLUMNS ARE SPECIFIED. NO COLUMN STIFFNESS IS INCLUDED IN THE ANALYSIS 3 - I N P U T A P P L I E D L O A D I N G • - -- CLASS - - -a 4 TYPE a 1 . DEAD LOAD 1 • UNIFORM 3 . PARTIAL UNIFORM 2 - LIVE LOAD' 2 • CONCENTRATED 4 • APPLIED MOMENT (Uniform) (Con. or part.) ( M o ■ • n t) SPAN CLASS TYPE (k /ft) (k•ft or !t -ft) ( ft -k • ft) -1 2 3 4 5 6 7 S 1 1 1 1 1 2 2 1 2 1 2 2 1 .113 1 .040 1 .081 1 .113 1 .040 1 .081 3 3. 1 .133 At Time: 3:14 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 A T M I D E P A N . SPAN AREA (in - 2) I (in - 4) Yb (in.) Yt (in.) -1 2 3 4 5 1 1296.00 8748.00 4.30 4.50 2 1296.00 1748.00 4.50 4.50 3 1296.00 $741.00 4.50 4.30 3 - D E A D L O A D M O M E N T S . S M E A R S & R E A C T I O N S c 5.1 S P A N M O M E N T S k -ft s c 3.2 SPAN SMEARS k a SPAN M(i) (Mmax e) M(r) SE(1) SE(r) - -1 2 3 4 5 6 7 -- -- 1 .01 41.25 ( 6.63) -97.55 -22.31 22.35 2 -97.58 59.52 (13.17) - 101.67 -24.02 24.33 3 - 101.66 46.37 (12.89) -.01 -23.33 13.08 c 5.3 REACTIONS 'k a c- 5.4 COLUMN MOMENTS k -ft -a Joint 2 Lower columns - -- -Upper columns 1 12.31 .00 .00 2 46.60 .00 .00 3 47.66 .00 .00 4 13.08 .00 .00 6 - L I V E L O A D M O M E N T S , S E I S E S & R E A C T I O N S a- 6.1 L I V E L 0 A D SPAN MOMENTS (k-ft) and SMEAR FORCES (k) -> Maxima of NEGATIVE SUPPORT Maxima of POSITIVE SUPPORT and POSITIVE SPAN moments and NEGATIVE SPAN moments SHEAR FORCE SPAN M(1) M(max) M(r) M(i) M(max) M(r) SE(1) SE(r) - -1 2 3 4 5 6 7 8 9 - 1 .00 21.84 -51.66 .01 .00 .00 -6.51 11.95 2 -51.66 31.51 -53.62 .00 .00 .00 -12.72 12.66 3 -53.82 24.65 .00 .00 .00 .00 -12.35 6.93 4 6.2 REACTIONS k > s- 6.3 COLUMN MOMENTS k -ft -> Joint 2 Lower columns - -- -Upper columns 1 6.31 .00 .00 2 24.67 .00 .00 3 35.23 .00 .00 4 6.93 .00 .00 8 - M O M E N T S R E D U C E D T O F A C E O F S U P P O R T c- 8.1 DEAD LOAD MOMENTS -a c -8.2 LIVE. LOAD MOMENTS -a SPAN M(1) M(max) M(r) M(1) M(max) M(r) - -1 2 3 4 5 6 7 - - -- 1 4.01 41.24 -86.50 .00 21.83 -45.81 2 -15.83 59.53 -89.75 -45.42 31.31 -47.51 ] -90.25 46.57 4.25 -47.77 24.65 .00 • Live load moments listed are maxima of ■upport negative and span positive 7 - S U M O F DEAD AND LIVE M O M E N T S (k -ft) Maxima of negative ■upport and positive live load span moments combined with dead loading for serviceability check. ( 1.00DL • 1.00LL ) SPAN M(1) M(max) M(r) -1 2 3 4 - -- 1 4.01 63.01 - 132.31 2 - 131.26 91.03 - 137.26 3 - 138.02 71.22 4.25 NOTE: Theme moments are reduced to face 9 - SELECTED POST - TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: 1 - reversed parabola 2 - simple parabola with straight portion over support 3 - harped tendon 9 . 2 T E N D O N P A R A M E T E R S TYPE 'X1 /L X2 /L X3 /L A/L 1 2 3 4 5 - - -- 1 1 .000 .500 .100 .000 2 1 .100 .500 .100 .000 3 1 .100 .500 .000 .000 I c - - -- 9.3 SELECTED VALUES . - - - -a c -- 9.4 CALCULATED VALUES - -a FORCE •c- DISTANCE OF CGS in..> P/A Phil TOTAL FORCE SPAN Ik / -) Left Center Right (psi) (k 1-) (k ) - -1 2 3 4 5 6 7 8 1 22.24 4.50 2.25 7.75 205.95 .159 266.92 2 23.74 7.75 1.25 7.75 219.79 .141 284.84 3 22.67 7.75 2.25 4.50 209.16 .149 271.98 • ALL distance■ are heights from soffit of respective member at mid -span Approximate weight of strand 354.4 LE 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) e- BASED ON 9TRE9S.CONDITIONS -s s- OTNER CONDITIONS -s SPAN LEFT CENTER RIGHT MIN P/A MAX SPACING - - 1 .00(3) .46 16.65(2) 11.20 4.46 2 16.65(2) 6.99 17.80(2) 16.20 4.46 3 17.80(2) 3.11 .00(3) 16.20 4.46 LEGEND s (1) Stress at FACE OP SUPPORT governs (2) Stress at CHANGE IN CROSS - SECTION governs (3) Based on stress, NO POST - TENSIONING required 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) L E F T C E N T E R R I G H T SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7 - - 1 - 206.62 - 197.16 - 324.64 -87.27 64.49 - 489.65 2 51.65 - 476.82 - 382.62 -56.95 83.93 - 515.82 3 93.77 - 525.66 - 373.71 -46.01 212.98 - 199.40 9 . 7 POST- TENSIONING B A L A N C E D M O M E N T S , SHEARS a REACTIONS 4 -- S P A N M 0 N E N T S (k -ft) - -a s -- SPAN SHEARS (k ) - -s SPAN M(1) (Mmax e) M(r) SE(1) 91(r) - -1 2 3 4 5 6 7 1 -3.24 -43.85 ( 9.50) 87.42 -.65 -.65 2 88.42 -64.63 (13.17) 88.67 -.01 -.01 1 87.83 -44.67 ( 9.92) -3.15 .64 .64 s -- REACTIONS (k ) - -s s -- COLUMN MOMENTS (k -ft) - -. -joint 2 Lower columns Upper columns 1 .654 .000 .000 2 -.645 .000 .000 3 -.646 .000 .000 4 .637 .000 .000 10 - F A C T O R E D M O M E N T S a R E A C T I O N S Calculated as ( 1.40D • 1.70L • 1.00 secondary moment effects ) SPAN 10.1 FACTORED DESIGN MOMENTS (k -ft) 10.2 SECONDARY MOMENTS (k -ft) 8 (left) (center) (right) (left) (center) (right) -1 2 3 4 S 6 7 1 5.83 101.06 - 186.8E .22 6.21 12.09 2 - 184.96 149.42 - 193.79 12.43 12.53 12.63 3 - 195.24 113.41 6.16 12.32 6.32 .21 JOINT 10.3 FACTORED REACTIONS ...(k ) 10.4 FACTORED COLUMN MOMENTS (k -ft) 8 STRIP reaction BAY reaction LOWER col. UPPER col. - -1 2 3 4 5 1 2.41 28.96 .00 .00 2 8.88 106.53 .00 .00 3 9.08 108.97 .00 .00 4 2.56 30.72 .00 .00 11 - M I L D R E I N F O R C E M E N T R E Q U I R E M E N T S 11.1 SPECIFIC CRITERIA FOR T N 0 - N A Y SYSTEM - Tensile block mbar requirement - Minimum steel 0.00075b1 - Moment capacity • factored (design) moment Rebar cut -off lengths specifieds For top bars .17 span length For bottom bare .33 span length EXTEND ONE -THIRD of END -SPAN BOTTOM BARS to support center lines EXTEND ONE - FOURTH of INTERIOR -SPAN BOTTOM bars Co support center lines REINFORCEMENT based on NO REDISTRIBUTION of factored moments TOTAL WEIGHT OF RIBAR . 183 LB AVERAGE • .23 PST 1 1 , 2 S T E E L A T S U P P O R T S T 0 P B O T T O M JOINT As DIFFERENT MAR CRITERIA Al DIFFERENT REBAR CRITERIA 8 sq.ln. s- ULT MIN -s sq.in, s- ULT MIN -s -1 2 3 4 5 6 7 I 9 - - -- 1 .000 ( .000 .000 .000 ) .770 ( .000 .770 000 ) 7 1.836 '( .285 1.836 .000 ) .000 ( .000 .000 000 ) 3 1.870 ( .563 1.870 .000 ) .000 ( .000 .000 000 ) 4 .000 ( .000 .000 .000 ) .803 ( .000 .803 000 1 11.3 SELECTION OF R I B A R AT S U P P O R T S fOINT s TOP STEEL s s BOTTOMiSTEEL s (sq in.) S E L E C T I O N (sq in.) S E L E C T I O N •1 2 3 4 5 1 .00 4 0 5x 4' -0" .77 3 9 5 x 5' -0" 2 1.84 6 8 Sx 9' -6" 3 1.87 7 0 5x 9 4 .00 4 0 5x 4' -0" .80 3 11 5 x 5' -0" :g3 11.4 9 7 2 2 1 A T M I D - S P A N T 0 P SPAN A. DIFFERENT INBAR CRITIRIA 5 eq.in. 4- OLT....T1NS -) - 1 - - - -2 3 4 5 1 .000 ( .000 .000 .000 ) 2 .000 ( .000 .000 , .000 ) 3 .000 ( .000 .000 ! .000 ) JNT COND. 1 - - - -2 1 6 2 6 3 6 4 6 LENGTH SPAN ft P -1 2 - - - -3 1 19.00 1 2 26.33 1 3 19.13 1 PACTORID shear k 3 ACTIONS moment k -ft 4 PONCSING SHIAR CHECK NOT CARRIED OUT FOR SUPPORT 16.6 LONG TIRM STRESS LOSS CALCULATIONS 16.7 FRICTION AND ELONGATION CALCULATIONS (TENDON HEIGHT(in )> start center right 4 5 6 4.50 2.25 7.75 7.75 1.25 7.75 7.75 2.25 4,50 16.6 TENDON 551107ION AND DATA: 4 TENDON 1XTINTS TYP5 OFF FORCS CAN S P A N S 41 •42•43> 4 As sq.ia 6 .000 .000 .000 'CAN 9 0 7 7 0 14 DIFFi11NT MAR CRITIRIA s- ULT....72MS 7 1 ( .000 .000 ( .000 .000 ( .000 .000 11.5 5111CTION Ot M A R AT M I D - S P A N NO WAR RIQUIRSD 12 - 9 0 1( 0 5 9 1( 0 W A R C H I C K L161ND : CONDITION... 1 • INTRRIOR COLUMN 2 • /ND COLUMN 3 • CORNER COLUMN 4 • ■D6■ COLUMN (PARALLEL TO SPAN) 5 • BEAM OR MALL (PONCEING SiiAR =ECM NOT APPLICABLE) 6 • STRIP T00 NARROW TO DEVELOP PONCE /NG SHEAR 4- PUNCEIN6 SHEAR STR1SS13 due to due to shear moment 5 6 16 - FRICTION, ELONGATION AND LONG TERN STR133 LOSSES 16.6.2 INPUT VALOR : Long -term stress losses due to shinkage, creep, elastic shortening and stress relaxation are estimated to a total lump sum of 16.7.2 CALCULATED STRESSIS(average of all tendons) Eorisontal ratios Xr /L X2 /1 X3 /6 7 6 9 .00 .50 .10 .10 .50 .10 .10 .50 .00 14.3 Compressive .tress.. COMPRISSIVI .tree... are within allowable limit ( .60 • f'ci ) MAXIMUM stress • .19 • Vet (f'ci • initial concr.t. strength) 5 - .000 ) .000 ) .000 ) CASE 1 • STRESS RITEIN 31CTI0N 11 G0V1RN3 (COL.CAP OR SLAB) 2 • STRESS MITEIN 91CTION 11 GOVERNS (DROP PANEL OR *LAB) IN pal -> allow- STR333 TOTAL able RATIO CASE 7 6 9 10- RITE CONDITIONS 5 OR 6 12.00 kill/ 16.7.1 INPUT PARAMETERS Coefficient of angular friction (meu) 070 /rad Coefficient of wobble friction (R) .0014 /ft Ultimata strength of strand 270.0 k.i Ratio of jacking stress to stran4's ultimate strength .600 Anchor set .250 in Cross- sectional area of strand .153 in'2 4 -- STRESS (ksi) - -) smart center right 10 11 12 - 171.01 174.46 180.07 160.07 186.17 162.92 182.92 177.77 174.65 Note: 9. tendon profile (refer Co legend of data block 9) Str.sss• at each location are the average of strands after anchor set, and alter long -term losses RLONCATION Stress LEFT RIGET Anch. (in) (in) 7 5.26 .00 .69 A 10 27.49 Note: Force is the average value per strand (k) Stream ratios are at anchorage (7) and maximum along tendon (3) 14 - I N I T I A L CONDITION STRESS CHECK 4 REINFORCEMENT REQUIREMENTS TRIB. Et. 10- - 12.00 12.00 12.00 ratios Max. 6 - 74 14.1 Parameters specified as input for initial emus checks: Tensile stresses divided by (!'0)'1 /2 Concrete !'c (initial /final) .75 lop of external support 3.00 PT force (initial /final) 1.15 Top of internal support 3.00 Dead loading (initial /final) .60 Bottom of external span 3.00 Live loading (initial /final) .00 Bottom of internal span 3.00 Compression as ratio of f'c .60 14.2 NO added MILD RRINFORCIMINT is required due to initial conditions Zorn 0 a o P c P- -> <-- nuawESS --•> LENGTH &CMG SAM Lan fskgM Non Lae NM In in e It It <.-- .. C•*fl Man LrLargw P.Iargsn in in in in —> > 0 In / o ...of.. . . L m •'1/ 1 I /9 1 1 t /Z 75' I .ter . 2 I 24.33 A 9 I t /Z, , s R• ?7S' 3 1 19.82 1 s.2. I Z, .5 /z• rs Soon 1Yp• Gogh dorm w1We R. wine R. Mier. 1. In. In. in. in. wfae Maikir s— IM-- <w Yonder Peas Parame rs .. Tip. X1 /L X7 /L —> > 0 In / o ...of.. . . L m •'1/ 1 I /9 1 1 t /Z 75' I .ter . 2 I 24.33 A 9 I t /Z, , s R• ?7S' 3 1 19.82 1 s.2. I Z, .5 /z• rs 3,33 4 /z_ /2.71 11.7 -s . • & VP. <_— u,"WFiI =JUN > w+srn e(CW 0 R 1 In <-- -UPPER c:.uw+ Langal B 1 In ':'It3 Supp. LOAM Uop.r wean cac CSC h > 0 In / o ...of.. . . L m •'1/ l p p ':'It3 / o ...of.. . . L m •'1/ • RUN TITL• r RUN 1O: .H •w••ww.•w•w w••wwr•••••■•••••••••••••w•w. _ ••••■w•www•_w•w•w••w•.•••••••w ww•• w••••• wwww••.• w•. ww�w••.• wrrwr••w•ryw•w.�.w••wr•w•rr•w••w �I r SPAN DATA 11 25 LP 0 1 COLUMN & ADDITIONAL SUPPORT DATA DROP CAP DROP PANEL • •••• ••••••• TENDON ADAPT 1733 Woodside Road, Suite 260 Redwood City, California 94061 Telephone 4 15/365.2599 • R O ATS AND TIMM OF PROGRAM IXRCUTION: Jan 27.1997. At Time: 2: 1 P R O J S C T T I T L B: TH1 RAMADA I ADAPT POST- TRNSIQNI)(0 SLAB /ERAM SO9TWARR ACI - 119- 92/U9C -1991 (V 4.00) 1733 Woodside Road, Suite 260. Redwood City, California 94061 1 - O B N E R A L D E S I G N P A R A M I T S R S CONCRBTR: STRRMOTR at 29 days NRIGET CREEP factor for deflections TENSION STRR98 limits (multiple of (f'c) /2) Top of external support Top of internal support Bottom of external span B ottom of internal span COMPRB3SI0N STRESS limits (multiple of (f'a)) At all locations MILD REINFORCRMRNT: YIRLD strength Minimum Cover at TOP Minimum Cover at BOTTOM POST - TENSIONING: SYSTBM Ultimate strength of strand Average affective stress in strand (finmll Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTERIOR spans Min CGS of tendon from EOTTO)f for EXTERIOR spans Min specified average post - tensioning Max tendon SPACING !multiple or member depth ) Tendon profile type and support widths ANALYSIS OPTIONS USED: Moments RBDOCED to face of support Structure system Equivalent frame formulation per ACI - 3111-112 2 - 3 14 9 0 1 G E O M E T R Y SPAN TYPE LENGTH DEPTH ft in. - 1 - - - -2 3 4 1 1 19.00 9.00 2 1 26.33 9.00 3 1 19.63 9.00 CANT 1 3.33 9.00 .102141 - -1 1 < - -- CLASS - - -s 1 • DEAD LOAD 2 • LIVR LOAD SP -1 1 1 2 2 2 2 3 4 2 , 2 - S U P P O R T W I D T E S A N SUPPORT WIDTHS in. 2 8.00 12.00 12.00 6.00 1 3. 2 1 1 2 CT Engineering Structural and Civil lug/ 160 Nickerson St., Suits 303, Seattle, NA 94109 1 1 . 1 1 1 1 2 . 1 - S P A N D A T A • LENGTH ft 3 .00 .00 .00 .00 .113 .040 .091 .113 .040 .061 NEB in. 5 12.00 12.00 12.00 12.00 LOWS* COLUMN - - -a D D CDC* in. in. 4 5 6 .00 .00 (1) .00 .00 11) .00 .00 (1) FL.NID ?E in. 6 .00 .00 ,00 .00 *NO COL AR E SP BCIPIRD. NO COLUMN STIF1NB98 - I N P U T T * 9 9 3. 1 1 0 L O A D I N G 4000.00 (psi) 150.01 (pc!) 2.00 6,000 6.000 6.000 6.000 .450 60.00 (ksi) 1.00 (in.) 1.00 (in.) OND0NDE0 270.00 (ksi) 175.00 (kei) .153 (in - 2) 1.25 (in.) 1.25 (in.) 2.25 (in.) 150.00 (psi) 8.00* (•e• •action 9) .00 .00 .00 .00 113 TWO -NAY NO • UPPER LEND19 Ft 7 D in. 8 .00 .00 .00 .00 (DT -7 PL.TBICE. WIDTH MULTIPLIER in. <- left - -- right -a 7 8 9 - - - .00 12.75 12 75 .00 12.75 12 75 .00 12.75 12 75 .00 12.75 12 75 D C O L U M N S D A T A 4 TYPE a 1 • UNIFORM 3 • PARTIAL UNIFORM 2 • CONCENTRATED 4 • APPLIED MONRNT (Uniform) (Con. or part.) ( M o m • 0 t) AM CLASS TYPE Ik /ft) (k•!t or ft -ft) ( ft -k • ft) 2 3 4 5 6 7 • COLUMN a D CDC* in. 9- -- 1 0 - - -- .00 (1) .00 (1) .00 (1) I9 INCLUDED IN T8E ANALYSIS 3 1 3 1 3 2 CANT 1 CANT 1 CANT 2 1 1 1 1 1 1 .113 .040 .061 .113 .040 .061 4 ' - C A L C U L A T E D S E C T 2 0 N P R O P E R T I E S 4.1 AT M I D 6 P A N SPAN AREA (1n -1 2 1 2754.00 2 2754.00 3 2754.00 Joint 1 2 3 4 D R A D L O A D SPAN -1 1 2 .3 CANT 6 , - L I V E L O A D SPAN -1 1 2 3 CANT Joint 1 2 3 - M O M E N T S 4 R E D U C E D T O SPAN - -1 1 2 3 CANT • Live < 5 . 1 S P A N M O M E N T S k -ft s M(I) (Moan •) Mr/ 2 3 4 5 -.01 67.14 ( 6.65) - 209.75 - 206.76 126.30 (13.17) - 211.00 - 210.96 67.20 (12.40) -21.65 -21.63 s 5.3 REACTIONS k s 2 26.06 99.34 99.69 42.14 <- 6 . 1 L I V E L O A D SPAN Maxima of NEGATIVE SUPPORT and POSITIV■ SPAN momenta M(1) M(max) M(r) 2 3 4 -.01 46.13 - 110.52 - 110.52 67.93 - 111.71 - 111.69 46.16 -11.46 -11.45 < 6.2 REACTIONS k s 2 13.61 52.59 52.76 22.31 <- 6.1 DEAD LOAD MOMENTS -s M(1) M(max) M(r) 3 4 67.17 - 185.25 126.33 - 185.75 87.17 -22.15 2 6.46 - 163.56 - 167.33 -17.52 -97.17 -99.17 -9.26 load moments listed are maxima of support negative and span positive 7 - S U M O P DEAD AND LIVE M O M N N T S Maxima of negative support and positive live load span momenta dead loading for serviceability checks ( 1.00DL • 1.0OLL ) SPAN -1 1 2 3 CANT NOTE: These MOMOnta 2 (in - 4) 3 16569.50 16569.50 16569.50 M O M E N T S , M A R S 6 R I A C T I O N S M(1) 2 8.46 - 260.75 - 286.50 -26.79 are reduced to 9.1 PROFILE TYPES AND PARAMETERS 5.4 COLUMN MOMENTS k -ft -s Lower columns - -- -Upper columns .00 .00 .00 .00 .00 .00 .00 .00 M O M E N T S , S H E A R S 6 R E A C T I O N S <- 6.3 COLUMN MOMENTS k -ft -s Lower columns - -- -Upper columns .00 .00 .00 .00 .00 .00 .00 .00 N(max) 3 133.30 196.26 133.33 face Yb (in.) Yt (in.) 4 5 4.50 4.50 4.50 4.50 4.50 4.50 Maxima of POSITIVE and NEGATIVE SPAN M(1) M(max) S 6 .00 .00 .00 .00 .00 .00 M(r) 4- - 263.33 - 284.06 -16.56 9 - SELECTED POST- TENSIONING FORCES AND TENDON PROFILES LEO6NDf 1 • reversed parabola 2 . simple parabola with straight portion over support 3 • harped tendon 9 . 2 T I N D O M P A R A M E T E R S < 3.2 SPAN !NEARS k s 3E711 ST(r) 6 7 - - -- -24.09 46.05 -51.26 51.45 - 49.24 29.14 -12.99 MOMENTS (k -fC) and SONAR FORCES (k) -s SUPPORT momenta SHEAR FORCE M(r) 3H(1) SH(r) 7 6 9 - .00 -13.61 25.44 .00 -27.15 27.24 .00 -25.54 15.43 -6.66 F A C E O F S U P P O R T 4-6,2 LIVE• LOAD MOMENTS -s M(1) M(max) M(r) 5 6 7 - - -- .00 46.13 -96.06 67.93 -98.33 46.17 -6.43 (k -ft) combined with TYP1 X1 /L 12 /L X3 /L A/L 1 2 3 4 5 -- 1 1 .000 .500 .100 .000 2 1 .100 .300 .100 .000 3 1 .100 .300 .100 .000 CANT 1 .000 i 4 - - -- 9.3 EELECTID VALUES - - - -> s -- 9.4 CALCULATED VALUES - -> FORCE •4- DISTANCE OF'COS in. -> P/A Nbal TOTAL FORCE SPAN (k 1 -) Left Canter Right (psi) (k / -) (k ) - -1 7 3 4 S 4 7 6 1 23.03 4.50 2.23 7.73 213.22 .163 337.22 2 24.37 7.73 1.25 7.73 227.34 .154 426.66 3 23.46 7.75 2.23 3.00 217.27 .164 396.36 CANT 22.96 3.00 4.30 212.60 .173 515.49 • ALL distances are heights from soffit of respective member at mid-span Approximate weight of strand 617.9 LE 9.7 R E Q U I N E D MINIMUM P O S T- T E N S I 0 N I N 0 FORCIE (kip') 4- EASED ON STRESS CONDITIONS -a 4- OT11, CONDITIONS -a SPAN LIFT CENTIR EMT MIN P/A MAX SPACING - -1 2 3 4 5 6 1 .00(3) .37 16.61(2) 16.20 4.46 2 16.61(2) 7.29 17.20(2) 16.20 4.44 3 17.20(2) .36 .00(3) 16.20 4.46 CANT .00 16.20 4.46 LEOEND (1) Stress at PACE OF SUPPORT governs (2) Stress at CEANGE IN CROSS - SECTION governs (3) Based on stress, NO POST - TENSIONING required 9.6 S 1 R V I C 1 ((TERMS (psi) (tension shown positive) L E F T C J I N T S E R I C K ' S SPAN TOP BOTTOM TOP BOTTOM TOP BOTTOM -1 2 3 4 5 6 7- - 1 - 213.00 - 105.03 - 320.94 - 103.51 43.00 - 463.18 2 29.21 - 469.38 - 382.96 -72.13 39.38 - 486.52 3 31.85 - 498.99 - 316.05 - 118.49 - 226.58 - 196.61 CANT 13.75 -27.12 9.7 POST- TENSIONING B A L A N C R D M O M E N T S , MARS 4 REACTIONS 4 -- S P A N M O M 1 N T S (k -ft) - -> 4 -- SPAN MARS (k ) --a SPAN M(1) (MmaX 1) M(r), SE(1) SN(r) - -1 2 3 4 5 6 7 1 -7.09 -96.25 ( 9.50) 192.75 -1.46 -1.46 1 194.92 - 141.75(13.17) 193.56 .05 .05 3 191.67 -99.33 ( 9.92) 24.08 1.35 1.35 CANT 19.76 .00 -joint 1 2 3 4 4-- REACTIONS 2 1.456 -1.510 -1.296 1.350 (k ) --> 4 -- COLUMN MOMENTS (k -ft) - -a Lower columns Upper columns .000 .000 .000 .000 10 - F A C T O R E D M O M E N T S 6 R E A C T I O N S .000 .000 .000 Calculated as ( 1.400 • 1.70L • 1.00 secondary moment effects ) SPAN 10.1 FACTORED DESIGN MOMENTS (k -ft) 10.2 SECONDARY M0MINTS (k -ft) 9 (left) (center) (right) (left) (center) (right) -1 2 3 4 5 6 7 1 11.33 214.29 - 399.16 .49 13.93 26.93 2 - 394.33 311.36 - 400.43 27.65 17.12 26.79 3 - 404.75 113.91 -17.50 26.10 13.39 .45 CANT-40.19 - -- --- JOINT 10.3 FACTORED REACTIONS ...(k ) 10.4 FACTORED COLUMN MOMENTS (k -ft) 8 STRIP reaction BAY reaction LONER col. UPPER col. - -1 2 3 4 3 1 2.41 61.44 .00 .00 2 6.90 216.97 .00 .00 3 1.94 226.00 .00 .00 4 3.65 94.27 .00 .00 11 - 91 3 1 . 0 A N I N F O A C N N I N T I S Q V I A N N N N T S 11.1 SPECIFIC CRITERIA FOR T W O - N A Y SYSTEM - Tensile block rebar requirement - Minimum steel 0.00073h1 - Moment capacity a factored (design) moment Rabat' cut -off lengths specified: For top bars .17 span length For bottom bars .33 span length EXTEND ONE -TURD of END -SPAN BOTTOM SAKE to support center lines 5ET3ND ONE - FOURTH of IMTIRIOR -SPAN BOTTOM berm to support center linos ' TOTAL WEIGHT OF MAR • 170 LE AVIRAGE • .10 PEP 11.2 3 1 1 3 1 A T S U P P O R T S T 0 P B O T T O M JOINT As DIF►1RINT SMEAR CRITERIA As DIPFIRINT MAR CRITERIA 0 sq.in. .- 0LT MIN -s sq.im. 4- OLT MIN -s -1 2 3 4 5 6 7 / 9 - - -- .000 .000 .000 ) .770 ( .000 .770 000 ) .269 1.636 .000 ) .000 ( .000 .000 000 ) .454 1.670 .000 ) .000 ( .000 .000 000 ) .000 1.073 .000 ) .000 ( .000 .000 000 ) 1 2 3 4 R1IN ►ORCIMINT based on NO RIDISTRIEUTION of factored momenta .000 1.136 1.170 1.073 11.3 SELECTION OF R 1 B A R AT S U P P O R T S JOINT 4 TOP ST13L a 4 BOTTOM ST1EL • N (aq in.) S I L I C T I O M (mq in.) S S L I C T I O N -1 2 3 4 5 1 .00 4 0 Sx 4' -0" .77 3 M 5 x S 2 1.14 6 0 51 9' -6'' 3 1.17 7 0 Sx 9' -0'' 4 1.07 4 0 Sx S' -0" 1 1 . 4 5 1 1 1 2. A T M I D - S P A N T 0 P B O T T O M SPAN As DIFFER:NT REEAR CRITERIA As DIFFERENT REBAR CRITERIA TREB. 0 ■q.in. 4- ULT....TENS s ■q.in. 4- OLT....11N3 -s ft. -1- - 2 3 4 5 6 7 / 9 10 -- 1 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 25.50 2 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 25.50 3 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 25.50 11.5 SELECTION OF MAR AT M I D - S P A N NO MAR REWUIRED 12 - P U N C H I N G S H E A R C H E C K LEGEND: CONDITION 1 • INTERIOR COLUMN 2 • END COLUMN 3 • CORNER COLUMN 4 - EDGE COLUMN (PARALL3L TO SPAN) 5 • BEAM OR WALL (PCHCEING' SEEAR CHECK NOT APPLICABLE) 6 • STRIP T00 NARROW TO DEVELOP PUNCHING SIEAR CASE 1 • STRESS WITHIN SECTION 01 GOVERNS (COL.CAP OR SLAB) 2 • STRESS WITHIN SECTION 02 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS 4- PUNCHING SHEAR STRESSES IN psi-0 shear moment due to due to allay- STRESS JET COND. k k -ft "hoar moment TOTAL able RATIO CASE 1 - - - -2 3 4 5 6 7 3 9 10- 1 6 ^-- 2 6 3 6 ._ - _• 4 6 __ - .- PUNCHING SHEAR CHECK NOT CARRIED OUT FOR SUPPORT WITH CONDITIONS 5 OR 6 16 - FRICTION, ELONGATION AND LONG TERM STRESS LOSSES 16.6 LONG TERM STRESS LOSS CALCULATIONS 16.6.2 INPUT VALUE : Long -term *tress losses due to shinkage, creep, elastic shortening and stress relaxation are estimated to a total lump sum of 16.7 FRICTION AND ELONGATION CALCULATIONS 12.00 ksi 16.7.1 INPUT PARAMETERS Coefficient of angular friction (men) 070 /rad Coefficient of wobble friction (K) .0014 /ft Ultimate strength of strand 270.0 ksi Ratio of jacking stress to strand's ultimate strength ... .100 Anchor set .230 in Cross - sectional area of strand .153 in'2 16.7.2 CALCULATED STRESSIS(average of all tendons) : LINOTH 4TINDON HEIGHT(in )a Horizontal ratios 4 -- STRESS (ksi) - -a SPAN ft P start center right E1 /L E2 /L E'3 /L 'mart center right -1 2 - - - -3 4 5 6 7 / 9 10 11 12 -- 1 19.00 1 4.30 2.25 7.73 .00 .50 .10' 171.01 174.46 110.07 2 26.33 1 7.75 1.25 7.75 .10 .50 .10 110.07 156.17 112.92 3 19.13 1 7.75 2.25 5.00 .10 .50 .10 112.92 177.77 173.94 CANR 3.33 1 5.00 4.50 .00 173.94 Note: P. tendon profile (refer to legend of data block 9) Str esses at each location are the' average of strands alter anchor set, and after long -term losses ' ''� T/NDONIIL1CT2011:AND DATAs .: s =- SWOON 1ITINTI - s ILONOATIOI Itresa..ratios T7p1 Of! vOACi ` ,CANT l 7 . A • N t 'OAS' LIFT . ZIO /T ' Aach: - Max.: . (In), (`n) 7 , , A;, - -.22' 27.03 ' L • �: 5.32. .00 St_ 70 Notes force is the average value per Strand (N)'• ratios ars -.ae anchorage (7) and maximum along tendon (11) 14 I.N`I T I'.A L CONDITION STEM CIICI a IIINVOICIMINT f10D2RENIIT3 10 4 1 Iaraaters'apeoified.as input fox initial street checks:. Tensile stresses divided by':(f 1/3 .! Coaaratrrf a`(initial /final)'' .75. -'. Top of external support 3.00. PT; force ..(initial /final)'... 1.13 Top of.ineernai support- 3.00 ' Dead,:laading;(iaitial /final) .00 Patton of external span, 3 .Live:loadiaq:(iaitial /final) '.00 Sateen of internal spas. 3.00", Compression ae'ratio of f'c 10.. - :14 - .2 NO added MILD IIINp01CININT is required due to initial oosditioni. 14.3..Coipreeii .. .'COMPIIISIYI :streeess are within allowable limit;( .i0 • f'Ci ) NAX2NONstrees ' " • ..20 • f.c1.. `:.(f ci,:- ..initial;.aoecrete strengtb). in rill* anf Oeptti WIWI R WWI FL TM= R. In. h. In In. 'Mon Wald*, (-1114---.-.igni.-2. 4- Tendon Prone Peramonno ...s Ave X1 /1.. ;Cl/t. 1 . .1/3 . i 0 l4 ...0 ( e... • . . _ • . • / . . . S.4 12, . . . • 3 I 14.8.3 1 12. 1 i ■ • • • • &MP. c —1.CWES CCI.U3.41*---> LIP^4 ERCLM . 0 4 II In c—UP .UIAN--- > 1 - 0 m ermli 0 4 In In 3bp0. Wow Upper WSsin CSC CBC In . .1/3 . i 0 l4 ...0 ( e... • . . _ • . • / . . . S.4 . . . . • ■ Sp In CAlis 11 /P• Land kift. v014 • Lacodon 4 LccatIon R 4.---0 C A Coon Math L-Length R-Lorsgth In in in III . .1/3 . i 0 l4 ...0 ( e... • . . _ • . • / L. S.4 • Joint R 0 P P c—THICXNESS---) LENGTH ALCNG WWI Lot ROI WW1 Lell XVI if I in 4 it a 4.---0 C A Coon Math L-Length R-Lorsgth In in in III ■ RUN Trn-s: ------- RUN 10: ) SPAN DATA. DROP CAP ••••••••••■•• •••••••••••••• ** ••••••• •••••••• • • • ••• • - --■•••••■•••--. •• • ) «mop COLUMN & ADDITIONAL SUPPORT DATA DROP PANEL •••••••■••••i••••••••••••■••••• .1•••••••••••••••••••••••••• ••••••••••• TEN 00N ADAPT 1733 Woodside Road, Suite 260 Redwcod City, California 94061 Telephone 4 15/365.2599 LOADING •••• ••••=11■•• Mil. MM. ORD =MB 1•11MD MEMO •■••• NOTES: •■•••••••••••••••••••••■••••........••••••••••...... ••••••••• • 4.44 ••••■••••••••••••••••••••••••••••■•■••••••••••••••••••••• ••••••••••••••■•••••*•••••••■•••■••••••••••040 • ••••••••••••••••••• FAX 415/365.33C6 11 11..11.011 1 CT ingiaaering Structural and Civil lag/ 180 Nickerson St.. Suits 302, Seattle, MA 01109 ADAPT.POIT- TINIIONING 3L011 /I$AM SO/TMARI ACE- 318- 93 /OIC -1991 OF 4.00) I 1733 Mood.id• Road Suite 260, Redwood City, California 94081 DATE AND TIM■ 0P PROGRAM IXICOTIOM: Jan 27,1997 At Tim.: 3: 2 P R O JI C T T I T, I: TE1 RAMADA 1 - G I N S R A L W I G S P A R A M S T E R S CONCRITI: ST11ROTS at 28 days 4000.00 (pet) M1IG1T 150.01 (pcf) CREEP factor for deflections 2.00 TRNSION MISS limits (multiple of (f'c)'1 /2) 6.000 Top of external support Top of internal support 8.000 Bottom Of external span 6.000 Sotto. of internal span 8.000 COMPRESSION STR/S3 limits (multiple of (f'c)) At all locations .450 MILD REINFORCEMINT: YIELD strength 60.00 (ksi) Minimum Cover at TOP 1.00 (in.) Minimum Cover at BOTTOM 1.00 (in.) POST - TENSIONING: SYSTEM UNBONDID Ultimate strength of strand 270.00 (ksi) Average effective stress in strand (final) 175.00 (ksi) Strand area .153 (in - 2) Min CGS of tendon from TOP 1.25 (in.) Min CGS of tendon from BOTTOM for INTERIOR span 1.25 (in.) Min CGS of tendon from: BOTTOM for ERT1R1OR'spans 2.25 (in.) Min specified average post - tensioning 150.00 (psi) Max tendon SPACING (multiple of .amber depth ) 8.00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED: Moments REDUCED to face of support Structure system Equivalent frame formulation per ACI - 311 -43 • 3 1 ( 0 0 7 T G E O M E T R Y 3 . 3 5 0 0 7 * 0 0 2. 3 5 0 L O A D I N G •--- CLASS -•-) 4 TYP1 ) 1 - DEAD LOAD 1 - UNIFORM 3 • PARTIAL ONIiORM 2 • LIVE LOAD 2 . CONCINTRATED 4 . APPLIED MOMENT (Uniform) (Con. or part.) ( M o ■ :In t) SPAN CLASS TYPE (Wet) (Raft or 50 -0t) ( ft -k • ft) - -1 2 3 4 5 6 7 8 1 1 1 .113 3 1 1 .040 1 2 1 .081 2 1 1 .113 2 1 1 .040 2 2 1 .053. 3 1 1 .113 3 3. 1 .040 3 3 3. .0•1 M1116.11,164•1 O YRS TNO -MAY NO (DT -8 ) 2 . 1 - S P A N D A T A SPAM TYPE LINGTE DEPTH NEB 00.52011 rL.TEICX. 11IO25 MULTIPLIER ft in. in. in. in. 4- left - -- right -) - 1 - - - -2 3 4 5 6 7 8 9 - - -- 1 1 19.00 9.00 12.00 .00 .00 1.75 1 75 2 1 26.33 9.00 12.00 .00 .00 1.75 1 75 3 1 19.83 9.00 12.0 .00 .0 1.75 1 75 2 . 2 - S 0 P P 0 R T 5 3. 0 7 0 5 AND C O L U M N S D A T A SUPPORT s LOMUR COLUMN - - -) s 0PP5R COLUMN ) NIDTE9 LINOTH B D CSC. LENGTH B D CSC• JOINT in. ft in. in. ft in. in. -1 1 3 4 5 6 7 8 9-- - -10 -- 1 8.00 .00 .00 .00 (1) .00 .00 .00 (1) 2 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 3 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 4 8•.00 .00 .00 .00 (1) .00 .00 .00 (1) .NO COLUMNS ARE SPECIPIID. NO COLUMN STIFFNESS I3 INCLUDED IN TES ANALYSIS 4 - C A L C 0 L A T I D S I C T I O N P R O P I R T I S S ' 4 . 1 A T ' , I M A M SPAN AREA (in - 2) I (in YD (in.) Yt (in.) -1:.- 2 3 4 3 1 378.00 2531.30 4.30 4.50 1 378.00 2531.50 4.50 4.90 3 371.00 2331.50 4.50 4.50 - D I A D L O A D 11 0 11 5 11 7 9 , S S I A R S 4 R E ACT 2 0 N S s 3.1 S P A N M O M■ M T S k -!t s • 5.2 SPAN MARS k s SPAN M(1) (Manx m) M(r) SE(1) SR(r) - -1 2 3 4 3 6 7 - - -- 1 .00 11.04 ( 6.61) -28.44 -3.39 6.35 17.37 (13.17) -29.66 -7.00 7.10 13.55 (11.19) .00 -6.81 3.12 2 -28.44 3 -29.66 s 3.3 REACTIONS k s <- 3.4 COLUMN M0M1171 k -ft -s Joint 2 Lover columns - -- -Upper columns 1 3.39 .00 .00 2 13.59 .00 .00 3 13.90 .00 .00 4 3.52 .00 .00 6 - 1 . 1 7 1 L O A D M 0 M 1 N T S , M A R S 4 E X A C T I O N S 4- 6.1 L I V R LOAD SPAN MOMENTS (k -!t) and SOUR FORCES (k) -s Maxima of NEGATIVE SUPPORT Maxima of 905ITIV1 SUPPORT and.POSZTZVE 93211 moments and NEGATIVE SPAN moments MAR FORCE SPAN M(1) M(aax) N(r) M(1) M(max) M(r) S1(1) SE(r) - -1 2 3 4 3 i 7 a 9 - 1 .00 6.37 -15.06 .00 .00 .00 -1.90 3.49 2 -15.06 9.20 -13.70 .00 .00 .00 -3.71 3.76 3 -13.70 7.19 .00 .00 .00 .00 -3.60 2.02 s 6.2 REACTION! k s 4- 6.3 COLUMN M0M1NT9 k -!t -s Joint 2 Lover columns - -- -Upper columns 1 1.90 .00 .00 2 7.19 .00 .00 3 7.36 .00 .00 4 2.02 .00 .00 5 - 11 0 11 1 11 7 3 R I D U C E D T O P A C ! O P S U P P O R T c- 1.1 DEAD LOAD MOMENTS -s 4-1.2 LIVE* LOAD MOMENTS -s SPAN M(1) M(max) MCr) M(1) M(max) M(r) - -1 2 3 4 5 6 7 - - -- 1 1.17 12.03 -25.22 .00 6.37 -13.35 2 -25.01 17.37 -26.18 -13.24 9.19 -13.86 3 -26.32 13.51 1.24 -13.93 7.19 . 00 • Live load momenes listed are maxima of support negative and span positive 7- S U M OF D3AD AND LIVE M O M E N T S (k-ft) Maxima of negative support and positive live load span moments combined with dead loading for serviceability checks ( 1.0002 • 1.0022 SPAN M(1) M(max) M(r) -1 2 3 4 - -- 1 1.17 11.40 -38.57 2 -31.25 26.56 - 4.0.03 3 -40.25 20.77 1.14 NOTE: These moments aro reduced to !ace 9 - 91L5CTED POST- TINSIONING FORCES AND T111DON PROFILES 9.1 PROFILE MSS AND PARANRTER9 LRORND: 1 • reversed parabola 2 • staple parabola with straight portion over support 3 • harped tendon 9 . 2 T E N D O N P A R A M S T S R S TYPE 21 /L X2 /L 23 /L 2/L 1 2 3 4 5 - - -- 1 1 .000 .500 .100 .000 2 1 .100 .500 .100 .000 3 1 .100 .500 .000 .000 s• - -- 9.3 SILECTID VALOI9 - - - -s 4 -- 9.4 CALCULATID VALUES - -s FORCE ••- DISTANCE OF CGS in.-) P/A Nbal TOTAL FORCE SPAN (k / -) Lott Center Right (psi) (k 1 - ) (k ) - -1 2 3 4 3 i 7 1 1 22.90 4.50 2.50 7.75 212.06 .153 10.16 2 74.41 7.75 1.25 7.75 226.15 .153 15.41 3 27.24 7.75 2.15 4.50 216.07 .1S] 51.67 • ALL distances are heights from soffit of respective member at mid -span Approximate weight 02 strand 106,3 LE 9 . 5 R S Q U I R E D MINIMUM P O S T- T E N S I O N I N G FORCES (kips) s- BAUD OK STRESS CONDI ?IONS -, s- OTE1R CONDITIONS -, SPAN LEFT CINTER RIGHT MIN P/11 MAN SPACING - -1 2 3 4 3 6 1 .00(3) .50 16.93(2): 16.20 4.46 3 16.95(2) 6.94 17.70(2) 16.20 4.46 3 11.70(2) 2.62 .Q0f2) 16.20 4.46 1101110 s (1) !tress at FACE OF SUPPORT g (2) Stress at CHANGE IN CROSS- S/CTiON governs (3) Rased on stress, NO POST- TINSXON1NO required 9 . 6 3 1 11 V 3 0 1 WWII! (psi) (tension shorn positive) 3 . 1 9 7 C I I N T I R * 3 0 1 7 SPAN TOP BOTTOM TOP BOTTOM TOP IOTTOK -1 1 3 4 S 6 7 - - -- 1 - 214.28 - 201.65 - 350.71 -73.41 36.23 - 493.75 2 43.77 - 481.23 - 372.36 -79.93 57.73 - 502.39 3 67.41 - 912.07 - 373.94 -58.20 - 218.36 - 206.01 9.7 POST - TENSIONING B A L A N C 1 0 11 0 11 1 36 7 3, MARS 4 INACTIONS s-- S P A N M O M 1 N T S (k -ft) - -s s -- SPAN BRIARS (k ) --s SPAN M(1) (Mmax s) Mfr) SE(1) SE(r) -1 2 3 4 5 6 7 1 -.17 -11.86 1 3.50) 29.57 -.16 -.16 2 25.84 -19.65 (13.17) 26.80 -.04 -.04 3 26.56 -13.33 ( 9.92) -.94 .20 .20 s-- R1ACTI0NS (k ) - -s 4 -- COLUMN MOMINT9 (k -ft) - -s -joint 2 Lover columns Upper columns 1 .158 .000 .000 2 -.121 .000 .000 3 -.239 .000 .000 4 .202 .000 .000 10 - . F A C T O R E D 11 0 11 1 11 7 3 4 R E A C T I O N S Calculated as ( 1.40D • 1.70L • 1.00 secondary moment effects ) SPAN 10.1 FACTORED DESIGN MOMENTS fk -ft) 10.2 SECONDARY MOMENTS . (k -ft) 0 (left) (center) (right) (left) (center) (right) -1 1 3 4 5 6 7 1 1.68 29.18 -55.07 .03 1.50 2.93 2 -54.50 43.44 -56.23 3.02 3.50 3.98 3 -56.63 33.24 1.80 3.90 2.00 .07 JOINT 10.3 FACTORED RIACTIONS ...(k ) 10.4 PACTORED COLUMN MOMENTS (k -ft) 0 STRIP reaction BAY reaction LOWER col. 0993R col. - -1 2 3 4 5 1 2.40 8.42 .00 .00 2 8.90 31.14 .00 .00 3 9.07 31.73 .00 .00 4 2.56 8.98 .00 .00 1 1 - 11 3 1. 0 R E I N F O R C E M E N T R E Q U I R B M I N T S 11.1 SPECIFIC CRITERIA FOR T W O - M A Y SYSTEM - Tensile block rebar requirement - Minimum steel 0.00075h1 - Moment capacity s factored (design) moment Rebar cut -off lengths specified: For top bare .17 span length For bottom bars .33 span length EXTEND ONE -THIRD of IND -SPAN BOTTOM EARS to support center lines EXTEND OWE- FOURTH of INTIRIOR -SPAN D0TT0K bars to support center lines REINFORCEMENT based on NO RIDISDRXDUTION of factors() moments TOTAL WRIGHT OF RIBAR - 183 LD AVSRAGI . .80 PST 11.2 3 7 8 3 1. A T S U P P O R T S JOINT As DIFFIRINT REDAR CRITERIA As DIFFIRINT 0 eq.in. s- 0LT MIN s sq.in. s- OLT MIN -s -1 2 3 4 5 6 7 6 9 - - -- 1 .000 ( .000 .000 .000 ) .770 ( .000 .770 000 ) 2 1.836 f .057 1.836 .000 ) .000 ( .000 .000 000 ) 3 1.870 ( .112 1.670 .000 ) .000 ( .000 .000 000 ) 4 .000 ( .000 .000 .000 ) .803 ( .000 .303 000 ) 11.3 SILICTION OF M A R AT S U P P O R T S JOINT s TOP ST11L s s BOTTOM STE3L s 3 (sq lo.) 3 1 1. 1 0 7 1 0 11 (sq in.) S N L I C T I O N -1 2 3 4 5 1 .00 4 0 5x 4 .77 3 M 5 x 5' -0" 2 1.84 6 0 5x 9' -6r' 3 1.87 7 8 5x 9' -0 -' 4 .00 4 8 5X 4.-Of. .80 3 M 5 x 5 11.4 S T E E L AT M I D - S P A N T 0 P SPAN As DIFFERENT MAR CRITERIA As B O T T O M DIFFIRINT MAR CRITERIA TRIB. (AMID: CONDITION... 1 - INTSRIOR COLUMN 2 • 1310 COLUMN 3 - CORNSR COLUMN 4 • IDGI COLUMN (PAR *LL1L TO SPAM) 5 - IMAM OR MALL (PUNCHING 3H'BAR CSICK'NOT APPLICADLI) 6 • STRIP T00 NARROW TO D3VILOP PUNCHING MAR CASE 1 - STRESS WITHIN 31051031 01 OOV11313 (COL.CAP OR SLAB) 2 • STR138 WITHIN 31CTI0N 12 GOV31N3 (DROP PAUL OR SLAB) 14.2 NO added MILD R12NF0RCININT is required due to initial conditions PUNCHING SREAR CRICK NOT CARRIED OUT FOR SUPPORT WITS CONDITIONS S OR 6 16 - FRICTION, 1L0NGATION AND LONG T11M 3TR*33 LOSSES . IACTORSD ACTIONS .- PUNCNIMG 3E1AR 3SR13111 IN psi -a shear due to due to allow- 1TR13S JNT COND. k k -ft shear moment TOTAL able RATIO 'C *S1 -1 -- 2 3 4 3 6 7 6 9 10- 1 6 - - .60 • f'ci ) .20 • f'cl 12.00 kei • 16.7.1 INPUT P *RAMITSRS : Coefficient of angular friction (Neu) .070 /rad Coefficient of wobble friction (K) .0014 /ft Ultimate strength of strand 270.0 kei Ratio of jacking stress to strand ultimate strength ... .800 Anchor set .250 in Cross - sectional area of strand .153 in - 2 16.7.2 CALCULATID STRISSES(averag♦ of all tendons) : LENGTH < TENDON HEIGHT(in )• Horizontal ratios < -- STRESS (kei) - -a SPAN ft P start center right K1 /L E2 /L K3 /L start cancer right -1 3 - - - -3 4 5 6 7 e 9 10 11 12 -- 1 19.00 1 4.50 2.50 7.75 .00 .50 .10 3.71.26 174.64 180.13 2 26.33 1 7.75 1.25 7.75 .10 .50 .10 160.13 186.24 183.10 3 19.83 1 7.75 2.25 4.50 .10 .50 .00 183.10 177.94 174.82 Note: P. tendon profile (refer to legend of data block 9) Strews• at each location are the average of strands after anchor set, and after long -term losses • 16.8 TENDON SELECTION AND DATA: 4 T1ND0N EKTIMT3 s RLONGATION Stress ratios TYPE OFF FORCE CAN( 3 P A N 3 •CAN LIFT RIG3T *nab. Max. 412.42.43a (in) (10) - 1---- 2 - - - -] 4 3 6 7 6 - - - A 3 27.31 1 5.26 .00 .69 .74 Hots: Force is the average value per strand (k) Stream ratios are at anchorage (7) and maximum along tendon (3) 14 - I N I T I A L CONDITION 3TR18S CE1C* i RIINFORCIMIMT RIQUIRIMINTS 14.1 parameters specified as input for initial stress checks: Tensile stresses divided by (f /2 Concrete f'c (initial /final) .75 Top of external support 3.00 PT force (initial /final) 1.15 Top of internal support 3.00 Dead loading (initial /final) .60 Bottom of external span 3.00 Live loading (initial /final) .00 Bottom of internal span 3.00 Compression as ratio of f'c .60 9c 30An rifle LAMM Ottthfi Mtn R. Masts Pl. This. him kiviciat in. a —1.111--ngta..3. it— Tendon Prone PIIIIII16110 ...26 Time 7.1 /1. ti3/1. I / I • / 2- — I/. 5 a / 24.n I 2. . . 1 4 , 6 . . . . /1.. A 4 • s l 'i . .5 ... . , . - - .._ . . • . SuoP. a ---LCSVER CaLAI14--, Linnet SPIAI 0 11 a In (—UPPER =WPM LAMM Bs) it In <--01 A Cmxt: Main L-Langtti ii-Lan stn irr in in ill Sum Lomat Uchor Man CSC CSC h 3. 0 In . . . . . . ... .._ . Joint C P---> , l•-•••••nvocNess—,. LENGTH ALCNG SPAN La4 ROI Whitt Let NM in In a ft it <--01 A Cmxt: Main L-Langtti ii-Lan stn irr in in ill RUN TTTLE: RUN IC: oti e i ••• • ••••••••••••••••• •• ••••••••••••••••• ••••••••••• SPAN DATA. •••••••••••••••• • .4..04.86 • • 46.414••••••••• O ••••••••••••••• .60 •••••••••• ••••••••■• 41444.4.•••••••••.. COLUMN & ADDITIONAL SUPPORT DATA DROP CAP DROP PANEL •••••••••••••••••••■•••••••■•••••••••••• ••••••••••••••••••••■•••••••■••••••••••• TENDON LOADING NOTES: 0.10. ••••••••••• •••••••••••••■•••••••••••■•••■• ADAPT 1733 Woodside Road, Suite 260 Redwood City, California 94061 Telephone 415/365.2599 FAX 415/365.33C6 • •IIM••• • 4 0 C •■•••■•1.4.11.....11 •••••••••••044•••••••.••••••••••■••••••■•• ..... •••••••••44.0.4 •••••••••••••••••••••••••••••••• Seam Gra TO. Land • Lociatan Lawton *ft ft rt CT Engineering Structural and Civil Ingineera 110 Nickerson St., Suite 302, Seattle, NA 95109 ADAPT POET- TINEIONINGiSLAS /1EAM EOPTNARI ACI- 31E- 92 /UIC -1991 (V 4.00) .1 1733 Woodside Rbad,.Euite 240, Redwood City, California 94061 O ATS AND TINS OP PROGRAM EXECUTION: Jan 27,1997 At Time: 2: 6 P R O J S C T T I T L I: TH1 RAMADA (DT -9 1 - 0 E N E E A L 0 1 1 2 0 0 P A R A M S T I I R S CONCEITS: STRINGTH at 28 days 4000.00 (psi) NSIGIT 150.01 (pct) CRISP factor for deflections 2.00 1108200 STRESS limits (multiple of (f - 1/2) Top of external support Top of internal support Bottom of external span Bottom of internal span COMPRRSSION STRESS limits (multiple of (f'c)) At all locations MILD REINFORCEMINT: YIELD.strength Minimum Cover at TOP Minimum Cover at BOTTOM POST- TENSIONING: SYSTEM Ultimata strength of strand Average effective stress in strand (final) Strand area Min CGS of tendon from TOP Min CGS of tendon from BOTTOM for INTRRIOR spans Min CGS of tendon from BOTTOM for EXTERIOR spans Min specified average post - tensioning Max tendon SPACING (multiple of member depth ) Tendon profile type and support widths ANALYSIS OPTIONS USED: Moments RIDOCED to face of support Structure system Equivalent frame formulation per ACI - 312 -13 - I N P U T T G R O M S T R Y SPAN TYPE - -1- •2 1 1 2 1 3 1 SUPPORT WIDTHS JOINT in. -•1 2 1 8.00 2 12.00 3 12.00 4 4.00 4---CLASS---a 1 • DBAD LOAD 2 • LIVS LOAD 1 1 1 1. 1 1 3. 2 1 2 1 1 2 1 1 2 2 1 3 1. 1 3 1 1 3 2 1 LENGTH tt 3 19.00 26.33 8.33 2 . 1 - S P A N D A T A LENGTH ft 3 .00 .00 .00 .00 DEPTH in. 4 9.00 9.00 9.00 . 113 .040 .081 . 113 .040 .081 .113 .040 .081 NEE ir. s 12.00 12.00 12.00 LOMB* COLUMN - - - -> D D CSC. 1n. in. 4 5 6 .00 .00 (1) .00 .00 (1) .00 .00 (1) FL.WIDTE in. .00 .00 .00 •H0 COLUMNS ARE SPICIFIID. NO COLUMN STI99N1SS 3 - 1 2 1 9 0 r A P P L I E D L O A D I N G • < TYPE 1 • UNIFORM 3 2 • CONCINTRATID 4 ( SPAN CLASS TYPE (Uniform) (k/ft) (ksft or part.) 22) -1 2 3 4 5 6 4 C A L C U L A T E D S I C T I O N P R O P I R T 6.000 6.000 6.000 6.000 .450 60.00 (kai) 1.00 (in.) 1.00 (in.) UNB01fDED 270.00 (ksi) 175.00 (kai) .133 (in - 2) 1.23 (in.) 1.25 (in.) 2.25 (in.) 150.00 (psi) 1.00 (see section 9) YES TWO-WAY NO FL.THICX. WIDTH MULTIPLIIR in. <- left - -- right -> 7 8 9 - - -- .00 4.50 4 50 .00 4.50 4 50 .00 4.50 4 50 2 . 2 - S U P P O R T W I D T H S A N D C O L U M N S D A T A < UPPER LENOTE ft in. 7 8 .00 .00 .00 .00 .00 .00 .00 .00 COLUMN > 0 CSC* in. .00 (1) .00 (3) .00 (1) .00 (1) IS INCLUDSD IN TES ANALYSIS • PARTIAL UNIFORM • APPL2ID MOMENT M o ■ • n t) ft -k • ft) 7 8 I E 9 4.1 AT M I D 5 P A N SPAN -1 .1 2 3 ANSA 2 972.00 972.00 972.00 SS lia'2) 2 (in'4) 3 6561.00 6361.00 6561.00 1 1 .000 .500 .100 .000 2 1 .100 .500 .100 .000 3 1 .100 .500 .000 .000 Yb (in.) 4.30 4.50 4.30 3 - D I A D L O A D M O M E N T S , M A R S & R E A C T I O N S d 5.1 S P A N N O W T ) ) k -ft a d 3.2 SPAN 'MRS k a SPAN N(1) (Mmax m) M(r) 1N(1) !E(r) -1 2 3 4 5 6 7 - - -- 1 .00 29.74 ( 6.63) -76.60 -9.03 17.11 2 -76.60 46.36 (13.32) -64.41 -13.59 17.67 3 -64.39 -20.25 ( 4.16) .01 -13.47 -2.00 d 3.3 REACTION! k a d- 5.4 COLUMN MOMENTS k -it -a Joist 2 Lower columns - -- -Upper columns 3. 9.05 .00 .00 2 35.71 .00 .00 3 31.13 .00 .00 4 -3.00 .00 .00 6 - L I V E . L O A D (4 0 (4 1 (4 1 3 , W A R S a I N A C T I O N S d- 6.1 L I V R LOAD SPAN MOMENTS (k -ft) and MAR PORCRS (k) -a Maxima of NEGATIVR SUPPORT Maxima of POSITIVE SUPPORT and POSITIVE SPAN moments and NRGATIVR SPAN moments 3E2AR FORCE SPAN M(1) M(max) M(r) M(1) M(max) M(r) 98(1) 54(r) - -1 2 3 4 5 6 7 3 9 - 1 .00 15.74 -40.55 .00 .00 .00 -4.79 9.06 2 -40.35 25.37 -34.10 .00 .00 .00 -9.34 9.35 3 -34.09 .00 .00 .00 -10.72 .01 -7.13 -1.06 < 3.2 RSACTIO$S k a d- 6.3 COLUMN MOMENTS k -ft -a Joist 2 Lower columns Upper columns 1 4.79 .00 .00 2 13.90 .00 .00 3 16.48 .00 .00 4 -1.06 .00 .00 3 - M O M E N T S R E D U C I D T O r A C E OF S U P P O R T d- 4.1 DSAD LOAD MOMENTS -a 4-3.2 LIVE. LOAD MOMENTS -a SPAN M(1) M(max) M(r) M(1) M(max) M(r) - -1 2 3 4 5 6 7-- -- 1 2.94 29.73 -66.22 .00 15.74 -36.12 2 -67.43 44.36 -55.75 -35.73 25.47 -29.52 3 -57.33 -20.25 -.73 -30.32 .00 -.39 • Live load moments listed are maxima of support negative and spas positive 7 - S U M OF DEAD AND LIVE M O M E N T S (k-f11 Maxima of negative support and positive live load span moments combined with dead loading for serviceability checks ( 1.0013L • 1.000L 1 SPAN M(1) M(max) M(r) - 1 2 3 4 - -- 1 3.94 45.47 - 104.33 2 - 103.20 74.72 -35.27 3 -43.45 -20.25 -1.12 MOTE: These moments are reduced to face 9 - SILICTSD POST- TEN3Z0NING FORCES AND T3NDON PROFILES 9.1 PROPZLS 17913 AND PARAMETINS L303N0: 1 • reversed parabola 2 • simple parabola with straight portion over support 3 • harped tendon 9 . 2 7 1 10 0 0 14 P A R A M I T I R S TYPE 41 /1 42 /1 43/1 A/L 1 2 3 4 5 - - -- Yt (in.) 5.- 4.50 , 4.50 4.80 d - - -- 9.3 $1111107110 VALUES - - - -a d-- 9.4 CALCULATED VALUES - -a PORC■ •4- DI5TAHCE OF CGS la. - P/A Nba2 TOTAL FORCE SPAN Ik 1 - Lett Center Right (psi) (k / -) (k ) - -1 2 3 4 5 6 7 3 1 29.32 4.50 3.30 7.75 276.11 .145 268,33 2 31.71 7.75 1.25 4.50 293.62 .149 285.40 3 31.15 4.50 4.00 4.50 288,44 .150 200,37 • ALL d1•taacem are heights Cro% soffit of respective member at mid -span Approximate weight of strand 294.6 LE • 9 . 5 R E Q U I R E D S PAN -1 1 2 3 9.6 SPAN -1 1 2 3 9.7 SPAN -1 1 2 3 -joint 1 2 3 4 10 - F A 11.3 JOINT 6 - 1 1 .00 2 1.84 3 1.40 4 .00 <- BASED ON L3FT 2 .00(3) 21.19(2) 16.66(2) L E F T TOP BUTTON 2 3 - 311.76 - 260.65 -16.17 - 551.07 30.65 - 612.17 P01T- TENIIONING 3 -1.66 70.72 •9.33 < -- REACTIONS (k ) - -s 2 -.348 2.626 -1.686 6.408 C T O R E D M O M S SILICTION OF < TOP (sq in.) 9 2 4 6 5 4 11.4 5 7 5 1 1. A T M I D T 0 P MINIMUM P 0 9 T STEM CONDITIONS -> CENTEE EIGHT 3 4 .00 21119.(2) 10.13 18 66(2) .00 100(3) LEOIND (1) Stress at PACE OF SUPPORT governs (21 Stress at CHANGE IN CROSS- /ICTION governs (3) lased on stress, NO POST- TENSIONING required S 1 R V I C 1 1 1 1 1 5 $ 1 3 (ps'i) (tension shown positive) s -- 1 P A N MOMENTS (k -ft) - -s M(1) (Mmax •) M(r) 3 4 -25.67 ( 9.50) -53.91 (13.17) 15.00 ( 6.16) SPAN 10.1 FACTORED DESIGN MOMENTS (k -ft) P (left) (center) (right) - 1 2 3 1 4.00 65.08 163.33 2 - 160.66 135.76 -75.99 3 -82.84 -1.66 .46 M A R STEEL 11. E C T I 6 • 8 8 B A L A N C E D 5x 5x 5x 5x 7••0•• 21.610 AT O 1 • 8 9 3 * • C S N T E R TOP MOTTOS • 9 -439.13 - 113.09 -464.95 - 122.28 - 245.21 - 331.67 S 3 11 3 2 0 $ 1 3 0 FORCES (kips') <- OTEIR MIK P/A s 16.20 16.20 16.20 CONDITIONS -> MAX SPACING 6 6.66 4.46 4.46 R I 0 E T TOP BOTTOM 6 7 -- 3.01 - 570.94 -14.84 - 567.35 - 279.76 - 292.69 M O M E N T S, MARS • REACTIONS < -- SPAN SHEARS 51(1) s 6 69.47 .35 51.68 -2.28 .33 6.41 < -- COLUMN MOMENTS (k -ft) - -) Lower columns Upper columns .000 .000 .000 .000 .000 .000 .000 .000 1 1 1 3 a 3 1 3 0 1 1 0 16 3 Calculated as ( 1.400 • 1.701 + 1.00 secondary moment effects ) 10.2 SECONDARY MONISTS ..(k -ft) (left) (center) (right) 5 6 7 -.12 -3.30 -6.43 -5.47 23.38 52.24 50.17 26.69 2.16 J OINT 10.3 FACTORED REACTIONS ...(k ) 10.4 FACTORED COLUMN MOMENTS (k -ft) 1 STRIP reaction BAY reaction LONER col. UPPER col. - -1 1 3 ♦ 5 1 2.27 20.47 .00 .00 2 9. 42 84.75 .00 .00 3 6.99 62.91 .00 .00 4 .20 1.82 .00 .00 1. 1 - 11 2 1. 0 R E I N F O R C I I M E N T R E Q U I R E M E N T S 11.1 SPECIFIC CRITERIA FOR T W O - N A Y SYSTEM - Tensile block rebar requirement - Minimum steel 0.00075h1 • Moment capacity s factored (dwwign) moment Reber cut -off lengths specified: For top bare .17 span length For bottom bars .33 span length E XTEND ONE -THIRD of END -SPAN BOTTOM BARS to support center lines EXTEND ONE- FOURTH of INTERIOR -SPAN BOTTOM bars to support center lines REINFORCIMINT based on NO REDISTRIBUTION of factored moments TOTAL WRIGHT 01 *MBAR • 138 LB AVERAGE • .29 PSI 11.2 S T E E L A T S U P P O R T S T 0 P 3 0 7 1 0 11 JOINT As DIPPRRENT MAR CRITERIA Am DIFFERENT WAR CRITERIA 0 ■q.in. 4- OLT MIN -, sq.in. <- OLT MIN -s -1 2 3 4 5 6 7 • 1 .000 ( .000 .000 .000 ) .770 ( 000 .770 2 1.836 ( .000 1.836 .000 ) .000 ( .000 .000 3 1.404 ( .000 1.606 .000 ) .000 ( .000 .000 • .000 ( .000 .000 .000 ) .337 ( .000 .337 S U P P O R T S < BOTTOM STEEL (eq in.) S E L E C T I O N 4 5 .77 3 8 5 x 5 -0IJ .34 2 0 5 x 2. -0. 3 0 7 1 0 * (k ) - -> 53(r) 7 .35 -2.28 6.61 .000 ) .000 ) .000 ) .000 ) SPAN Am DIFFERENT RIBA* CRITERIA As DIPPERENT *ISAR CRITERIA TREE. 0 sq.in, .- ULT....TINS a ■q.ia. e- ULT....TENS -. ft. -1 -- -2 3 4 5 6 7 8 9 10 - -- 1 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 9.00 2 .000 ( .000 .000 .000 ) .000 ( .000 .000 .000 ) 9.00 3 .000 ( .000 .000 .000 1' .000 ( .000 .000 .000 ) 9.00 i 11.5 SELIkTION OF * 1 3 A * . AT M I D - S P A N NO R1BAR RIO02RED 12 - P U N C H I N G S N I A R C H I C K LIGIND: CONDITION 1 • INTERIOR COLUMN 2 • /ND COLUMN 3 • CORNER COLUMN 4 • 1DG1 COLUMN (PARALLEL TO SPAN) S • SIAM OR WALL (PUNCEING SN1AR C11C1 NOT APPLICABLE) 6 • STRIP T00 NARROW TO DIVILOP PUNCHING SHEAR CASE 1 - STRESS WITHIN SECTION 01 COVIRMS (COL.CkP OR SLAB) 2 • STRESS WITHIN SICTIOK 02 GOVIRNI (DROP PANNL OR SLAB) FACTORED ACTIONS .- PUNCHING SHEAR 3T113813 IN psi -a shear moment dus to due to allow- STRESS JNT COND. k k -ft shear moment TOTAL able RATIO CASE - 1 - - - -2 3 4 5 6 7 8 f 10- 1 6 2 6 -- 3 6 -- 4 6 PUNCEING SHEAR CRICK NOT CARRIED OUT FOR SUPPORT WIT/ CONDITIONS 5 OR 6 16 - FRICTION, ELONGATION AND LONGTERM STRESS L0SS1S 16.6 LONG TRIM STRESS LOSS CALCULATIONS 16.6.2 INPUT SALON : Long -term stress looms* due to sbiakage, creep, elastic shortening and stress relaxation are estimated to a total lump sum of 14.3 Compressive stresses COMPRISSIVI stresses are within allowable limit MAXIMUM stress (f'cl - initial concrete strength) .60 • f'ci ) .23 • Cot 12.00 k.i 16.7 FRICTION AND ELONGATION CALCULATIONS 16.7.1 INPUT PARAMETERS : Coefficient of angular friction (meu) .070 /rad Coefficient of wobble friction (X) .0014 /ft Ultimate strength of strand 270.0 kol Ratio of jacking stress to straad's ultimate strength .800 Anchor set .250 in Cross- sectional area of strand .153 in - 2 16.7.2 CALCULATED STRIS9ES(average of all tendons) : LENGTH .TENDON HEXGHT(in )> Horizontal ratios . -- STRESS (k.i) - -a SPAN ft P start center right X1 /L X2 /L X3 /L Start center right -1 2 - - - -3 4 5 6.,. 7 8 9 10 11 12 - 1 19.00 1 4.50 3.50 7.75 .00 .50 .10 172.30 175.41 180.40 2 26.33 1 7.75 1.25 4.50 .10 .50 .10 180.40 186.53 184.94 3 0.33 1 4.50 4.00 4.50 .10 .50 .00 184.94 183.25 181.84 Note: P• tendon profile (rater to legend of data block 9) Str esses at each location ars the average of strands after anchor amt, and attar long -term losses 16.8 TENDON SELECTION AND DATA: . TENDON IXTINTS a ILONOATION Stress ratios TYPE OFF FORCE CAN S P A N S .CAN LIFT RIGHT Anch. Max. 41,42,43a (in) (in) - 1---- 1 - - - -] 4 5 6 7 8 - -- A 10 27.76 . 1 4.37 .00 .73 74 Note: Force is tb• average value per strand (k) Stress ratio. are at anchorage t7) and maximum along tendon (8) 14 - I N I T I A L CONDITION STRESS CHICI I RIINFORCIMINT RIOUIRIKINTS 14.1 Parameters specified as input for initial litres, checks: Tensile me ressee divided by (f'c) /2 Concrete f'c (initial /final) .75 Top of external support 3.00 PT force (initial /final) 1.15 Top o2 internal Support 3.00 Dead loading (initial /final) .60 Bottom of external span 3.00 Live loading (initial /final) .00 Bottom of internal span 3.00 Compression as ratio of f'c .60 14.2 NO added MILD REINFORCEMENT ti required due to initial conditions ) LOO e ': a% J+ i'. twl. a[% cA» w: ya+ .urr.m«w.e...wnn.w.,eT..ew..,N. Iwo.+ �. n�ww,. wwrms+. nuo��r+.rvma+.er:+arnw • CT Engineering. fl 180 Ntckersont. Suite 302 Seattle, WA 98109 SQUARE FOOTING DESIGN RAMADA INN TUKWILA sa1PIA'aeT'�4T ! #'dVix Title RAMADA INN TUKWILA Scope: Job 1: Designer: STEVE BOHUT Misc: RAMADA INN TUKWILA STRVR [fIRTTT IDEALIZED SQUARE FOOTING . LOADING DATA 1 2 3 4 5 Dead Load k: 33.93 70.65 78.30 86.71 90.54 Live Load k: 16.80 36.00 40.00 44.40 46.40 Short Term Load k: 0.00 0.00 0.00 0.00 0.00 Seismic Zone 0 0 0 0 0 Overburden Weight psf : 100.0 100.0 100.0 100.0 100.0 Combining Live & Short Term Loads ? Yes Yes Yes Yes Yes FOOTING DATA Size (Length & Width) ft: 3.00 4.50 4.75 5.00 5.00 Thickness in: 12.00 14.00 14.00 14.00 16.00 I of Bars 3 4 5 6 5 Rebar Size Number 1: 5 5 5 5 5 Column Dimension in: 12.0 12.0 12.0 12.0 12.0 f'c psi: 3000 3000 3000 3000 3000 Fy psi: 60000 60000 60000 60000 60000 Cover over rebar in: 3.0 3.0 3.0 3.0 3.0 Concrete weight pcf: 145.0 145.0 145.0 145.0 145.0 SOIL DATA Basic Allow Soil Brg Press. psf : 6000 6000 6000 6000 6000 Short Term Duration Factor 1.33 1.33 1.33 1.33 1.33 Ftg. Depth Below Soil ft: 0.00 0.00 0.00 0.00 0.00 CALCULATED FORCES Maximum Static Soil Pressure psf : 5881.7 5535.8 5512.4 5513.6 5770.9 Allow Static Soil Pressure psf: 6000.0 6000.0 6000.0 6000.0 6000.0 Max. Short Term Soil Pressure psf: 5881.1 5535.8 5512.4 5513.6 5770.9 Allow Short Term Soil Pressure psf: 7980.0 7980.0 7980.0 7980.0 7980.0 1 -Way: Allowable Shear psi: 109.5 109.5 109.5 109.5 109.5 Vu /Phi psi: 27.4 65.3 74.5 84.0 62.9 2 -Way: Allowable Shear psi: 219.1 219.1 219.1 219.1 219.1 Vu /Phi psi: 86.8 167.6 190.0 214.5 168.4 Nn k -ft: 13.0 14.4 16.9 19.2 19.2 Mu /Phi k -ft: 4.9 14.1 16.1 18.3 19.2 REINFORCING Actual Bar Depth in: 8.69 10.69 10.69 10.69 12.69 Min. Allow t Reinforcing : 0.0014 0.0014 0.0014 0.0014 0.0014 200 /Fy : 0.0033 0.0033 0.0033 0.0033 0.0033 Req'd Per Analysis : 0.0010 0.0019 0.0022 0.0025 0.0018 USE %: 0.0019 0.0025 0.0029 0.0033 0.0024 Rebar Area Req'd in2 /ft: 0.20 0.32 0.37 0.42 0.37 Total Area Req'd in: 0.60 1.45 1.76 2.12 1.85 REBAR CHOICES Quantity of: 14 Bars 4 8 10 12 10 15 Bars 3 6 7 8 1 I6 Bars 2 4 5 6 5 I7 Bars 2 3 4 5 4 18 Bars 2 3 3 4 3 19 Bars 2 2 3 3 3 110 Bars 1 2 2 3 2 V4.4B3 (c) 1983-95 BNBRCALC CT Engineering, Page: 1 f�E -ti. km 0.6. 60 • RECTANGULAR TIED Short columns 1 sId•sway M Ili:. Bonding on Talc a ruiner axis N,)4,_ COLUMNS i '1 Qr X120 0.101'. A.. 80 kips If) -4- --1 ' MR P. AT En Come* [ULTIMATE USABLE CAPACITY"( J 1'. 4,000 p•1 Pr lu (kips) • .. 070 Is1 OT n) I•I•nce 801/4 0 m Ecc•nbic y, • - M. /P. o► (4) • ., 0 • P. • M. 0.11 2' 3' 4' 6' 3' 12' 16' 20' 24' 28' • (in.) Ian (kips) () Ik) (In.) (k-tr.) 8.110 5.03 878 MA 464 444 511 509 399 325 233 130 143 120 102 3.01 13.93 203 33.11 211 41.25 MI 664 508 315 306 216 167 114 87 0 0 0 2.07 13.12 83 17.30 129 3.111 6.21 970 MA 726 726 633 553 434 354 257 202 161 134 113 3.16 16.06 201 10.04 333 41.25 MI 722 531 397 314 221 170 116 88 0 0 0 2.07 36.41 10 17.77 116 10.110 6.35 979 MA 732 732 636 553 429 348 252 195 156 130 112 3.00 14.65 213 39.23 324 51•25 MI 733 564 429 342 243 138 129 91 0 0 0 2.11 24.53 63 19.93 137 10.111 7,80 1091 MA 808 808 698 603 470 381 277 217 175 146 124 3.06 17.01 203 44.01 372 5L.2S MI 807 592 114 352 241 191 131 100 81 0 0 2.09 281.65 6 20.20 177 COLUMN SIZE 12' X 12' 0.10f', A, s 57 kips 645 1.29 116 MA 330 280 227 185 126 32 0 0 0 0 0 2.09 5.72 135 10.03 39 29 MI 324 271 212 168 107 73 0 0 0 0 0 1.91 5.01 136 9.61 39 6.f6 1.83 447 MA 353 301 245 202 144 103 58 0 0 0 0 2.19 671 130 12.13 32 29 MI 345 288 227 181 123 86 0 0 0 0 0 1.96 570 131 11.18 52 6.17 2.50 485 MA 381 325 267 22I 160 ITS 73 0 0 0 0 •.30 8.01 123 14.47 68 2F MI 370 308 244 197 137 100 62 0 0 0 0 2.00 639 126 12.85 67 648 3.29 530 MA 414 334 292 245 178 139 90 63 0 0 0 2.40 972 117 17.25 84 29 MI 400 332 261 213 150 115 72 0 0 0 0 2.04 776 119 1473 81 6•49 4.16 580 MA 450 385 319 268 196 133 107 76 58 0 0 2.48 11.89 108 20.26 105 2F MI 133 358 285 230 164 126 82 60 0 0 0 2.07 9.25 110 16.65 94 6410 5.29 644 MA 496 425 352 296 217 170 119 91 70 0 0 2.56 15.31 95 23.93 128 2F MI 475 391 312 251 179 139 95 69 0 0 0 2.10 11.58 98 16.99 109 845 172 441 MA 319 297 242 200 143 99 0 0 0 0 0 2.16 630 133 1176 50 2F MI 338 280 218 172 114 81 0 0 0 0 0 1.87 3.26 133 10.59 49 844 2.41 482 MA 379 324 266 222 161 125 73 0 0 0 0 2.28 7.88 127 14.47 67 29 MI 365 301 235 187 129 93 59 0 0 0 0 1.90 6.09 127 12.38 63 8./7 3.33 533 MA 416 357 295 218 182 142 92 64 0 0 0 2.40 974 120 17.60 88 2F MI 393 326 255 204 142 107 68 0 0 0 0 1.92 7.23 120 14.27 78 C OLUMN SIZE 12' X 14" o.IOf'. A. a 67 kip 4.16 1.04 469 MA 374 338 282 233 169 112 0 0 0 0 0 2.30 6.14 166 10.96 45 IE MI 372 315 253 203 131 82 0 0 0 0 0 2.06 5.30 137 9.08 38 447 1.42 495 MA 393 356 299 I51 185 134 72 0 0 0 0 2.11 6.93 163 12.69 58 2E MI 391 332 268 211 152 100 0 0 0 0 0 2.14 5.98 153 10.47 19 448 1.88 525 MA 416 377 318 269 202 157 89 0 0 0 0 242 7.89 160 1473 71 2E MI 113 351 235 233 165 119 67 0 0 0 0 2.22 6.84 147 12.06 61 449 2.38 358 MA 441 400 338 281 211 172 106 72 0 0 0 243 8.98 156 16.97 91 28 MI 437 372 304 350 179 137 80 0 0 0 0 2.30 7.84 141 1375 74 4410 3.02 601 MA 472 129 364 311 238 188 126 87 0 0 0 274 10.46 150 1975 112 2E MI 468 399 327 269 193 151 93 0 0 0 0 2.33 9.28 132 15.93 91 4411 371 647 MA 504 458 388 332 232 199 140 99 76 0 0 2.85 12.35 137 22.17 131 2E MI 498 421 345 280 201 157 106 73 0 0 0 2.44 11.37 114 17.63 105 4.114 5.35 756 MA 583 329 430 387 294 233 165 127 101 81 61 3.01 17.69 116 28.32 179 2E MI 374 488 393 320 230 160 124 95 76 0 0 243 18.37 14 22.36 141 643 1.10 173 MA 378 341 283 238 173 117 0 0 0 0 0 2.30 6.26 167 11.27 47 2435 MI 370 309 241 190 110 79 0 0 0 0 0 1.90 4.79 159 9.13 40 6.16 1.57 504 MA 401 363 306 256 192 143 79 0 0 0 0 2.13 7.22 161 13,16 64 2435 MI 390 326 256 203 131 93 ' 0 0 0 0 0 1.95 5.37 153 10.43 53 (Com nu•d) (1) See "Slender Columns, Capacity Reduction for ", page 2.11. (2) See "Control Points for Interaction Curves"; "Typical Interaction Curve," Fig. 3.11. (3) "OT" is zero tension in burs on the tension side. Splices carry design compression only. (4) Las long face, S s short face, E s each facet 3E a. 3 bars each face) 21..3$ s 2 bars each long face and 3 each short facet 2F s Iwo faces (half of the bars in each.) . A. 10 kips n) OR P. AT (I) 13 '3 11 15 r 13 10 10 16 12 49 33 60 36 10 94 90 73 13 89 08 69 21 78 .46 .22 .06 .68 .83 .63 .09 .21 .31 .37 .48 .01 '.93 ;.97 :.65 '.30 '.55 175 1.41 1.60 1.46 S.77 )72 1.46 2.12 3.93 • dance P. (8) 209 167 207 158 205 141 203 134 199 107 195 61 209 169 207 139 205 147 213 168 212 138 211 146 210 131 208 111 201 73 199 6 213 172 212 163 211 151 209 135 214 172 213 162 212 149 211 133 210 114 801( a1 • (in.) 1778 7.66 20.62 8.63 23.66 9.66 2775 10.93 31.65 11.91 41.25 13.99 11.83 772 22.47 8.61 26.81 942 17.93 8.05 20.80 9.31 21.06 1077 27.49 12.28 31.84 14.15 35.63 15.30 45.59 17.16 1773 7J2 21.38 8.85 25.46 10.11 30.15 11.53 16,44 7.89 19.47 9.28 23.11 10.98 27.17 12.15 21.05 14.12 ( 1. 3.11. pression only. 1L -35 a 2 bars each M. (k•H.) 19 Al 115 50 143 60 179 72 213 83 298 108 98 45 131 57 169 70 98 44 130 56 167 70 206 84 251 101 285 115 371 130 93 42 129 56 171 71 220 86 93 42 126 56 160 71 198 89 238 107 . CONCRETE REINFORCING STEEL INSTITUTE 3-49 • 5 c Client: Aohnt gr g)cfeylor • ros i jretrved • K 4.,„ 7 fr A. it r• r•y. ; 0 'Jot I ' • :; • , . . • • , • .. • .. • • • . , • ”. • • " • • •• ' . . „.... • ..• Structural and Clell Reglement • e e Suite 302 • ,Ate: Seattle. WA 98109 (2) 285.4512 • FAX: Page Number: (206) 285.061s REMARKS: CASCADE TESTI , . LABORATORY, INC. TESTING & INSPECTION / E NGINEERS 12919 N.E. 126TH PLACE )'.� ���•• '" r t.w ; � KIRKLAND, WASHINGTON 90034 { :.•(425). - 9800 PREVIOUS REPORT No. 1 I 10 TO: EVERETT (425) 259 -0817 .Dili' 0 1 '199 Q l l�J }Y�VE NYC Serz\-\.e. u3A °N,8 i 25 ATTN• (2) INSPECTION PERFORMED RESTEEUCONCRETE _ RESTEEUMASONRY — OTHER _ RESTEEL ONLY SIR.STIWELDING STR.STIBOLTING (5) CONCRETEJMASONRY MIX NO ' SUPPLIER SLUMP (INCHES) AIR CONTENT ( %) DATE 10 cif I C �� / Z 44, PE MIT N •. DO 5 2. ...WEATHER ENGINEER c; OWNER TEMP. AT AT AM PM ARCHIT CT Q,•\ , S .CD c__ CONTRACTOR l \ l�� (3) ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS _ SLAB _ AUGER CAST PILES COLUMNS — DRILLED PIERS — WALLS — BEAMS (4) (AREAS) • < -S\o or �C...nn�� DESIGN STRENGTH (Pc) TOTAL CU. YD. PLACED SPECIMENS CAST SEE CYLINDER REPORT NO • YES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. No, 095224 C\ cc Q- C- • a.5 * &‘3,(S\--- S -e S VO o \ �C�� o..CLoc L s2-- iz■\ CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 1G o 5 -.2.2 7 4.AV Z TEMP. 17 8'00 g yc o ENGINEER 60' CM lei Yl ARCHITECT CHSV6- AND A5C1C.. CONTRACTOR MI LIN /GP9 4 78 1.36200 I 1 / P 2C) Pc DATE D Mkt 15 199 CERT. NO. 9 - ) SLUMP ASTM C•143 PROJECT K/UiMDA MI UNIT WEIGHT ASTM C -138 YIELD LOCATION ,., - 77" TEMP. ASTM C -1064 BLDG. PERMIT NO. JD 970052 OWNER 1 3A 6" WEATHER ....t, • i TEMP. AT AT AM PM ENGINEER 60' CM lei Yl ARCHITECT CHSV6- AND A5C1C.. CONTRACTOR MI LIN TRUCK SAMPLED 1107 TRUCK TICKET NO. 758 10 MIX NO 3210 TIME SLUMP ASTM C•143 , �O AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR 1 3A 6" CA. 1 9'35 7Z° 60' TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 517 FA. / ZS5 CA. 1 9'35 WATER 2... TOTAL `,s "G;rE'..N� ' t" t�} it. �e,! i�+ �in1�f^ Cl:` it: R' J%° at.. MV:. 4: ofaY.. rte��,: tYx> v. 1.;.•, v¢ r.• tm�N41: n.':. YI: C: f:' e:. t. �im ..�auWl+vv..:Ht1 pry.` N4YM :5:.:Yfz£^h'I'tN'.nh"N�'!!.'y S?:�C9fR:h�i.�� }� CASCADE TESTING LABORATORY, INC. FIELD 075Z5, TESTING & INSPECTION / ENGINEERS REPORT N0. 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 RECEIVE 259.0817 JUN 2 2 1998 To: KAl L/N CQNiT. COMMUNITY 5 -Tit AV J l PMEN I EATTLE, WA. 981Z.5 ATTN: THE FOLLOWING WAS NOTED: CONC SE T FIELD TEST DATA AIR TEST METHOD: ❑PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C•173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COMPRESSIVE STRENGTH SAMPLE P/U DATE / / 7 PRODUCERS: CONCRETE LONE n nI\ CEMENTTYPa AEA .88 ADMIX CAC12 % DESIGN STRENGTH 3j/Q'b P� 1 PLACEMENT AREA & NOTES KAMP SOUTH I'1 r 1 U n �-- �� INSPECTOR' COPIES TO • t ,. *w L- �C 61 n 4 &'// O /Icrn . 0/07 SIGNED CU. YARDS PLACED 3 • S 31230 ❑ ASTM C -1231 TEST METHOD 3f ❑ ASTM C-617 APPLICABLE ACCORDANCE W SPECS TH e ,� T� CASCADE TESTI{ LABORATORY, INC. TESTING & INSPECTIO 12919 N.E. 126TH PLACE KIRKLAND. WASHINGTON 96034 EVERETT Tc,Mil LJN CoNT: 11514A 15 T AV. Il\!.E "TTLE WA . 6 /81Z5 -- ATTN: (2) INSPECTION PERFORMED X RESTEEUCONCRETE RESTEEUMASONRY — OTHER _ RESTEEL ONLY STR.ST/WELDING STR.STIBOLTING O ONCRETE/MASONRY SUPPLIER LEA V5 5 Y % SLUMP (INCHES) - 1 AIR CONTENT ( %) 3.08 MIX NO, 3ZI0 MEAYq ' 5 I 45 /Z �II PROJECT RAMALJA INN LOCATION -'t 036 S . 1D7T# BLDG. PERMIT NO. pg7a Z.. WEATHER CLCUUDY OWNER TEMP. AT AT AM PM � ENGINEER L g 16 FOS ARCHITECT CH vC7 MID A.0C-1 CONTRACTOR itAl LIN (3) ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS _. SLAB _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS X WALLS — BEAMS (4) (AREAS) PC I E , AINY Va WiLL DESIGN STRENGTH (f'c) ICO9 `• ✓ • L TOTAL CU. YD. PLACEDZ. SPECIMENS CAST 3 - . XIZ SEE CYLINDER REPORT NO ZZ.1 YES NO — ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. REMARKS: OWNER. L- CYdYVGLL-J F:E 2 ZL ID AT I -/ ' C . & W. its APPROVIM by ENGR .. NOTt- LI U AND ASSOC. - TYPICAL REr. WALL 5a- fEOULE Coft .A rOFc ADDED WATT& AT deb UTE MECHANICALLY W �,L. VIPD MIX.( lu7 IN ,7 P 'T 1 0 L0i1D U L� I �� ' COPIES TO: / � � " ' `�% i .1711 46 Revised 12/97 (425) 823 -9800 (425) 259 -0817 SIGNED: PREVIOUS 0950Z 7 REPORT No. No. 095252 INSPECTOR: �! FI Etri REPO ,� CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK e8 611-E' S� y -Y 7 Y/2-' / 9 3c — //e *,sb ,95�c, 01 /,9 / • /6.s G -�1' ) -T 1y Seco 5'26.0 A /9 ' G '�s �' s ilosfCi'? c/ 9 70 4 DATE -, P '--r4, CERT. NO. ',/2 Y1 PROJt UNIT WEIGHT ASTM C -138 LOCATION ,__-•_ Yc6 S _ /,3y / t _ , - 4 MIT NO. g7L OWNER CONC EATH / ��'/ TEMP. AT 'V SAM AT PM ENGINEER Cam/ / 9 3c — ARCHITECT Clan d 4,11 - 0, CONT R1 / ? L , 4. s a TRUCK SAMPLED • r� TRUCK TICKET NO 7 v? I)7... MIX NO.a2 l ..0 TIME SLUMP ASTM C•143 ° �0 AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR 9. fJ 3 /L, CA. / 9 3c — X ? v s a / • /6.s TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT cf ) FA. /.2 5 5 B, .p JrJ r --t/ CA. / 9 3c — X WATER 02 5v / • /6.s TOTAL L • TO: ATTN: : ... . 3245 S ❑ ASTM C -1231 TEST METHOD e" 3 / 0 ASTM C-617 APPLICABLE COD S SAMPLING IN &SECS TH PRODUCERS: CONCRETE / 57 CEMENT 7C/fae r CU. YARDS PLACED .04/ 0 AEA Se ADMIX. CAC12 % —DESIGN STRENGTH 3 cOA-) PLACEMENT AREA & NOTES ! 2'»., a /re twee, S /LQ 7 1 . 4 . 1 C c r yr i7 c -1 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK /Fey 6 -q)' - f/ ? .6 )(( Z ; i //D * / ; i ' ,55 #d 47 /9"9 1 G - . )r 2.r AT Cr: MA AT PM . /91 G - 's ue CONT cIORi DATE , /- - r6 CERT. NO. C 7>/ 2 y1 PROJE UNIT WEIGHT ASTM C -138 YIELD LOCATION f e4 . / 3 S; ASTM C -1064 4---..,, (4 .---- / ., 3 , i OWNER WATER TH 6 2 - TEMP. 6 TOTAL AT Cr: MA AT PM ENGINEER Cam/ ARCHITECT CONT cIORi :TRUCK SAMPLED 0 () TRUCK TICKET NO. .7 0i 17 L MIX NO.a r TIME SLUMP ASTM C•143 o �O AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR caD 3 , // .3s . ' / i , WATER ? v 6 2 - TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS 95 MOIST ADJUSTED WEIGHTS CEMENT S/ ) FA. 4,25 5 a �4 1,..../ CA. // .3s . ' / i , WATER . 2 5 -2) As TOTAL ' . . 32459 CU. YARDS PLACED '1"/ DESIGN STRENGTH 3c�� 'La/ CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK / 5 5 s =if 7 hpAIZ TEMP. //3 - 75'o yv Fo ,i- /9/70 ARCHITECT Ufa& AND A G .. ZB CONTRACTOR ' �r K I L11 iiih1f0 S11, 7/y / G -9 ZB 1r6Co A- , DATE n•Wri MAY 1 Z 1996 CERT. NO. 97IZ -1'I SLUMP ASTM C -143 PROJECT ►1AE / UNIT HT WE ASTM C -138 YIELD LOCATION i-aXI 5 . I . "YV 7 1 ASTM C1064 BLDG. PERMIT NO. D97G?,5Z OWNER 9 - t-" WEATHER p►yy C�L�J TEMP. AT AT AM PM ENGINEERg' M D 1 ARCHITECT Ufa& AND A TOTAL CONTRACTOR ' �r K I L11 TRUCK SAMPLED 01 Z TRUCK TICKET NO. 786Zn0 MIX NO.,Z 10 TIME SLUMP ASTM C -143 . AIR UNIT HT WE ASTM C -138 YIELD CEMENT FACTOR ASTM C1064 CONC AIR 9 - t-" CA. 19,5` IA"' 1 TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 517 FA. 1 Z55 CA. 19,5` WATER ZJL./ TOTAL ir• CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 TO•._L AL__LU1 Y Whe ti. I I_5 15 AVE. ME. 5EA►TTLE 98 f Z5 ATTN THE FOLLOWING WAS NOTED: AFVICFn . A/47 caUKETe FIELD TEST DATA AIR TEST METHOD: ❑PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE 3/1 PRODUCERS: CONCRETE LONE TEST METHOD COMPRESSIVE STRENGTH ❑ ASTM C•1231 C 3f ❑ ASTM C -617 CEMENT " Y 1 L-774 / ,� INSPECTOR' COPIES TO • ' kf�.��' � "'4' 6// REPO 095.>i54T REPORT No. SIGNED. • 31224 SAMPLING IN ACCORDANCE WITH C j APPLICABLE CODES & SPECS CU. YARDS PLACED AEA 3.88 ADMIX �-� CAC12 Q �J % WALL DESIGN STRENGTH 3r ODD r • ' I • PLACEMENT AREA & NOTEY E' T EX � Ivry F. �AOIN /Nv L KIRKLAND, CASCADE TESTI LABORATORY, INC. '4. 095841 t TESTING & INSPECTIO ( "ENGINEERS L PREVIOUS 12919 N.E. 126TH PLACE REPORT No. ' "' No. WASHINGTON 96034 (425) 823 - 9800 EVERETT (425) 259 -0817 DAT S- ' z & - 5? CERT. NO. 9 > /z --( // TO: lam' rh T e LOCATION T �/ 1 10 0 6 .S . /3174 /- deLfr- /; �y , 3.s`- S vc= . PERMIT NO, 9)0orL . OWNER / �1 G,'f l � ° C4/4 !a/ 2c E ATHE (CGl TEMP. AT 'IT. Y..tW AM Cam AT PM ENGI ATTN: ARCHITE T u=hf d rti c CONTRAC OF / G r � , LA INSPECTION PERFORMED _ RESTEEUCONCRETE RESTEEL ONLY RESTEEUMASONRY — STR.ST/WELDING — OTHER STR.ST /BOLTING ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS ,_ SLAB — AUGER CAST PILES ._.. COLUMNS — ILLED PIERS C WALLS / 47 — X . BEAMS (4) (AREAS) Q 6 /07/01 9 (.ARP- 124 UeGa CONCRETE/MASONRY MIX NO ,� D ESIGN STRENGTH (Pc) 3e, SUPPLIER TOTAL CU. YD. PLACED / . 0 SLUMP (INCHES) 3 4 SPECIMENS CAST / AIR CONTENT ( %) r SEE CYLINDER REPORT NO 2 Y...1 S _ NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS. SET NO. .7' COPIES TO %k- Jzz 1 ? 6/ Revlaed 12/97 REMARKS' lc'7 . S "0-,_,--70 cf- r 01/A4 - e 4 I /S.// Cti /2f �l h/' INSPECTO FIELD REPORT SIGNED: /4 - SAir CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK /G o 5 '15 i -.2.2 7 GAV Z TEMP. s7 eoo .1 ez o �EN•GIINNEEER�r� ROBERT, / 09 ARCHITECT CHEW RIO A 5%)C... 4.-/g- Z8 CONTRACTOR MI UN /LP _ 4 --•y ZS , MAY 1998 9 SLUMP ASTM C -143 PROJECT l Ih/IMI DA Mil WEIGHT ASTM C -138 YIELD LOCATION TI/ TEMP. ASTM C-1064 PERMIT - NO. D97W 2 OWNER lA d" WEATHER TEMP. AT AM PM �EN•GIINNEEER�r� ROBERT, Y" ARCHITECT CHEW RIO A 5%)C... TOTAL CONTRACTOR MI UN TRUCK SAMPLED 167 TRUCK TICKET NO. 755103 MIXNO.3Z10 TIME SLUMP ASTM C -143 a/, AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C-1064 CONC AIR lA d" CA. 19'35 7E Y" TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 517 FA. /ZS5 CA. 19'35 WATER Z�0 TOTAL • TO KA/ LIN CON5T I /51'6A 15 AVM. N.E. 5F..ATTL.E, ■M, 98125 ATTN• THE FOLLOWING WAS NOTED: AEA 3.65 ADMIX GFVISFII .0/1:17 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 EVERETT Co1JC.RET FIELD TEST DATA AIR TEST METHOD: I: PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE / 7 PRODUCERS: CONCRETE LONE ENE --/ 1 k1K CEMENTTY E PLACEMENT AREA & NOTES KAMP ‘30U114 11 1 1 U // // L/ enn INSPECTOR' COPIES TO • /2 , ' Li2WG 6� 3/a7 ......,,. ,•.m .r ,a woc i.Y .rcrn. n :y ws rnrnctre42 , 76XN!gtr VV," .11P.t'w '14.1 Ti CASCADE TESTING LABORATORY, INC. FIELD 075Z`5, TESTING & INSPECTION / ENGINEERS REPORT N0. CAC12 1425) 823.9800 (425) 259.0817 COMPRESSIVE STRENGTH ❑ ASTM C -1231 TEST METHOD C - Sf 0 ASTM C -617 SAMPLING IN ACCORDANCE W TH APPLICABLE CODES & SPECS CU. YARDS PLACED .3. 5- 'Yo DESIGN STRENGTH ,/� P� 1• RECEIVED MAY 2 9 1998 C UM1 I T DEVELOPMENT SIGNED' ~- 31230 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK /Vil 5 -1Z S =/, 7 lvxlZ TEMP. A .,/3 -73'o 9 ... 07 Fe" ' /9 ARCHITECT CHEW AND A OC. G f ZB CONTRACTOR MI U'I 7f/ee/ G�S ZS DATE T . C CERT. NO. PROJECT l MAD; LOCATION '['G n . 151771 B • _. - RMIT NO. O OWNER WEATHER T TEMP. A AT A AM ENGINEER 0' p ' C C.§" ARCHITECT CHEW AND A OC. CONTRACTOR MI U'I YIELD CEMENT ASTM C1064 ASTM C -143 ASTM C -138 FACTOR CONC AIR q1 ' " i'1'° 17' BATCH DATA FOR 1 CU. YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIGHTS CEMENT 517 FA. 1 Zf5 CA. I. 9,5 WATER Z 510 TOTAL 4a2 RFVISED . 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823-9800 EVERETT (425) 259-0817 TO• /511 L IN CON 517 1159'6 I5 AVE. N.E. 5EAFTLENA . 98(25 ATM* THE FOLLOWING WAS NOTED: cavcRE re FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR 0 VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COMPRESSIVE STRENGTH ..,... e,.....�..».,.,....,H.,.M..,.,» w.,.- a.,�r..ww�r,.nyri•r. ^ sC;:l:: Nxv, � {*,?:�.e'u7� *_�k�:'��ii�'w4:� ^� '. FIELD REPORT No. 095ZSZ 31224 O ASTM C -1231 SAMPLE P/U DATE :/J TEST METHOD `3f ASTM C•617 APPLICABLE CODES R &SECS TH C j PRODUCERS: CONCRETE LONE 51711, CEMENT TY 4' I CU. YARDS PLACED 25 AEA 3.86 ADMIX �y-�-��' CAC12 % DESIGN STRENGTH 3 Q1' T • ',• I PLACEMENT AREA & NOTLB T E + ENOK KETAIN/N& COPIES TO P; INSPECTOR , SIGNED* --.-". ./' BATCH DATA FOR 1 CU. YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIGHTS CEMENT 517 FA. 1 Zf5 CA. I. 9,5 WATER Z 510 TOTAL 4a2 RFVISED . 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823-9800 EVERETT (425) 259-0817 TO• /511 L IN CON 517 1159'6 I5 AVE. N.E. 5EAFTLENA . 98(25 ATM* THE FOLLOWING WAS NOTED: cavcRE re FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR 0 VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COMPRESSIVE STRENGTH ..,... e,.....�..».,.,....,H.,.M..,.,» w.,.- a.,�r..ww�r,.nyri•r. ^ sC;:l:: Nxv, � {*,?:�.e'u7� *_�k�:'��ii�'w4:� ^� '. FIELD REPORT No. 095ZSZ 31224 O ASTM C -1231 SAMPLE P/U DATE :/J TEST METHOD `3f ASTM C•617 APPLICABLE CODES R &SECS TH C j PRODUCERS: CONCRETE LONE 51711, CEMENT TY 4' I CU. YARDS PLACED 25 AEA 3.86 ADMIX �y-�-��' CAC12 % DESIGN STRENGTH 3 Q1' T • ',• I PLACEMENT AREA & NOTLB T E + ENOK KETAIN/N& COPIES TO P; INSPECTOR , SIGNED* --.-". ./' 4a2 RFVISED . 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823-9800 EVERETT (425) 259-0817 TO• /511 L IN CON 517 1159'6 I5 AVE. N.E. 5EAFTLENA . 98(25 ATM* THE FOLLOWING WAS NOTED: cavcRE re FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR 0 VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COMPRESSIVE STRENGTH ..,... e,.....�..».,.,....,H.,.M..,.,» w.,.- a.,�r..ww�r,.nyri•r. ^ sC;:l:: Nxv, � {*,?:�.e'u7� *_�k�:'��ii�'w4:� ^� '. FIELD REPORT No. 095ZSZ 31224 O ASTM C -1231 SAMPLE P/U DATE :/J TEST METHOD `3f ASTM C•617 APPLICABLE CODES R &SECS TH C j PRODUCERS: CONCRETE LONE 51711, CEMENT TY 4' I CU. YARDS PLACED 25 AEA 3.86 ADMIX �y-�-��' CAC12 % DESIGN STRENGTH 3 Q1' T • ',• I PLACEMENT AREA & NOTLB T E + ENOK KETAIN/N& COPIES TO P; INSPECTOR , SIGNED* --.-". ./' CYLINDER NUMBER DATE , , DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 0623 V y --i' 3 (Xrz 7d .,3 •c.7 4 o &zo 5 =i 7 b)(1- 9aczy9 3499 A. o(ozI s yz 23. / /woo 1?/o 4 O ( ZZ .5-, .. ' / /e(7 ' V yo gee ,l 0624 iv c/(- i n CK DATE/7.7g C CERT 'T712_-(1( PROJECT „c LOCATI /W'- c : OWNER TEMP AT AM O (� /2'' O AT ,LreC) 4 ENGINEER / , C;.k g g C CONTRACTOR a 1 k_t A rem----; d C 7/ '' : 55‘71 BATCH DATA FOR 1 CU. YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIGHTS CEMENT 60 F. i ` A lat WATER 2V-- TOTAL " 110 TO• THE FOLLOWING WAS NOTED: SAMPLE P/U DATE PRODUCERS: CONCRETE AEA 9060 PLACEMENT AREA & NOTES REVISED • 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 Ka «1 ov 9 /15YrA 1 &.I 5P i a (L) A 9 (2s ATTN• FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COMPRESSIVE STRENGTH COPIE TO • i' 39 ASTM C -1231 TEST METHOD ASTM C -617 CEMENT FIELD REPORT No. 0 75005 INSPECTO SIGNED. 30649 SAMPLING IN ACCORDANCE W TH APPLICABLE CODES & SPECS CU. YARDS PLACED 2 ADM X. 1.—, 1 1 CAC12 % DESIGN THE GTH�_ qQ Q n o ( S l a b, C (IcAr ' _"P l,liS e_c ��61�( c F'�.�f� Gil. (G� l /.)P_ BATCH DATA FOR 1 CU. YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIGHTS CEMENT 60 F. i ` A lat WATER 2V-- TOTAL " 110 TO• THE FOLLOWING WAS NOTED: SAMPLE P/U DATE PRODUCERS: CONCRETE AEA 9060 PLACEMENT AREA & NOTES REVISED • 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 Ka «1 ov 9 /15YrA 1 &.I 5P i a (L) A 9 (2s ATTN• FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COMPRESSIVE STRENGTH COPIE TO • i' 39 ASTM C -1231 TEST METHOD ASTM C -617 CEMENT FIELD REPORT No. 0 75005 INSPECTO SIGNED. 30649 SAMPLING IN ACCORDANCE W TH APPLICABLE CODES & SPECS CU. YARDS PLACED 2 ADM X. 1.—, 1 1 CAC12 % DESIGN THE GTH�_ qQ Q n o ( S l a b, C (IcAr ' _"P l,liS e_c ��61�( c F'�.�f� Gil. (G� l /.)P_ " 110 TO• THE FOLLOWING WAS NOTED: SAMPLE P/U DATE PRODUCERS: CONCRETE AEA 9060 PLACEMENT AREA & NOTES REVISED • 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 Ka «1 ov 9 /15YrA 1 &.I 5P i a (L) A 9 (2s ATTN• FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COMPRESSIVE STRENGTH COPIE TO • i' 39 ASTM C -1231 TEST METHOD ASTM C -617 CEMENT FIELD REPORT No. 0 75005 INSPECTO SIGNED. 30649 SAMPLING IN ACCORDANCE W TH APPLICABLE CODES & SPECS CU. YARDS PLACED 2 ADM X. 1.—, 1 1 CAC12 % DESIGN THE GTH�_ qQ Q n o ( S l a b, C (IcAr ' _"P l,liS e_c ��61�( c F'�.�f� Gil. (G� l /.)P_ r ` CASCADE TESTA LABORATORY, INC. / 2 O 09 5 712 TESTING & INSPECTIO ENGINEERS PREVIOUS r 12919 N.E. 126TH PLACE REPORT NO, N KIRKLAND, WASHINGTON 9004 (425) 823 - 9800 EVERETT (425) 259 -0817 / OA _ 2( ' 0.. 98 I j / 2 j // , PROJECT f 4' '� L j i/ Z. LOCATI / . 7 : � � . o � S f v � ; o� TO �'� 1 Z S G 34" A). F. I ' ay OWNER � -� ...- . 5C e--- 04.. V I 2S UI)PKt.S� 60J TEMP. AT 2 . 06 PM e 6 I ENGINEER Cr �77 - ,1Pe ; . '7 cj ATTN: a J . e �Cl I ► - L`( ARCHITE T J L �f el/1 • I C - lP S CON ACTO -f7 eq I r p 5 )c A✓^ (3) ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS _ SLAB (2) INSPECTION PERFORMED _ RESTEEUCONCRETE X RESTEEL ONLY RESTEEUMASONRY _ STR.STIWELDING OTHER — STR.STIBOLTING _ AUGER CAST PILES COLUMNS // — DRILLED PIERS I .WALLS BEAMS — — J � ( LOCATION (AREAS) 1 /�C7 — S i (70,)a:,,__, S t r e k., Z. Vim• ; 4.+ 1 C., CONCRETE/MASONRY MIX NO. DESIGN STRENGTH (f'c) SUPPLIER TOTAL CU. YD. PLACED _, SLUMP (INCHES) SPECIMENS CAST AIR CONTENT ( %) SEE CYLINDER REPORT NO %YES NO INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO — ITEMS REMARKS: Cr /e /� _ � P.P 1 C. G( Pa I r' c P, 0 V ,� f Q ) s oiN ye c cctt RE � � � COPIES TO: clIP Revised 12/8 INSPECTOR: FIELD R SIGNED: RT ,otV T CASCADE TESTA LABORATORY, INC. TESTING & INSPECTION) ENGINEERS 1 2919 N.E. 126TH PLACE KIRKLAND. WASHIN 9 6034 ( 425) 823 -9800 EVERETT (425) 259 -0817 .._" PREVIOUS 0 95Z5Z No. 0 5 2 5 5 REPORT No. \ OATEF(DY MAY i5 1998 CERT. NO. 97I Z - 1i PROJECT To- Kill LN 021ST LOCATION "toot ' I39T" 1 151 - LA f 5 7" AVE /VG . (D7tYJ5 _Lbd.- PERMIT -NO. OWNER S ETTL WA. 981 Z5 - WEATHER ra n UM TEMP. AT AM AT PM �� EN { GIINEEER R r � C$AIG 1 ObE �T ATTN ARCHITECT AND ` G�� CAEN A D Il &-iCE.,, CONTRACTOR KA1 L IN (2) INSPECTION PERFORMED V /�- RESTEEUCONCRETE _ RESTEEL ONLY RESTEEUMASONRY _ STR.STIWELDING OTHER — STR.STIBOLTING (3) ITEMS INSPECTED — FOUNDATIONS A FOOTINGS _ SLA B _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS -- WALLS — BEAMS — (4) (AREAS) KA 1►Il '0111 i 1 &• . 5ONCRETE/MASONRY MIX NO. 3ZlO DESIGN STRENGTH (Pc) Seal P SUPPLIER LOVE f TOTAL CU. YD. PLACED SLUMP (INCHES) I& Y 5 SPECIMENS CAST 3 - 6 �\1Z 0 3.88 AIR CONTENT ( /o) r SEE CYLINDER REPORT NO.. YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET N0. _ COPIES TO: ' `a.A'(I) Revised 12/97 REMARKS: NOT v 1 / 51 CONTKAGTUR MEC IAN /GALL_Y INELL YID/WED MIX,. JUN -02 -99 01:30 PM pl yw proj Plea +2p6 285 CT ENGINEERIW Date June 2, 1998 Number: CT -03_ Project Name: Ramada Inn - Tukwila, WA 1 Su eel: Roof Sheathing I De ription /Action: t ft i our understanding that the contractor used 1/2" 32/16 rated plywood sheathing for the rod The tructurat notes on drawing ✓1, indicate that . the roof sheathing 5 hall be 5/.13"4a/2.4 T&G d sheathings The 1/2" plywood noted at)ove Is acceptable for the o• sheathing on this ct. se call if you have any questions. Issued by: c Roberts. P,E Owner Approval By: sf ribation rk - Kai Lin Construction P one: 996-140e, F x: 433 -7190 oral and Civil Enpfneera KA1.L1N.00NS7.INC P(.LC BULLETIN .W.iu.. y.{...lNWAtA/ 206 4337790 P.01 42;7 - 721 P01 JUN 03 '96 10 :42 1 so NIcluossl Si . Suits 302 Seattle, WA 98109 (206) 3854112( 1 Ie(F) corn R rrew fI (D3 rac,6) 2asd19 bPri) - C /t project #: 97028 Attached: 0 _Date: ,ltttle2. . . _Date: • T • Tp /61 LA_ e_x5V \5-4-; /lsylQ c4- (s /I7, E; eAff-(e 6)41 g812S ATTN: Revised 12/97 (2) INSPECTION PERFORMED RESTEEUCONCRETE RESTEEUMASONRY --- OTHER (4) LOCATION (AREAS) CASCADE TESTI( LABORATORY, INC. TESTING & INSPECTION'/ ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 -0817 R ESTEEL ONLY STR.STIWELDING - STR.STIBOLTING CONCRETE/MASONRY MIX NO SUPPLIER SLUMP (INCHES) AIR CO ENT ( %) SIGNED: PREVIOUS REPORT No. LOCAT1 ENGINEE (3) ITEMS INSPECTED FOOTINGS AUGER CAST PILES - DRILLED PIERS DESIGN STRENGTH (Pc) TOTAL CU. YD. PLACED SPECIMENS CAST SEE CYLINDER REPORT N COPIES TO: - 4-e/ , . 4 FIELD REPORT No ,095027 " 517/7g / I CER NO / � I -/ PROJECT 7 Y 144 t(kt& 006 5, 0/ 37 4T�N0_, NER ,- 9oSZ TEMP. AT AM AT PM ARCHIT � P(!t C O ad 45oGi CONTRAC O (614-54> ,� 1 .- FOUNDATIONS _ SLAB _ OLUMNS t WALLS i te..5yi II.i y , BEAMS YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. <.c �4 �- iw - f - tea, IA �� a c _ /ace,. efte.,(A4- cia tAnt , - MAY 1 9 1998 COMMUNITY INSPECTOR: mettah/g, Ve5 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 6110l -f ti - ,9 ‘ ,91$ 7 61(1Z. TEMP. P025 yaRD h- D�l��" -13 CONTRACTOR Kn uN 166,60 bbd a 0 010 3 -J 3 1 '17oo sP -) A DATE WEENC5' DAY APRIL 1'5,1995 CERT. NO. 97(Z��f - I SLUMP ASTM C -143 PROJECT RAMP VA INN WEIGHT ASTM C -138 YIELD LOCATION t006 7 I3°T r" ASTM C1064 .6ttii. PERMIT NO. El 9'7005 OWNER c7 ,,ef.-z' WE TEMP. AT AT AM PM l_ zuoy ENGINEER P ^a CMfG5 1BE ARCHITECT CHCt .J3 /WD A 'OL. CONTRACTOR Kn uN TRUCK SAMPLED On [ TRUCK TICKET NO 7755Y ' MIX NO. 3Z O TIME SLUMP ASTM C -143 %AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR ASTM C1064 CONC AIR c7 ,,ef.-z' CA. 1 850 b8 °51° Z7 TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 517 FA. / -5I CA. 1 850 WATER Z7 TOTAL C CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 TO. KA L!N CONS 11514A 15TH AV 1\115. J LAI ► c WA. 9'8/Z5 ATTN. rt' THE FOLLOWING WAS NOTED: cO VCI TE FIELD TEST DATA AIR TEST METHOD: 0 PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLING IN ACCORDANCE WITH SAMPLE P/U DATE TEST METHOD APPLICABLE CODES & SPECS PRODUCERS: CONCRETE WA.& 91 ,.. CEMENT T1" I CU. YARDS PLACED Z7 AEA ADMIX CAC12 % DESIGN STRENGTH 3 jOX ) F ' PLACEMENT AREA $ NOTES DEV-•ft OF VEn" N /NG WALL . FTC. INSPECTOR.: COPIES TO' b REVISED • 9/97 ..... -,... _ ...................................., w...........».., Y...., n. ..,r<,. ru....e,.a..x COMPRESSIVE STRENGTH FIELD REPORT No. 0 1 ❑ ASTM C -1231 ❑ ASTM C-617 SIGNED. 31398 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK lic S '1' -7 4 -/9 7 L X!Z TEMP. 107 3790 ,9- 17 14, ARCHITECT m j � yy �• Getz- AD A tric / 9• SS S Z8 CONTRACTOR , A , IAY 1.-/A/ /.279? “ 3 31 .9 17 (.7 5 Z8 / "7f s 0 tv 6 47 o iii. F-S-4 A 79,/ ..,?/o 1 97 tog MVO() 3v4n Sri ?o DATE TL ' APR.. 7, f998 CERT. NO. 971Z-11 SLUMP ASTM C -143 PROJECT Q � A'` t P AMAC 4 �1 WEIGHT ASTM C -138 YIELD LOCATION '1006 '.139 T"' e3 ASTM C-1064 BLDG: PERMIT NO. D77035:1 OWNER 17 50 YWEATTHER RAIN TEMP. AT AT AM PM ENGINEER ��p� C 1 /3 I `oDERT9 59" ARCHITECT m j � yy �• Getz- AD A tric / TOTAL CONTRACTOR , A , IAY 1.-/A/ 41 . TRUCK TICKET NO. 775 Z-15 Z - 1 MIX NO. - TRUCK SAMPLED 5 TIME SLUMP ASTM C -143 % AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR ASTM C-1064 CONC AIR 17 50 CA. 12515 GS° 59" TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 6! 1 FA. 1313 . CA. 12515 WATER Z.1 TOTAL T TO' Mr UV COOT: T / I 5 1 6 A /5 AV N_E . SEATTLE, WA. 98125 THE FOLLOWING WAS NOTED: REVISED • 9/97 FIELD TEST DATA 4 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND. WASHINGTON 96034 (4251 823.9800 EVERETT (4251 259.0817 ATTN• AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear . - -..�. ».„+..,.>,»..,.. Wn-. N.. u,.. n,..,.....»..n...,..,.,,-.. rn. ww. v.. w..,. n• wv... rm+. �nr.*. ax.^" iarai�t✓.. viuNxYX? RPi' F.'. t Til MLT ".Nr7?'.+�;C!?.:TV COMPRESSIVE STRENGTH REPORT 0 REPORT No. 31392 ®SASTM C -1231 ❑ ASTM C•617 SAMPLING IN ACCORDANCE WITH 7 SAMPLE P/U DATE 1 �` p TEST METHOD �-yp APPLICABLE CODES & SPECS PRODUCERS: CONCRETE L WE l /p r` CEMENT' ` I r �F v AEA - LEVEL WR ZI CAC12 % DESIGN STRENGTH - ` • • I - PLACEMENT AREA & NOTES LLELL 1 PT ' 11tE) CU. YARDS PLACED 7'1/ RECEIVED MAY 11. 199 n g• !1 CA { 'i'�l DEVELOPMENT /I INSPE e CT ~ � COPIE TO • -- / - ^ w ��Gv'-'1�' ( Q 0 1 5 J SIGNED:' CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 9./s f i 4 -J4 7 bXIZ AM P M 11$3sn q)%) .A- 1 74 , 0 5 - S Z8 zL 3 9,-'c /' r * �sr,?a A Ai /76/ s S ZS 17 ` 92Soo 3 ;; A 17 44 le DATETtre Mr APRIL 7 / L/ / NO. CERT. 171X-11 SLUMP ASTM C -143 PROJECT RAMAG4 INN LOCATION "tOS. 1 3 ?' YIELD CEMENT FACTOR BLDG. PERMIT NO. D9 7Q'03 OWNER 6;5/? AIR WEATHER RAN TEMP. AT AT AM P M ENGINEER CsK 11 RWbE T 69° ARCHITECT C.H946 IND /VAX,. CONTRACTOR ME UN TRUCK SAMPLED 551 TRUCK TICKET NO. 775791 1 MIX NO. 74 O TIME SLUMP ASTM C -143 % AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR awl i3 *0 5 y CA. 1818 69° 50° TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 611 FA. 1313 . CA. 1818 WATER Z-tZ TOTAL • CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 TO' K 1 UN CONhT: 115 15 AVE. N.E. 5211 ATTN• THE FOLLOWING WAS NOTED: REVISED • 9/97 CONCFETE FIELD TEST DATA AIR TEST METHOD: ❑PRESSURE ASTM C -231 OR 0 VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear 4 / t 4 SAMPLE P/U DATE PRODUCERS: CONCRETE 1\ AEA A1 — ADMIX • � ��/� S /�p CAC12 -•�/ v PLACEMENT AREA & NOTES - 1 f �N �-/ COP TO L--tf`-' frt 60 COMPRESSIVE STRENGTH TEST METHOD C -39 CEMENT i 95 FIELD REPORT No. 0 31391 'ASTM C -1231 ❑ ASTM C•617 INSPECTOR* 'I — 0 SAMPLING IN ACCORDANCE W TH c •.. 3 1 APPLICABLE CODES & SPECS CU. YARDS PLACED Z.- DESIGN STRENGTH RECEIVED MAY 11 1990 coMMuNnv DEVELOPMENT � _ SIGNED* �� T ' ` CASCADE TESTIA LABORATORY, INC. TESTING & INSPECTION > ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 - 0817 / PREVIOUS 0 9 5 0 0 5 REPORT No. No. DATES / 2.4i erg / K CERT. 1�0 /� La TO: Ka I: L( (A (7.-OPti+r PROJE t'yieiJQ �ULL� LOCATIO OA 0 e /q ./1-1- B 1 C. PERMIT NO. OWNER Q (e I �J14t I Ul `- 1 co Y TEMP. s AT / � M � �CJCr9 l ENGINEER ��^^ ((^^ .erl-IS ATTN• ARCHITECT Chet�q i.,tel A-5- CONTRACT V/ ri Cl 1 k..,fa_ COPL (2) INSPECTION PERFORMED _ RESTEEUCONCRETE _ RESTEEL ONLY RESTEEUMASONRY _ STR.STIWELDING HE STR.STIBOLTING (3) — ITEMS INSPECTED jFOUNDATIONS _ FOOTINGS .1, SLAB — AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS BEAMS I — 1.7e-y// C'(:2 C °6 ill t � — ( LOCATION / 4IDCir Ck 5 (AREAS) ( , )6'S / I I o + 1 ` 0. "o CONCRETEIMASON IX NO. 3 / 5 ° DESIGN STRENGTH (PC) 1000 ?Y,, SUPPLIER /� 7 5 %t TOTAL CU. YD. PLACED __7 SLUMP (INCHES) 6� (/ SPECIMENS CAST 5 6 1.7 AIR CONTENT (' [� G� ) / EA / e 6D SEE CYLINDER REPORT NO. U VES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ _ COPIES TO: [/ 1 L ' ( w ao Ra,Ased 12/97 0 SIGNED: MAY -7 1998 REMARKS: t t +et°C rAJc ( ��CJICd� (3, efm3(e7g �P �5 227 a (acervemq- 0 ermere* (. l (r-s u)er, i 114 () 6 MAL& as go ovc i(v1=u Coar, .c'k e Kr( d `Crolii +1 titri4R C4 5 ,( 1 , Ack (/Tll e 1 (`c, l/ 1r krei6 INSPECTOR: / , L 1�1ri _ . )1 FIELD .REP CYLINDER NUMBER DATE MADE , DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 062.3 // Zi/2 y g y _, 3 / � X (2 TEMR b �, LCO - ' - 7c, ,4 ot,ao —/ 7 hX l2 CONTRACTOR a I f` _i l rell ?gam 7y49 4. ozi sy 2 2 p D (0ZZ s =�- 4 6424 /4) C /r�. lit n1 DATE / f CERT. � J r �� /-- SLUMP ASTM C -143 PROJECT .n t' a W ct_ A vt YIELD CEMENT FACTOR LOCAn• <-4- / .7f4._ ASTM C-1064 CONC e A 1 7 S� ,WNER ( 2.ioo (�i WEA I - altranr TEMR b AT A T AM (iQ f ENGINEER I Q,a I kleT W ARCHRFGi� � Q Va A- TOTAL CONTRACTOR a I f` _i l rell ' TRUCK SAMPLED 57/ TRUCK TICKET NO.77 7/g.. MIX NO.1y TIME SLUMP ASTM C -143 %AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR ASTM C-1064 CONC AIR ( 2.ioo (�i ���� e1,60 . / / I Q ) :J ([ // 4 - 7/'' W TOTAL VA BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT le 0 FA. Ji ' / CA "/ / / I Q ) :J WATER 2 1.- TOTAL THE FOLLOWING WAS NOTED: SAMPLE P/U DATE REVISED - 9/97 C.. CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 90034 (425) 823.9800 EVERETT (4125) 259.0817 TO• aJ i .f'f'l / /5V A r A • N �P �e 9 ,E!2 ATTN• FIELD TEST DATA AIR TEST METHOD: ❑PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COPIES TO • Lam/`- ^ L1i, ' { T,'-4 W� ,a r, vrs...>:- r: r.- vxreapre.nn*:ti'r.r�La SAY; rt" �y. ati4Y:�'vG1W COMPRESSIVE STRENGTH SIGNED' INSPECTO FIELD REPORT No. CJ i' 39 ASTM C -1231 TEST METHOD ASTM C -617 SAMPLING IN ACCORDANCE W APPLICABLE CODES & SPECS C PRODUCERS: CONCRETE ' /L2 CEMENT 77 CU. YARDS PLACED 2d7 AEA 90 wO ADM X �� CAC12 � % DESIGN ?TRELGTH-cC f c Q (--) PLACEMENT AREA & NOTES ` Yccr c 1 1 C- O�ef ( , UN! ' 6 , r$z_S ` 110 CASCADE TESTII, LABORATORY, INC. TESTING do INSPECTION % ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 96034 (425) 823 - 9800 EvERETT' (425) 259 -0817 PREVIOUS 0 Q 3 4 9 REPORT No. No. DATE MAY /U KL 1 / /3 CERT. NO. 7712 -4f To: KAI UN CONT. PROJECT RIMADA (NN LOCATION 1 9. t D9to / Q. "' J�� ( � BLDOP � ERMLT:N�. ll5 1 to /5 AvE.! : . O � � OWNER WEATHER /Y TEMP. AM AT PM w, A . 981Z5 S EAT r . V ENGINEER / y o? Uri ATTN: GF ARCH � ITECTT , � LG` rK3 /ND OC CONTRACTOR MI LAN (2) INSPECTION PERFORMED RESTEEUCONCRETE X RESTEEL ONLY X __, RESTEEUMASONRY — STR.STANELDING t•L- OTHER STR.STIBOLTING (3) ITEMS INSPECTED — FOUNDATIONS y TI _ FOOTINGS A. SLAB f _ l . _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS BEAMS — — LOCATION (AREAS) 1 & 1 AT ' - r/o - OONCRETEIMASONRY MIX NO DESIGN STRENGTH (Pc) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT ( %) SEE CYLINDER REPORT NO. YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. . �_ — REMARKS* GV &g- n' cJO{ ✓ f-/ . KG/775/51.- Tnv[ v, TF /V.,O NOTED 1..6r/m4N5 Ciro ar OW Mk CCM 17.5 VP S� iriAt COPIES TO: ek /ZL1 " ' CL EFFAA . Revised 12197 INSPECTOR: FIELD REPS R SIGNED: RECEIVED APR 1 4 MP COMMUNITY LIEVZLOPMEN -f CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 90 3-1 3 -19 7 lok « 9.0000 3 , A 9036 -- 4 -q act a 5 /5 77c 9c y P7O 4 e1 v3(0 44 28' /y‘ oee 0 / DATE 3 -/(77 -c& CERT. NO. 9 t PROJECT n '.., LOCATION k it P OLD , 13 S:t /' , - 1 v e-w ∎ lc) .- PEFPAIT - NO. OWNER t iER --- i `'� C� l� CI `''� TEMP . AT AM AT P M ENGINEER ` ` Cr 2vvc e ARCHITECT l CONTRACTOR TRUCK SAMPLED b 3 TRUCK TICKET NO2?7 / MIX NO. 3 .. ° v TIME SLUMP ASTM C -143 ° /O AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR i sv 3 3 /y -- — 5 YL Lio '3 7 ! -- TOTAL a 5 BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT S/ 7 S A, / L, 51 • WATER o 4 9 /6 S TOTAL a 5 T CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 TO • k L t1 et, VI SAC vl 1 1 Rut. S. THE FOLLOWING WAS NOTED: S Fa`1�.� ATTN• FIELD TEST DATA TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE PRODUCERS: CONCRETE AEA aGVI . vq7 AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 /.o /. TEST METHOD COPIES TO • 4' 060 .-� -EL, �L, 4'/5 COMPRESSIVE STRENGTH ASTM C -1231 C ❑ ASTM C -617 SIGNED' a�7tn•ttttrSt77^ {�ll.+!�F:x ;: tr.. i' X .SR1:^,�'a &?i%Ty>.�:` "'YiS:.Srr FIELD REPORT Es' No. 4 } CEMENT CU. YARDS PLACED 31919 SAMPLING IN ACCORDANCE W TH e- APPLICABLE CODES & SPECS ADMIX CAC12 % DESIGN STRENGTH 3000 '( p� ') LACEMENTAREA& NOTES I.c 9G v' DC Ci / !'Vl �C k p/G Cf d k t D�rK at_ nL 1 • y RECD!" r' r) APR 1 1998 C M "' LI tq.le LJ E 1 INSPECTOR: U(..-3( • ' t etA t� CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 977 9 `t 4 -14 7 bXlZ AT AT I 18135 q/HO k9- 174. ARCHITECT CAEN& MD /f9JOC,. s - S 7 CONTRACTOR Mr UN 476 s 5 7-8 �` F 7 /X' -O eo /I A- 47e z y • -� 97 ` 92oo 35;2e) /7 4 4 DATE' IKO My APRIL 1118 CERT. NO. 9717L 1J SLUMP ASTM C -143 PROJECT r K AMfIDt !NN WEIGHT ASTM C -138 LOCATION CEMENT FACTOR BLDG. PER IT NO D 97CX 5 OWNER AIR WEATHER TEMP. AT AT AM PM MIN ENGINEER &MI6 RafeAT ' Z ARCHITECT CAEN& MD /f9JOC,. TOTAL CONTRACTOR Mr UN TRUCK SAMPLED 551 TRUCK TICKET NO. 775799 MIX NO 34W TIME SLUMP ASTM C -143 %AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR ASTM C1064 CONC AIR • CA. 10/8 WATER Z TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT b 11 FA. 1313 • CA. 10/8 WATER Z TOTAL THE FOLLOWING WAS NOTED: AEA 1" -6 COPIESITO : 4 l� REVISED • 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 )425) 823.9800 EVERETT 1425) 259.0617 TO• KAI uN CONT. 11511A I 5T AVE . N.E. fTTLZ - 1 . WA. 78125 ATTN: cONcFETE FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C•173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE 4 A PRODUCERS: CONCRETE LOW PLACEMENT AREA & NOTES L-CVEt r FT °M AD E4c.-- Jae. frcia COMPRESSIVE STRENGTH A STM C -1231 TEST METHOD -39 ❑ ASTM C -617 CEMENTTYF v < rnr wr . FIELD REPORT No, 075353 may r u -rtni Itx- ,.".11.1SW 7: S Y1 �� CU. YARDS PLACED 291 ��// ADMIX. WIC % CAC12 % DESIGN STRENGTH F3-1. APR 16 1999 COMMUNITY DEV - O?MviE N INSPECTOR' .--",`A- --",` 0 31391 SAMPLING IN ACCORDANCE W TH C 3 1 APPLICABLE CODES & SPECS R r) SIGNED. 1 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 17 't'7 4 -i 7 t XIZ IoVov 3790 19- 1 7 1 , 4 ENGINEER r p� CiY 1 & ! `�.J E J 9•S -S ZB CONTRACTOR MI UN 17 (.7 s -s Z8 47 i yf , >r C x 79y 269ao J ?/D 361,n ,1 ,4 97 lay 47 to DATETl,Z' C CERT. NO. PROJECT MI LOCATION �� -, 't006 139 T"' 1)77 PE NO. O OWNER WEATHER / TEMP. A AT A AM ENGINEER r p� CiY 1 & ! `�.J E J ARCHITECT �� MID • cli 1 ALT .4 ID l lifIC / CONTRACTOR MI UN YIELD CEMENT ASTM C-1064 ASTM C -143 ASTM C -138 FACTOR CONC AIR I7 ,,,, SA~ G8° 59" BATCH DATA FOR 1 CU. YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIGHTS CEMENT 61 1 FA. 1313 CA. 11518 WATER Z-12. TOTAL FIELD REPORT No. ID /S3, To. KAf UN COW /151M 19 -771 1'c1/E - 1t7 VIA. 981Z-5 ATTN: THE FOLLOWING WAS NOTED: TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE 4 /a REVISED • 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (A25) 259.0817 caYC1z FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C•231 OR ❑ VOLUME ASTM C -173 TEST METHOD COMPRESSIVE STRENGTH 12144STM C - 1231 d.-349 ASTM C -617 PRODUCERS: CONCRETE LONE E SI7(R CEMENT' (I L �+ SIGNED. 31392 SAMPLING IN ACCORDANCE W TH APPLICABLE CODES & SPECS. 3 7 CU. YARDS PLACED 7 1 AEA '- 6 ADMIX Y X. J< Z1 CAC12 % DESIGN STRENGTH l I • 9. 1 • PLACEMENT AREA & NOTES WW2-0 l f � 141E3 RECEIVED APR 1G 1998 CO M 11/itJN i Y DEVELOPMENT INSPECTORS COPIE TO • �! 4/46- 6 4 Chu BATCH DATA FOR 1 CU. YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIGHTS CEMENT 61 1 FA. 1313 CA. 11518 WATER Z-12. TOTAL FIELD REPORT No. ID /S3, To. KAf UN COW /151M 19 -771 1'c1/E - 1t7 VIA. 981Z-5 ATTN: THE FOLLOWING WAS NOTED: TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE 4 /a REVISED • 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (A25) 259.0817 caYC1z FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C•231 OR ❑ VOLUME ASTM C -173 TEST METHOD COMPRESSIVE STRENGTH 12144STM C - 1231 d.-349 ASTM C -617 PRODUCERS: CONCRETE LONE E SI7(R CEMENT' (I L �+ SIGNED. 31392 SAMPLING IN ACCORDANCE W TH APPLICABLE CODES & SPECS. 3 7 CU. YARDS PLACED 7 1 AEA '- 6 ADMIX Y X. J< Z1 CAC12 % DESIGN STRENGTH l I • 9. 1 • PLACEMENT AREA & NOTES WW2-0 l f � 141E3 RECEIVED APR 1G 1998 CO M 11/itJN i Y DEVELOPMENT INSPECTORS COPIE TO • �! 4/46- 6 4 Chu FIELD REPORT No. ID /S3, To. KAf UN COW /151M 19 -771 1'c1/E - 1t7 VIA. 981Z-5 ATTN: THE FOLLOWING WAS NOTED: TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE 4 /a REVISED • 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (A25) 259.0817 caYC1z FIELD TEST DATA AIR TEST METHOD: ❑ PRESSURE ASTM C•231 OR ❑ VOLUME ASTM C -173 TEST METHOD COMPRESSIVE STRENGTH 12144STM C - 1231 d.-349 ASTM C -617 PRODUCERS: CONCRETE LONE E SI7(R CEMENT' (I L �+ SIGNED. 31392 SAMPLING IN ACCORDANCE W TH APPLICABLE CODES & SPECS. 3 7 CU. YARDS PLACED 7 1 AEA '- 6 ADMIX Y X. J< Z1 CAC12 % DESIGN STRENGTH l I • 9. 1 • PLACEMENT AREA & NOTES WW2-0 l f � 141E3 RECEIVED APR 1G 1998 CO M 11/itJN i Y DEVELOPMENT INSPECTORS COPIE TO • �! 4/46- 6 4 Chu CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 97s k - 7 4 -14 7 bX1Z AT AT AM P M ENGINEER CsMORDbKT 68° 974,0 ARCHITECT �� �� ''nn Q CIV'1 i R �1D i iOC' . 5 - S zS q74/ s 5 7.8 ------A F7/4 o eo . 57(z - `G 7 (0) _I 97 C4 A P1R �� I L 7 111'8 c 97� 7- SLUMP ASTM C -143 PROJECT RAMI Dt INN WEIGHT ASTM C -138 LOCATION i- S L I39T)' CEMENT FACTOR T-F CONC AIR 0 . " EATHER TEMP. AT AT AM P M ENGINEER CsMORDbKT 68° 50° ARCHITECT �� �� ''nn Q CIV'1 i R �1D i iOC' . TOTAL CONTRACTOR U TRUCK SAMPLED 557 TRUCK TICKET NO. 775199 9 MIX NO. 34 30 TIME SLUMP ASTM C -143 %AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR ASTM C-1064 CONC AIR 0 . " ✓ CA. 1 078 68° 50° TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT hP 1 1 FA. 1313 CA. 1 078 WATER ZL4Z TOTAL CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 TO• KAl LIN CONT. 115 ISH AVE .N..E. TTLE WA. '73125 ATTN• THE FOLLOWING WAS NOTED: CmucFE7C FIELD TEST DATA oavlc=n _ 0)07 AIR TEST METHOD: ❑PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE 4 Is TEST METHOD 4 PRODUCERS: CONCRETES PLACEMENT AREA & NOTES WVE Z FT "MAD. COPIES TO • / ° 4/5 COMPRESSIVE STRENGTH CEMENT -✓ ,,w.+unnwe.n <•wwfwvua . n W. «.h ar.nvre :1 Mr FIELD REPORT No. 0 ❑ ASTM C -1231 ) ❑ ASTM C-617 SAMPLING IN ACCORDANCE W TH C -- 3 APPLICABLE CODES & SPECS s� WIC YARDS PLACED `91 AEA _ 1 . ADMIX W �� IC -Z' CAC12 % DESIGN STRENGTH ` - R P CEIVED A PR 16 1998 COMMUNITY DEVELC &MEN I INSPECTOR' SIGNED' 31391 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK l'74 s o1 -7 4 -'i 7 L XIZ AM PM ENGINEER L8° 5714, Octila per, ARCHITECT CHEW MID J 9CG. 4.S6 ZB CONTRACTOR Kr°II l•IN 17 67 s -S Z8 . 4-7 & `�G. -� '` 79 / t) air /D ,1 97 toi i7 lo DATET1. MO' APB 7, f998 _ CERT. NO. 97IZ '- 't1 SLUMP ASTM C•143 PROJECT RO TQA 'A/ LOCATION I'OD6 L3 ? TV YIELD CEMENT FACTOR BLDG;: PERMIT NO. z OWNER CONC AIR e WEATHE R - � yl � ff MIN TEMP. AT AT AM PM ENGINEER L8° 5 Octila per, ARCHITECT CHEW MID J 9CG. TOTAL CONTRACTOR Kr°II l•IN / 5Z-1 MIX NO./ TRUCK SAMPLED /- 41 TRUCK TICKET NO. 775Z-1, TIME SLUMP ASTM C•143 %AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR ASTM C-1064 CONC AIR 17. 5'.` CA. 11318 L8° 5 TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 6/1 FA. 1 313 - CA. 11318 WATER Zet Z ! Z TOTAL THE FOLLOWING WAS NOTED: oculeen _ 0/07 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 To . Mf UN CON`JI /15 -t6M 1 5 -771 . ?tTTW, tAl A. 98125 ATTN• cGrtcKETe FIELD TEST DATA AIR TEST METHOD: ❑PRESSURE ASTM C•231 OR ❑ VOLUME ASTM C•173 TYPE OF BREAK: (a) Cono (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COPIES 0 :.__L_ " `�' -4 /11�(. , COMPRESSIVE STRENGTH - • `.,.. ❑ ASTM C -1231 TEST METHOD ❑ASTM C•617 APPLICABL CODS &SECS TH (,,� SAMPLE P/U DATE i le PRODUCERS: CONCRETE 1--I/NE' ,� � -/ p 1 I kK CEMENT 1 AEA I- - ��AD�,MMI7X I ZI CAC12 % DESIGN STRENGTH � I • p 1• I PLACEMENT AREA & NOTES 1 --EVE _ f P.T. ',LID • CU. YARDS PLACED 7 AI R COMMUNi 1Y DFVEL INSPECT 31392 • RECEIVED CASCADE TESTII LABORATORY, INC. TESTING & INSPECTION ENGINEERS 12919 N.E. 126TH PLACE 98034 T KIRKLAND, WASHINGTON EVERETT To: KAI LIN CON 'T 1151(A 15THAV PJE � E TTW 981 Z5 (425) 823 -9800 (425) 259-0817 ATTN: (2) INSPECTION PERFORMED RESTEEUCONCRETE RESTEEUMASONRY x HDZA OTHER / A- 8" _ RESTEEL ONLY _ STR.STIWELDING STR.ST /BOLTING CONCRETE/MASONRY MIX NO • .41-5 ° SUPPLIER LONE 1° ,170. SLUMP (INCHES) . AIR CONTENT ( %) ` • bO DATE TU VAY CERT. NO. APRIL 7199E PROJECT icht/M)1 r r LOCATION 3 T BLDG-PERMIT ( 77 GbSZ �� AAT �� HER _ K A/N OWNEF TEMP. AT AT AM PM ENGINEER c I& IKC)f E m/.2, ARCHITECT CI EN WD A X. CONTRACTOR MI LIN (3) ITEMS INSPECTED X_ FOOTINGS _ AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS SLAB ► . ` . COLUMNS — WALLS — BEAMS ( LOCATION (AREAS) L .1i �I G-r�' s ('T/(, '50' OF WOnT R5mt N/Na FTG FOR -`>✓` WALL . DESIGN STRENGTH ( t'c ) " P.•• 1. TOTAL CU. YD. PLACED Z / p 1 SPECIMENS CAST .L_'7 1 ' � X 17— SEE CYLINDER REPORT NO 131 • YES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO REMARKS: CON TRACT!R. ADDED W/ITEK AT J0f5 'I 1 � , M IANIUL&Y V4E_L. VI f,KATED M_D( PZ.ACeD FtDzA A .f3. A9 fEIS PLM1�.TFi�/013 �1lPT. aUE - D G)LWIJ MDNCW 4 AT 6 /IAA .. &Y ICHEIV K, Gi TY OF 7UJKWIL ' E,w.De. IltIFECIZiR AT SITE_ JUUAkJ LI U PIED. CHEC-J DJ _ S OIL A? OKAY PRD/IOU '2 LY. PHONED J UUAN 11VG 90° WALL. DOI4R., T IW TIED TO NcIIZ . hTIFEL PITCH NE ,A1D W 'J OKAY: NOT E TYPICAL RETAININC7 WAUJ fWfl0N L1U AND Ao,00,. ITT - „CT. L. I , , INSP E CTOR: COPIES T : E / � -- 4- FIELD R �.. �n ? �z �) 19V 1/15 Reviaod 12/97 SIGNED. PREVIOUS REPORT No. No.095353 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK pi?' 3 " ig -78 aJ - 7 6 '$ I. II 35" /00$00 3570 . f 7t `/ 't3 - ')--5 Ina yS'S o �i.72 y•- /, / '7-8 N7.256 .5311) A DATE 3 l'8 -S$ CERT, NO. `flL) Ll 1 PROJECT RA WM A) D � n1 LOCATION 4 006 _S.1_ 3 e1 BLDG RERFTIT N0. / T -0 o5 OWNER WEATHER �" - 6I..60Dy TEMP. 4 i 6 AT 1 3 o `J / AT PM ENGINEER C - t ' 6- i A----' ARCHITECT a/ CONTRACTPpR TRUCK SAMPLED 1 1 2-•+ TRUCK TICKET NO. 7 ? 8 at --)' MIX NO. 3 L 10 TIME SLUMP ASTM C -143 % AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR ASTM C1064 CONC AIR 73 y 1 CA. II 35" 6 1c ii lic TOTAL BATCH DATA FOR 1 CU. YARD DESIGN EIGHTS % MOIST ADJUSTED WEIGHTS CEMENT [ J 1 FA. I ZSC • CA. II 35" WATER 9-- SV TOTAL TO• ) <A; t "; 1 •_ ATTN• THE FOLLOWING WAS NOTED: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (A25) 823.9800 EVERETT TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE °VISED . 9/97 AIR TEST METHOD: ❑ PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 FIELD TEST DATA PRODUCERS: CONCRETE 4 o N6. Sze &_ AEA 3 ADMIX PLACEMENT AREA & NOTES L iz - 4 COPIE TO • a6 • �I/l.� • 3 4/i CAC12 (425) 259.0817 COMPRESSIVE STRENGTH FIELD REPORT No. O S 3 31664 4 ASTM C -1231 TEST METHOD a -s/ ASTM C-617 CEMENT CU. YARDS PLACED SAMPLING IN ACCORDANCE W TH APPLICABLE CODES & SPECS ( ?r % DESIGN STRENGTH 3(20 0R/ 3* WA L. , 3 4 0 6 1 RECEIVED INSPECTOR' / 1'C -A- -a L 4 ior 1- lc) COMMUN i Y fFVELOPMENT SIGNED. "ice-" v (, ■ L. CASCADE TESTIS°. LABORATORY, INC. ww TESTING & INSPECTION / ENGINEERS PREVIOUS 0 9 5 2 2 7 12919 N.E. 126TH PLACE REPORT No. No KIRKLAND, WASHINGTON 95034 (425) 823 - 9800 EVERETT (425) 259 -0817 y py�b DATE T/ / U l�./L /� \Y AMU_ Z3 199s CERT. N ?7rz - 9 - 1 TO: 16 L/A1 CONST_ PROJECT i RAMADA INN LOCATION I DO& 7. 139' T " 1151-6 A 15TH AVE . N . . L..-. HEWN . D 97a05Z SEATTLE, WA . 9 V I Z.5 "'SWAT gA IN AT AM TEMP. AT PM ENGINEER C,RAJL3 ROBLIKT5 ATTN. ARCHITECT AND � d A �y C D CC. . CONTRACTOR FPcI LIN (2) INSPECTION PERFORMED _ RESTEEL/CONCRETE X_ RESTEEL ONLY _ RESTEEUMMA STR.STIWELDING A. OTHER / ■ ` Lt' N `v — STR.ST/BOLTING (3) ITEMS INSPECTED FOUNDATIONS FOOTINGS SLAB _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS BEAMS —. (4) (AREAS) 1 � T FWD V � TUL' vI AL S CONCRETE/MASONRY MIX NO. DESIGN STRENGTH (Pc) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT ( %) SEE CYLINDER REPORT NO. A YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ _ REMARKS: NOTE 1 ^f, 78 4-NOS. DETAIL e RESTEEL. - OW AS PER DETAIL .PUT E3OT TE7V\ MAT NEEDS TD 8E CHAI KEU UP DPP FDKM FL1?& EN - EKON P6 5 UEAK W/'L.L NAUUN& CHECKED OKAY AS R EXCEPT A'T BELL G . cs OUTlhWE91 CORNER MICR /VDT NAILED, COPIES TO: 0..Aeut 19107 44130 - ; z- s,o FIE D RE! QRT (� • CASCADE TESTA, LABORATORY, INC. 095217 TESTING & INSPECTION / ENGINEERS PREVIOUS 12 919 N.E. 126TH PLACE REPORT No. NO. KIRKLAND. WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 -0817 DATE 1 Y APRIL.- 16 1998 CERT. NO. 9 71 Z'41 : ! LI /V GDNS� TO: PROJECT J RAMACK INN LOCATION � oo� �. i _? C I /5 ! TN J AVE .P, O -� 0 Y 70t�5Z � OWNER _WEATHER . -- TEMP. AT AM G� WA. 4 J WA. 18IZ5 cL AT PM , E cr./olio. NGIINEEER p�py I WL./ - AN ARCHITECT �1 CHON r� AND A,OC_.... CONTRACTOR t Ai U N (2) INSPECTION PERFORMED RESTEEUCONCRETE _ RESTEEL ONLY _ RESTEEUMASONRY _ STR.ST/WELDING OTHER STR.ST /BOLTING (3) ITEMS INSPECTED — FOUNDATIONS FOOTINGS _ SLAB _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS BEAMS -- — — ( LOCATION AREAS) SAL. 'NNW OF WW1 1PE T7A/N1 Na" w,ti PTV. ( CONCRETE/MASONRY MIX NO. 3 DESIGN STRENGTH (I'�, 3 , r�10 1 . 7. SUPPLIER L-07\I .7" TOTAL CU. YD. PLACEED \Z. -7-- ------ Y SLUMP (INCHES) I' L SPECIMENS CAST l . !O Xi Z. AIR CONTENT ( %) SEE CYLINDER REPORT NO. 3139 X YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ _ COPIES TO: E ,L -(` Lt i •� 4 Revised 12/97 INSPECTOR: REMARKS: CONTRACT ADM? W/ 1 1 [ T AT JOL J l 1 1../ Mtr.HANIC LLJ V Kft W M 1X . Rl yT Z. OKAY AT T�f� APSOVL NO OP LOC,TI ULIAN LI 1) PItD. TYPICAL/ NINO WALL, L k : P r I;= i a, v OK w : 199c CU)w(V(UNI I Y DEVELOPMENT F1 EM REP PfRT SIGNED' i" Z/Z?:(Z/ ` T CASCADE TESTII.. 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AT AT AM PM RAIN ENGINEER EERR 5h° (-,' t Ct1A-i- i& 6M I ARCHITECT CeDVCC AND A SSC. CONTRACTOR �A MJ I—JAI • TRUCK SAMPLED DLL TRUCK TICKET NO.771 MIX NO3 - 0 TIME SLUMP ASTM C-143 , UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR FACTOR TEMP. ASTM C -1064 CONC AIR 5 R 4" CA. !BID 5h° 41° TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 517 FA. i'sl . CA. !BID WATER Z67 TOTAL TO' / V I LJN V - CONS T: - 115 1 5" T" SEJITTi..� Wk. •8/Z6 ATTN. THE FOLLOWING WAS NOTED: AIR TEST METHOD: ❑PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE 3/10 PRODUCERS: CONCRETELONV AEA 3.88 ADMIX PLACEMENT AREA & NOTES SO OT H COPTS TO • REVISED • 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 CLONCRTE FIELD TEST DATA L "L, COMPRESSIVE STRENGTH TEST METHOD t-31 CEMENT TYPC z ❑ ASTM C -1231 ❑ ASTM C -617 FIELD REPORT No. 095 1 1: eti�^+' n; xMa^ ar: av ;! eRYSYI' b`,' h'. 0.1: g'( �. J.::��:. ° ^5?�.c�id�N.r�� r ..: ° .. 31359 SAMPLING IN ACCORDANCE W TH L_31 APPLICABLE CODES & SPECS CU. YARDS PLACED Z7 CAC12 % DESIGN STRENGTH , Q' �T/tIK INTERIOR_ WALL 5fr F ( . � SIGNED' APR 0 9 1998 COMMUNITY DEVELOPMENT CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 3, 7 V 3 -19-7s 3 4l7 7 6 t2— L l Q 3 S loo e00 357o 4 fr7� i 4' Y3 - )--8 61,00ty ENGINEER J C � 1- Ad//1--- f/ 72. 9-/,,' '?--8 CONTRACT R ' / I(A L>` DATE IS CERT. NO. SLUMP ASTM C -143 % AIR JECT PRO KAm (mil fl D �� YIELD CEMENT FACTOR ! LOCATION 4 006 G 5, `3 CONC AIR 730 ` BLD ,- PEIVMITNO. 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TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (42S) 823.9800 EVERETT (425) 259.0817 ))A; L i THE FOLLOWING WAS NOTED: COMMUNITY 0E1/I P W: AIR TEST METHOD: OPRESSURE ASTM C -231 OR O VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear PRODUCERS: CONCRETE RECEIVED MAR 31 1999 COPIE TO • ,e5ao 0 ._..,. �,..,.... ,.,...� ... .............�..,.... ,...• «....,,..,.,u o..,,r� .. �.,ww ..,,.,++.«.,. �....«, �.,>.,. nrrsw .e�sMenaks�upYUi�+'�:.2't ° _t, 7 i"'�! COMPRESSIVE STRENGTH ASTM C -1231 TEST METHOD C s9 ASTM C -617 INSPECTOR: FIELD REPORT No. O 1 S 3 O N6. 5 ?1l CEMENT CU. YARDS PLACED 31664 SAMPLING IN ACCORDANCE W TH APPLICABLE CODES & SPECS K ?/ AEA 3 • ADMIX CAC12 % DESIGN STRENGTH 300 oRUP 14 � 5 PLACEMENT AREA & NOTES do L 3* t 7-. W A L- L, A 3 4 o l SIGNED. ..�..r...�� eff COPIES TO: 1 FORM NO. 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I � AM PM � / 674,x r / ENGINEER 1 ( ��• ATTN ARCHITECT v/ I n S /'TT 104 . CONTRACTOR / f 4, , Cl. (2) INSPECTION PERFORMED RESTEEUCONCRETE =L- RESTEE Y _. RESTEEUMASONRY _ STR.ST/WELDING OTHER — STR.ST /BOLTING ( ITEMS INSPECTED — FOOTINGS !., AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS _ SLAB _ COLUMNS k WALLS — BEAMS --- ( L O CATION AREAS) (,plc t/ LOCATION 1 ' 1i r. 11 /r 11 Ii ..1 -/LS �F ■ J Ci 4 /� a r t� • -'-" 377 1 .a.. ,,n E t iv 3, 5 c✓e. -/l R-E,... 1 r-Dim a lti A ( Lg) cdo„ / n z ./7 f, E S £- t, E? V ff S lie 1/2 l 1 CONCRETE/M SUPPLIER SONRY MIX NO SIGN STRENGT (Pc) ANEW OTAL CU. YD. P CED SLUMP CHES) AIR • NTENT Ai_ SPECIMENS ST VA) SEE CYLIN ER REPORT N ,� NO i _.ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO - YES _ COPIES TO: 1 FORM NO. CTL•89.1 SIGNED: REMARKS: Ri.1G/ Qr (Aral is GfM.Qr1.- 6 wall saa_ctQLt } dL'I - is „� 1 ` Il Sw h. es/c:I R 1 I. �Ur x..- '�U L t., , 1. � c / S/ v p F ►. viS L d citkas k. flk,o, CD p bv, i s 1 a. f A E-76.15 0 L- i GNU J . LIO tm-G.�. is 2 c It l,V yn nS . hs ea. c,'�,- U�.. Si 41.• �r %►.� C' 01W-14-Al CE-L•41- > fU 1)1. J! It L V. G o u A 1 �•lnrArn c1: s a-. c s�AL , 10wL1 O ro_cu,v, t r 1 t t £.h`L t r dvr. o k ks P is P d l� t S' e6 h `)rAciu r ,,,,N, 1\ haw. r c chi 6 Ctr\Ct £.l ockete,A..2vrt. INSP v \ t/�. /-•� FIELD REPORT CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 74(.05 t -2-9-,8 Z -s BL R NO. .1,3,9a o y s' G\,c t z.. OWNER 2for° 33ov /1 E WEATHER TEMP. 1.1 So AT oo PM u p 'SNIf(Jr ENGINEER 74 2 2U 2,2 CONTRACTOR DATE t -)%q -98 TIME CERT. NO. 9711.-9,1 Jfl % AIR WE UNIT GHT ASTM C -138 PROJECT >A ( i \ D f L LOCATION yo 1 35 vU CONC AIR v00 BL R NO. .1,3,9a o y s' CA. OWNER 6a E WEATHER TEMP. 1.1 So AT oo PM u p 'SNIf(Jr ENGINEER ARCHITECT CONTRACTOR TRUCK SAMPLED O 3 7� TRUCK TICKET NO. 7 I 2 3 MIX NO. D--a D TIME SLUMP ASTM C -143 % AIR WE UNIT GHT ASTM C -138 YIELD CEMENT FACTOR ASTM C1064 CONC AIR v00 s« CA. 1 8 So 6a 51 TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT SI 7 FA. PIS / CA. 1 8 So WATER ;...(4 1 TOTAL .. :I!:C«'`".r ,;. { %.7':�f:y'Jk;�:t:,t r ° : far: a .r ,•::t•ixar:.r. _. ....,.,. .. ... *e9'. ..�,. .,y...�n?s °t �,r,.a,�sr .... �, w�ws�r. , aacw•pw_w«.;yrY.r , ?*:rgn+:a^'M1 T I I TO• I� A ■ L.; ATTN• THE FOLLOWING WAS NOTED: TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE PRODUCERS: CONCRETE L, S'7-p IL, AEA ADMIX CAC12 PLACEMENT AREA & NOTES W 4 L L 5 COPIES TO' / w " D 711 _ REVISED - 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 FIELD TEST DATA CEMENT AIR TEST METHOD: OPRESSURE ASTM C -231 OR 0 VOLUME ASTM C -173 COMPRESSIVE STRENGTH FIELD REPORT No. C PI 5 O ASTM C -1231 TEST METHOD C- o ASTM C -617 APPLICABLE CODES & SPECS INSPECTOR' SIGNED' CU. YARDS PLACED DESIGN STRENGTH 36)00 Z$ DA yJ 31657 COPIES TO: ea. I _ /5/) rneu JA r•.TI aaI CASCADE TESTIL LABORATORY, INC. TESTING & INSPECTION / ENGINEERS _ d5:ri::L�r'•tV2�C%' �:].-... �xl �'.. ..':X ?, ..M1. ji,`r. T TO: EVERETT G t ., (0 (206) 823-9800 (206)259.0817 ATTN: (2) INSPECTION PERFORMED RESTEEUCONCRETE _ RESTEEUMASONRY — OTHER _ RESTEEL ONLY STR.ST/WELDING — STR.ST /BOLTING CONCRETE/MASONRY SUPPLIER MIX NO. :13° /72_0 0 DATA // g I CERT. / PfIkKCT A I'J•1A 2-7`43 LOCATION 4't 0 G - 72>4'..d/ 6 6 /3 7 � lc f-vL BLDG. PERMIT NO. X99 - vus >_ MAT ER (..z ,i; y 3 C[ A" 1Z'/4 OWNER TEMP. AT AT AM PM ENGINEER ARCHITECT CONTRACTOR (3) ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS — SLAB _ AUGER CAST PILES ) (COLUMNS — DRILLED PIERS . WALLS — BEAMS ( LOCATION (AREAS) ci0 / y � G fa tax )0 m, . �'n h Q /:., 1.7 , /, S; F J re ,2 • %�W G C. Z1ity `, J/ c 4-74E3 ,1-6 e / -./ /f �,•� (..� -e j �.>C: ' +. L , , j . v., 9. i t 4 &qu i/ a r c .S 0 I 77•.. 0 4. I3 . 2, no Gi`,•„r q 5 • AI, l 7 c, D r Tom, v, ) 2 As G= DESIGN STRENGTH (Pc) TOTAL CU. YD. PLACED SPECIMENS CAST -r? r' 7? c. J 0 X%2 fr SEE CYLINDER REPORT NO ■TC) O C 0 /2 ttA SLUMP (INCHES) AIR CONTENT ( %) YES NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. 124..1 xoJ y PREVIOUS 12919 N.E. 126TH PLACE REPORT No. KIRKLAND. WASHINGTON 98034 No, 94328 REMARKS' `S7 / / h Cc) l orh rl r .�-P , /O. ( �/ d ,i.4� c - G+ � . / / . co r ,p,„ rc2 ' J - LP C, ' Lo r/ / ( ? ° /7 44'4' / 'K t >�p �T� / r1 . / 2) 7"1 AA-s) (F Clams -i .!• D 66 -41. • V/ 4ea . 'INSPECTO FIELD P SIGNED' 4Th • C c4 til L KIRKLAND, CASCADE TESTIIk.,.. LABORATORY, INC. A•.- TESTING & INSPECTION / ENGINEERS PREVIOUS 9 4 3 3 0 1 2919 N.E. 126TH PLACE REPORT No. No. WASHINGTON 98034 (206) 823.9800 EVERETT (206) 259-0817 DATE CER . NO. TO: * � ' " / /'*) C�5r ✓.J�r1 1c4i ,y JECT 4, , o4 d LOCATION �J. / 647 (/, /3/7 / u/<),'/ OLDG. 3 EAAtLttNO OWNER TH CSlevG4 a TEMP. AT / / %13 V AT PM ENGINEER ATTN• ARCHITECT CONTRACTOR (2) INSPECTION PERFORMED K RESTEEUCONCRETE RESTEEL ONLY _ RESTEEUMASONRY STR.STIWELDING — OTHER STR,STIBOLTING (3) ITEMS INSPECTED — FOUNDATIONS 2 FOOTINGS X SLAB _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS WALLS BEAMS — — (4) S /A. -7 I?/OT,4JCr t- ! fE tA. t-fV . '3 �%Cr . () c..„..(2,0 ' % 1,0 0 LOCATION (AREAS) 4 3 n 4;►�• f'., 1r. ?iD 4. r - 4.-,, P 0 l , L, J 2 A I'n.a l G- y C. E ( ?) I CONCRETE/MASONRY MIX NO. 3 cP 0 0 DESIGN STRENGTH (f'c) l 0 0 SUPPLIER / O')+O Sfa.tt TOTAL CU. YD. PLACED /7 SLUMP (INCHES) // SPECIMENS CAST ( ® 62-7.-...2- �7� /' AIR CONTENT ( %) SEE CYLINDER REPORT NO ..,? 0 0 6 4- YE S NO INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ITEMS .•' "�'_.,c_._... . - +,.-. __..:'F r• n ; _...._. ._... .._., ._ _..,' =. �.:,. . , .... �, ..., ua. ,. ,...T- r_nr,:c:;," T'. c✓ Knx•, bkea• r_ yrvrrr' nv. tk!*. 3^ Y�l:#, ":'_�_y.�tj�W�!'7"Sr^+",�*:_� "! REMARKS: h 7 / r Q•1 . c » � L�`•z C 41/4 c r "1,e.n s . G Leh .5- /' ZQO/ C✓ /!// J YG. 2i CC..e2 C aSl.1n INSPECT . FIELD REP SIGNED' CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZ. AREA (SQ, IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 'Sm.- 0z-/ 1 -25 - 7 6 k / iow° 371 p A-• s OZZ3 3 -16 2 CiZZq 3 t6 2 v DATE > /8 -,e C CE ^ PR d CT � TRUCK SAMPLED / t33 TRUCK TICKET NO 7 23 03 s" MIX NO. 32 g SLUMP UNIT CEMENT TEMP. TIME ASTM C -143 % AIR WEIGHT YIELD FACTOR ASTM C -1064 ASTM C -138 CONC AIR /06 6 �6 7 '5 BATCH DATA FOR 1 CU. YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIGHTS CEMENT S7 7 FA. fy./ CA. , ,50 WATER 26 7 TOTAL T THE FOLLOWING WAS NOTED: SAMPLE P/U DATE . TO• 141 u �r fGC. G?� /1 /h FIELD TEST DATA CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT 1425) 259.0817 ATTN• AIR TEST METHOD: 0PRESSURE ASTM C -231 OR 0 VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COMPRESSIVE STRENGTH PRODUCERS: CONCRETE Atv CEMENT 7 / / s- CU. YARDS PLACED l " AEA ADMIX CAC12 9/0 DESIGN STRENGTH PLACEMENT AREA & NOTES P -0 �• / cc. a 6 s4.1 f o !G s - COPIES TO • 41 - 6 * 'd 07) FIELD REPORT No. INSPECT a,- .vu anrr+x�e•au trFis7.t 9 0 C c. 5 30066 • ❑ ASTM C -1231 TEST METHOD 39 ASTM C•617 APPLICABLE CODES & SPECS TH e _ t BATCH DATA FOR 1 CU. YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIGHTS CEMENT S7 7 FA. fy./ CA. , ,50 WATER 26 7 TOTAL T THE FOLLOWING WAS NOTED: SAMPLE P/U DATE . TO• 141 u �r fGC. G?� /1 /h FIELD TEST DATA CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT 1425) 259.0817 ATTN• AIR TEST METHOD: 0PRESSURE ASTM C -231 OR 0 VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COMPRESSIVE STRENGTH PRODUCERS: CONCRETE Atv CEMENT 7 / / s- CU. YARDS PLACED l " AEA ADMIX CAC12 9/0 DESIGN STRENGTH PLACEMENT AREA & NOTES P -0 �• / cc. a 6 s4.1 f o !G s - COPIES TO • 41 - 6 * 'd 07) FIELD REPORT No. INSPECT a,- .vu anrr+x�e•au trFis7.t 9 0 C c. 5 30066 • ❑ ASTM C -1231 TEST METHOD 39 ASTM C•617 APPLICABLE CODES & SPECS TH e _ t T THE FOLLOWING WAS NOTED: SAMPLE P/U DATE . TO• 141 u �r fGC. G?� /1 /h FIELD TEST DATA CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT 1425) 259.0817 ATTN• AIR TEST METHOD: 0PRESSURE ASTM C -231 OR 0 VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COMPRESSIVE STRENGTH PRODUCERS: CONCRETE Atv CEMENT 7 / / s- CU. YARDS PLACED l " AEA ADMIX CAC12 9/0 DESIGN STRENGTH PLACEMENT AREA & NOTES P -0 �• / cc. a 6 s4.1 f o !G s - COPIES TO • 41 - 6 * 'd 07) FIELD REPORT No. INSPECT a,- .vu anrr+x�e•au trFis7.t 9 0 C c. 5 30066 • ❑ ASTM C -1231 TEST METHOD 39 ASTM C•617 APPLICABLE CODES & SPECS TH e _ t CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 74(7% I — erg - S B 2 - -s - 7 t z. WEATHER �Gau py —S'/►YtJ 2." 3jov ,4 740 1 2- -),2, TOTAL )39 'o /9A 7470 1. 2 216 al /37 yez;v *.` DATE TIME CERT. NO. % AIR PROJEC NAM RDA L4 .v CEMENT FACTOR LOCATION y otC , €.56. 1 35 1,11 CONC BLDG. PERMIT NO. A 97 0 y 1 OWNER . WEATHER �Gau py —S'/►YtJ ! 8 So TEMP. aQ AT �i00 PM ENGINEER �(4 1 ARCHITECT TOTAL CONTRACTOR TRUCK SAMPLED b 3 )— . TRUCK TICKET NO. 76 I '? 3 MIX NO. 3 a-a a TIME SLUMP ASTM C•143 % AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR 1 . CA. ! 8 So WATER �(4 1 TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 5/7 FA. ! '1S 1 . CA. ! 8 So WATER �(4 1 TOTAL • 4(fi;:S•1 i:,= , iS.r • { rw nra,. ...,w enwu.4'+ +Y r n: �ror.+: r, r..., r a•+ «:r.,w >rv.wr+n��u;•r a 1. 1.wr ourw1" T THE FOLLOWING WAS NOTED: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 TO. 1 A A L; 1_ i s C A 1,J , 9 8 ATTN. FIELD TEST DATA AIR TEST METHOD: O PRESSURE ASTM C•231 OR ❑ VOLUME ASTM C•173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear l SAMPLE PM DATE i.go PRODUCERS: CONCRETE L, COMPRESSIVE STRENGTH C -35 TEST METHOD CEMENT ❑ ASTM C -1231 ❑ ASTM C -617 FIELD REPORT No. / X. S �M ».c+s�stN1K5" r:r.4rh ?n 31657 SAMPLING IN ACCORDANCE W Tt APPLICABLE CODES & SPECS CU. YARDS PLACED AEA ADMIX CAC12 DESIGN STRENGTH 3000 114 Y.7 PLACEMENT AREA & NOTES W4 L LS COPIES TO 7� - ' 4 c9fori SIGNED•_. /'' INSPECTOR' �� (C DA qw,A- vt PROJECT / ,rtA /, TA LOCATION 0 }DD6 S 44 �� .tr�/C4 BL PERMIT NO. I OWNER WEATHER TEMP. AT AT AM PM ENGINEER ARCHITECT 4 () CONTRACTOR ni< y ;k12;1S$,:•cti ::+ } 'u» ; 7: mw m ry r+. wnw.e«e. •a.v n.i.a• wv. w i +r «. o » s vi ev m urv.» .i .e w nvt ° k" 0f'" s rn .u* OOK 14t1L ATP ?X • CASCADE TESTI... ., LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (206) 823 - 9800 EVERETT (206) 259-0817 TO• / A/ h L.Or'pD 4. r1% COPIES TO. l// • - 7 ATTN• i i AS REQUESTED BY THE FOLLOWING WAS NOTED: � /c1 Cra/' 1 4 42--4 ( e?-4Q �. . v /1-i1 / /d d S' i 1 t (� cZ4 d /` Y d 7'7"*..) 7; Th �' -omits k / tied .i'ti" s A- , ' ∎C -P/ /. 1, 1 R S A ff, INSPECTOR: PREVIOUS REPORT No. i� �1,� lG G %cz . / h No. FIELD REP OR / SIGNED' 62681 7 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 1 a - „ - yg 2 -Ind 7 6 K 12- 4No i5 '1q IS "31( A r I Woo 6380 A- 190 q i '-11 ./r I7$,g50 6 3& t DATE ` /i - r G CERT. NO 7 . /2+ 1/ SLUMP ASTM C -143 PRO CT WEIGHT ASTM C -138 LOCATIO yoo` cS a M 7,*(... /A ( CEMENT FACTOR BLDG. J 2 , OWNER CONC WEATHER TEMP. AT AT AM PM M ENGINEER "3 /' �- ARCHITECT CONTRACTOR 19 TRUCK SAMPLED 0.2 S. TRUCK TICKET NO. 7 7 Y ty MIX NO.3.20 o TIME SLUMP ASTM C -143 %AIR WEIGHT ASTM C -138 YIELD CEMENT FACTOR ASTM C-1064 CONC AIR /.'2o ( S /t ,, CA. "3 /' �- er 19 TOTAL BATCH DATA FOR 1 CU. YARD DESIGN % MOIST ADJUSTED WEIGHTS CEMENT / WEIGHTS 6 erzS"f" FA. —' CA. "3 /' �- WATER TOTAL v .'Wi�K�4 i }'a v � +} �u1�Yl ij!}.' �.. t .f . rrNrn i n. r�tir...s nr HaM+. +.+ .rrtv+vr..�.nrYf...•�•vrv`..]+� Hwn:. WlrH TO THE FOLLOWING WAS NOTED: REVISED . 9/97 ?V? , / C ALt7 , '.041" FIELD TEST DATA CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 9803♦ (425) 823.9800 EVERETT (425) 259.0817 ATTN • AIR TEST METHOD: ❑ PRESSURE ASTM C•231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SET -0.1_ PLACEMENT AREA & NOTES YCr+►- C/) n COMPRESSIVE STRENGTH FIELD REPORT qY 3 !e REPO No. c7 INSPECTO 30060 -7� ❑ ASTM C -1231 TEST METHOD . T I 0 ASTM C•617 APPLICABLE CODES R & SPECS TH C .� 1 SAMPLE P/U DATE / PRODUCERS: CONCRETE � -7- -7- T CEMENT � CU. YARDS PLACED �° CAC12 % DESIGN STRENGTH y0 v b C '" 1 - J La,C COPIES TO : au' eV SIGNED' CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 1 0 1- /f-y8 24 7 6 X/ L ARCHITECT / fi52a* 4430 12i 3-(1 1r 14,6 .137v A i 422 3- it 4- 13)acn 4.q10 A- DATE C CERT. NO. PRO1CT A rrla aft, L i LOCATION 4 006 v idf , , 7ot..,A 6.- .>, BLDG. PERMIT NO. O WEATHER T TEMP. AT A AM ENGINEER ��; X ARCHITECT / CONTRACTOR YIELD CEMENT ASTM C1064 ASTM C -143 ASTM C -138 FACTOR CONC AIR A :30 .P %y'' 6 5'",S"Y BATCH DATA FOR 1 CU. YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIGHTS CEMENT S: rs 4 FA. Ge --14L 1 / 4 Ay CA. 34, " "4.4 WATER TOTAL T TO: ATTN THE FOLLOWING WAS NOTED: TYPE OF BREAK: (a) Cone COPIES/T� SAMPLE Pill DATE Dm/M=11.0/07 2 li L ...- ....,w- v -,u�,, ,.�..: ,a.. -. n,wu,. -.w, w..:ur-'uh rf:v „r .. .,�.r.,,raa rv.•:.,tw1'?'t;:; s^.'f CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 FIELD TEST DATA r•�';:;: AIR TEST METHOD: 0 PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear TEST METHOD COMPRESSIVE STRENGTH FIELD q� g REPORT No. ❑ ASTM C -1231 ❑ ASTM C -617 • 30061 SAMPLING IN ACCORDANCE WITH C APPLICABLE CODES & SPECS PRODUCERS: CONCRETE LAP ■7 CEMENT CU. YARDS PLACED (r ....., / ".- AEA ��.IIAD CAC12 9fi DESIGN STRENGTH ,�d O 0 PLACEMENT AREA & NOTES W/U L- ( ,4 71e C ?.e.s/.f aP 2 -. 4 + -. SIGNED. BATCH DATA FOR 1 CU. YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIGHTS CEMENT S: rs 4 FA. Ge --14L 1 / 4 Ay CA. 34, " "4.4 WATER TOTAL T TO: ATTN THE FOLLOWING WAS NOTED: TYPE OF BREAK: (a) Cone COPIES/T� SAMPLE Pill DATE Dm/M=11.0/07 2 li L ...- ....,w- v -,u�,, ,.�..: ,a.. -. n,wu,. -.w, w..:ur-'uh rf:v „r .. .,�.r.,,raa rv.•:.,tw1'?'t;:; s^.'f CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 FIELD TEST DATA r•�';:;: AIR TEST METHOD: 0 PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear TEST METHOD COMPRESSIVE STRENGTH FIELD q� g REPORT No. ❑ ASTM C -1231 ❑ ASTM C -617 • 30061 SAMPLING IN ACCORDANCE WITH C APPLICABLE CODES & SPECS PRODUCERS: CONCRETE LAP ■7 CEMENT CU. YARDS PLACED (r ....., / ".- AEA ��.IIAD CAC12 9fi DESIGN STRENGTH ,�d O 0 PLACEMENT AREA & NOTES W/U L- ( ,4 71e C ?.e.s/.f aP 2 -. 4 + -. SIGNED. T TO: ATTN THE FOLLOWING WAS NOTED: TYPE OF BREAK: (a) Cone COPIES/T� SAMPLE Pill DATE Dm/M=11.0/07 2 li L ...- ....,w- v -,u�,, ,.�..: ,a.. -. n,wu,. -.w, w..:ur-'uh rf:v „r .. .,�.r.,,raa rv.•:.,tw1'?'t;:; s^.'f CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 FIELD TEST DATA r•�';:;: AIR TEST METHOD: 0 PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear TEST METHOD COMPRESSIVE STRENGTH FIELD q� g REPORT No. ❑ ASTM C -1231 ❑ ASTM C -617 • 30061 SAMPLING IN ACCORDANCE WITH C APPLICABLE CODES & SPECS PRODUCERS: CONCRETE LAP ■7 CEMENT CU. YARDS PLACED (r ....., / ".- AEA ��.IIAD CAC12 9fi DESIGN STRENGTH ,�d O 0 PLACEMENT AREA & NOTES W/U L- ( ,4 71e C ?.e.s/.f aP 2 -. 4 + -. SIGNED. ` CASCADE TESTIa, LABORATORY, INC. 09 518 9 TESTING do INSPECTION / ENGINEERS PREVIOUS 12919 N.E. 126TH PLACE REPORT No. No. KIRKLAND, WASHINGTON 98031 (425) 823.9800 EVERETT (425) 259 -0817 , DATEMOND Y fM . 4 7 I9'98 CERT. NO. 1 97 /z'1 � dd TO: [ � PROJECT R•EWIADA /NN LOCATION 9Tfl 1/5 - bA 15 "t AV. N.E. ( D77 -coZ ,0 BLDG. PERMIT NO. \ OWNER Qr .501y .C/ WA :812 WEATHER TEMP. AT AM AT PM ENGINEER C. fA9 6K FF I�' ATTN: / A � RC � HI � TEC r T r� .A G, G � �..T /4IY C AND SO CONTRACTOR KAI UN (2) 1 INSPECTION PERFORMED X RESTEEUCONCRETE _ RESTEEL• ONLY ':" ; ; _ RESTEEUMASONRY — STR.ST/WELDING — OTHER STR.ST /BOLTING (3) ITEMS INSPECTED -- FOUNDATIONS L FOOTINGS : SLAB _ AUGER CAST PILES — COLUMNS — DRILLED PIERS 2i. WALLS BEAMS — — LOCATION (AREAS) 'n 0074 51.411CVV Z L./ 11ITEXIO(e Wille, 3/f1 COLUMN FI"t: , CONCRETE/MASONRY MIX NO. Z...f0 DESIGN STRENGTH (Pc) -/( I' y i I . SUPPLIER j.OW &I–AK TOTAL CU. YD. PLACED Z.7 SLUMP (INCHES) _ ` v .J SPECIMENS CAST _ - 6 IXIZ a a AIR CONTENT ( %) .3 8 SEE CYLINDER REPORT NO -3I-3 X. YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ • HS.. INSPECTOR: COPIES TO: .I/ X7 1 FED REP 510' SIGNED: Revised 12197 REMARKS: COMTFAC / DDEO r rATEK /T JOB 511" MILCITAINICiWY WELL- EKATED Mf X P UMPP.T3 517W13ING W OUT F FT6'. . CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK ti(a5 3 -4 3 -If. 7 6 )CIZ ) n. (o 1op 37So ARCHITECT CHEATS AND A' SOG. $q'] CONTRACTOR � ! I A U/ / � ' a -( Z.8 'ib7 li -Co Z8 DATEMON DAY C CERT. NO. PROJECT RAMAD p i /NN LOCATION 4006 139 rrr . PERM NO. O OWNER W A! T TEM . AT A AM ENGINEER CJ/M. cg H-t ARCHITECT CHEATS AND A' SOG. CONTRACTOR � ! I A U/ / � ' YIELD CEMENT ASTM C1064 ASTM C -143 ASTM C -138 FACTOR CONC AIR B AIA � 5h° 4Z° BATCH DATA FOR 1 CU. YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIGHTS CEMENT 5!7 FA. /151 . CA. f B V WATER Z67 TOTAL avk`a'ei•F. TO K 1/ LJ - CONS : 1154(0A 15 Av N.E. S ATTLZ V J - 98(26' ATTN: THE FOLLOWING WAS NOTED: REVISED - 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 C ONC.K=E FIELD TEST DATA AIR TEST METHOD: ❑PRESSURE ASTM C -231 OR 0VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE 3/10 TEST METHOD PRODUCERS: CONCRETELOVE -/ t/ K COPI S TO iC .Sde a -EL COMPRESSIVE STRENGTH C.-31 elf^ ....,.7vlR.rxii s,;. a.!'. L:.", N. l' f z.: x91P.: RYlY . }.,_14,;:;fi: ?Ecj+'n"F:GP'�n�i: ��COF }�'r !:�P4.. �.rii �''�, -„_•. FIELD REPORT No. 0 , ' / ? ❑ ASTM C•1231 ❑ ASTM C -617 SAMPLING IN APPLICABLE CODES ACCORDANCE &SECS WITH 6_31 CEMENT f /' G— ..1. CU. YARDS PLACED Z7 AEA 3 AO ADMIX. CAC12 % DESIGN STRENGTH r• J• PLACEMENT AREA & NOTES SOUTH d,TA!K WELL f NT R.I OR WALL I =J /f 1 INSPECTO RE QEIVE b 31359 CITY OF TUKWILA MAR 2 0 1998 PERMIT CENTER SIGNED. BATCH DATA FOR 1 CU. YARD DESIGN % ADJUSTED WEIGHTS MOIST WEIGHTS CEMENT 5!7 FA. /151 . CA. f B V WATER Z67 TOTAL avk`a'ei•F. TO K 1/ LJ - CONS : 1154(0A 15 Av N.E. S ATTLZ V J - 98(26' ATTN: THE FOLLOWING WAS NOTED: REVISED - 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 C ONC.K=E FIELD TEST DATA AIR TEST METHOD: ❑PRESSURE ASTM C -231 OR 0VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE 3/10 TEST METHOD PRODUCERS: CONCRETELOVE -/ t/ K COPI S TO iC .Sde a -EL COMPRESSIVE STRENGTH C.-31 elf^ ....,.7vlR.rxii s,;. a.!'. L:.", N. l' f z.: x91P.: RYlY . }.,_14,;:;fi: ?Ecj+'n"F:GP'�n�i: ��COF }�'r !:�P4.. �.rii �''�, -„_•. FIELD REPORT No. 0 , ' / ? ❑ ASTM C•1231 ❑ ASTM C -617 SAMPLING IN APPLICABLE CODES ACCORDANCE &SECS WITH 6_31 CEMENT f /' G— ..1. CU. YARDS PLACED Z7 AEA 3 AO ADMIX. CAC12 % DESIGN STRENGTH r• J• PLACEMENT AREA & NOTES SOUTH d,TA!K WELL f NT R.I OR WALL I =J /f 1 INSPECTO RE QEIVE b 31359 CITY OF TUKWILA MAR 2 0 1998 PERMIT CENTER SIGNED. avk`a'ei•F. TO K 1/ LJ - CONS : 1154(0A 15 Av N.E. S ATTLZ V J - 98(26' ATTN: THE FOLLOWING WAS NOTED: REVISED - 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 C ONC.K=E FIELD TEST DATA AIR TEST METHOD: ❑PRESSURE ASTM C -231 OR 0VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE 3/10 TEST METHOD PRODUCERS: CONCRETELOVE -/ t/ K COPI S TO iC .Sde a -EL COMPRESSIVE STRENGTH C.-31 elf^ ....,.7vlR.rxii s,;. a.!'. L:.", N. l' f z.: x91P.: RYlY . }.,_14,;:;fi: ?Ecj+'n"F:GP'�n�i: ��COF }�'r !:�P4.. �.rii �''�, -„_•. FIELD REPORT No. 0 , ' / ? ❑ ASTM C•1231 ❑ ASTM C -617 SAMPLING IN APPLICABLE CODES ACCORDANCE &SECS WITH 6_31 CEMENT f /' G— ..1. CU. YARDS PLACED Z7 AEA 3 AO ADMIX. CAC12 % DESIGN STRENGTH r• J• PLACEMENT AREA & NOTES SOUTH d,TA!K WELL f NT R.I OR WALL I =J /f 1 INSPECTO RE QEIVE b 31359 CITY OF TUKWILA MAR 2 0 1998 PERMIT CENTER SIGNED. ` CASCADE TESTII\ LABORATORY, INC. .' 925/8 TESTING & INSPECTION / ENGINEERS PREVIOUS D 4 G E 52•� 12919 N.E. 126TH PLACE REPORT No. 5 No. KIRKLAND WASHINGTON 98034 (206) 823.9800 EVERETT (206) 259.0817 DATE 3_la- 9� CERT. NO. 9 ?La - ` l ) Ka /� 1 TO: ; 1 (nvi s\-11. �c.'3� o h. PROJECT _ " etn,., n 1i a 1 h h LOCATION / V01 S. r3 V Sr. ( l v1CL I t 1 e.) 1 1514 /5 4ve. /1.1. _Wi i g bp OWNER 1 5F c1 -Q 2, L0c . ��'i�S ATB.__ -� H_ e.Y1 -1• ap0AM TEMP. AT AM AT PM ENGINEER ` t c T I ATTN• ARCHITECT G Inn ¶ (j$JDC. CONTRACTOR I (2) INSPECTION PERFORMED X RESTEELJCONCRETE RESTEEL ONLY (3) ITEMS INSPECTED — FOUNDATIONS 1 FOOTINGS _ SLAB _ RESTEEUMASONRY _ STR.ST/WELDING OTHER STR.ST /BOLTING _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS BEAMS — — — (4) r n n(A4,-. 11/1 t 1 ' a " vrt /L I 11 n " 'A/ �i D � � S r? n. � r N E � � d' �l. / h Z C11.1�'�'L «H''ic. LOCATION (AREAS) ' ONCR MIRY MIX NO daob ( 'SO DESIGN STRENGTH (f'c) 300 D SUPPLIER hr) h € S - k r TOTAL CU. YD. PLACED SLUMP (INCHES) -3 / c / � 3 ) / SPECIMENS CAST Sam /, 2/ 1 AIR CONTENT ( %) SEE CYLINDER REPORT NO. '7 t 9 i 9 NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ YES — REMARKS: 15OQ`v∎C,S C \ C2dVY\1 IO r-E. t o VFIMlIn 1-r, Lkrf--)A. C3) *I SOr• covl kUlnou • Ofr / CIbcAJ S Ar (-va / / f ‹ c/ d. ?cl ctlZ / / 41. 44'014 / f /G e c fl eb' ct / /.E " ' / SID *•,a /s /O // 4 roI e - t ) ill'cJ11 R . - b y Cn41 hJ CI V.rt, 6 SCat Jo I t 1 G rr t r S 1 UHF' p Lt.,j, c � 1 Enos. + 1 C.I � a rc� r 4 . l 31-* (4 )■ h - p o N l z _ V i v k _S C t w cth Y4 e_ t J LL C.-Lit COPIES TO: FORM NO. CTL.82-1 .. ..• ., ..,,. : 1'.'... 1•..-. iTNY•.lrvi.fY��Y!, ^R..^`31n.e.r h'y;!�.a1 r1�T, �:.l!.l':i.i( INSPECTOR: LQ mC �cuS FIELD REPORT Za SIGNED: RECEIVED CITY OF TUKWILA MAR 2 0 1998 PERMIT CENTER ■` CASCADE TESTI', LABORATORY, INC. TESTING & INSPECTION', .NGINEERS PREVIOUS 9 2 5 3 2 12919 N.E. 126TH PLACE REPORT No. a. 5 7 Er No. KIRKLAND, WASHINGTON 98034 (206) 823 -9800 EVERETT (206) 259.0817 DATE ` CERT. -I '� - 48 II N0. 9 '11a -AI /� TO: k4 L, ", 00AS41 Lk PROJECT I P gVv�4 dCl Inv\ LOCATION 400 & S. 39 f`1 S t• (YU itscH4 1 s 1,t. (Li. B ' • . 90- no 54Q OWNER 2 IA 4-4-t c Lo, . q s-/ a WEATHER /t C to 0 al TEN AT AM AT PM l ENGINEER I ATTN• ARCHITECT t /� Q / tVI C I 11 S UC. CONTRACTOR 1.L L',-, ^ 1 Kt i elms , . (2) INSPECTION PERFORMED RESTEEUCONCRETE X, RESTEEL ONLY (3) ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS _ SLAB _ RESTEEUMASONRY STR.ST/WELDING OTHER STR.ST/BOLTING AUGER CAST PILES X COLUMNS — DRILLED PIERS X WALLS BEAMS — I — X / r t4/4/1 I t C) e. /060'1_ — (4) (AREAS) CA) J CIS �Uwt�t \ r3,.C' 9 rl d 'In kirb � 64 (A, c ' I( '. h f 11 M 3 /I , { 1 �j 2 " ' " j t L &G 1s ay.. L -s I, le P ro-. I, � t i� R" iv " Pri.,,,a Lv "11 r( `1 CONCRETE/ ASONRY MIX NO. SIGN STRENGTH 'C) SUPPLIER TOTAL CU. YD. P CED SLUMP NCHES) SPECIMENS ST AllillrAlir AIR •NTENT ( %) SEE CYLI ER REP O / YES NO ITEMS INSPECT • WERE IN CONFORMANCE WITH BLDG. DEPT. APPROV D PLANS, SET NO. COPIES T0: FORM NO. CTL•89-1 REMARKS '`Lbotr •vr I.LJcc-tIS e \PorrA, 415 dtiTti:[3 rirN._ "6I0 10,3, 661 con ttir►•v V 1 r f Adu:I. t sck 0 k „C1 1� 515 r 1 ` Q'1 V�law S. 2A.M, ;.,,, rat) s1 8 U)i..v.;nc, l ip I d �2 II �'(V 1 (n� 1 l Cit o1 ilv rr . {.4,p 5pL+C�S CO\ brVrl.'6 Se -cU(L. bkot1. AD CADS u weak ? U►hn. Ksip2t,tf OV 1 gr 1E:6- a0.-twx hi ) Vfx■ci CUUtr -J ` Ci2rti1rA.nCE .S Tr'rn -. CO►'1,1,n - UxOrk prior 6 eu'AU'F'Y'4_ VkAcEvhsnt INSPECTOR: E C E I V E D • ,�- 4L9 FIELD REPORT MAR 2 G 1998 SIGNED: COMMUNITY utvtLvrNMEN f CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 9 0 3# 3 -1). 3 - 1 9 7 toe LA ARCHITECT 1 98)00 3360 / 1035 — 4 -9 2& 1-- �v342 4-`i __P-8 DATE 3 -0 -i& CERT. NO. 91)a -4 SLUMP ASTM C -143 PROJECT n .,.` UNIT WEIGHT ASTM C -138 LOCATION k( C S. 135 tSt• l v L - w; ‘ � OWNER g TEMP. Inn. PERMIT Ra. ` ii r l- OIOS D. Arik 010 J A_ TEMP. AT AT AM PM 1 ENGINEER l C 1 ` FvLC LI rih — ARCHITECT 1 — CONTRACTOR 105 TRUCK SAMPLED - - . TRUCK TICKET NO 7 7' S / MIX NO. 3 a 0 TIME SLUMP ASTM C -143 % AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR i s sv 3 3 /A, — 1 8'5V — 5 /Z 105 7 / — TOTAL U 5 BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 5 / 7 ��y 1 8'5V WATER o.4' 9 /66 TOTAL U 5 TO: k a . It elt4S v 11S46 lS ` 14v %. S, S9a`l t - 1 s ATTN: THE FOLLOWING WAS NOTED: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 9803A (425) 823.9800 EVERETT (A25) 259.0817 FIELD TEST DATA AIR TEST METHOD: 0 PRESSURE ASTM C•231 OR 0 VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear SAMPLE P/U DATE PRODUCERS: AEA ADMIX. CAC12 LACEMENT AREA &NOTES (� �G aC �Cy �U L REVISED • 9/97 "3 13 CONCRETE 401 &S ....r...,......r............ W ,.-....,...,.,. » w......,,.,.... �. �n.,......... t,..:: .+zn.7a71.SYah,- "t;:!;�^FN.�; +; ass+ n7; 2T. •:SxM'�P."�F �i�+'"ey - x��. u ?ASNi,'�vf�}t�, � .. TEST METHOD COMPRESSIVE STRENGTH S� J FIELD REPORT No. �, ❑ ASTM C -1231 e ❑ ASTM C -617 9a CEMENT CU. YARDS PLACED SAMPLING IN ACCORDANCE W TH e _ 3 / APPLICABLE CODES & SPECS % DESIGN STRENGTH 300 COPIES O • X LC.i . _4 16 ) SIGNED* ./ 31919 P REX1121V 6E1 1 MAR 2 6 1998 COMMUNITY DEVELOPMENT INSPECTOR* d • ' t e f, CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. TOTAL LOAD STRENGTH PSI TYPE BREAK 22:22 a -1 � -1k 1 -2s 5 6 k 2 � W THER CK), CC' S t - /o q o 371 p l�— �Z23 ?, -t6 2 t 1568) �Sio A- v 11 V i6 /` s2 / 957 - 3 Q A- TRUCK SAMPLED /133 TRUCK TICKET NO. 7 23 03 s MIX NO. 3 O TIME SLUMP ASTM C -143 % AIR PR CT 4 A fd YIELD CEMENT FACTOR , LOCATION �L[SG i S /39 t- ,'/ CONC PERMIT NO. , OWI7ER 5 CA. W THER CK), CC' S t - TEMP c AT //. V AT AM PM ENGINEER C /. / ARCHITECT CONTRACTOR TRUCK SAMPLED /133 TRUCK TICKET NO. 7 23 03 s MIX NO. 3 O TIME SLUMP ASTM C -143 % AIR UNIT WEIGHT ASTM C -138 YIELD CEMENT FACTOR TEMP. ASTM C -1064 CONC AIR /Pic 5 CA. / 3 f l076 •G 7 TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 57 7 FA. / • CA. / 3 f WATER •G 7 TOTAL TO • I 10 THE FOLLOWING WAS NOTED: COPIES TO L /../L ' 7,4 "" _/77 /;2, REVISED • 9/97 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823.9800 EVERETT (425) 259.0817 a 0L1 ATTN. FIELD TEST DATA AIR TEST METHOD: 0 PRESSURE ASTM C -231 OR ❑ VOLUME ASTM C -173 TYPE OF BREAK: (a) Cone (c) Cone and Shear (e) Columnar (b) Cone and Split (d) Shear COMPRESSIVE STRENGTH PLACEMENT AREA & NOTES � GL EL Sal a l f o !G s w . ..............»,;,..�.,n.x�n�;: ur:�•a:; »;k rtro�r�: sci �rsa�•; tr. � : "3^Y. ?'�[CLtR'w- v " ?N"�'�� FIELD a �/ J � REPORT No. 7 / V INSPECT 30066 C STM C -1231 TEST METHOD �• �� ❑ ASTM C-617 APPLICABLE CODES & SPECS c SAMPLE P/U DATE ',� C� PRODUCERS: CONCRETE /7 "' ` t v CEMENT r`7 e .2 CU. YARDS PLACED f AEA ADMIX CAC12 % DESIGN STRENGTH / --- 3a&ea RECEIVED UUMMUNI I Y DEVELOPMENT T CASCADE TESTIK.3 LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 96034 (425) 823 - 9800 EVERETT (425) 259 -0817 PREVIOUS REPORT No. No 095381 DATE I _ � CER��. _ I ii TO: 14 c ' L t hJ PROJECT ck v\ r NDA 1: n) h) LOCAT Li 00 G S. 1 3 q RMIT OWNER WEATHER TEMP. ' l 11-DAT 7 AT PM ENGINEER c-? 4- ,e.- -- ATTN• ARCHITECT C ACp%) CONTRACTOR . „1/4. ka, (2) INSPECTION PERFORMED _ RESTEEUCONCRETE RESTEEL ONLY y _ RESTEEUMASONRY STR.STIWELDING L OTHER a STR.STIBOLTING (3) ITEMS INSPECTED — FOUNDATIONS FOOTINGS _ SLAB _ — AUGER CAST PILES COLUMNS — DRILLED PIERS WALLS BEAMS — — L (AREAS) a d `' 3 agf g 14,4L-LS k - 3 -to E F CONCRETE/MASONRY MIX NO. 3 ?.. P DESIGN STRENGTH (Pc) 3 060 ®. 0 A 1, SUPPLIER 0 hl of . S R TOTAL CU. YD. PLACED s iegf 2-6 _ SLUMP (INCHES) " SPECIMENS CAST - g 1 Z l AIR CONTENT ( %) / SEE CYLINDER REPORT NO. / 6 NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS. SET NO. _ YES _ — COPIES TO: ./L� �- 60 SIGNED' REMARKS: N 5 c - ' t z .p / I A c /14 E.0" o T n .o n1 e-(Zt 1 i n) =1 s 4 ,S iki0 ' IG p P2-4c r 6 13 Wtt°.r4 ttJ t) Vie ll_cL h/Snl y M r) n , ,CL rA R- 14n/c -05 (Af (! R.f eso (1-Q- F.c,- 1-.,- ) tA jp S P RECEIVED MAR 2 7 1998 COMMUNITY C 1 INSPECTOR: � jV ELOvMEN (, FIELD REPORT N. L CASCADE TESTIt LABORATORY, INC. TESTING & INSPECTIO►�reNGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (206) 823 - 9800 (206) 259.0817 PREVIOUS 9 3 6 9 REPORT No. No. 2 DATE CERT. NO. TO: EVERETT t --, r: / t • , CT / Q ".4 jU 2 - LOCATION /' �_J .... ,, ,� i 2, 2s 3 3 s �N �" ` ' B L DG - - .. -. 9i -2-v 5 ' OWNER ` cQ �� ? 9,(-2,,-- , ER 044 ! TEMP. AT AT AM PM ENGINEER ATTN• ARCHITECT CONTRACTOR ( INSPECTION _ — PERFORMED RESTEEUCONCRETE X RESTEEL ONLY RESTEEUMASONRY _ STR.ST/WELDING OTHER STR.ST /BOLTING (3) ITEMS INSPECTED _. FOOTINGS _ AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS _, SLAB _ COLUMNS WALLS BEAMS — — (4) LOCATION (AREAS) (5) CONCRETE/MASONRY SUPPLIER SLUMP AIR MIX NO. DESIGN STRENGTH (Pc) TOTAL CU. YD. PLACED (INCHES) CONTENT ( SPECIMENS CAST %) SEE CYLINDER REPO N _ YES _NO _ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO COPIES TO ^Re, .. C 'r •841 INSPECTOR: FIELD REPORT SIGNED: REMARKS °f� � /41 r mc J (< Li kr C} D ~ y L � � t. D / 5 a.c a�ro, � � r c . � � / � � � de, l QJ �.- (. 7 Goa a "f r ' (/{' it O //7, x 7 �s` / @ ' /et,'J ?- .' /7 - .1 4- A -- /J I1-Pr r 1 I►r. -�' f�f�J/ra ^/v`i LSP 7/C 4p,/ 'C, I� P ' G� r, , ,y7 ?O�r.r•, cn? 6 '9, • COPIES TO: If ry • < .LI7)'rer �rCtii•• , .k% , i^ ro. :.[ R�; a: y:;✓. P. vr" �: tiAiir; W � i� iz4 ,` �x' r .� , '��:�:?'ii:i: , '�"� . . REMARKS: Stec / C. f r /f � e (/}7 /) ` 4 LC (?) 7 bass 4 t 4 07 l c4 ;w,h/ x7( 7 /74,01, (5 eve 7,9 I &As( . L9,-_a / L /s" 7*--.4 6 G — F CTO ELD REPORT SIGNED CASCADE TESTIIVu LABORATORY, INC. A...- �, TESTING & INSPECTION / ENGINEERS PREVIOUS 9 3 6 0 1 12919 N.E. 126TH PLACE REPORT No. No. KIRKLAND, WASHINGTON 98034 . .•- (206)•823 - , 9800 EVERETT " (206) 259 -0817 DATE / If519 7 CERT. NO. q 7 /2 'y/ . 1 A PMJSCT tea "la 14 4 7 3 LOCATION / 2 s 3 S A N c- ...,,,RFRIT-IY�. � f>- 0 ° 5"L OWNER J ,0- P` ,,� j ` JIV HER_____ rli,i, TEMP. AT AM AT PM ENGINEER ATTN• ARCHITECT CONTRACTOR (2) INSPECTION PERFORMED _ RESTEEL/CONCRETE ye^`, w/' RESTEELONLY RESTEEL/MASONRY _ STR.ST/WELDING OTHER STR.ST /BOLTING (3) ITEMS INSPECTED — FOUNDATIONS _ FOOTINGS ` SLAB _ AUGER CAST PILES _ COLUMNS — DRILLED PIERS WALLS BEAMS — — — (4) LOCATIO (AREAS) L ht+ k 1 (fin // t h / 475-) ` `!n-+ W PJ �1 A -- z,:u . -4, ( 7) (5) CONCRETE/MASONRY MIX NO DESIGN STRENGTH (Pc) SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST A ( %) SEE CYLINDER REPORT NO YES NO INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. / CVO _. ITEMS COPIES TO: If ry • < .LI7)'rer �rCtii•• , .k% , i^ ro. :.[ R�; a: y:;✓. P. vr" �: tiAiir; W � i� iz4 ,` �x' r .� , '��:�:?'ii:i: , '�"� . . REMARKS: Stec / C. f r /f � e (/}7 /) ` 4 LC (?) 7 bass 4 t 4 07 l c4 ;w,h/ x7( 7 /74,01, (5 eve 7,9 I &As( . L9,-_a / L /s" 7*--.4 6 G — F CTO ELD REPORT SIGNED CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE ; ;: i'.; . AREA .. (SO` IN)' ` TOTAL LOAD STRENGTH PSI TYPE BREAK 6A 92 /z- � -7 12 -30 7 e.-x r_ z.. „ ,f(J "0 1 /C VG .f 2-a 7 TOTAL 65 9 4 / i - 2-o 2 •l DATE 6 —z3— 7 CERT. NO. 0 1 7 IZ.. - 4) PROJEC ____— LOCATION .}dDG Si {Sg"t•t-%_ rr pGW"t BL PERMIT 119. =----- G'? -coS OWNER TEMP. AT4 f &, cgiE -• AT PM W ER C LD Ci li CCs ENGINEER CONC AIR ARCHITECT e -.r/e-- ‘ E A S S e� CONTRACTOR kAr G RAJ cods%. TRUCK SAMPLED CMI TRUCK TICKET NO. 7 44 ' 11 1 6 5 MIX NO 3 2 - 04.) TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR (0.. OP !4- ' — — — S S c WATER 2-a 7 TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS 1% MOIST ADJUSTED WEIGHTS CEMENT 5/7 FA. /4S / 7 C A ! /g So WATER 2-a 7 TOTAL T CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (206) 823-9800 EVERETT (206) 259.0817 TO F/ --.. /A .J 4.1ST /z SSG 3 s" d4 i/E• ..✓ . . M14 , pi's l.zs ATTN• THE FOLLOWING WAS NOTED: GOB GP FIELD TEST DATA TYPE OF BREAK Cone Cone and split Cone and Shear Shear (a) (b) (c) (d) COPIES TO 4 /16 •.-... Rr....+ w.. rw,..«... ti. w,« .....�.............ew........., �...... u�w. .,...„.. ......�.- .r..,....»...w.+a,a.nx �.r.� -.v Columnar (e) COMPRESSIVE STRENGTH .Ra€weU3•- REPORT No Q Ig INSPECTOR' af;$ SIGNED. 29583 SAMPLING IN ACCORDANCE W TH APPLICABLE CODES & SPECS C r 3 SAMPLE P/U DATE / Z -- 2 TEST METHOD G - 39 PRODUCERS: CONCRETE GAt sTA z AA • CEMENT T/ AEA ADMIX CAC12 % .._ DESIGN STRENGTH 3a00 PLACEMENT AREA & NOTES E x'r`• Ft47 Ai - € PT a — G 1 "J.E Feel 44 E. S TD zC CU. YARDS PLACED 2-7 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 4 /z-- 1 2.30 7 ) i 2 /8 50 Mi172 - 0 d/o rc 4' (x593 - 7 TOTAL 65 1-'2-0 2S i_6R35c) 5 $_() 4 DATE tz z3 -- 17 CERT. NO. aj 1Z- -41 PROJECT 'w.r' rt/) /41> i C A..1 /1/4.) 0 LOCATION 4006 S {ST - 1 11.4 /4 Wt L A OWNER BLDG. P RPoRTrii 10.6 -6052. THER . c. 1 O lI CCC, TEMP. ATE t 20 ' AT PM ENGINEER ARCHITECT / J CONTRACTOR 144s - Li e_cl s%. TRUCK SAMPLED C M I TRUCK TICKET NO. 7 44 '54 S MIX NO 3 2 • 067 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR /D,'OD 3/ • _ .� /8 50 S; S �+L Colt- 143" 2.47 TOTAL BATCH DATA FOR 1 CU. YARD DESIGN WEIGHTS 1% MOIST ADJUSTED WEIGHTS CEMENT 5/7 FA. /4 / . CA /8 50 WATER 2.47 TOTAL COPIES TO : j ( 1 ( 1 -- R - 44. �N //6 ■ CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND. WASHINGTON 98034 EVERETT is TO /W — L i -- A.1ST /2 SSG 31•74. .44/e..4) , e . SF»7 '- 144. 61'6-° l-aS TYPE OF BREAK Cone Cone and split Cone and Shear Shear (a) (b) (c) (d) (206) 823-9800 (206) 259-0817 1 ;I It i'M L,!vd .f...f E \ ATTN• THE FOLLOWING WAS NOTED: Goat) c T_ FIELD TEST DATA REPORT No. Columnar (e) COMPRESSIVE STRENGTH V , rP F' :fSRrn "Nf�NR!tiYSY^'cF�'✓is"M �XAiIR,^+R i a 1 6I- 29583 SAMPLING IN ACCORDANCE W TH L' 3 APPLICABLE CODES & SPECS SAMPLE P/U DATE / Z -2-‘1 TEST METHOD C - 3 PRODUCERS: CONCRETE < STA c AL k! CEMENT 7 -L / 76 " CU. YARDS PLACED 2.7 AEA ADMIX CAC12 % DESIGN STRENGTH 3aaa PLACEMENT AREA & NOTES E K r. FA T, A/ G7 5 F €p - a - G. A.) FeO✓ -i E. s 7 7C INSPECTOR: I31//4 4 "/y 1 .7 SIGNED• • _„ KIRKLAND, WASHINGTON 95034 (206) 823 - 9800 EVERETT (206) 259-0817 - DATE '1z ', 7 CERT. 7 / � '` / / 9 ^ �/ TO: �� / s PROJECT i9 - ^c1e Gib LOCATION c /<,, �` /2 c csk 3 r n • 8,40, ( W op C OWNER 9k(_ EATHER \�-- -r TEMP. AT AT AM PM ENGINEER ATTN: ARCHITECT CONTRACTOR (2) INSPECTION PERFORMED ,� RESTEEL/CONCRETE RESTEELONLY _ RESTEEL/MASONRY _ STR.ST/WELDING OTHER STR.ST /BOLTING (3) ITEMS INSPECTED „„)C FOOTINGS AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS _ SLAB _ COLUMNS — WALLS BEAMS — — — ( LOCATION (AREAS) i= fi1.o.. di:4 0Yap f Li 3 ti Cli 17' • K )J / OONCRETE/MASONRY MIX NO. DESIGN STRENGTH (Pc) . _ SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST AIR CONTENT ( %) SEE CYLINDER REPORT NO. YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT, APPROVED PLANS, SET NO. _ REMARKS: oJ ') FflRU N. CTL•89•l COPIES TO: CASCADE ING & INSPECTION I » LABORATORY, INC. 12919 N.E. 126TH PLACE O.v-r /12f 7j t.6) ✓rr.WO el L 4/0"eJ,, &.'0 , .th- cw /Q4 Dr .0 Or Cr),1tsiL'-o D4ovv.z Tit ✓ c7 rn,*C • j) Vbf Lg o-� (/9' Q ev ti / l t`' ' -4/0 7C-4 P4.4t r -► W Lt r? c'I' NO ' 4/0e4 0 ✓vz 6 G`.. j' 71447 , 4- ccd Dm, a 1 1 ;04 /1./ OL p 1,,l°'1thl 4l -f- Cc)" CW ,t41G -c% Gam} C. Cn.1)(2 = ; " .. :� .. c / j >-C,a 93674 No. ur ,•I'lli■ ■ L CASCADE TESTIik, , LABORATORY, INC. TESTING & INSPECTION /'ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND. WASHINGTON 98034 (206) 823 EVERETT (206) 259-0817 - ' A G pN5i . L „�. REPORT ?>G No. ? 1 9 O 4- No. DATE 12-- Z-2' -q,� CERT. r NO. 7 9 I z - '1 - ( TO: k /Q- PROJECT P M ? PP.. 'MO 0 - --__) LOCATION 4o OCo 5 1•ctu t U KW VL.A A ✓f , /L SSG 3Sei A ,✓.E. BLDG. PERMIT NO. - - jr 7- ca'5 • OWNEIR W EATHER ) / p C_A TEMP. AT t D y ooh 4/3 AT PM r ENGINEER v G7' .Er04 ..a,a4sveiAJC.. ATTN• ARCHITECT C /aC.el G J f A SSa C . CONTRACTOR /<",,F r - Li 4.J Ce.✓sr. (2) INSPECTION PERFORMED RESTEEUCONCRETE RESTEEL ONLY RESTEEUMASONRY STR.STANELDING OTHER CAA ) 0 - 4 G' r r-- STR.STIBOLTING ITEMS INSPECTED ✓ / FOOTINGS �- AUGER CAST PILES -- DRILLED PIERS FOUNDATIONS _, SLAB COLUMNS — WALLS BEAMS — e,ai- 1 — (4) (AREAS) Tc 4 _ *, T 'FtiC5 I l36-r4 S E.NL.0 -- - j Z. L..1 c'((o 1•4 ■• CONCRETE/MASONRY SUPPLIER MIX NO 3Z o o DESIGN STRENGTH (f'c) c L.--b 1J SS 0 • Lt..7 • TOTAL CU. YD. PLACED Z SLUMP (INCHES) AIR CONTENT ( 3 I A n SPECIMENS CAST r!) ` X 12: 5 %) /A SEE CYLINDER REPORT NO 2 -1 5 5 "5 V Y ES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ REMARKS' EL G N /d F1-044X0 8 / Pee,hi” Ce'x.1 Soo -,p-j r /c' Al/ 7 .0 LC c. •CGTG. c- •Xi<4- 7 o..E' • PPeo AI S c T' e. COPIES TO: 4-IL, �2 /L X01 FORM NO. CTL•89.1 INSPECTOR: FIELD REPORT SIGNED' .. ;rte ��.rc ixtk+. S^] N .;nr>; ;y5.9:�4,rr�t, :7�{'S�:`h �'.M'4�i•:..fi�.:!`.i A Y C,4.gc.04 . Cf 41 c,ZC \ LIP CASCADE TESTI LABORATORY, INC. TESTING & INSPECTIO /'ENGINEERS PREVIOUS 9 4 2 5 1 12919 N.E. 126TH PLACE REPORT No. No KIRKLAND. WASHINGTON 98034 (206) 823.9800 EVERETT (206) 259 -0817 DATE ,- �� _ � CEO 1�Oi 48 ` / 'I / I { ' A I 1 TO k L PROJECT KA/11A DA LOCATION c I C� -{ 0 0 �2 --cS0 / ( -/ I LV2 A4 1 I Ng BLS . RMIT NO. P 13 - 0 oS.-- OWNER 5z_ A WA 99 EATHER G016 _d 4 TEMP. / (g AT 7. o aM AT PM _ ENGINEER ATTN• ARCHITECT CONTRA TOR / A 1 G. i /J INSPECTION PERFORMED RESTEEUCONCRETE _ RESTEELONLY RESTEEUMASONRY STR.STIWELDING — OTHER STR.ST/BOLTING ITEMS INSPECTED FOUNDATIONS X FOOTINGS _ SLAB _ AUGER CAST PILES COLUMNS — DRILLED PIERS A WALLS — — BEAMS LOCATION (AREAS) IAA U 1,5 j._ 1 V eJ 1 - D— 3 4 ? 4 I N Id s 3,C-ire ties an) a. S 1- NE . A L-1, -r/ItiA C.QL ft 5 411AC.FIf 4f1i ` ‹3 ¢ Z?V CONCRETE/MASONRY MIX NO 3 A. 6 6 DESIGN STRENGTH (Pc) 0 00 \8 f)/ 5 I• SUPPLIER I, 0 A/6 S4 A /L TOTAL CU. YD. PLACED 4. "" \\ I v, SLUMP (INCHES) J / SPECIMENS CAST 3 — 1 2_ AIR CONTENT (/oo , • 3 /AS SEE CYLINDER REPORT NO _ YES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. REMARKS* COPIES TO: k'L•e • I "4 D FORM NO. CTL419`1 SIGNED' 1 INSPECTOR: FIELD REPORT A ' 1) 1 - L 12 r! To ti n F My k Notes L. JO A rpg 0 it PL 4.>ti h /Ls P . B r1) (91 C All E. I- AR-s6o 1,411,g ati c5 fit Nu DEL, fl PP2oklg -J PiAtiS r��� R� / ► t. 4LL eo0.,LE -K (Ai /s V•e,.4ThD ,-o ' C'.OA) LlnAf:dn./ T November 19, 1998 Cert No. 9712 -41 Dear Mr. Larson: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 NOV 2 3 1998 COMMUNITY City of Tukwila Building Department DEVELOPMENT 6230 Southcenter Boulevard Tukwila, Washington 98188 Attention: Dave Larson Reference: Ramada Inn 4006 S 139th Permit No. D97 -0052 This is to advise you that special inspections are completed for the above referenced project. Special inspections were performed for the following activities and copies of reports have been sent to you. 1. Reinforced concrete cast in place for footings, walls, retaining walls, columns, slab -on -grade and ramps 2. Post tension slab stressing and elongation 3. Structural steel visual welding 4. Torqueing of high strength bolts 5. Holddowns 6. Anchor bolts 7. Shear wall nailing All work inspected conformed to Tukwila Building and Land Development approved plans, specifications, Director's Rules, UBC and related codes and /or verbal or written instructions from the Engineer of Record. Our last report is dated 08 -10 -98 and is number 096224. Respectfully, CASCA TESTING LABORATORY, INC. Dennis H. Stack President KIRKLAND: (425) 823 -9800 SEATTLE: (206) 525 -6700 FAX: (425) 823 -2203 EVERETT: (425) 259-0817 RECEIVED � April 4, 2000 Johnny Cheng 2112 Third Ave Suite 201 Seattle Wa 98121 Dear Mr. Cheng: Cizy of Tukwila Department of Community Development Steve Lancaster, Director RE: Permit Status D97 -0052 4006 S 139 St In reviewing our current permit files, it appears that your permit for construction of a new hotel, issued on October 3, 1997, has not received a final inspection as of the date of this letter by the City of Tukwila Building Division. Per the Uniform Building Code and/or Uniform Mechanical Code, every permit issued by the building official under the provision of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, if a final inspection is not called for within ten (10) business days from the date of this letter, the Permit Center will close your file and the work completed to date will be considered non - complying and not in conformance with the Uniform Building Code and/or Mechanical Code. Please contact the Permit Center at (206)431 -3670 if you wish to schedule a final inspection. Thank you for your cooperation in this matter. Sincerely, a - Bill Rambo Permit Technician Xc: Permit File No. D97 -0052 Duane Griffin, Building Official Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 NO V,; +.rur...wia ...utx.'ur..k it n4a.Mi'r: ash::: in .:.l;+r::3✓t..:`.!`'S'1*Mc:!e": Wi7wJf:' G ':l's'rK'i9NTd!:l;ti:L'75x".f�' ACC "+;ax1i+;Yf2Y$Oo.s.fY9.YAgioor-94,,k, ACTIVITY NUMBER PROJECT NAME D PARTMENT: B LING DDIVISSIION IVL alts _ f COMPLETE E REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F TUES /THURS ROUTING: PLEASE ROUTE CORRECTION DETERMINATION: NOT COMPLETE ❑ APPROVALS OR CORRECTIONS: (ten days) DATE DATE ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL DATE � PL REVIEW UTIl�f( �rlf 1) DATE I I SiO Oorou P GDM O 181 COORDINATOR ig DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE t.) NOT APPLICABLE 0 APPROVED ❑ APPROVED W/ CONDITIONS E NOT APPROVED (attach comments) 0 DUE DATE APPROVED APPROVED W/ CONDITIONS NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) NO FURTHER REVIEW REQUIRED U 1 DUE DATE CITY OF TUKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: // /9I PROJECT NAME: f %eLp/i -o Jt / 7 e PROJECT ADDRESS: (410 6 S /99 d'7' CONTACT PERSON: REVISION SUMMARY: SUBMITTED TO: Bldg. ,7?4'/v.t, y G 'e 6 46-t 7 P - , peg. pv' e_ wok /4S Planning PLAN CHECK/PERMIT NUMBER: Fire y7' PHONE: Za6— fefc% r 1-.' .1.4-pv fv..44i! N 44-- OetrA. raiwp6,0 0' 6 /4 ,o t.4 'f ,f4.4 4'..-1177679 PA eleiDat l - , SHEET NUMBER(S) L I) / e °' C3 / 6e > f s Ott EA ‘e /voice "Cloud" or highlight all areas of revisions and date revisions. RECEIVED CITY OF TUKWILA JAN 2 2 1998 PERMIT CENTER Wed q _Drerr CITY USE ONLY Public Works 3/19/96 LIU & ASSOCIATES, INC. Ms. Joanna Spencer Department of Public Works City of Tukwila 6300 South Center Boulevard Suite 100 Tukwila; Washington 98188 Dear Ms. Spencer: Subject: Response to 1/13/98 DPW Comments Ramada Inn 4006 South 139th Street Tukwila, Washington DPW Permit No. D97 -0052 L&A Job No. 7114 In reference to Item No. 1 of your 1/13/98 comments on the requirement of under -slab drain pipes for the subject project, our response are as follows: According to the 11/8/96 geotechnical report prepared by Soil & Environmental Engineers, Inc., the project site is underlain by very dense glacial till deposits. Observations of the soil conditions during our inspection of the footing bearing soils had verified the very dense glacial till into which the footing foundation and the basement floor slab are or will be poured. The very dense, unweathered glacial till is a very tight formation with very low permeability. It tends to perch stormwater percolating into the ground, but does not allow water to seep through it. It is our opinion that the near - surface groundwater moving toward the building through the more permeable surficial soils overlying the unweathered glacial till can be effectively drained by the perimeter footing drain alone, and that the under -slab drain pipes are not needed. 19213 Kenlake Place NE • Seattle, WA 98155 -3242 Phone (425) 483 -9134 • Fax (425) 486 -2746 Dill- OO52. January 20, 1998 Ramada Inn • L &A Job No. 7114 Page 2 In order for the footing drain to be effective, the drain line should be laid at least 6 to 8 inches below the bottom of the footings. The perforated drain line, consists of at least 6 -inch rigid PVC pipe, should be wrapped in a layer of filter fabric and completely embedded in free - draining sand or pea gravel. The bottom of trench for the footing drain and the drain line should have sufficient gradient to drain collected water by gravity. The water should then be tightlined to drain into a storm sewer system by gravity, if possible; otherwise it should be drained into a sump pit from there water can be pumped into a storm sewer system. Slab -on -grade floors should be placed on firm subgrade proof - rolled to an unyielding state with a heavy vibratory roller compactor. Where moisture control is critical, the slab -on -grade floors should be placed on a capillary break which is in turn placed on the compacted subgrade. The capillary break should consist of a minimum four - inch -thick layer of free - draining, well- graded gravel or crushed rock containing no more than 3% by weight passing the No. 4 sieve. A vapor barrier, such as a 6 -mil plastic membrane, should be placed over the capillary break to keep moisture from migrating upwards. If you have any questions regarding this letter, please feel free to call us. 275 Copy to: Andy Wang/Kai Lin Construction, Inc. Yours very truly, LIU & ASSOCIATES, INC. 4 J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer LIU & ASSOCIATES, INC. '. John W. Rants, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 %ii 3S /jjs .c9 PLAN REVIEWER: City of Tukwila Y..'tl' ,�ryb , l'rt��y John W. Rants, Mayor Department of Public Works Ross A. Eamst, P. E., Director PUBLIC WORKS DEPARTMENT COMMENTS DATE: January 13, 1998 PROJECT NAME: Ramada Inn (Revision) PERMIT NO.: D97 -0052 Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. Civil site plan sht C2 approved by PW on September 25, 1997 calls for "SUMP /PIPE SIZE AND EXTENT OF UNDERSLAB DRAIN LINES TO BE DETERMINED BY THE GEOTECH ENGINEER DURING CONSTRUCTION & APPROVED BY THE CITY OF TUKWILA" If the underslab drain shown on the revised plan is adequate and no excessive wet soils were encountered please submit a letter from your geotch engineer confirming the above conditions. Submit revised earthwork calculations of cut and fill yardage reflecting lower building elevations. 3) Replace clean out at the north side of the building with a yard drain. 4) Provide a water quality device - Type II CB with a frop tee (see attached PW standart) at CB #1 and CB # 3. Revise detail 3/C3 accordingly. 5) Scale and landscape architect stamp is missing on sheet L1. 6) Submit a revised landscape irrigation plan reflecting driveway /garage entrace change. 6300 Southcenter Boulevard, Sulte #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665 See Step Detail D-6. See Detail D -6. See Access Detail D -6. r Pivot Type Shear Gate (welded or bolted) ...... Restrictor Plate (aluminum plate welded to unit with appropriately sized machine cut orifice) - -J City of Tukwila 1/2"MIN. 3/4 "MAX. DIA. SOLID GALV. STEEL ......................... • • • ........................ "• All Stainless Steel Straps, Bolts. (shop fabricated) Mortar Mat�dnis: Shear Gate— Olympic Foundary or equal approved. Restrictor Unit -- C.M.P.— H.3004 Alclad Alum. pt Parts —to be Aluminum unless stated otherwise. DATE: 1 1 /20/96 DS -13 ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DMSION ❑ RI' (0- 0 ^ LIC WORKS w w COMPLETE ❑ COMMENTS • REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F '': .: f ervnif- end.. PLAN REVIEW /ROUT �IP D97 -0052 RAMADA INN - REVISION STR PREVENTION '' I '63f DETERMINATION OF COMPLETENESS: (T,Th) NOT COMPLETE ❑ DATE APPROVALS OR CORRECTIONS: (ten days) APPROVED I I APPROVED W/ CONDITIONS E C (f lcn r I- a' c f REV EWERS INI TIAL CORRECTION DETERMINATION: APPROVED ❑ APPROVED W/ CONDITIONS ATE DATE DATE 12 -23 -97 N 0 PLANNING DIVISION CIA 1 -67 PERMIT COORDINATOR. DUE DATE 1 -6 -98 NOT APPLICABLE ❑ TUES /THURS ROUTING: PLEASE ROUTE l l NO FURTHER REVIEW REQUIRED ROUTED BY STAFF (If routed by staff, make copy to master file & enter Sierra.) c DUE DATE 1- 20 -98 NOT APPROVED (attach comments) DUE DATE NOT APPROVED (attach comments) ❑ (Certification of occupancy required. ) 1 ': ' ATAVIAVINicalleVOLIM WAIVW4ItieNVAI40. t. • 1 REVISION SUBMITTAL DATE: PROJECT NAME: iv/-'PPS /-0 PROJECT ADDRESS: c/o 04 g / ri/ CONTACT PERSON: y o/(6-4/ r* REVISION SUMMARY: CITY OF TUKWILA Department of Community Development Building Division-Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 SHEET NUMBER(S) 1 tec5e-7 PLAN CHECK/PERMIT NUMBER: "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CITY USE ONLY Bldg. t e t ,e4y, e c. pirof-/e- Planning Fire 0 /Q7 o' 03%4 PHONE: -t-v6- r/v/- s Public Works RECEIVED CITY CZ: TUKWILA , 1 i:" TEB eirCt 3/19/96 SUBMITTED TO: Bldg. REVISION SUBMITTAL DATE: i d/ .Ji /y' PROJECT NAME: PROJECT ADDRESS: .. CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 CONTACT PERSON: N�NY' e. °tip PHONE: g _ /- -5-'0`-r REVISION SUMMARY: 7 - civet' is lira, /A e r-49(47%°4 � - f Nnit.G N D, vv v y L,= reT/Z -Ge • 1. PLAN CHECK/PERMIT NUMBER: P9 7 0 ° .S c 6 !-tra-714 lj ! 7"4 s14,444" Pfr, / -4 6r 4,tAQit9 GQ tex #i'J SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. C, dut en/j, 4 CITY USE ONLY Planning Fire Public Works RECEIVED CITY OF TUKWILA D EC/ 1997 PERMIT ENTER 3/19/96 COPIES DATE REV.NO. DESCRIPTION ACTION CODE 9 57 0 DATE: 1 ,10,4Wp If enclosures are not as noted please Inform us immediately checked below please: ( ) Acknowledge receipt of enclosures. ( ) Return enclosures to us WE TRANSMIT: ( ) herewith No. of pages ( ) in accordance with your request FOR YOUR: ( ) approval ( )distribution to parties ( ) information ( ) review & comment ( ) record ( ) use ..( ) Other THE FOLLOWING: ( ) Drawings ( ) Shop Drawing Prints ( ) Samples ( ) Specifications ( ) Shop Drawing Reproducible ( ) Product Literature ( ) Change Order ( ) Other ARCHITECTURE / PLANNINO / INTERIOR DESIGN 2112 111111U AVENUE, SUITE 201, SEATTLE, WA 98121 PIIONE 206441-3743 / FAX 106-441.8760 • •‘ '• • • .• • .• „ • co z a 3 0 ft- itc 0 0 0 1 . 4%* . 1" DETACH TO DISPLAY CERTIFICATE • DEPARTMENT OF LABOR AND INDUSTRIES THIS CERTIFIES THAT THE PERSON NAMED HEREON IS REGISTERED AS PROVIDED BY LAW AS A .? • ; •• i. • • • .• • : • . • ;• „ • •*, „, • t : *.' . AA CaISTRigi QI4 INC. 12556 35T8 'AVE 4 E SEATTLE VA 98125 . • . '■( STATE OF WASHINGTON F taaa) t %AI TO DISr" CE^IVICATE a 16-/t27io /eez 5 Y AI/ cliA4 Cale Wad ed /ea.‘ A ( 9 F 6- // 6 r rn nr,i 0 rn --I — CZ < 6 g' g l zC Af oi Ft REVISION SUBMITTAL DATE: 011 PROJECT NAME: ' 14 titer REVISION SUMMARY: 1,ccorar. -% akltutz rte WARissr.11)4ti.:* "f! 3," �Y: Pa' 7: �7'+ a ^.. °.'+�'Ya:a;A�,1ii ^d;F.YIn 3.aih`k Visv!; ^l'C a''rOtitt SHEET NUMBER(S) SUBMITTED TO: CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PLAN CHECK/PERMIT NUMBE PROJECT ADDRESS: 40 06 So / 3 p moo- ool CONTACT PERSON: / - 0%/6 /-o G Is PHONE: 4 S ` 4/9/ — —CS-0 7 CQLOtQe{ is 0-1/1 c/ovt,h-of, pLo,t- Le, ritte/749 voiU Vdn . C. I "Cloud" or highlight all areas of revisions and date revisions. rk) e ovi „',� -�-Q- �� C �dVED NO 131997 PUBLIC WILA CITY USE ONLY 3/19/96 CONSUCPING ENGINEERS F( )SS rl " 1'1 A SSO . C)ATrs • A PROFESSIONAL • SERVICES CORPORATION • • 2030 FIRST AVENUE SUITE 203 SI .VrfLt . % SIIINGTON 9012V TELEI'11ONE: (206) 256.1003 FAX: (206) 256 -0107 . RFA #97102 -02 Mr:. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97 -T -02 (Ramada Inn) . Oo S5 Dear Mr. Griffin: We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. We have no additional comments. Enclosed are the drawings, calculations, geotechnical reports, and other miscellaneous project information for your use. We have forwarded a copy of this letter to the architect at Cheng and Associates, Architects for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. ryst Kolke CLK/MP:3 aARFAV7t02 ^3x.doc cc: Mr. Johnny Cheng Cheng and Associates, Architects 2112 Third Avenue, Suite 201 Seattle, WA 98121 R 0 13 E R T � + ()SS1ATT1 A S S O C I A T E S CONSUITINO ENGINEERS July 2, 1997 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97 -T -02 (Ramada Inn) RFA #97102 -02 Dear Mr, Griffin: A PROFESSIONAL 20301 FIRST AVENUE SERVICES SUITE 203 CORPOR\`I'ION SEA1'rL6. VV} \SIIINCTON 90121 TELEI'IIONE: (206) 256.1803 FAX: (206) 250.0197 RFOFIVED JUL 0 q�� (A � 19 • 9 '� 7 lJt,i :v1MuNI K DEVELOPMENT We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed by the permit applicant: 1. Page SK -5 of the revised calculations for the basement retaining walls requires #5 at 12" o.c. for the vertical reinforcing. The details on Sheet S10 do not show sufficient reinforcing. 2. The calculations include live load reductions for the post- tensioned slab design. Since the tendons are designed per lineal foot width of slab, the area would never get large enough to qualify for any reduction. 3, We recommend that a note be added to Detail 14/S8 regarding waiting for the grout in the temporary release joint blockouts to reach full strength prior to backfilling. 4, There is still no indication of the size and/or number of reinforcing bars along the edges of the typical elevator slab opening on Sheet S3. 5. We recommend that either additional details be added for dropcaps at slab edges or the typical dropcap details be noted for what revisions are necessary at slab edge conditions. 6. The TS columns are presently shown on the Second Floor Plan, Sheet S5, at the ends of the steel beams they support. We recommend embed plate locations for the TS columns be shown on the Post - Tensioned Slab Plan, Sheet S3. This would reduce the odds of the contractor leaving them out, ry sfal ; Kolke LK./MP :2: a : A197t02 .dog Mr. Johnny Cheng Cheng and Associates, Architects 2112 Third Avenue, Suite 201 Seattle, WA 98121 he above listed review, comments should be responded to in itemized letter form. We, therefore, recommend that the permit applicant have the Structural Engineer. of Record, CT Engineering, respond and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office, as required. We have forwarded a copy of this letter to the architect at Cheng and Associates, Architects for their convenience. If you have any ` questions or r equire any additional clarification, please call me directly at (425) 255 -3099. TO: FROM: DATE: SUBJECT: JJS /JJS City of Tukwila Department of Public Works NOTIFICATION OF UTILITY PERMIT ACTION PERMIT CENTER PUBLIC WORKS ENGINEERING SEPTEMBER 25, 1997 RAMADA INN Address: 4006 S 139th St Project No: PRE96 -001 Activity No.: D9 - 5?� Contact Person: n Cheng Phone: (206) 441 -5745 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON SEPTEMBER 25, 1997: Curb cut / Access / SDWK Fire Loop (DDCVA) Storm Drainage Land Altering Landscape Irrigation Street Use Total Fees: C.F.: PW Utilities Inspector (with a copy of application and plans) Development File (with a copy of application and plans) Finance Department (with a copy of application) PERMIT FEE $ 25.00 $ 25.00 $ 25.00 $156.00 $ 25.00 $ 25.00 $ 281.00 John W. Rants, Mayor Ross A. Earnst, P. E., Director Two copies of the confirmed Utility Permit Application and plans are attached for inclusion in the permit file. Applicant shall apply for a separate hauling permit. The following items shall be included with your hauling permit application; Certificate of Insurance coverage (min. $1,000,000) naming the City of Tukwila as insured, a $2,000 bond and 5 copies of haul route map for hauling activities. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 - 0179 • Fax (206) 431 CITY OF 7• 'CWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION s s. j -,.riv We - FA N ( : r P q:?- ou5 , states as follows: 1. I have made application for a building permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. I understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 8.27.090, I consider the work authorized under this building permit to be exempt under No. /7 , and will therefore not be performed by a registered contractor. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. Signed and sworn to before me this r / day of H- ,19 P.-1 NOTARY PU for the State of Washington, residing at Q � ue-Q -- County. Name as commissioned: lit L My commission expires: ( -cfr -0D 18.27.090 Exemptions. This chapter shall not apply to: 1. An authorized representative of the States Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of.a court when they are acting within the scope of their office; 3. Public utilities operating under the . regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of a structure; 6. Any construction, alteration, improvement, or repair of personal property, except this chapter shall apply to all mobile /manufactured housing. A mobile /manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than $500, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division AFFCONT.DOC 5/29/96 11. An owner who contracts for a project with a registered contractor; i:TYY,.n!1 RtR'!; « of the operatrin is made into contracts of amounts less than $500 for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 12. Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but this exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; 13. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 14. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 16. Contractors on highway projects who have been prequalifled as required by chapter 13 of the Laws of 1961, RCW . 47.28.070 with the department of transportation to perform highway construction, reconstruction, or maintenance work. COPIES DATE REV.NO. DESCRIPTION ACTION CODE � 0 , } zits, ^4 $ ' .i :.4 '..r.ua,.,: :.v.. -. r..,,..ra•r.�� »dawn :rr.. : >r.,rr vit ...sf :rnr. ?r :�5[4 ^.�'•.c :. P;o i�t: :r ;i';Cr," Y. s. r,�";"•y 09/25/1997 10:33 FROM CHENG & ASSOCIATES TRANSMITTAL LETTER PROJECT 14QfQ 2 (name, address) D/ TO ' / 761x 14,64. WE TRANSMIT: ( ) herewith No. of pages ATTN.: ACTION CODE COPIES TO e Y , i 4.' (sdser( C H E N G • ASSOC1AT66, ARCHITECTS vr/a°ieW w.v w+1C� t4'» lAr/crf5 (with enclosures) rF V ' A/ *a a 0 0 0 TO 4313665 ARCHITECT'S PROJECT NO: ( ) in accordance with your request FOR YOUR: () approval ( )distribution to parties ( ) information ( ) review & comment ( ) record ( ) use () Other THE FOLLOWING: ( ) Drawings ( ) Shop Drawing Prints () Samples ( ) Specifications ( ) Shop Drawing Reproducible ( ) Product Literature ( ) Change Order ( ) Other DATE: r. If enclosures are not as noted please Inform us immediately checked below please: ( ) Acknowledge receipt of enclosures. ( ) Return enclosures to us A. Action indicated on item trans ,1nc4D. or at®auss and forradmg as not below B. No action required E. See REMARKS below C. For signet= and rerurn to thts office 4+r/ 0 RECEIVED SEP 2 5 1997 TUKWILA PUBLIC WORKS tray, 7 oc/ `7. C -• BY: JamArAr� 4:o (, ell./+ ✓y P.01 9 7oo-? ARCHITECTURE / PLANNING INTERIOR DESIGN 2112 TFIIRD AVENUE, SUITE 201. SEATTLE. WA 98111 PHONE 206441474S / FAX 2064414760 ��: permit C&tttov C.0p9 PLAN REVIEW / ROUTING SL DATE 9/08/97 Ci REVV nO ❑ P N � DIV � ❑ UCTURAL _ ❑ PE COORDINATOR ■ DUE DATE 9/09/97 4 NOT COMPLETE ❑ NOT APPLICABLE ❑ COMMENTS AQO I I (G n-k d (C10 So bin - ca 04e 505 Is • C r11-' _ 9 P A. () .'U) I aft 5 ait �17 t r� '!' i 0 G�Q �i u (( TUE /Z RO PLEASE ROU ❑ NO FURTHER R IBW • ! UIItED ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) I I DUE DATE • 9123' 7 .91 APPROVED ❑ APPROVED WI CONDITIONS ❑ NOT APPROVED (attach comments) ❑ I DUE DATE APPROVED W/ CONDITIONS ❑ NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) Envelope Requirements (enter values as applicable) Fully heat d/cooled,space . - - Minimum insulation R- values Roofs Over Attic (see over for definitions) — ' /t : 3n All Other Roofs divided by O{ _ 3n Opaque Walls / 9 /S ii_ / 9 Below Grade Walls • • X 100 = / 7 f �! . /2— / Floors Over Unconditioned Space ,Z-. l9 Slabs-on-Grade Radiant Floors Maximum U- factors Opaque Doors e; k Vertical Glazing e, if Overhead Glazing ••• Maximum SHGC (or SC) VerticaVOverhead Glazing I Space Heat Type ❑ Electric resistance Date X All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Well Ares if they ere insulated to the level required for opaque walls. Total Glazing Area (rough opening) (vertical & overhd) divided by Gross Exterior Wall Area times 100 equals % Glazing / 9 /S ± / D 9 D 3 • X 100 = / 7 f �! . Concrete/Masonry Option ❑ Check here if using this option and if project meets all requirements for the ConcrelelMasonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly in the table below. Project Info Project Address Date . '. i i i 400 g s /39 ' sTj JEq- -rpt4e� AA), For Building Department Use 2 V 7 tX • . Applicant Name: jblimoof C. h . e14 Applicant Address: .I/i 2 mu ,6vv. ...>o/, d�•y'n',!r Gulf. 9./ Applicant Phone: «vi . ej — .•. 1994 Washine : r . State Nonresidential Ener Cod- .•om a liance Form Envelope Summary Climate Zone ENV -SUM 1994 Waihmgton Stale Nonresidential Energy Code Compuance Forms 'Project Description J New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option P t Prescriptive ❑ Component Performance (See Decision Flowchart (over) for qualifications) ❑ ENVSTD ❑ Systems ' Analysis Semi- heated space' Minimum Insulation R- values Roofs Over Semi - Heated Spaces' 'Refer to Section 1310 for qualifications and requirements Notes: Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U- fatitor is 0.19 Insulation on exterior or integral - maximum U- factor Is 0.25 If project qualifies for Concrete/Masonry Option, list'wais with HC 2 9.0 Btu/R'-•F below (other walls must meet ,Opaque Wall requirements). Use descriptions And values from Table 20.5b In the Code. Wall Description (Including insulation R -value & position) U -factor • RECEIVED CITY OF TUKWILA i =FMB 1 91991 PERMIT CENTER (L TA:1 ;de ,) �� Protect Address (Date S<ce 6 s' /ISF S r: S�A71L/r, 6vA, - iil9 The following Information Is necessary to check a building permit application for compliance with the building envelope requirements In the WashIngton State Nonresidential Energy Code. • Applicability Code circle one Section Com•onent Information R .uired Location on Plans Building Depatiment • Notes • GENERAL REQUIREMENTS (Sections 1301 - 1314) 1301 Scope Unconditioned spaces identified on plans if allowed 1302 Space heat type yes no n.a. Electric resistance • jres1 no n.e. Other Indicate on plans that electric resistance heat is not allowed 4 r, L yes no n.a. 1310.2 Semi- heated spaces Semi - heated spaces identified on plans If allowed 1311 Insulation no n.e. 1311.1 Insul. Installation Indicate densities and clearances A t e no n.e. 1311.2 Roof /ceiling Insul. Wall Insulation • Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic Insulation; • Indicate baffles if eave vents installed; Indicate face stapling of faced batts Indicate R -value on wall sections; Indicate face stapling of faced baits; Indicate above grade exterior insulation is protected; Indicate loose -fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used or if credit taken In ENVSTD; A Z .4 /1 c, L A f, L • es no n.e. 1311.3 r e no n.a, 1311.4 Floor Insulation Indicate R -value on floor sections; . Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that insulation does not block airflow through foundation vents A D 1 A f.. L des) no n.e. 1311.5 Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; Indicate above grade exterior insulation is protected A AZ' •1 no t.e `"C 1311.6 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab Insulation extends down vertically 3E from the top; Indicate above grade exterior Insulation is protected; Indicate Insulation also under entire slab where req'd. by Official • itkeD no n.e. 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as percent of gross wall area Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary); Indicate If values are NFRC or default, If values are default then specify frame type, glazing layers, gapwidth, low-e ' coatings, gas fillings A e. 2. ,4 IA i ' '`;,t:; • es no n.e. 1312.1 U- factors _ yes no n.e. 1312.2 SHGC 8 SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessary) • • 1313 Moisture control yes no n.a. 1313.1 Vapor retarders Indicate vapor retarders on warm side es no n.a. 1313.2 Roof /telling vap.ret. Indicate vapor retarder on roof section; Indicate yap, retard. with sealed seams for non -wood strut. Indicate va • •r retarder on wall section A e 2. A L no n.a. 1313.3 Wall vapor retarder e • no n.a. 1313.4 Floor vapor retarder Indicate vapor retarder on floor section 4 1. L — za no it.n. 1313.5 Crane poi yap. rec. indicate six mit black polyethylene overlapped 12" on ground .._- 1314 Air leakage 0 ) no n.a. yes nb n.e. 1314.1 1314.2 Bldg. envel. sealing Glazing /door sealing Indicate sealing, caulking, gasketing, and weatherstripping Indicate weatherstripping ,q 0,a ,. yes no n.e. 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing PRESCRIPTIVE/COMPONENT PERFORMANCE LSections 1320 -23 or 1330 -34) e no Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary Provide ENVSTD screen 1 output if necessary A c is .t 1994 Washingtc State Nonresidential Energy Code,;,`' impliance Form no is circled for any question, provide explanation: Building Permit Plan Checklist 1004 Washington Slats Energy Gods Camphoric* Forms ENV -CHK Aped. 1114 ., r x�a• Arx:. K: r��rn�si�raSSflc�iN 'a',al'.w.'�u.G�..`:rt��r? ;, +;'wit'. REVISION SUBMITTAL DATE: &97 PROJECT NAME: PROJECT ADDRESS: REVISION SUMMARY: SHEET NUMBER(S) ` r` 4-A9M04 7 d',7°1 "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: Bldg: CITY OF TUKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 ,Pti S;E'a /o 1/47 C', Planning ktigM7 .S{4rwl &f:.i44:s "44"10''i,'l.�V PLAN CHECK/PERMIT NUMBER: (/ 17 Od CONTACT PERSON: wiVA, y eHEA/0 PHONE: W' yrio.✓s tE2 pwoed e wo,/rs : ,e-/g O4 7 C , PtiE,✓ RECEIVED CITY OF TUKWILA SEP 1 5 1997 PERMIT CENTER CITY USE ONLY Fire Public. Works 3/19/96 re i5l �kJ=. �l u�i1" hi:' wc,, ns: r. a., rw...=•.:+ whNrr.• w, artro�. x:; nryn,+ st9n.+ u��rz! dr.<^ �c tpariC�. thraWr XCti+" Trr4 C.;^:' Ji��` ssrSFiEd:' S' F<` n; rATS' �,.r7iRw5; , 71 R!'&:iNr.70.'rViSC REVISION SUBMITTAL DATE: 9/ PLAN CHECK/PERMIT NUMBER: 1> t`/- `''S" Z- PROJECT NAME: PROJECT ADDRESS: CONTACT PERSON: 1/4" / g4a REVISION SUMMARY: SUBMITTED TO: Bldg. C CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 Exa MrrL f atnn.a in n o6 S• / J ldbi - /. AO Vile ,itIA / ravr,&1 dep.G 1 L 4rrot!'CA,C Planning /E )V /Js fiftE Dge77 Aer71e1 Fire P 4 ‘ , 7€ /- s' ffe-" w M Po evrr ,ae tn.,c /KJ. t p Arr. to Ga+✓N /v! ' P aste vas f P y ,rrse, l ', 4'e peR f{ o�.�t, SHEET NUMBER(S) /4 A- 41. z, e/, cg. o / of3 '-' -f J9.1 "Cloud" or highlight all areas of revisions and date revisions. G / 1. z, P urr t ee A4o./die lerrr CITY USE ONLY Public Works 3/19/96 �"'f�; %X�n \(.t�{eXi:Y�dr4Y.�ib vF' tgvr. atYw` 7fttit• a? e4' �G.'.% F' A," kTifk' ik 3' F' C., c". j': t3` �;; �. �} i�2 :.,.'1.4 September 5, 1997 Ms. Kelcie J. Peterson Permit Coordinator City of Tukwila C H E N G & ASSOCIATES, ARCHITECTS Re: Proposed Hotel D97-0052 Dear Ms. Peterson: This is in response to correction letters from Public Works and Fire Department. DEPARTMENT OF PUBLIC WORKS Related to civil, water extension, architectural, and landscape plans 1) See engineer's signature on sheet 1, 2 and 3 of water extension plans. Landscape plans with stamp by the architect as you agreed. 2) Include water extension plans on sheet schedule. 3) Sheet tiles were changed as suggested 4) Make changes as suggested. 5) See revised civil plan for drainage behind rockery walls. 6) Water line to the site are shown on civil, landscape and water extension plan. But please see water extension plan for size and type of water meter. Water line for the irrigation system is deduct type. 7) See revised sheet C2 (see note on detail for the underslab drain). 10) Revise sheet C2 as suggested. 8) See revised civil plan for change in driveway with slope at 15% by raising the building by two feet (see revised sheet C2 and building elevations). Cross - sections were shown on sheet C3. 9) See note on sheet C2 based on telephone conversation between the soil engineer and you. 11) See revised sheet C2. One floor drain was deleted. Water /oil separator is not required per Mr. Arnauld Girard , King County Industrial Waste Section (see attached memo). 12) Based on soil engineer's conversation with you, a note was added to sheet C2 regarding sump pump. 13) Crushed rock was changed to washed rock as shown on sheet C2. 14) According to CT Engineers, water /oil separator is not required for this project because the total area of the building and surface parking area is less than 5,000 square feet. ARCHITECTURE / PLANNING / INTERIOR DESIGN 2112 THIRD AVENUE, SUITS 201, SEATTLE, WA 98121 PHONE 206441.5745 / FAX 206 - 441.8760 15) All drainage pipes have been changed to ADS N -12 instead of PVC. 16) Add note 6 on sheet C2. 17) As you agreed the flow line profile will not be required as this time, however, it should be done before the construction of sidewalk, curb and gutter. See note 7 on sheet C2. 18) Catch basin #3 has been moves as requested and details were added on sheet C3. 19) Hydrant location was moved as suggested. 20) Revised as suggested. 21) Revise fire hydrant detail as suggested on sheet 2 of 3. 22) Revise asphalt patch note as suggested. 23) Show existing sewer line on civil and water extension plans. FIRE DEPARTMENT Related to architectural and civil plans 1) Slope of driveway has been change to 15% as shown on sheet C2. 2) Revise Fire Department Notes as shown on the revised sheet A0.2 In order to speed up the review process, I would appreciate if the Joanna Spencer or other plan examiners would make minor corrections by redmark the permit plans, or allow me or engineers to come to the City to correct them directly on permit sets. Thank you very much. Sincreely, ohnny C. L Cheng Architect C H E N G e 841- a ASSOCIATES, ARCHITECTS Enclosures: Revised architecutral (A01., A0.2, A1.1,A2.1, A3.1 & A3.2) , civil plans (C1, C2 & C3), water extension plans( 1, 2 &3), and landscape plans (Ll &L2). Revised under slab drain detail Memo to King County Industrical Section Rockery design and structural calculation ARCHITECTURE / PLANNING / INTERIOR DESIGN 2112 THIRD AVENUE, SUITE 201, SEATTLE, WA 98121 PHONE 206. 4414745 / FAX 206-4414760 ti ;!a „ • • .•';'■1'..” FROM Johnny C. L. Cheng/Cheng & Associates, Architects King County Industrial Waste Section 0 609 -. 3o0/ SUBJECT: This is to confirm our telephone conversation today regarding the proposed hotel. As you stated that oil/water separator will not be required for the sewer line which will connect two floor drains in the basement parking garage. Thank you for your assistance. C IL ASSOCIATES, ARCHITECTS ARCHITECTURE / PLANNING / INTERIOR DESIGN 2112 THIRD AVENUE, SUITE 201, SEATTLE, WA 98121 PHONE 206-441-5745 / FAX 2064414760 provide minimum 6" Washed . rock around pipe 510C 20 'd 1 EXPIRES: N6✓. / 99 e- S &EE li+ Nn, 9613 0 drain pipe LZt7L-898-90Z W* Slab D *,W* :To be determined during construction - floor drain G 0 0`- I" crushed rock _,.-• 4 "4) PVC drain pipe with 2 rows 3 /8 "4 perforations (ii) 2' U.C.. 30 degrees from vertical. Slope pipe at 1.5% toward sump. wrap drain pipe entirely with geotextile filter fabric submersible pump • -- floor slab access cover r •-- • I crushed rock Figure 2: Schematic Showing The Cross - Section of Under Slab Drain. Proposed I iotel at 4006 S. 139th Street ULUq 'n'7 Aoc :. r J= . - -- permanent sum? . }v�q�atsw ;:._ ..wztl..syrn+ ^ t+ 7' x+ rtn7. t4.;{ ga4rQ.r .4∎61 .gfktP_f�a' •:.r ' ;."Sc' -�tt�: §'d•`nibZr1.4�+.IK• kPk ACTIVITY NUMBER D97 -0052 / PRE96 -001 DATE 6/20/97 PROJECT NAME DEPARTMENT: G DIVISION 12 PUBLIC WORKS . DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLETE El COMMENTS TUES /THURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED Ei ROUTED BY STAFF [J (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F Pem* Cw'd CoP' PLAN REVIEW / ROUTING S IP RAMADA INN — CORRECTION 11 O' F� PREVENTION P & N• I NG DIVISION CTURAL �� COORDINATOR II r. - 7- a3 DATE DUE DATE 6/24/97 NOT APPLICABLE El APPROVALS OR CORRECTIONS: (ten days) DUEDATE 7/8/97 P w APPROVED El APPROVED W/ CONDITIONS E NOT APPROVED (attach comments) [2 Co( (eCy- i of 1- ' her 0 �<3. ' \ den - \ - o Lt ( 3 - (c) - REVIEWERS INITIAL DATE CORRECTION DETERMINATION: DUE DATE APPROVED CJ APPROVED W/ CONDITIONS F NOT APPROVED (attach comments) 0 DATE (Certification of occupancy required. tZI4 41::4: fin4 Aroma ie.......q.4 .-4baws1.w Dear Sir: City of Tukwila Fire Department Fire Department Review Control #D97 -0052 Re: .Ramada Inn - 4006 South 139th Street August 5, 1997 The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 1003.4) Exit doors shall swing in the direction of exit travel John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575-4439 eu":sa;» City of Tukwila Fire Department Page number 2 wANoimiorlizsreWtaai wi`:ftRi�L'��'i�ti,4C'�?''.�, N7,Kt.�tAYl'•t:"�'d,+o'?i$ when serving any hazardous area or when serving an occupant load of 50 or more. (UBC 1004.2) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207.1- 1212.8) 3. When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1013.1) 4. 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 illuminated, 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 1212.6) 5. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1742) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 + ;:OX ∎Y 44Yf R.AsUtNOVt t:.AelWV.t.fe nx.4U:KS'gKORRIAtifftirtMO .. City of Tukwila Fire Department Page number last lr', mr.6 ' .+ =M1iGo a mt'�r. ri recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #1742) All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator vales (WIV) and Fire Department connection (FDC). (City Ordinance #1742) 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) Local U.L. central station supervision is required. (City Ordinance #1742) 6. Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservoir conditions. (City Ordinance #1742) 7. For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around it's perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. 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. John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 Page number 4 City of Tukwila Fire Department 8. A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #1742. The installation of wiring and equipment shall be in accordance with N.F.P.A. 70, Article 760, Fire Protective Signaling Systems. (NFPA 72 -1- 5.5.4) Local U.L. central station supervision is required. (City Ordinance #1742) 9. 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 #1742) (UFC 1001.3) 10. H.V.A.C. units rated at greater than 2,000 cfm require auto - shutdown devices. These devices shall be separately zoned in the alarm panel and local U.L. central station supervision is required. (City Ordinance #1742) 11. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 12. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 901.4.4) 13. Provide fire department vehicle access to within 150' of any portion of the exterior wall of the first story. 14. The 30% grade to the parking garage is not acceptable; reduce grade to <= 15%. This review limited to speculative tenant space only - John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) .57.5-4439 special fire permits may be necessary depending on detailed description of intended use Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: POO 57S-4404 • Fax (200 57S-4439 City of Tukwila August 6, 1997 Dear Mr. Cheng: Kelcie J. Peterson Permit Coordinator Enclosures File: D97 -0052 John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Mr. Johnny Cheng Cheng & Associates 2112 Third Avenue, Suite #201 Seattle, Washington 98121 SUBJECT: CORRECTION LETTER #2 Development Permit Application Number D97 -0052 Ramada Inn 4006 S 139 St This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Public Works Department. At this time the Building Division, Planning Division and the Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, K ete.,(5e 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 DATE: c.. City of Tukwila Department of Public Works PROJECT NAME: Ramada Inn PERMIT NO.: D97 -0052 rrssm:. 4 4b, FRLaeYr{:,Yl`1± fc:.ir,:frfi;5 47A' a?t c;3&:!i.t{;i,'. ?P(i'' y.: ,.. �R3 �i�k, .s es st'f:`2" s:3'7:tr,.. PUBLIC WORKS DEPARTMENT COMMENTS July 31, 1997 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. 1) Engineer's signature is missing on sheets 1, 2, and 3 of 3. Landscape architect's stamp and signature is missing on sheets L1 and L2. 2) Sheets 1, 2, and 3 shall be included in the sheet schedule on sheet A0.1 3) Seatac Motel title on sheets 1, 2, and 3 of 3, C1 and C2 is incorrect. Seatac Motel was demolished and the proposed new hotel will be Ramada Inn. 4) Revise sheet 3 of 3 as follows: a. delete "City of Seatac" from notes 5, 8, 9, 18, and 24. b. delete "all hydrants in City of Seatac to be IOWA" from note 8. c. Replace "City of Seatac" with City of Tukwila in notes 28 and 29. John W. Rants, Mayor Ross A. Earnst, P. E., Director 5) Show rockery on Landscape Plan sheet L1.1. Rockery shown on the north side of the property as shown on the Landscape Irrigation Plan sheet L2.1 shall be revised to match sheet C2. Public Works rockery detail RS -5 (see attached) calls for a storm drainage system behind the rockery. Please show where the storm drainage system is behind the rockery and where it ties into the storm drainage system. 6) On Civil Plans, Landscape Irrigation Plan, and sheet 1 of 3, show the location, size, and water meter type (water only or deduct). 7) The geotechnical report shall be cross - referenced on the grading plan. Include the title, date, name, and phone number of the geotechnical firm in the reference. 8) Show parking garage driveway ramp cross - sections including applicable trench drain per Public Works Department letter dated April 17, 1997. Maximum allowable driveway slope is not to exceed 15 %. This cross- section shall be shown on civil plans. 1 6300 Southcenter Boulevard, Suite 11100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 431.3665 c aVaiVivr,^ yS"'.n r.�;ry wV..e ..r . s ay^ (. "a nY ^ ; 1 \' F Ti t t : , t . ... a*, r1aA A � + . iy: tu+ A+ � . v: tr 4� Y�Y �t1ttt hl r . Nk '.:::.L " "t3:� 1; ^ . ' .�?: ?^;;aGt °:N,7i4;i�!t'.. � �.;t a�.t.r # „ .a•�:; s� i.?..�ie � C l CT Engineering's response :er dated June 19, 1997 refers to ar•ectural plans without specific sheet numbers and structural plans (5 sheets). These were not routed to Public Works for final review. 9) CT Engineering's response letter, dated June 19, 1997, referenced the under slab drain. Applicant shall add item #9 from this letter regarding the under slab drain as a note on sheet C2. In addition, the following statement shall be added to the note: "and with a plan revision submittal to City of Tukwila for review and approval prior to any deviation from the approved permit set plans." If excessive wet soils are encountered, the applicant shall consider extensions to the under slab drain in order to compensate for these additional wet areas. 10) The existing storm drainage system under the proposed sidewalk shall be removed. Add this requirement as a note on sheet C2. 11) Show location of the two floor drains connected to the sanitary sewer. An oil /water separator is required. 12) Applicant, developer, or owner shall provide a maintenance schedule for the sump pump that will be placed in the parking garage. The schedule shall provide for access to the pump by the City Engineer or his /her authorized representative. The maintenance schedule shall be developed for the life of the project and shall state the scope of maintenance to be completed, the time period for completion of maintenance, and the party that will be responsible for maintenance. The pipe maintenance schedule shall be referenced on the land altering plan. 13) The under slab drain detail calls for 6" min. crushed rock around the under slab drain material. Isn't washed rock a more suitable material to be placed around the under slab drain? Crushed rock may plug the drain pipe perforations. 14) The King County Surface Water Design Manual requires an oil /water separator to treat water runoff from the parking lot. 15) Public Works recommends ADS N -12 pipe material for the on -site storm drainage system. 16) Add the following on the plan as a note: "Immediately after completion of construction, the proposed roadway widening, curb, gutter, sidewalk, and storm drainage system shall be requested for turnover to the City. All requests for turnover of infrastructure to the City shall be made thorough the appropriate turnover documents. Tukwila City Council shall make the final decision regarding acceptance of these items. 17) On a separate sheet, submit a plan and profile (line and grade) for the following items: - the proposed South 139th Street widening - the proposed curb, gutter, and sidewalk - the proposed water main 2 all associated street<ainage Plan "and profile shall include the gutter flow line, the top of curb, the back of sidewalk, street storm drainage and the water main. 18) Storm drainage catch basin #3 shall be moved west away from the driveway driving surface. 19) On sheet 1 of 3, the new fire hydrant shall be placed behind the new sidewalk west of the driveway. This must be done so that it does not block the Derby Tavern parking area 20) The existing water main in Pacific Highway South is a 10" line, but is listed as an 8" line on the connection callout note. This shall be corrected. 21) Revise fire hydrant assembly detail on sheet 2 of 3 per attached mark -up. 2) . Revise asphalt patch note (standard detail. number 15) to read "up to a maximum 2" depth. a Red for up to 500 gpm Rustoleum #1210, Farwest #X•6270, or equivalent Orange for 500 to 1,000 gpm Rustoleum #559, Farwest #261, or equivalent Green for more than 1,000 gpm Rustoleum #935, Farwest #255, or equivalent actions: ,.24.0l 0 1.24.020 1.24.030 1.14.040 1.24.050 1.24.060 Applicability of provisions. Type. Installation. Coverage. Accessibility. Exceptions Chapter 14.24 FIRE HYDRANTS 1.24.010 Applicability of provisions. All fire hydrants installed within the corporate mits of the City of Tukwila shall meet or exceed the )ecifica Lions and standards set out in this chapter. (Ord. 1692 (part), 1994) 4.24.020 Type. Hydrants shall conform to American Water Works ►ssociation Specifications C 502 -54; shall be compres- ion type and shall have a two -piece breaking flange vith breaking thimble at the ground line or stem; shall lave a self- oiling dry bonnet with factory -filled reser- roir holding approximately 8 ounces of oil. Oil reser- roir shall have not less than two "0" ring seals. Oil reservoir shall be so designed as to give a complete lubrication of stems each time the hydrant is operated. The upper stem shall have a brass sleeve. (1) Hydrants shall be equipped with two 2- 1 /2" N.S.T. hose ports and one 5" Stortz pumper dis- charge port, and shall have a 1 -1/4" Pentagon open -lift operating nut. (2) Hydrants shall have a 6" M.J. bottom con- nection and a 5-1/4" main valve opening, and shall have 18" above -grade level to the center of the pumper discharge port. (3) Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X -3472 Case Yellow. The bonnets and ports of City hydrants shall be painted: (4) Private hydrants shall be all yellow. (5) Any exception to stated paint standards must be authorized by the Director of Public Works. (6) Hydrants are to be compression -type, equal to Mueller #A -423 or Mueller #A -419. (Ord. 1692 §1, 1994) PrintPri May 8, 1997 TITLE 14 — WA7'1 AND SEWERS 30 Installation. (a) Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs, so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe minimum 4" diameter) filled with concrete, or con- crete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant, and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3 to 3 -1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. (b) All hydrants shall be installed with an auxiliary gate valve between the hydrant main valve and the water main. The gate valve shall be UL approved and have a 2" square operating nut. The valve shall be installed at the hydrant - lateral tee. If the hydrant is greater than 10 feet from the main, an additional valve may be required, but not closer than 3 feet from the hydrant. The protector cover for the valve shall be left in plain view, flush with grade after landscaping or paving. . (c) Hydrants, auxiliary gate valves, and supply lines shall be installed to meet sound engineering standards per NFPA #24, paragraphs 4202, 4301, 4302, 4303, 4304, and 4305. (Ord. 1692 §2, 1994) 14.24.040 Coverage. (a) Except as otherwise provided herein for single - family short plat and individual single - family homes, all commercial, single - family subdivision and multi- family development, including approved conditional uses, shall have hydrants spaced so that a hydrant is no more than 150 feet by line of vehicular travel from a building and that no point around the perimeter of any building is more than 300 feet from a hydrant. Hydrants on water mains within the City shall be spaced no more than 300 feet apart. (b) For short plat development (four single- family homes or less) and individual single - family homes that do not otherwise meet the 150 -foot requirement of this section, hydrants shall be placed so that a hydrant is no more than 250 feet by line of vehicular travel to the nearest point of the building, provided that: (1) The property owner shall sign an agree- ment, on a form prepared by the Director of Public Works, which form shall include an agreement not to protest the formation of any LID or ULID, to participate in future water system improvements to correct defi- ciencies. that have been identified in the applicable water comprehensive plan and /or an engineering analysis of the development. Examples of deficiencies include, but are not limited to, failure to meet Tukwila pipe size standards, minimum flow rate (gpm) and residual pressure (psi) from DOH, fire code or insurance underwriters (whichever is more stringent), Page 1 4-1 9 mem ow ow NO ON MNI. 001 r. MWAXX. NOTES: PROVIDE THRUST BLOC( UNDISTURBED SOIL 01) CONC. BLOCKING DIM. 1'XfX.r Psnballa[cn Lasoclata Con,UJUDJ Inetz aiR h30. Inesmosing P aiming SuriniortrIg Co aru3 Unl 5' STORTZ 1B' PLOT DAT( 1/12/1• ►LOT UAL /2 ASHED ROCK ( GRAVEL /6 TO 31 • 414' NST 0TIES OF SEATAC AND TUKWILA 444 SST KING COUNTY N Tf DAA W YM r .z NAN( DC904 6' DIA. DUCTILE IRON PIPE \►•5 \15102\cA) 51•20n _.. •∎ry','. e',:�i'::r:;1 '.!..r ice!: ":�:}•.'d`r: ,��..',,,�("YSiz �slir�. FIRE HYDRANT 113 BE PAINTED MATH TWO COATS OF ' RUSTOLEUM OR W YEU.O I. HYDRANTS , Mco EQUAL ,= E fA- 4-2.3 .254 -,, � �iUNNET HYDRANTS SHALL CONFORM TO A.W.W.A. SPECIFICA11ONS C 502 -54; SHALL BE 0014PRESSION TYPE AND SHALL HAVE A TWO PIECE BREAKING POP- rev FLANGE WTH BREAKING THIMBLE AT THE GROUND UNE OR S7E11; SHALL HAVE A SELF -OIUND DRY BONNET WTH FACTORY FILLED RESERVOIR P/_ � HOLDING APPROXIMATELY 6 OUNCES Of OIL. OIL RESERVOIR SHALL BE Lot SO DESIGNED AS TO GIVE A COMPLETE UJBRICATION OF STEMS EACH TIME Cp THE HYDRANT IS OPERATED. THE UPPER STEM SHALL HAVE A BRASS SLEEVE. Con SIDEWALK PER TUKVALA /9EATAO/ CURB it CUTTER FIRE HYDRANT ASSEMBLY DETAIL GCCXCD WADS 2-3/4 ASPHALT COATED STEEL SHACKLE RODS. FLANGE JOINT asTwcT ►PraO■O DA1T APPRO■{D FINISHED PAVEI,IENT. SEE VALVE BOX DETAIL 6' RESIUENT WEDGE GATE VALVE SEE BLOCKING DETAIL CAST IRON TEE)) (CUTER E X 11.1 11.1 D) A. HYDRANTS SHALL BE EQUIPPED WITH TWO 2 1/r N.S.T. HOSE PORTS AND ONE 5' STORTZ PUMPER DISCHARGE T. HYDRANTS SHALL HAVE A 5' 1.1..1. BO PORT. AND SHALL HAVE A I" PENTAGCN OPEN-UFT CONNECTION AND 5 1/4' MAIN / VAL OPENING, AND SHA to " ABOVE GRADE LEVEL TO THE CENTER OF THE PUMPER DISCHARGE PORT. EL CLOSE N PCURB & GUTTER IS INSTALLED, FIRE HYDRANT SHALL BE LOCATED (IN RELATION TO STREET CENTER UNE) UNDISTURBED SOIL C. H ANN INSTALLATIONS TO PER IS PLAN AND REQUIREMENTS OF TUKWILA MUNICIPAL CODE 14.24 AND CITY Cr j STD. DETAIL No. 3 King County Water District No. 125 6 Psabaf4 Comsat! sasta•v Pta»nl Iurvv7t4 CuarvlU REVISION SUBMITTAL 61��MYf::B'fWN DATE: PROJECT NAME: T 1C1rnaC'1I J_ n 900 (0 )3q J- }- PROJECT ADDRESS: CONTACT PERSON: JP NA./'vy ei`��V j l PHONE: REVISION SUMMARY:* `4FW.r45 PLC P/z'- SUBMITTED TO: CITY OF TU WILA Department of Community Development Building Division - Permit Center 6300 Soulhcenler Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 SHEET NUMBER(S) V}r71:Y[r» Ufa :44S�'nH:iH::Mdlie'k1T.,C+h? �i1Ef1.N.4. PiT7 1. :#i :101. ° P}. 1 :'• .' PLAN CHECK /PERMIT NUMBER: C) " C6 GJz: �C� ✓4'/ - /"" //4C= rc yf G waft/ (. / JLU LI'l =, ?J �� /� Lrt� rJ Gt)rt !4 ',u4,f•ti' /2e y,9iv L! ',,/ r 11/4 .r J'7rt (r [ •YU/r,2 L ":Cloud" or highlight all areas of revisions and date revisions. d ur Lr2 /h-4 Asp n /'1.� r.�.G, iw i 1e 1.4 ,1414 6 77 W- 1. /+��.v f, ,"G•�AJf' L1 7' eve Alt o LA/. R ECEIVED MAY » 1997 CUMNG & ASSOCIATES ,/o SS 4777 0-SS t.) e(4?4-.i; / e RECEIVED CITY OF TUKWILA JUN 01997 3/19/96 5• Pu KLe . wdp FAMIT CANTER City of Tukwila Fire Department Fire Department Review Control #D97 -0052 u+waer. emo xu+: Re: Ramada Inn - 4006 South 139th Street Dear Sir: August 5, 1997 The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel, (UBC 1003.4) Exit doors shall swing in the direction of exit travel John W. Rants, Mayor Thomas P. Keefe, Flee Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57$4404 • Fax (206) 5754439 C Fire Department Page number 2 . r�. nnsne.+ sv .rnwwun err .a.nrnaw..f' CM:.K•br14NM0'SC WV.W. 'ONI City of Tukwila when serving any hazardous area or when serving an occupant load of 50 or more. (UBC 1004.2) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207.1- 1212.8) 3. When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1013.1) 4. 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 illuminated, 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 1212.6) 5. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1742) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 rr� .�a.e�.wauxt.�w City of Tukwila Fire Department Page number 3 recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #1742) All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator vales (WIV) and Fire Department connection (FDC). (City Ordinance #1742) 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) Local U.L. central station supervision is required. (City Ordinance #1742) 6. Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservoir conditions. (City Ordinance #1742) 7. For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around it's perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. 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. John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575•4439 ;.1 Page number 4 c City of Tukwila Fire Department 8. A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #1742. The installation of wiring and equipment shall be in accordance with N.F.P.A. 70, Article 760, Fire Protective Signaling Systems. (NFPA 72 -1- 5.5.4) Local U.L. central station supervision is required. (City Ordinance #1742) 9. 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 #1742) (UFC 1001.3) 10. H.V.A.C. units rated at greater than 2,000 cfm require auto - shutdown devices. These devices shall be separately zoned in the alarm panel and local U.L. central station supervision is required. (City Ordinance #1742) 11. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 12. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 901.4.4) 13. Provide fire department vehicle access to within 150' of any portion of the exterior wall of the first story. 14. The 30% grade to the parking garage is not acceptable; reduce grade to <= 15 %. This review limited to speculative tenant space only - John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fa. (206) 575-4439 Prevention Bureau The Tukwila Fire cc: TFD i f le John W Rants, Mayor Thomas P. Keefe, Fire Chief .— special f ire permits may be 'necessary depending on det.ai led description of intended use — urs tru Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206)57544Q4 • Fax (206) 575-4439 ...• r0.44#v ain. 4.,pe am., S: r... a ,.::iMit7°s,e;nzemf.s :pa;4:x Ypts.mvwgu also`; C:" 5?' S" NPnr-, DY, t4 it :Y':3MfZi;3F501Viiei . iL+i A' CONTACT PERSON: REVISION SUMMARY: SHEET NUMBER(S) .. y Bldg. ..' CITY OFUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: to ( x PLAN CHECK/PERMIT NUMBER: PROJECT NAME: )CA-fl QC)t a, PROJECT ADDRESS: 900 6 1 3 3+ Au/Gn /n. SUBMITTED TO: - , • `Planning • i „.76 V e � !E:4 PHONE: f f"7 7 r PGh1y ,P f - GItJ,y ptea - ✓v' 4 Asr 7: /Pur1Gr G• W tVZ /Z Aftlf iv .f.& p L. 6-A4 F-t)/r r r/C A4le W lee H#J•'vr tree " JeAr .11, teowr r PosSA - rr !}'SSverh -7r.f, ;f e ery sr�t eee - ruff L peer.vr, Are /.voi-V• ".Cloud" or highlight all areas of revisions and date revisions. Pt�A' (4.1.,, r-en e Fire RECEIVED MAY 1997 CNENG P4 ASSOCIATES hc1 - ( X Sa 5 ' pu a„ t w PFRMIT CANTER CITY USE ONLY v •!.•.. �P• iii,, � 7 Public Works"' RECEIVED CITY OF TUKWILA JUN , 0 1997 3/19/96 '(i`ji`sli d' K. ?i�SN.J �iIS+�Stii} vtt�if Rrn. t .r'�'. �Oh June 19, 1997 Mr. Ken Nelson Plans Examiner City of Tukwila Dear Mr. Nelson: Re: Ramada Inn, project no. D97 -0052 C H E N G 3 ASSOCIATES, ARCHITECTS b q- o o 5� RECEIVED CITY OF TUKWILA JUN 20 1997 PERMIT CENTER Enclosed please find revised placorrections on the architectural plans according to your comments, dated March 12, 1997, our recent phone conversation: Sheet A0:1 1, 2, 3, 4, 5, & 6: See revisions on the plan. Sheet A0,2 7, 8, 10, 11, & 12: See revisions on the plan. Bottom of handicap ramp only requires to be 60 ", however 72" is prefer (see State Regulations Illustrated handbook). 9: Mounting heights as shown on 25/A7.1. Sheet 2.1 13: See revised plan with fan size indicated as 13,500 CFM. 14: As discussed over the phone, you agreed that I could just provide a 2 -hour area separation between the parking garage and the laundry/storage area. See revised plan. Sheet A2.1 and Sheet A6.1 15 & 16: See revisions on the plans. Sheet A8.1 17: See revisions on the plan. Other requirements ARCHITECTURE / PLANNING / INTERIOR DESIGN 2112 THIRD AVENUE, SUITE 201, SEATTLE, WA 98121 PHONE 206-441.5745 / FAX 206 - 4414760 .. :ivf: �•� .::• y.'•' �ti' ani.: '.1'.;Iti'f, ?J;�.FC,'.G:..'�.i) i '�� 'S'_ 18. Since all the exterior walls and soffit areas have been properly insulated per State Energy Code requirements, I don't think that it is required to carry the insulation to the garage wall as you suggested since the space is not going to be heated. 19. All bases in the restrooms will have tile bases as shown on the revised plans. 20. Evacuation area will not be required since the building will have quick response sprinkler heads as indicated under General Notes on Sheet A0.1. 21. Alarm system is not part of this permit application. 22. Alarm system plan will be submitted for review under separate permit. 23. See revision under General Notes on Sheet A0.1. 24. See Note #13 on Sheet A8.1 for door STC rating. If you have any questions, please feel free to call me at 441 - 5745. Thank you very much for your assistance. Sincerely yours, Johnny C. L. Cheng, AIA Architect C H E N G & ASSOCIATES. ARCHITECTS Enclosure: Responses from structural and civil engineers ARCHITECTURE / PLANNING / INTERIOR DESIGN 2112 THIRD AVENUE, SUITE 201, SEATTLE, WA 98121 PHONE 206 - 441.5745 / FAX 206. 441.8760 A ••■ ;Jig fof 74.'.1. • • J une 19, 1997 Chief Olivas Fire Department City of Tukwila Re: Ramada Inn, project no. D97-0052 Dear Mr. Olivas: C'HEN G & ASSOCIATES, ARCHITECTS Please see the engineering plans prepared by Pace Engineers to upgrade the water main along South 139th Street from 4" to 8" as recommended by local water district and approved by Kent Nelson at Building Department to provide sufficient water flow to the building. If you have any questions, please feel free to call me at 441-5745. Thank you very much for your assistance. ' . . Johnny C. L. Cheng, AIA Architect Enclosure: Plans prepared by Pace Engineers Dcf7 9005a • RECEIVED CITY OF TUKWILA . JUN 2 0 1997 • PERMIT CENTER ARCHITECTURE / PLANNING / INTERIOR DESIGN 2112 THIRD AVENUE, SUITE 201, SEATTLE, WA 98121 PHONE 206-441-5745 /FAX 206.441.8760 , • . `, - • - ••,,v - • , , • e: Ramada Inn, project no D97-0052 Dear Ms. Gierloff: have revised the building elevations to match what was approved by BAR. If you have any questions, Please feel free to call me at 441-5745. Thank you very much for your assistance. ARCHITECTURE / PLANNING / INTERIOR DESIGN 2112 THIRD AVENUE, SUITE 201, SEATTLE, WA 98121 PHONE 206.441.5745 / FAX 206-441.8760 raiaaserew9hc ca ncoi DATE: June 19, 1997 TO: JOANNA SPENCER FROM:. BRIAN M SMITH RE: SEATAC HOTEL. Dear Joa We are resubinitting the plans for the Seatac I -Iotel (Ratnada Inn): The following is a response to your correction letter. • #1 Corrected. #245 See enclosed Water District Plans prepared by Pace Engineers #6 Showed a SS Stub for the design build sanitary sewer: #7 Shown on plans #8 Corrected rim el. •prof le /sections of driveway on architectural plans. • #9 The underslab drain is shown approx. at the middle of the garage. This is a schematic representation . that can be modified with the soils engineer recommendation once the excavation has taken place. #10 This is a solid lid sump for collection of the footing drains, trench chain and the underslab drains. • There will be two floor drains connected to the sanitary sewer in the parking garage. The architect had a telephone conversation with Mr. Arnauld Girard at County Waste and no special requirements are needed for the floor drains. #11 See revised A2.1. #12 Corrected on plans. #13 Revised existing storm drain. #I4 .Refer to plans. There is no existing sidewalk in front of the Derby Tavern. It is asphalt pavement from 99 to bldg. #15 13y others. . #16 refer to plans. .#17 revised. #I8 refer to enclosed new irrigation plan L2.1 #19 The owner has been working with Mr. Rodell Richardson of City Light. Ken Stoner of USWest. and Shawn Anderson of TCI and yourselves to resolve the issue. The owner Nvill do whatever is required by these agencies. Please call if you have any questions. Thank you. i?)&4•4 cileti?/1 Brian i\I Smith cc: \Ven Lin e#1 active : .041C Ar Structural and Civil Engineers 180 Nickerson St. Suite 302 Seattle, WA 98109 206.285.4512 (v) 206.285.0618 (t) cteng@nwlink.com D'fl oO5'. RECEIVED CITY OF TUKWILA JUN 2 01997 PERMIT CENTER ..w .r ne.en.1eC7 TIMF 11t3A ** ** **** PART A: (To be completed by applicant) • The proposed project is located within f ( . A / U )i I r a 1 C : ( 1 4 . . (City /County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before con action: 77 4 4 4 / "1.4../.44-7.47,A / i it --, /4) / = y c a , 7 - 7 4 ' 42 A 0 yG 6 i d e s N �CiE.a_ Site Address (Attach map and Legal Description showing hydrant location and size of main): (Use separate sheet if more room is needed) ._ Based upon the improvements listed above, water can be provided and will be available at the site with a flow of O 7.5 at 20 psi residual for a duration of 2 hours at a velocity of 7 fps as documented by the 9 S. /3c•.7 &• r Owner Infor m Agent/Canttact Person: // Name: t:i& 1"4 Cl " L / •"U Name: CJ ");'7 M% (74 7 , Address : / l / Cc'"I7 1 A y Address �? // _ r`4 I $1 a� , Phone: 4" c =i' — () / Phone: c 1 . 4 7 1 7 .-- 3 .- 7 ef• a This certificate is for the purposes of: ❑ Residential Building Permit ❑ Preliminary Plat ❑ Short Subdivision f a Commercial/Industrial Building Permit ❑ Rezone ❑ Other Estimated number of service connections and meter size(s): Vehicular distance from nearest hydrant to the closest point of structure ft. Area is served by (Water utility district): Owner /Agent Signature: 7.---- r _ .,, •-�� --._ . ._. 4• Date: _ :72://1?-:..,/ '7 PART B: (To be completed by water utility district) The proposed project is located within f ( . A / U )i I r a 1 C : ( 1 4 . . (City /County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before con action: 77 4 4 4 / "1.4../.44-7.47,A / i it --, /4) / = y c a , 7 - 7 4 ' 42 A 0 yG 6 i d e s N �CiE.a_ i4icye 2 c - /!i r ,G_! /t Cam, .41t-e 1,7!57: .5 7,,y• :o • rrs (Use separate sheet if more room is needed) ._ Based upon the improvements listed above, water can be provided and will be available at the site with a flow of O 7.5 at 20 psi residual for a duration of 2 hours at a velocity of 7 fps as documented by the ._gpm attached calculations. I hereby certify that the above information is true and correct. --- /7 - 1 Agency /Phone ,Q L ,4 2 -r ; 4 ? By Date • 05/07/97 WED 00:29 FAX 206 2430713 PROJECT #: 0C11.005a,„ (Use separate sheet if more room is needed) Agency /Phone tRAVAIL.DOC l..V"r LIN CITY OF TUKWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 Certificate of Water Availability (Required only if outside City of Tukwila water utility district) PART C; (To be completed by governing jurisdiction) Water Availability: ❑ Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvPmc-nts in item C2 are met. © System isn't capable of providing service to this project. Minimum water system improvements: (At least equal to B2 above) By Date qJ001 H -11 z ACTIVITY NUMBER D97 -0052 PROJECT NAME RAMADA INN DEPARTMENT: REVIEWERS INITIAL REVIEWERS INITIAL CORRECTION DETERMINATION: C:ROUTE -F DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLETE E COMMENTS DATE DATE Puvnk Cov4tnov Copy PLAN REVIEW / ROUTING SLIP . ..y j ;tit „ �� , Z ,;K; Sv : , d� `y Cl� 7�r!. I , ',t' "� . t'.*YS.Yi . Nyv 'e., Rd ir ya �a Barr. .0 �y . ,+�±t�p• �ly±�•4 y i �aiM�d� „,:f :�+�:u�x'�'raN, .vla7T�,S.v�� ,C +fiT�T -Y�u i%'w- �Sc.;���1. +vu.a n ,�`,J�' P:y� f'IF? 1�!'4”- &'�" f�..,r'i�'��Ki."� a �ts�v3 p.,.r}��:"�, y „ }' ,�ji.s.S.s.C.�.�L•.` -LULL R�^`t U,+7. t3.a.�. ti. +,Jr .� ,�.s• � fL� NC? DATE 2/19/97 V- BUMPING DIVISION PRE NTION �� G DIVISION 2 PUBLIC WORKS kg& STRU PERMIT COORDINATOR %-e, 1 -I -11 -q DUE DATE 2/20/97 NOT APPLICABLE 0 APPROVED 17 APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) Q (Certiticadon of occupancy required. _ ) TUES /THURS ROUTING: PLEASE ROUTE n NO FURTHER REVIEW REQUIRED El ROUTED BY STAFF U (If routed by staff, make copy to master file & enter Sierra.) 1 1 APPROVALS OR CORRECTIONS: (ten days) DUEDATE 3/06/97. Clay APPROVED CI APPROVED W/ CONDITIONS NOT APPROVED (attach comments) c te.w)) CO ctvO \On 'Hie; 1 II) CAI \ 1- 4 - a1 -c / 7. )z-- 3 -,=-, -e REVIEWERS INITIAL DATE P 61,1; n C) Q0ecL DUE DATE • r „� 1ri: ; �5.`6,, T,i:•; 1., C . n ". '. � Kel, ,'.� a i ., ..s.l.,. ., >r. �,j.;a YS,,. Garylarker, Superintendent Norman B. Rice, Mayor anuary 2, 1995 Mr. Wen Lin Econo Lodge 1 Pacific Highway S. Seattle, WA • 98168 Dear Mr. Lin: E: Release of easement at 4006 S. 139th Our review has determined that City Light could release sub'cct eastlr possibly � ` ' i ff c b i iri mt` if.ce. work is done: The easement is necessary ' .-., j ;.. essary to service the Derby Tavern'fromu 34 If Derby Tavern agrees, their service could be re- routed to a bridle on` Pa to re - '" ' _ ` � ;.:- The estimated cost t ,. � 5��, ` ; rout ` e their service Would approxi>matel Y. ry.;•Y.•1^i 1 200 ,, , l r cost would be your responsibility since your group is receiving the bne; To move forward on this process, you would ` 4 . 'need a written agree>iYent tb`�� stating that it would be oka to re-rou s � ' �� Tavern sta te':the»i�sery ice. agreethat c� you'recex=ve °thl.':'� -. inentpl , .. e ease forward to my attention. Keep, in mind their:.vtroild;tie:vinthbtit for a short period of time while the service i s ari ah ' e ged. Upon receipt of t( 'agroemea1 will nOtify you of die next step. .t” Sincerely, Rod Peterson REc, EI' A PUBLIC An Equal Employment Opportunity Affirmative Action Employer City of Seattle —•• City light Department, 1015 Third Avenue, Scuttle, Washington 98104.1198 Telephone: (206) 625.3000 TDD: (206) 684.3225 FAX: (206) 625.3709 Accommodations for people with disabilities provided on request Printed on recycled paper Mairii2; t^4 April 28, 1997 Mr. Johnny Cheng Cheng & Associates 2112 Third Avenue, Suite #201 Seattle, Washington 98166 Dear Mr. Cheng: Sincerely, Kelcie J. Peterson Permit Coordinator Enclosures File: D97 -0052 PRE96 -001 City of Tukwila t SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D97 -0052 Ramada Inn 4006 S 139 St FILE COPY John W. Rants, Mayor Department of Community Development Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Building Division, Fire Department, Planning Division and the Public Works Department. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 Sheet A0.1 Sheet A0.2 BUILDING DIVISION COMMENTS PLAN REVIEWER: Ken Nelsen, Plans Examiner (206) 431 -3670 DATE : March 12, 1997 PROJECT NAME : Ramada Inn / Proposed Hotel permit application PERMIT APPLICATION NO.: D97 -0052 The submitted application requires the following corrections or clarifications: 1. On General Notes regarding "Substitutions ", include a reference that revisions will be submitted for approval by the Tukwila Building Division prior to construction. 2. General Note under "Fire Dampers ", include the hour rating protection required for the 3 -Hour PT slab occupancy separation of the garage ceiling. Separation of the S -3 and R -1 occupancies shall comply with U.B.C. Sections 302, 311, and Chapter 7. 3. General Note for "Standpipe System" uses U.B.C. Section 3805 and Standard 38 -2 references. Updated references to current 1994 edition Section and /or Standard. 4. Under Building Code Information, the Occupancy Group for the parking is shown to be an S -4. Per U.B.C. Section 31 1 the parking garage is a S -3 occupancy, revise the plans accordingly. 5. Building Code Information for "Barrier Free Requirements" references WAC 51 -10. This is a two codes old reference, revise the WAC number to the current 51 -30. 6. The "Barrier Free Requirements" lists the number of units for the hearing impaired as 1 unit. U.B.C. Washington State Amendment table 11 -D requires this number be revised to 2 units for a 26 to 50 unit complex. 7. Under the Accessibility Design Notes for "Code" and as noted in item #5 above, the WAC reference must be updated to the current WAC 51 -30. 8. Accessibility Note for "Ramps" shows 42 inches as the required width. Washington State Amended U.B.C. Section 1007.2 requires a 44 inches ramp width. Also, the ramp 60 inch landing should be identified for the top of ramps in the direction of travel. Additionally a 72 inches ramp is required at the bottom of ramps, code reference U.B.C. Section 1007.4. n:F�ACk1� ,lJ:'iEF Page 2 of 3 D97 -0052 .lr.M L.. ,. n;3.� „ f •... { 5.:. ^r•.lr;� >> r4r; {C^ {tr n:rh; , . : ^,'Y. , r , . "-•; i`r,i 7 Mt•.X .S .'s: 0,12 , 6 yt " .. YCy;.S.,.,.�.V..tt •• uE .!!•�..Wt•r,•1isll�i l y,w�, !.u'.. .:i•'4 y y� xr ( ` . ; , Y:i;r • "+ ..1rA!lia��.`; K r,'�f'rt1?. ° S•.ti'•, ?..".!...d, 7rYV�:i'1'^!4..rJ, �v1931!dr�...fF;�.�..., c�rn4., rl �. r?. Fr.. Lwv. l' j,. �. 11 i�: �.. �. �{ v, �f�+.' �,.. S �icw�.)r..'�Al l:�l�:.53G1:tl6Xl �ttt'���h..'1 i4...a...,G1�t�: ;'•lk d••.:''i��l? ,�'t -.1 ..' Sheet A0.2 Continued 9. In general the Accessibility Notes for "Mounting heights" and "Other Requirements ", are to generic, non specific, or incorrect. For example, telephone reach requirements in Section 1106.14 may differ depending on the directional approach to the telephone equipment. These reference must be revised to more specific installations and /or include specific code sections. 10. Under Ventilation and Indoor Air Quality Code the reference to the "Tukwila Mechanical Code" should by changed to read the Washington State Ventilation and Indoor Air Quality Code. 11. Under Energy Code Note "interior lighting power budget ", the garage watts per square foot must be revised from .3 watts to 0.20 watts per W.S.E.C. Section 1532. Also add power allowances for the common areas such as the corridors, lobbies, office space, and laundries, see Table 15 -1. 12. Regarding light budgets, unless verifiable plan details and fixture schedules are submitted, at the minimum an additional note to the plans must be added requiring that any proposed lighting system is to be submitted to the Tukwila Building Division for approval prior to electrical installation. Sheet A2.1 13. For the parking garage fan, ventilation specifications and operation requirements must be noted on the plans to identify the minimum compliance for U.B.C. Section 1202.2.7 and the Washington State V.I.A.Q. Code. 14. Because the ceiling of the parking garage is a required 3 -hour occupancy separation as noted in comment #2 above, the continued separation protection must be detailed on the plans for the following areas per U.B.C. Section 302. a) The stair enclosures and their doors. b) The elevator door or the elevator lobby. (Should the lobby contain the occupancy separation, all doors, glazing, ducts, and piping must be considered.) c) Piping and conduit membrane penetration protective materials. d) The landry chute, also on sheet A6.1 and detailed on sheet A5.2. Sheet A2.1 and Sheet A6.1 15. The front desk office restroom is not exempt from accessible requirements, please revise the restroom to comply with U.B.C. Amended Chapter 11. 111.`,• .'. tS.': i` : n�' uA�r ,6�:3��.'.i.+�'n:viM'�'�'�xi a�i��. ^S'�.�ii •,v i. {•.. �'i'�. .��` �{.�L"�1. k. a. Page 3 of 3 D97 -0052 Sheet A6.1 Sheet A8.1 Other requirements No further comments at this time. 16. Provide accessible design details for the front deck counter complying with U.B.C. Amended Section 1106.24.2. (Note, this counter height code requirement differs from that noted on the current sheet A0.2) 17. Detail C3 shows a note stating, "min. 6 inch concrete for 3 HR fire rating ". a) In the Puget Sound region Siliceous concrete aggregate is used, 6.2 inches is required to equal a 3 hour rating per U.B.C. table 7 -C. b) This detail should match the minimum structural slab thickness shown on structural Sheet S -10. 18. A detail must be provided to show a method to meet the intent for continuing slab insulation from the stud wall down toward the footings per the Washington State Energy Code Sections 502.1.4.8 and 1311.5 19. Interior elevations on Sheet 7.1 and 7.2 must specify sanitary floor base material finishes for all restrooms conforming in U.B.C. Section 807.1.2. 20. Areas of evacuation must be identified on the plans with detailed dimensions and specifications conforming to State Amendment Section 1104. 21. Specifications must be provided for Audible and Visible alarms per State Amendment Sections 1105.4.9 and 1106.15. 22. Detail an accessible route of travel to the public way that includes detectible warnings domes on the walking surface complying with State Amendment Section 1 106.17. 23. Provide an additional note referencing to sound rating requirements of penetrations and opening in construction for plumbing, electrical, heating, etc. per U.B.C. Appendix Section 1208.8. 24. Include STC sound rating requirements on the door schedule per Section 1208.2. • PLANNING DIVISION COMMENTS DATE: February 24, 1997 PROJECT NAME: Ramada Inn PLAN CI-IECK NO.: D97-0052 Plan Reviewer: Contact Nora Gierloff at (206) 431-3670 if you have any questions regarding the following comments. 1. The plans submitted for the building permit show several changes to the exterior of the building from the design that was approved by the Board of Architectural Review. Each of these areas must be returned to the approved design or documented in a letter to the DCD Director asking for administrative approval of the alterations. If the Director finds that any of the changes are significant the design will need to go back before the BAR for approval of the changes. The deletion of two windows from the south facade of the building is likely to be considered a significant alteration. • • RA ADA FIRST FL. LINE 79 II II 3')C' OPENING Uu 1 I I{ METAL LOUVER 1 I { I 11 I{ I =.< o, 11 EST PIPE 1 � BASEMENT 4. LINE —11 .1. 4 OPENING TO PL CEILING LINE SECOND FL LINE EL. 214' -0" FIRST FL LINE 264' -0" 1- �'� DOUBLE INSULATED GLAZING \ I IN VINYL FRAME AND WIT- SCREEN BASEMENT FL LINE L EL 255' -0" SCALE: I/8 ".1' -0" EAST ELEVATION 6" > 6" GLA6613 e \ I • City of Tukwila Fire Department Kelcie Peterson Chief Olivas 'Ramada Inn Project February 24, 1997 John W Rants, Mayor Thomas P. Keefe, Fire Chief The water •flow availability for this project :is . insufficient. : At this :.point, they will not be able to build without significant water system improvements. :I think it would be wise to inform them of this problem as soon as possible. Headquarters Station; 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 5754439 :rbs:nn ::Mt. O:∎ - ∎.I., ...ax .W. °!:;raxsMVPIrhmw +Etiviwi ,s7e4! /:Wit0 t.a; eQ. tei:tcar rr :grrr:, r., 41.2014t0*... tl'ot �!`;r DATE: PLAN CHECK NO.: D97 -0052 City of Tukwila Department of Public Works Aprilf1997 PROJECT NAME: Ramada Inn PUBLIC WORKS DEPARTMENT COMMENTS Ross A. Eamst, P. E., Director PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. These comments are not fully inclusive. Additional comments will follow after submission of the next revision 1) The North arrow on sheets Cl and C2 is incorrect. 2) The four inch (4 ") water main fronting the proposed development is not adequately sized to accommodate the site proposal. In order to proceed, the applicant will need to replace the existing water main with a larger size line. See Water District #125 water availability letter (part B, item 2). The City of Tukwila's Comprehensive Water Plan states that the minimum commercial, industrial, or multiple family unit water mains shall be a minimum of ten inches (10 ") in diameter for looped systems, and twelve inches (12 ") in diameter for non - looped systems. Applicant shall contact Pat Brodin, City of Tukwila Public Works Senior Utilities Engineer at %. (206) 433 -0179 for information and coordination of water main sizing and upgrades. 3) Submit a plan for the water main replacement/upgrade to the City of Tukwila's Public Works Department for review. The plan shall show the location of the proposed water main as well as the details for domestic water service to the proposed development from the water main. Show location and size of the domestic water meter. 4) Show locations of the existing fire hydrants in the vicinity of the property to be developed, and distance to water line. 5) The location and size of the double detector check valve for the fire loop must be specified. 6) A plan shall be submitted detailing the location, size, and type of material of the sanitary sewer line that will serve the building. 7) Specify on sheet A 2.1 and on the Civil Site Plan if the cable line easement is existing or proposed. If the easement is an existing easement, please state the easement recording number on the plan sheet. John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 431.3665 : rsss R Ivesiilirv.n. i +CM Sr ',•gyrot!4",`t1,b1 y 8) Parking garage ramp cr sections, including applicable trench &thins, shall be submitted for all ramps. Trench drain rim elevation is incorrect. 9) Applicant must show location of the floor drain specified in "section under slab drain" on the Drainage and Grading Plan. 10) If the above floor drain collects flow from the parking garage floor, it shall be connected to the sanitary sewer line. A letter from the King County Industrial Waste Section will be required (contact Mr. Arnauld Girard with King County Industrial Waste Section (206) 689 - 3012). 11) On sheet A 2.1, show where the two floor drains at column lines 9 -I /J and 9 -H/I are connecting to the storm drainage system. This detail shall be shown on section 3/A 4.2 as well. 12) If the aluminum grate goes to first floor elevation per 3/A 4.2, why is it not shown on first floor plan sheet A 2.2 at the column lines 9 -I /J and 9 -H/I and on sheet C2 on the North and South building wall? 13) The existing storm drainage pipe shall be revised per the attached mark up. 14) Show how the proposed sidewalks and widened roadway sections fronting the proposed development will connect to the existing sidewalks and roadway sections. Clarify the following: "asphalt wedge to exist at the east end." Show the existing sidewalk in front of the Derby Tavern. 15) The copy of the geotechnical report that was submitted for the proposed development site is incomplete. The following items need to be addressed to insure completeness of all submittals: - Appendices B and C mentioned on page 6 of the geotechnical report were not included in the submittal. - The boring reports for the proposed site are illegible. Legible copies must be submitted. - The geotechnical report did not include the name, address, or phone number of the geotechnical firm that prepared the report. t, 16) Earthwork quantities (cubic yards of cut/fill) shall be noted on the civil plans and all supporting calculations shall be part of your submittal. 17) The retaining walls and rockeries proposed on the North and West sides of the proposed site shall be shown on sheet L 1.1. Rock retaining walls shall be a maximum of four feet (4') high. Structural calculations are required for retaining walls over four feet (4') high. 18) ' If the site is going to have a landscape irrigation system, please show the proposed irrigation system on your landscape plans. 19) All utilities shall be located underground per the City of Tukwila Undergrounding Ordinance. No utility poles will be allowed on your private property or on the public right -of- way fronting your property on the south side of South 139th Street. quo r ue • • REPORT • GEOTECHNICAL STUDY • PROPOSED HOTEL AT 4006 S. 139TH STREET TUKWILA, WASHINGTON FOR MR. WEN LIN S8cEE JOB NO. 9633 November 8. 1996 • • s i2t . • i/t/ta,i-iL;470 ol (9"-`.114." e■&%i'L-07 keie iS Rep- a I 1.. 6 C eAjOevi,CI rQQ ( 0 44&kJ)eoltd, • RECEIVED CITY OF TUKWILA FEB 1 9 1997 PERMIT CENTER Dqn -005 ' 1 , ... r — , • T e d BORING B-1 t -4. te ... 1 : t I V: t ..6 '..) Soil DoscdptIon f ' • —""'• •—•—• Asphalt pavement (3 Inches) 1 ' ; Nu.; 1 nark brown flne to coarse sendy4111 with trnce fine gravel. (loose to medium dense) II is . i. — 1-1,--.1 (wet) (fill) is 14 .'. l Brown to grey silty fine Sand with some medium to coarse sand interspersed and in . I occasional thin lenses, trace fin to coarse gravel, (medium dense to very dense) (damp to moist) (till) (cemented) .. I - water bearing send tense at 7.d feet. .. ; 9cring compInted nt n depth of'18 feet nn 10 Water henring sand tense encriuntered et 7.6 feet during drilling, Drilling Method. Sample Method. Drill Controls:71°r Drill Date! Ground Elevation! S&EE jcC4 9C13 Chong & AttiMiales r hollow Mem Bugler from 0 to 18 feet SPT (1 .4.• 1.D.) sampler driven by 140 lb safety Yammer with 30* drop wolt Ortiling, October 25, 1g N. A milillWprawarewoorerrodrildINNIIN.■•••■•••■••■••••■•1111111P. Figure A-1 ■•■•••••■■■ Proposed 43-Unit Hotel at 4006 S. 139th Stree DETAIL @ ASPHALT PAVING NOTE: SEE SOIL REPORT AND CIVIL PLAN FOR ADDITIONAL REQUIREMENT FOR ASPHALT PAVING 4 GRAVEL BASE PIPE SLEEVES AS REQ'D MIN. 1 PE & TREE H-- L- OG-ATIO EXCAVATION NOT ALLOW BELOW THIS LINE SCALE: I/4"=1 ot, E-421- d aeg( C c� 1 LHA cE SCHEDULE THIS SHEET EE DETAILS 'ING SEE DETAIL -1i iRIN FDN. SCHEDULE- TYPE Ft DEPTH 18' 10' 6' 10' 12' SIZE 5' -0' X 5' -P' 18' X CONT. 19' X CONT 4' -6' X T -10' 3' -0' X 3' -0' REINF. (6)'S EdU. (3) 5 CONT. (2) 5 CONT. (2) 5 CONT. (4) 5 EIU. SMH 329 IM 260.0 E. 231.8 18' XIST CENTERLI 1 t12' EXIST 1 R' f 24" I M"�ir�Wh.mF 0+ b ulo i to_Jvfrt. 1 r'n ...-C . 1 ' ATM; CBI 7. 1 4 '► i;IM 258.5 $ f 1 I.'x.'3 2' 0 11 IE = '255 1 NEW ' • /1 l I / t. • • 111 • • r L N 0 C.) w 0 24' • t ; 61. J' , __•... i cvc.0 .. /iii /ii.►iiAKWI IAIKOiii�.Ii�.. �itsiiiiX / /i.!I / / / /i: I / / /I'� 53 1F 12" PVC 04% z o 262.8 263.1 NEW 4' TNK CONC WALK PER COT STD R4 TYP (Z7 Iz L 51-AT G - 2 263.04 18' !XlST W < ` z U N 1 5Z t12' J EXIST 18' \ NEW \ o \ CENTERLINE DRIVEWAY • e r a � . , NEW 4' THK CONC WALK PER COT STD R4 TYP UP C, RELOCA fE Y POLE Il l NEW 4- THK CONC WALK PER COT STD R4 TYP YD 11 ■ co r • J W SUMP PIMP SIZE BASED ON FIELD OBSER GEOTECHICAL ENGR. A CONNECT FOOTING DRAINS, TRENCH DRAIN, AND UNOERSLAB DRAIN TO SUMP , • IE =252.3 S � .ow (9Ivtt TOP OF SLAB / 263.8 L CON! TO f L 80 LF 6 PVC 01X — - 3" [1,90( �,�:,...- ,�.�� e:� ►ti, d- e?- LE 41■0 P tx CIP CONC WALL, REF S-2 FOR SCHEDULE 11111111111•P" 11 ./.•■■•■■■■•■■wJ..r.,dpurAns AMU/ • 263.4 g 261.8 6' PVC ROOF DRAIN 1.5 26LF 4' PVC 0 1 262.3 180.00' N 2'07'33 E • EILITY — — • MM. ...■•• aw.wee s " • 262:8 Z. BLDG LINE AT GRADE CONNECT ROOF DOWN, SPOUrf TO 6" PVC ROOF TYP — BLDG LINE AT. GAUGE. ' 5 i-td2- Sea 0A2 14 ret wote5 14e.e ?? HO u 64°2; Atiriv • • -rite, 4t9 c&e-eries ok,A1 4e y „a No S e4c)14.4.-ge ,5 1 2 TOE=253 T TOP=260 T 4111, 4110 411741 rlt) • v 1 (1, 1 1 • r*.• •••• • • R 1 1 1 1 C CO: 02 262.4 i P.1()E FOOTING / DRAIN TO SUMP, T1 1 1 3 -- A TOP=255.7 TOE=252.7 lir % -‘-',5• 6 4' HIGH MAX RO( RETAININIRIL COT STD TOP=261.3 TOE=258.5 REVISION SUBMITTAL . DATE: PLAN CHECK/PERMIT NUMBER: .0 q 1 - o O a PROJECT NAME: T I)CLinaCAc�, J .r n PROJECT ADDRESS: 900 S 13q S+ CONTACT PERSON: PHONE: REVISION SUMMARY: SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CITY USE ONLY CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 3/19/96 AdA7PCik.WitiAVii10%. %.1 Y�� .: n: 4 �' >'ti 4�� ':?S� :'�; - .7yi'.y,t„y �Y.:.Ytl•!y "r . }`: February 21 1997 City of Tukwila Department of Community Development Steve Lancaster, Director Mr. Johnny Cheng Cheng & Associates 2112 Third Avenue, Suite #201 Seattle, Washington 98121 Dear Mr. Cheng: SUBJECT: Development Permit Application Number D97 -0052 Ramada Inn 4006 S 139 St BILE COPY John W. Rants, Mayor This letter is to inform you that your permit application received at the City of Tukwila Permit Center on February 19, 1997, was reviewed at the February 20, 1997, plan review meeting. Your application was determined to be complete. Your permit has begun the plan review process, you will be notified of any required corrections or when your plan is approved. If you have any concerns or questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, ildat `Paru,501-7 Kelcie J. Peterson Permit Coordinator File: D97 -0052 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax. (206) 431-3665 Crystal Kolke Robert Fossatti Associates Consulting. Engineers 2212 Camas Circle S.E. Renton, WA 98055 Regarding: 97- T -02:. Ramada Inn . (D97- 0052) City of o .. Tukvvila John W Rants, Mayor Department of Community Development Steve Lancaster, Director Dear. Crystal Kolke: Please do structural review per U.B.C., 1994 Edition. Sincerely, Bctrw Shellie L. Bates Permit Technician 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax: (206) 4313665 Gi �/1tL �C�%� Af :'ALL OF'LOTS 6, T. AND 8,'RLOCK'49 RODDIN'S VIEW TRACT ADULTION TO ► RIVERTONs, ACCORDING TO TUE PLAT' RECORDED IN VOLUME 17 OF PLATS, PAGE IN KING COUNTY, WASHINGTON= TOGETHER' WITH THAT PORTION OF VACATED DALE STREET I4OTH AVENUE S O UTHIt ,it,'.'`` ADJOINING THERETO AND DESCRIBED AS FOLLOWS=• 'lD, arf I'i s .srz j BEI:INNING AT THE SOUTHWEST CORNER OF SAID LOT '0; THENCE NORTH NEST 26962 FEET$ THENCE NORTH 00 EAST PARALLEL WITH THE EAST LINE OF SAID LOTS 69 1 AND Be I80 FEET: THENCE SOUTH 89x52'24" EAST 6.31'FEET ..TO 1HE NORTHWEST CORNER OF SAID LOT 6; THENCE SOUTH 6 °18°33" EAST ALON THE .WESTERLY LINE OF' SAID LOTS 69'7 AND 89 181.14 FEET TO THE THE POINTC9F,'Y , BEGINNINGS • ;�.:. RECEIVED CITY OF TUKWILA FEB 1 9 1997.. PERMIT CENTER pa ." + vim 'uo;1'Pi. Owner /Agent's Signature: FFttF SiliCA'1LVAILE'i s ❑ Fire Marshal ❑ Insurance Underwriter ► CERTIFICATE OF WATE PART A: (TO BE COMPLETED BY APPLICANT) 1. Owner Name /Address /Phone: ; //7 :1, 4 /-f...1 r c. � � r t `'� Sr Agent or Contact Person /Name /Phone: ; 6 //in/ C h e "9 - Y c 7€•r c_/ yam, 574 Site Address (Attach map and legal description showing hydrant location & size of main): 2. This certificate is submitted as part of an application for: ❑ Residential Building Permit ❑ Preliminary Plat ❑ Short Subdivision Commercial /Industrial Building Permit ❑ Rezone ❑ Other: 3. Estimated number of service connections and meter size(s): l 4. Vehicular distance from nearest hydrant to the rear of the furthest structure: -/ S ft. 5. Minimum needs of development for fire flows: gpm at a residual pressure of 20 psi. Source of minimum flow requirement: ❑ Developer's Engineer ❑ City ❑ Utility 6.. Area is served by: 14A ky J15 ' '-; c / z C PROJECT M CAI - COSI ❑ Other (Utility) Date: (Reverse side to be completed by water utility and governing jurisdiction) , 05/06/94 Agency /Phone PART B: (TO BE COMPLF.D BY WATER UTILITY) 1. The proposed project is located within 1 u k wt 11t 1 (City /Corty) 2. Improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection: 7 CG/A- 7''E#. 'Al 04r'q /N /7-A.-cote o C • A4 ao ,1c eclr /s'9 t^c QS'4✓ m e ed k-f:cf CO c.K W 644f-b' h [ s r, ite/ts 5Tib -tv 1 4Kp S . . Based upon the improvements listed above, water can be provided and will be available at the site with a flow of /U 7S' gpm at 20 psi residual for a duration of 2 . hours at a velocity of 7 fps as documented by the attached calculations. I hereby certify that the above information is true and correct. k ,l' (r 4t � w h l S? ( Z f6, �c� -• 2- �' /6 ` �6 Agen Phone - s --v By Date PART C: (TO BE COMPLETED BY GOVERNING JURISDICTION) 1. Water Availability - Check one ❑ Acceptable service can be provided to this project. ❑ Acceptable service cannot be provided to this project unless the improvements listed in item #C2 are met. ❑ System isn't capable of providing service to this project. 2. Minimum water system improvements: (At least equal to B2 above) By Date 05/06/94 i 'CERTIFICATE OF SEWER AVAILABILITY CERTIFICATE OF SEWER NON - AVAILABILITY p l Building Permit 0 Preliminary Plat or PUD' [i Short Subdivision (l Rezone or Other Proposed Use: 0 Residential S.F. 0 MulltFamil K Commercial 0 Other APPLICANTS NAME /4J, -J 2_ / _0 PROPERTY ADDRESS OR // APPROXIMATE LOCATION 44,c> � S , /3 9 Qt. 7 c4, c l pt'6 LEGAL DESCRIPTION / Q--f-ef Cf .P , (Attach map & legal description if necessary) ++++++++++++++++++++++++++++++++++ ++ + + + + + ++ + + + + + + + + + + + + + + + + + + + +++ SEWER AGENCY INFORMATION 1. a.l`�I Sewer service will be provided by side sewer connection only to an existing 8" size sewer 46, feet from the site and the sewer system has the capacity to serve the proposed use. OR— b.1✓1 Sewer service will require an improvement to the sewer system of: (1) 4G feet of sewer trunk or lateral to reach the site; and /or I.1] (2) the construction of a collection system on the site; and /or (3 ) other (describe) rronkicke.. ovr_ e>o s i t-i me AN b MAID 4o LE p ►J 5 rr 26 (Musy be completed if 1.b above is checked) a.Lj The sewer system improvement is in conformance with a County approved sewer comprehensive plan. OR b.IJ . The sewer system improvement will require a sewer comprehensive plan amendment. 3. a.IJ The proposed project is within the corporate limits of the district, or has been granted Boundary Review Board approval for extension of service outside the district b. � or city. OR Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: a. District Connection Charges due ,prior to connection: GFC LFC UNIT TOTAL (Subject to change on January 1st) METRO Capacity Charge $750 billed by METRO after connection to sewer system. b. Easement(s): Required Maybe Required c. Other: I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from date of signature. VAL VUE SEWER DISTRICT Manager, T. J. Matellch or Inspector. S$ v n FIPf-r -hor Dq'7oo5 • 2. iifFv L /N 2 — Ila-- 9<0 Date i 0 O ALL OF'LOTS 6• 7 AND at BLOCK. 4• ROBBIN'S VIEW TRACT ADDITION' TO ' RIVERTON, ACCORDING TO THE PLAT'RECORDED IN VOLUME 17 OF PLATS, PAGE 900 IN KING COUNTY, WASHINGTON* • ,. TOGETHER WITH THAT PORTION OF. VACATED DALE STREET 140TH AVENUE SOUTH), AOJOINING THERETO AND DESCRIBED AS FOLLOWS =• BEGINNING AT THE SOUTHWEST CORNER OF S41D LOT 8; THENCE NORTH 89 WEST 26.62 FEET; THENCE NORTH 00 °07°36" EAST PARALLEL` HEEAST LINE OF SAID LOTS 6. 1'AND 8, 180'FEET: THENCE SOUTH 89 °52°24" EAST 6.31 FEET TO THE NORTHWEST CORNER OF SAID LOT 6; THENCE SOUTH 6 °18°33" EAST ALONG THE WESTERLY LINE.OF SAID LOTS 6, 7 AND 8, 181.14 FEET TO THE POINT VF BEGINNING. 'S 3AV )Sib 3 .tt,LO.t N p ' �' k •Q0'09 M .tt•LO.t S I � �� ��' —I II f -- -- -- - - - __ _ 00'05 __... _— • �vrt. � Viva! 4 0011 3NO I. I •, • .. ...... a......... ....... .. Y1-4 y..03 —. ... ......... 1 a U ' ' . '' .. J , 319vYJ 1 4011 3NO • `� � ' I' ' ' mow! 3N0 i o va! Aa01f 3N01 i 1 • \ Q r' unr,p J 9QZw I ! . i i OO'0t 6 I1 Y ct 9c Kind of Fixture Fixture Units No. 01 Fixtures Total Fixture Units Public Private Public Private Bathtubs and /or shower 4 2 38 74 Dental units or lavatory 1 1 Dishwasher 4 2 / It Drinking fountain (each head) 1 1 7. '" S. Hose bibb or sill cock 5 3 4. ya Laundry tub or clotheswasher 4 2 3 / 2 Sink, bar or lavatory 2 1 40 cy o Sink, clinic, flushing 10 10 Sink, kitchen 4 2 / . 'L Sink, other 4 - 2 / 2. Sink wash, circle spray 4 4 '` Urinal, flush tank 3 3 Urinal, pedestal 10 10 Urinal, wall or stall 5 5 Water closet tank 5 3 / 4 / 25 Water closet, flush valve 10 6 KIN(; CO'N1 Y Non - Residential Sewer Use Certification (To be completed for all new sewer connections, reconnections or change of use of existing connections. This form does not apply to repairs or replacements of existing sewer connections.) Pursuant to King County Ordinance No. 11034, all sewer customers who establish a new service which uses metropolitan sewage facilities after February 1, 1990 shall be subject to a capacity charge. The amount of the charge Is established annually by the King County Council but is limited by state law to $10.50 per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi-annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at 684 -1740. (Please print or type) Owner's Name 1 -/A/ wEN G/ Property Tax ID # 7 3G ' e v /tS O/ (Last, First, Middle Initial) Property Legal Address: Building Name (if applicable) Subdivision Name - `- ' Jl Lot # 4 J, / Party to be Billed (if different from owner) Subdiv. # AOEc6/ Vie"' r 4r J Block # Party's Mailing Address: (if different from property address) Property Street 4 i s / J $ '14 Jr Address City, State, Zip _ 1 j/e Owner's Phone Number ( ) "K - D 'f/ or Property Contact Phone # ( ) Owner's Mailing Address: (if different from above) City or Sewer District /04r S r^' ^����/l ��� Date of Connection f E' 77.. 14/4 7 J ' /�� Side Sewer Permit # A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Total Fixture Units Residential Customer Equivalents (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units 20 1050 (Rev. 11/05) • Y r't - +:tS<:': ^; P1 S..�Iti H.•r..', fT ,^ ,�y�•r \�. J3iVvi'._•C1Yi";Y. > 4Vf; ; '.'Ir T 45 4-: (�'vi .;n � �1 b , ui:; }Y „� � S t,4 I,�•�` I !, ,t�;) Y' 1dt„ . f „'�. yy�� �u�+ r .,i�•�`7'^1 t?�?�c"'�1'���r ��)� {l�fa ., ITT. ,�4. , .c _�l"C;,d �£1k� ?.III. a .N 3: q k f.,..tk '.. /y; /s RCE White - King County zs3 For Kin g ' County us e;' • Account it Monthly Rate SIx Month Due B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility /Process: Estimated Wastewater Discharge: Gallons /day Residential Customer Equivalents (RCE): 187 gallons per day equals 1.0 RCE Total Discharge (gaVday) = C. Total Residential Customer Equivalents: (add A & B) A B Date 187 RCE I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Signature of Owner/ G/I Representative Name of Owne Representative Yellow - Local Sewer Agency Pink - Sewer Customer RCE 11"11D January 24, 1997 City of Tukwila Department of Community Development NOTICE OF DECISION TO: Johnny Cheng /Cheng & Associates, Architects State Department of Ecology, SEPA Division King County Assessor, Acounting Division King County Building and Land Development Metro Environmental Planning Parties of Record: Wen Fan Lin Marilynn Van Hise Don and Mary Tomaso Bob and Janelle Scarber Jim Brinton Rita Casey Ellen Gengler Diane and Ted Meyers Steve and Jeri Anderson Paul and Betty Gully Ron and Nancy Lamb Chris and Faye Thibodeaux Jerry and Ed LaPlant Steve, Elizabeth and Richard Bicknell Bill and Janice Scheffler Beth and Tavo Quevedo Deborah Winship Sandra Buskirk Christina and Daniel Aragon Warren Wing Arthur Burrington Beal (Bob) and Joanne McManus Vera Locke Pamela Reiss Yvonne Euler MaryEllen Whitehead A. L. McDonald Jon Fertakis SUBJECT: File L96 -0010: Proposed Hotel Development Steve Lancaster, Director RECEIVED JAN 2 f 1997 NENf; P. i Philip Smith Philip Hemenway Dwight McLean Fred Sherman Tamra Hughs Robert Dean Frizzell Ron Guernsey Robert Priest Rand Koler Rick Sherman Elizabeth Springer Colleen McFee Cathleen Munson Bill Turner Kathy Doolin Curtis Smith Sharon Kidd Mike and Betsy Fowler Phil Linder Lanny Vickers Helen Dingle Treva Gomez Lee Loyd Cecilia Wheeler Christine Strayer Lona Sweeney Betty Baker John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #!00 • Tukwila, Washington 98188 • (206) 4313670 • Fax. (206) 4313665 .1 r,a.. `4 " •r: 5 ;. a::-.4 gAtt pie, �t i >,� '!�' .t 'C'� tl 3,• ". .,b � {.�'.' �'}St. d+:i?3: '.,',,iF.t .1;? ��� ..wi{ .�ii�G,taA:lV4.'rl,�.�`: M� >� +t E��1L�TVt_ rYF�fi ��! i L96 -0010 Page 2 Notice of Decision DECISION: Design Review approval was granted for this 26,016 sf, 38 unit, 2 story hotel. LOCATION: 4006 S. 139th Street, Tukwila, WA ASSOCIATED PERMITS: SEPA E96- 0004, BLA L96 -0006 SEPA DETERMINATION: Mitigated Determination of Non - Significance issued May 6, 1996 This notice is to confirm the decision reached by the Board of Architectural Review at the January 23rd public hearing. The Board voted to approve the design of the proposed hotel as presented and also adopted the findings and conclusions of the staff report dated January 13, 1997. Project materials including the application, any staff reports, and other studies related to the permits are available for inspection at the Tukwila Department of Community Development; 6300 Southcenter Boulevard; Suite 100; Tukwila, WA; from Monday through Friday, between 8:30 AM and 5:00 PM. The project planners are Nora Gierloff and Jack Pace who may be contacted at 431 -3670 for further information. .* Property owners affected by this decision may request a change in valuation for their property tax purposes nothwithstanding any program of revaluation. The time period for appeals is 21 days starting from the date of this Notice of Decision, January 24, 1997. The Tukwila City Council is the administrative body which would hear any appeal of the decision. All appeal materials shall be submitted to the Department of Community Development. Appeal materials shall contain: 1. The name of the appealing party, 2. The address and phone number of the appealing party, and if the appealing party is a corporation, association, or other group, the address and phone number of a contact person authorized to receive notices on the appealing party's behalf, and 3. A statement identifying the decision being appealed and the alleged errors in that decision. The Notice of Appeal shall state specific errors of fact or errors in application of the law in the decision being appealed, the harm suffered or anticipated by the appellant and the relief sought. The scope of an appeal shall be limited to matters or issues raised in the Notice of Appeal. • •,. ,, "••-',.,-.• .' ' -......, •-.,.,.. _,, ,'...,.. • .:„ .....,.:....,,,,•. .. ..,... ,,...,,,,,,....,...,,,,,....,..,,,, --.''.....;;::•::,..- 2 '!y....',;.:..-'.....:.;:',.',..,-11 %,..-...,- ..!.,,,:.*..'!•:":'-....,.: .',....:r? ''.•.,...',::::.•'.'.:''....''[.:::.:';',..,-,;-'•.-......'••'.-;:i:::-.'.•.'"-' . . . . . . , . . . .. . ......... •., .... , •, - . •., •. . , .... . . - • , ', • CITY OF TUKWILA Id: ACTP125 Activity Table Processing Permit No: EST96-01 Status: PENDING Fee Information idigiF (Y/N) . . . : Y Other Bldg Fee (enter $) : A (Y/N) • • • • • Y Other Plan Rev (enter $) : Bur1dingS (Y/N) . • : Y Calculated Fee: Additional Fees Work w/o a Permit (Y/N), Inspect •After • Hrs (hrs) . •%Reinspections (hrs) • Other Inspections (hrs).: . • Add' I Plan Review ,(hrs) TOVAt5 . . • • • •P • ,•••: t,0•■•,••.:. :1`411• Pr .';-. Keyword': UACT . 00 .00 . 00 . 00 .0' .00 411 • User: 1671 Type: B-BLDG Vers: 9501 Screen: 02 11,609.78 EXIST BLDG SQFT: NEW BLDG SQFT..: CONST AREA SQFT: # OF STORIES...: Archive Date... : Microfilm Date.: •F7=Update, F2=Previous Line, •F1=Screen Index, ESC=Cancel Update E_corvl ()dm_ 02/18/97 BUILDING PERMIT , •, Subtotal.: 26,016 'MultiPlier 1.00: Addl Fixed Amount: Total Valuation: F2=Select 'Occupancy ESC=Exit Val Ca lc ,. 1,734,617.70 1;734,617.70 • ' .00 1,734,617.70 lc; tit P CITY OF TUKWILA Id: ACTP130 Keyword: UACT User: 1671 02/18/97 Activity Maintenance - Valuation Calculator BUILDING PERMIT Permit No EST96-01 Status: PENDING Valuation Summary Occupancy. Hotels and. Motels Hotels and Motels • • ' Dateof.Table.used: 04/01/1996 • Type:. . Factor Sq. Feet Valuation • Type 1 11 F R 77.44 9,939 769,676.16' Type Ir.1-,Hour• 60.02 16,077 '964,941:54 Pre - Application File Number PRE96 -001 Project: ECONO LODGE PHASE 11 Meeting Date: JANUARY 4, 1996 Time: 2:30 P.M. Site Address: 4006 S 139 ST Date Checklist Mailed: JANUARY 24, 1996 By: KELCIE J. PETERSON i City of Tukwila Department of Community Development - Building Division Phone: (206) 431 -3670 DEPARTMENTS XI X1 X Xl 1 X XI City of Tukwila Pre - Application Process MEETING ATTENDANCE RECORD PHONE #'s Building 431 -3670 DUANE GRIFFIN, BUILDING OFFICIAL Fire 575 -4404 MIKE ALDERSON, FIRE MARSHALL Planning 431 -3680 JOHN JIMERSON, ASSOCIATE PLANNER Public Works 433 -0179 JOANNA SPENCER, ASSISTANT ENGINEER Parks & Rec 433 -1843 Police 433 -1804 Environmental 431 -3662 Permit Center 431 -3670 KELCIE J. PETERSON, PERMIT COORDINATOR Other: 431 -3670 STEVE LANCASTER, DIRECTOR, DEPT. OF COMMUNITY DEVELOPMENT APPLICANT/REPRESENTATIVES PRESENT CONTACT Name: JOHNNY CHENG PERSON Company/Title: CHENG & ASSOCIATES Street Address: 2112 THIRD AV, SUITE 201 City/State /Zip: SEATTLE, WA 98121 OTHERS Name: WEN FAN LIN PRESENT Company/Title: ECONO LODGE Street Address: 13910 PACIFIC HY S Name: Company/Title: Street Address: City/State/Zip: Name: Phone: Company/Title: Street Address: City/ State/Zip: Name: Phone: Company/Title: Street Address: Name: Company/Title: CITY STAFF PRESENT NAMES/TITLES 6300 Southcenter Boulevard, #100 Tukwila, Washington 98188 City/State/Zip: TUKWILA, WA 98168 Phone: City/State /Zip: Phone: Street Address: City/ State/Zip: Phone: (206) 441 -5745 Phone: (206) 244-0810 "ECO LOD GE r VH A SE.1Zz PRE=AP,PL' ICATION'.F..IL'E NO : P RE96 = ooi PROJECT. r. �.. »•r, .� •: :... L • :,. t ,�, 4006 Si ' - 1 MEETING, DATE/TIME � 1/ 4/96 ",@ 2.•30 �:�. � �..SI TEADDRESS. •° The following comments are.based-or) a prelimiri reviews Additional information may be needed. Other requirements /regulations may need to be met. 1. Comply with the Uniform Building Code, 1994 Edition, as adopted and amended by the State (Table 10- B, Section 1607, and Section 3003 of the 1994 UBC are not adopted). 2. Comply with the Uniform Mechanical Code, 1994 Edition, as adopted and amended by the State. 3. Comply with the Uniform Plumbing Code, 1991 Edition, as adopted and amended by the State. 4. Comply with the Washington State Energy Code, Chapter 51 -11 WAC, 1995 Edition. Energy code specifications and data must be included in the building plans. 5. Comply with Washington State Regulations for Barrier Free Facilities or Design (State amendment replaces UBC Chapter'11 in its entirety). 6. Apply for and obtain the following Building Division permits and approvals through the Department of Community Development Permit Center: • Building Permit • Rack Storage • Mechanical Permit • Demolition (building) • Other: 7. 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. 8. Plans submitted for approval must be stamped by a Washington State licensed architect or engineer and shall specifically contain the name of the person designated as the architect or engineer or record for the project. This person shall be responsible for reviewing and coordinating all submittal documents prepared by others, including deferred submittal items, for compatibility with the design of the building. (See UBC Sec. 106.3.4) )71 9. Temporary erosion control measures shall be included on plans. Normally, no site work will be allowed until erosion control measures are in place. 10. Rockeries are not permitted over 4' in height. Retaining structures over 4' in height must be engineered retaining walls, and require a separate building permit. ❑ 11. 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 8' high. 12. Construction documents shall include special inspection requirements as specified in UBC Sections 106.3.5 and 1701. The architect or engineer's inspection program required to Section 106.3.5 shall be included with plan submittal documents when permit application is submitted. 13. Structural observation shall be required as specified in UBC Section 1702. 14. Construction documents shall contain soils classification information specified in Table 18 -1 -A of the Uniform Building Code on the copies stamped and signed by Washington State licensed architect or engineer in responsible charge of the structural design work. 15. Separate demolition permits are required for removal cf any existing buildings or structures. 16. Comply with UBC Appendix Chapter 12, Division II - Sound Transmission Control. 17. Addresses are assigned by the Tukwila Fire Prevention Bureau. Pre -- Application Chesclist CITY OF TUKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 BUILDING DIVISION The following is meant to be general information related to the requirements of the Tukwila Building Division for the processing of building permits. Specific code issues will be addressed through the normal plan review process after the permit is applied for. prewApptrestrorrunewaitt Page 2 BUILDING DIVISION 18. Obtain approvals and permits from outside agencies; ELEVATORS are regulated by State Department of Labor and Industries. Permits and inspections for elevators are obtained through the elevator section of that agency (reference RCW Chapter 70.87). Phone (206) 248-6657. ELECTRICAL PERMITS AND INSPECTIONS are obtained through the Department of Labor and Industries. Phone (206) 248-6630. 13 PLUMBING PERMITS AND INSPECTIONS are obtained through King County Health Department. • Inspections: (206) 296-4767; Permits: (206) 296-4727. King County Health Department must approve and stamp pans for PUBLIC POOLS/SPAS and FOOD SERVICE FACILITIES prior to submittal to the Tukwila Building Division. Phone (206) 296-4787. FIRE PROTECTION SYSTEMS plans are reviewed through the Tukwila Fire Department. Phone: (206) 575-4404. • C3 19. 13 20. Checklist prepared by (staff): 1 Date: Pre-4vplication Chejklist CITY OF IKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 The following comments are based on a preliminary review. Additional information may be needed. Other requirements /regulations may need to be met. ENVIRONMENTAL Pre-i(pplication Cheiclist CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PRE - APPLICATION FILE. NO ' PRE96 -001 `PROJECT:. ECONO LODGE ° PHASE 11 ,. MEETING DATE/TIME:: 1 /4/96 @ 2 30 ?Y•14. -4006 S 139 .: ST-. %SITE-ADDRESS. The following comments are based on a preliminary review. Additional information may be needed. Other requirements /regulations may need to be met. FIRE DEPARTMENT - Construction Information Q 1. The City of Tukwila has adopted the 1994 Uniform Fire Code. This and other nationally recognized standards will be used during construction and operation of this project. a 2. Fire hydrants will be required. (City Ord. #1692) M 3. 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 903 and City Ord. #1692) n 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. #1742) la 5. Maximum grade is 15% for all projects. 71 6. Hose stations are required. (City Ord. #1742) r51-- 7. A fire alarm system is required for this project. (City Ord. #1742) 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. 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 1001) fil 9. Portable fire 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 1994 UFC. a. 11. During construction, an all- weather access will be required to within 150 feet of the building. (UFC 902) a 12. No building will be occupied, by people or merchandise, prior to approval and inspection by Fire and Building Departments. C OL 13. Adequate addressing is required. Fire Department will assign all new addresses. 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 901.4.4) gg- 14. Designated fire lanes may be required for fire and emergency access. This requirement may be established at the time of occupancy and /or after the facility is in operation. (UFC 901.4) ❑ 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 101) 7 ), 16. Fire Department vehicle access is required to within 150' of any portion of an exterior wall of the first story. Fire Department access roads in excess of 150' require a turn around. Fire Department access roads shall be not less than 20' wide with an unobstructed vertical clearance of 13'6" (City Ord. #1741). 17. Adequate fire flow availability will need to be demonstrated for this project. 18. Checklist prepared by (staff): *-?.-l 11 /4L- .6/C/ZSD• Date: /a/9‘ PRE- APPLICATION FILE NO ?E -001 PROJECT;ECONO LODGE PHASE II MEETING DATE/TIME; 1/4/96 :@ 2:30 P.M. SITE ADDRESS: S 139 sT • ;Thelgllowing comments are based on a preliminary review. Additional :information -may beneeded. Other requirements /regulations may need to be met.'. 6. Flammable liquid room a. Location b. Fire protection c. Permit • ❑ 7. Rack storage a. Permit b. Mechanical smoke removal c. Rack sprinklers d. Aisle width Prejpplication Ch4klist CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 FIRE DEPARTMENT - Inspections 1. Overhead sprinkler piping a. Hydrostatic test b. Trip test c. Alarm system monitoring test 2. Underground tank a. Location b. Distance between tanks c. Distance to property line d. Depth of cover 3. Fire alarm a. Acceptance test b. Fire Dept. approved plans 4. Hood and duct inspections a. Installation b. Trip test 5. Spray Booth a. Location b. Fire protection c. Ventilation d. Permit d. Fire Dept. approved plans e. Sprinkler head location and spacing f. Materials and test certificate e. Vent piping, swing joints, fill piping, discharge piping f. Anchoring g. Hydrostatic test h. Separate Fire Dept. approved plans 8. Fire doors and fire dampers a. Installation b. Drop testing 9. Fire final . e. Fire protection systems: a. Fire Dept. access (1) Halon systems b. Building egress and occupancy load (2) Standpipes c. Hydrants (3) Hose Stations d. Building address (4) Fire Doors (5) Fire Dampers (6) Fire Extinguishers 10. Other: a. e. b. f. c. g. d. Checklist prepared by (staff). — 214(7{,e 74.- DKAS Date: � P6' Pre- application CheSclist CITY OF TUKWILA Department of Community Development Building Division Permit Center 6300 Soutlicenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PRE - APPLICATION FILE NO PRE96 -001 ` - PROJECT: ECONO LODGE PHASE .11" MEETING DATEJTIME '1/4/96 @ 2.30 Y.N. 4006 °S: 139 ° S SITE ADDRESS: The following comments are based on a preliminary review. Additional information may be needed. Other requirements /regulations may need to be met. 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: ® Boundary Line Adjustment/iat Consolidatio ❑ Rezone ❑ Binding Site Improvement Plan ❑ Shoreline Management Permit ❑ Comprehensive Plan Amendment ❑ Tree Permit 74 Conditional Use Permit 66E('7 ❑ Short Subdivision 0 Design Review 0 Sign(s) ❑ Design Review - Interurban ❑ Subdivision O Environmental (SEPA) ❑ Unclassified Use ❑ Planned Mixed Use Development ❑ Variance ❑ Planned Residential Development ❑ Other: R C.� ® 3. Zoning designation: Reye 0 C#noncrD Site located in sensitive area? ❑ Yes 0 No . off" -?0 r At?'r Melt ❑ D i 4. Minimum setback requirements: "Front: 7- Side: , Side: ' . , Rear: /0 rr--�� . Gar tt,v Ltt 5. Maximum Building Height: 3,'W'�s of SS' Height exception area? , ❑ Yes a No (pf coos« + 6. Minimum parking stalls required: Z- I " /"4I1. /P ' "y) Handicap stalls required: See/5 "j. Dtdortirri t 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 b required. om- t 8. Minimum landscaping required: Front: 1 r Side: � r Sde: S Rear: /1 /e- 7.1 9. Landscape plans must be stamped by a Washington State licensed landscape architect. All landscape rr��77 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. ® 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. #103 Gg 13. l gotta Lit r' ea ) /1 P /o {� 6 i(prY� / s er . 0f l . .1 r 5 11( � /; �ooRe rs u-rr � w 14. 51 ee j ( ..) (Dunk / 641 /fl �7 i . T ( �cJt0 ! no 5 ( �' 9. (,o .o -) -" M' Pu .. l [l 15. fietacOr iw 01/11.064‘,12-6(/4 ,, 6r te 0144n, t„ rr rerowtn^crri Vox) I VO ' hd, t 41 c CI 16. 5 /L as / D e O 4i" z' v4 ((/tal e,-1 p (0 ✓ 10 Ott t k /f kt r/� l e <v�r O d 1 a 17. l9� ` 5g- .P&1 �f(,+!.A S elm a �I[rrylA.n�7 �c � ��?P' ❑ 18. 6 0 4 , 0 0 4 2 L,•sf f» nit (4 ite 7 e 14 artt A1 (81 us�(5.5s'bt 7 1 19. 0-q- 5 (.6 paito G)r. nV(Gux4 4 eovv ttt, is Gt pCIO1 c � / r,1 C2ESI4N /.)4445 7 p ✓ t - cavvio°tTl(3f� (A) l A-044-e it eESrge-ivi 7n- f Checklist prepared by (staff): 514,41/4i c.106- man/ Date: p Pre- Lpplieation CheTclist CITY OF TUKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 437 -3670 The following comments are based on a preliminary review. Additional information may be needed. Other requirements /regulations may need to be met. POLICE DEPARTMENT CRIME PREVENTION . SECURITY RECOMMENDATIONS 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 242 -8084. 2. Graffiti Prevention Program: It is important to win the war against the graffiti "artist" and keep your building attractive. 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 for further information. 3. Landscaping: Plant materials should be placed and maintained 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 the ground) will allow surveillance opportunities, hence reducing the potential for criminal. behavior. 4. Lighting: Energy efficient security lighting is a relatively low -cost, yet extremely effective way to protect the building and its visitors. 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 r .r , r r.•.r nmrnl n‘rnnf lnri , +i i t nt PRE - APPLICATION FILE NO. rRE96 -001 MEETING.DATE/TIME:..1 4/96 @ 2'30 P. Pre-4iplication Che CITY OF T WO/ILA Department of Community Development Building Division-Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PROJECT: ECONO .LODGE PHASE . II 4006 •S 139 ST* SITE. ADDRESS: Thefollowing ts'are commen basedon;a preliminaiyreview -; :': 11 • Additional )nfornmation mnay.be needed ,Other r+ equirements /regulations'inay,.need obe riet:'f:: N j PUBLIC WORKS DEPARTMENT Project:ECONO LODGE PH2 Address:4006 S 3,9TH ST PW: Date:01 /05/96 _ By:J. SPENCER] ,S' ,Ic.16A7 Pre- Ap:PRE96 -0001 SEPA: S. ,•1•.t: BLA ReviewComments: Availability Letters: _X_Water _X_Sewer 1. Water :10" IN PACIFIC HWY, 4" IN 139TH Assessment _X Double Detector _X_ Fire Loop /Hydrant _X Proportionate Fair r Share /No Protest Water Agreement 2.Sewer: Proportionate Fair Share /No Protest Sewer Agreement 6. R/W Easement: 7. Developers Agreement: 6. XTurnover: Permits to be Obtained: Water :WD 125 H2O Meter Exempt H2O Meter Perm. _X_ Landscape Irrigation Sewer : VA.LVUE SEWER DISTRICT Side Sewer Sewer Main Extension (Private /Public) _X_ METRO Business Declaration Form METRO Discharge _X Land Alteri ng : _ X Drainage: FZC: Street Use: Floor Elevation: XHauling: ($2,000•Bond, $1 Million Ins., Route Map, 525.00 .fee) Oversized Load: ($5,000 Bond, $1 Million Ins., Route Map, $25 fee) _X_ PSAPCP. (demolitions) : DEC 261995 TUKWILA PUBLIC WORKS Grease Interceptor Designed to Uniform Plumbing Code (App. H) 3. Surface Water : X identify Drain System Condition for 1/4 mile downstream (AND ANY .EASEMENTS THROUGH THIS PROPERTY) _X Design to King County Design Manual _X Biofiltration or Coalescing Plate Separator Riverbank Stabilization: 4. Hydrological Geotech.: 5. _X Traffic : PEDESTRIAN VOLUME HOUR /TOTAL DISTRIBUTION, PROVIDE PEDESTRIAN COUNT 1PM -9PM (WHERE THEY COME FROM, WHERE THEY ARE CROSSING). X Trip Generation /Distribution for AWDT and PM Peaks Channelization/Access: X Frontal /Sidewalk:ON S 139 ST OR PROPORTIONATE FAIR SHARE AGREEMENT (TMC11.64.020 rgmt for: 25,000ft, 25% of value or $250,000) CBD Treeplan : _aundergrounding: Curb Cut Access: 9. _X Other:LOT CONSOLIDATION, DEMO PERMITS FOR EXISTING BUILDINGS UTILITY CAP, SEPTIC TANK REMOVAL. All maps & plans to use NGVD datum. H2O Meter Temp. GENERAL NOTES Codes: All work of this contract shall comply with the latest edition of Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, and other codes as adopted and amended by city of Tukwila, state and federal jurisdictions. The contractor shall give all notices and comply with all laws, ordinances, rules, regulations and order of public authority bearing on the performance of the work. If the contractor observes that any of the contract documents are at variance therewith in any respect, he shall promptly notify the architect, and any necessary changes shall be adjusted by appropriate modifications. yeE- pe,i5m15 S i�u nE su MITf TG TIE cvni Fop- hl'f"t'o° - /'goo 7o GCI,f$ *tr�CT Permit; Electrical, mechanical, fire protection and plumbing are not part of this building permit application. The subcontractors shall prepare plans, apply and pay for permits and do all work in strict accordance with code requirements as well as trade associations' recommendations and specifications for the work involved. Tenant improvements, if require, shall be under separate permits. Bid Proposal: Prior to submitting bid proposal, the contractor shall visit the job site prior to submitting the bid. The contractor shall visit the site and verify site conditions and grades, and compare them with what shown on the plans. Where conflicts exist, the contractor shall notify the architect upon recognition. The contractor's bid shall include: costs of work as shown on contract dt,..uments including bidder - design work and as required for a complete project; costs for shoring, bracing, or other temporary structural supports as well as engineering fees for the work as required for the project; costs of field survey; costs of testings and inspections required by building department; costs of street improvements as required to bring utilities, such as water, sewer, power line, g p , telephone line, and etc. to the project; costs of temporary facilities, including barricades, telephone, job -site office, toilet, . power, water and others as required for the project. The contractor's bid proposal shall also include items that may not be covered in the plans and specifications, but are necessary to provide a complete and workable project. The contractor shall carefully study contract documents including drawings, project manual and the owner- contractor agreement and shall at once report to the architect any error,S inconsistency or 'omissions he may discover. The contractor shall not work without plan. If details or materials are not shown' on drawings, the contractor shall consult with the architect or submit shop drawings and /or literatures to the architect for approval prior to starting the work involved. All work required shall be furnished, installed complete and in. operating condition. Substitutions: The contractor may request for material substitutions to the architect for approval prior to submitting his bid proposal. No substitutions will be permitted after contract between the owner and the contractor is signed, unless approved through change orders. The contractor shall guarantee that the subtitutions are equal or better than those specified in the contract documents, 5 bt•5TIiu"no N5 ICY Y'cm. E. 7I t - if,. Preparation: The contractor shall be responsible for the coordination of all work. The contractor shall verify field dimensions and rough - in dimensions for equipment, doors and windows as well as provide all cutouts, blocking and backing as required by this contract and by others. • � 1. a - • The contractor shall submit shop drawings or samples as required to the architect for approval prior to starting the work involved. The contractor shall provide cutouts and blockings for fixtures as, required for mechanical, electrical, and architectural work. Schedules: Within two weeks after signing the contract between owner - contractor, the contractor shall provide the architect with a detailed work schedule and schedule for submitting shop drawings. Failing to do so may cause construction delays. Drawings: The contractor shall not scale drawings. Use written dimensions only, or as directed by the architect. Plan dimensions are to the face of studs and face of concrete walls. Section dimensions are to the top of floor topping. Repeat features are often shown' once, and shall be completely provided as if shown in full. When there, is a conflict between drawings or between drawings and specifications, the more restrictive requirements shall govern. When there is a conflict between the contract documents and code requirements, the latter shall govern. Fire Dampers: Where piping, conduit, and /or ducts pass through fire rated walls and ceilings, pack opening around tight with mineral wool or spray insulation. Provide fire dampers as necessary per code. PRO/I-5. PT 51-.5 V Gr "o.a i , 5p-1N(fi FEc strn,5 302,311 t old U. Fire Alarm System: The work shall be bidder - design. The building shall be equipped with an approved fire alarm system per fire department's requirements. The contractor shall submit plans to the architect and fire department for approval prior to installation. Provide smoke and heat detectors as required per code. Provide zone for each floor and area. Automatic Sprinkler System. The work shall be bidder - design and shall be installed complete in operating condition. The contractor shall design, apply and obtain permits for the automatic sprinkler system for the building. The system shall at least meet the requirements of the American Insurance Association and NFPA standard and comply with the code requirements and with zone for each floor. ceoai - 2 Fcao'•5c HEAPS The contractor shall coordinate with the structural engineer and other subcontractors regarding pipe penetrations through structural members and verify locations of sprinkler piping to avoid conflicts with other building systems. Coordinate the installation schedule for this portion of the work with the overall construction schedule to ensure orderly progress of the work with minimum delay. Standpipe System: The work shall be bidder - design and shall be installed complete in operating condition. The contractor shall design, apply and pay all permits and inspections required for the work. The work shall comply with UBC Section -Wand UBC Standard #.3,5 and others as required by the fire departure rt. #e _I Plumbing: The work shall be bidder - design and shall be installed complete in operating condition. The contractor shall obtain and pay for all utility connection fees, permits and inspections required. Water piping above ground in building shall be type ° K' copper tubing, hard temper, with wrought copper fittings. Provide pressure reducing valve as required in water supply line. Water liiping shall be insulated per code requirements. Provide ABS (Schedule 40) for sanitary soil, waste, vent and drainage piping. Fall for drain line shall be at least 1/4" per foot. Electrical System Work• The work shall be bidder - design and shall be installed complete in operating condition. The work shall be in. strict compliance with code requirements. lighting layout shall be as shown on plans or as modified to meet code requirements. The contractor shall design, apply and pay for permits and connect fees for the work. The work shall include but not limit to provisions for complete wiring system for the building, power supply for all fixtures and appliances; building electrical services; telephone wiring and jacks; wiring and outlets for TV and cable system; and others as required for the building. Provide separate panels with photo. sensor and timer for outdoor lighting and common areas in the building. Submittals: The contractor shall submit shop drawings and manufacturer's literatures and brochures for following items, in addition to others as required by specifications, for the architect's approval prior to ordering the items, fabrication and installation. Allow 7 working days for architect's review and approval of each submittal. The contractor shall high light all areas which are different from the contract documents. Reinforcin g steel Structural steel Concrete work Misc. iron Millwork Doors, windows & frames Finish hardware Floor, wall & ceiling coverings Kitchen Appliance & bathroom accessories Plumbing fixtures Electrical plans & fixtures Fire Protection systems HVAC system and equipment NOTE: 1. Contractor shall not disturb existing irrigation system on City's' Right -of -Way. Sa l Iv'Tm OF, FEN, tIU r;!•ra5 , o. G 1 5 :v CO�!STf`0 Tla N. PI.0^'Ie11- EL1-cl21G�•L. HtayQar , ETC. pce' Ll./;. AcPEN: ,u 5EC p0N I Zo3.$ n • J BUILDING CODE INFORMATION Code: 1994 Uniform Building Code as amended by City of Tukwila. Fire District: None Seismic Zone' III Occupancy Group: Hotel Parking: THIS Occupancy Separation: $rte hour separation between S -4 and R -1 occupancies as allowed per UBC 3 Type of Construction & Fire Resistive Requirements Type I Construction- Parking garage 1 hour- Shaft enclosures; floors - ceilings /floors 1 hour- Permanent partitions yP Requirements for others, such as stairways and windows, shall per UBC V -one hour Construction- Apartments 1 hour - All interior bearing and permanent walls; All bearing exterior walls; ceilings and roofs 1 hour- Shaft enclosures Requirements for others, such as stairways and windows, shall UBC. Floor Area: Allowable floor area: Basic allowable area per code Bonus for building over one story- Bonus for building with sprinkler system - Total allowable area: Proposed floor areas: Basement Floor- First Floor- Second Floor - Total floor area- ZONING INFORMATION 1. LOT AREA= 22,320 SF 2. ZONING• RC 3. BUILDING AREA= 1,970 SF 4. LOT COVERAGE• 351% 5. FLOOR AREA= HOTEL BASEMENT FLOOR 5,535 SF 1ST. FLOOR 1,990 SF 2RD FLOOR 8,101 SF 26016 SF 6. BUILDING HEIGHT. ' 24' -6 "t R -1 u 4 a-3 9. LANDSCAPE AREA= 1,130 SF (31% OF THE LOT AREA) 8. NO. OF GUESTROOM= 38 ROOMS 9. PARKING. 38 SPACES REQUIRED 38 SPACES PROVIDED (34 ON SITE, 4 OFF SITE) 10,500 s.f. 10,500 s.f. 21,000 s.f. 42,000 s.f. 9,939 s.f. 7,970 s.f. 8,107 s.f. 26,016 s.f. per 2 stories plus basement garage 10. LEGAL DESCRIPTION• COMPRISED OF THE CUMULATIVE ORIGINAL LOTS 6, 1, 4 8 BLOCK 4, ROBESON'S vIEW TRACT ADDITION TO RIYERTON, ACCORDING TO THE PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 90 IN KING COUNTY, WASHINGTON TOGETHER WITH THAT PORTION OF VACATED DATLE STREET (40T4 AVE. S.) ADJIONING TO AND DESCRIBED AS FOLLOWS: RECORDED BEGINNING AT THE SOUTHWEST COMER OF SAID LOTS 8, THERE NS9 52'24 "W 26.62 FEET„ THENCE N 0 01'36" E PARALLEL WITH THE EAST LINE OF SAID LOTS 6,1 4 8, 180 FEET, THENCE 5 84 5275" E ALONG THE WESTELY LINE OF SAID 6,1 4 5. 181.14 FEET TO THE POINT. OF BEGINNING. SHEET SCHEDULE ARCHITECTURAL PLAN A0.1 A0.2 A1.1 A2.1 A2.2 A2.3 A3.1 A3.2 A4.1 A4.2 A5.1 A5.2 A6.1 A6.2 A7.1 A7.2 A8.1 A9.1 A9.2 A9.3 A9.4 General Notes & Project Information Code Note, Symbols & Abbreviations Site Plan First Floor Plan Second Floor Plan Third Floor Plan North & South Building Elevations East & West Building Elevations Building Section Building Section Stairway Plans & Sections Elevator Plans & Section Enlarged Floor Plans Enlarged Floor Plans Interior Elevations Interior Elevations Door Schedule, Wall & Floor Assemblies Details Details Details Details STRUCTURAL PLAN Allowable building height per Building Code: 3 stories Proposed building height: Barrier -Free Requirements: • Provide barrier -free units and other accessibility design requirements per Washington State Rules and Regulations for Barrier -Free Facilities, Chapter 61 '10, 'Washington Administrative Code. 51- 30 Allowed Proposed Handicapped units 2 units 2 units L / S/9 Regular units 41 units 36 units ( including 1 for h ing impaired) Total 43 units 38 units S1 Sections & Structural Notes S2 Foundation Plan S3 First Floor Reinf. Plan S4 First Floor P.T. Plan S5 2nd Floor Framing & !st floor Shearwall S6 Roof Framing & 2nd Floor Shearwall S7 Typical P.T. Details S8 Typical P.T. Details S9 Wood Framing Details S10 Conc. Section & Details CIVIL PLAN C1 Erosion Control Plan C2 Drainage & Grading Plan C3 Notes & Details LANDSCAPE PLAN' L1 Landscape Plan L2. I RRIooAT 01^1 NPr1"E LA T( e '.F• Iq '1 s/ LO T VICINITY MAP +) Rated membrane protection shall be as required 0 U.B.C.. Chapter 7 with listed proprietary firestop or intumncent products. Manufacturers application '. instructions shall be submitted for approval prior 0 installation of firestop materials. / '7 1 Prov 1105. id 4. ed 9 for and Audi1106.ble 15. and Visible alarms per Washington State U.A.C. Amendment Sections l \ G For accessible routes of travel over traffic area 0 the public way, detectible warnings domes on J the walking surface must be provided complying with Washington State U.B.C. Amendment Section 1106.17. REVISIONS NO CHANGES SHALL SE MADE TO THE SCOPE OF WORK WITHOUT PRIOR APPROVAL OF TUKWILA BUILDING DIVISION. NOTE: REVI I NCLUDE ADDIITI RA REVIEw AND SEPARATE PERMIT RER UIRED FOR: fld 6 M PLUMBING .itYGAS PIPING CITY of TUKWILA BUILDING DIVISION Proposed Hotel 4006 South 139 Street Bellevue, Washington Cheng Associates FILE COPY I Dnderstand that the Plan Check approvals are subject to errors and om fissions a nd approval of Mans does. not authorize the violation of any adopted code or ordinance. Receipt of con- tractor's copy ofa 0 dplansackn. By /c � T Pete -rMV Permit No. T v� (-�� RECEIVED CITY OF 5550110 SEP 1 51997 PERMI5 CENTER 3220 REGISTERED ARCHITECT Architecture / Interior Design 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephone(206) 441 -5745 Fax(206) 441 -8760 Sheet Tttle GENERAL NOTES 4 PROJECT INFORMATION 0 Design Phase O Construction Documents Phase (,For Pemtit Application O Ready For Construolce'. Date Drawn By Discription 10/1/99 PfEL111MART 2/10/91 DE91GN rEVIM N 4i1 /a7 E R 0V• 1'85 CI'r( i Pee .: :: Sheet No JOHN C.L. CHEIG i 4 kJ STPTE OF W N'3TON SYMBOLS ARCHITECTURE Column grid line Grade elevation IT5.0' 180.0' Existing contour q e non no 5.1 E-er: no. Wall section ® cA tJ 0 0 d ue a .t- aot•u ao. ' Detail •�uoa ao 4 B drew. ay. uildi section MECHANICAL Corner stack Door type Well type Interior elevation Wall to be remove New wall 2 -hr wall Revision reference Catch basin Yard drain Floor drain Roof drain Hose bibb Supply air duct Return air duct Fire extinguisher / semi- recessed cab Pull station Stand pipe Hose cabinet Sprinkler pipe ELECTRICAL 0 4 4 lig Rece ssed ceiling Mite Surface mounted light Hanging light Wall mounted light Yard light Exhaust fan with heat lamp ® Exhaust fan Kitchen hood/ exhaust Emergency light Exit light Fluorescent light o- Parking light Ell 0 Outlet controlled by switch Duplex recept. counter top (GFI type per code) Four plex recept. Floor receipt. ', l Special recept. Hair dryer 6 o ar Recept. (GFI type per code ® Floor outlet Electrical panel 4 Phone ▪ TV outlet Q Intercom C Junction box $ Switch $ Dimmer switch $' 3 -way switch QS Smoke detector ® Heat detector a) Thermostat F-1 Baseboard heater i - Wall fan heater FIRE DEPARTMENT NOTES 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, 108:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, . placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) 2. No point in a spr inklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 1003.4) Exit doors shall swing in the direction of exit travel when serving any hazardous area or when serving an occupant load of 50 or more. (UBC 1004.2) Exit doors shall be openable from the inside.- withou the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred,,latchedor otherwise rendered unusable. All locking devices shall be of an.apprdved type. . (UFC 1207.3) Exit hardware and, marking' shall meet the requirements of the Uniform Fire Code. (UFC 1207.1-1212.8) 3. When two or more exits from :a story area required, exit signs shall be installed at the required exits and where otherwise necessary. to clearly indicate the direction o.f'. egress. (UBC 1013.1) 4. When exit si gns .are requ iredrby The Bui lding Code (see U..B.C.'section 3314(A)), additional. approved low level exit,( - sighs which are internally or. , illuminated, or serf- luminous shall be provided in all interior exit 1 corridors serving guest rooms of hotels in Group R, Division 1 occupancies. The bottom of the sign shall not ) 1 be less than 6 inches or more than 8 inches above the floor +f level.. For exit: doors, the sign shall be. onthedoor:or f adjacent to the door with:the closest edge of the sign within 4 inches of the door frame. (UFC 1212..6 5. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1742) All new s nkle ^tame and all modifications to existing sprinklersystems yshall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall. have 'he written approval of the W.S.R.8., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and/or recognized by The City • of Tukwila, prior to submittal . to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised (City Ordinance #1742)' All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (Plv), loutside .. stem and yoke '(OSY), wall indicator vales (.WIV). and Fire Department connection (FDC).' (City Ordinance .#1742) Sprinkler protection shall be estendecl 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) Local U.L. central station supervision is required. (City Ordinance #1.742) 6. Calculated sprinkler systems shall be designed with a 10. PSI cushion for low reservoir conditions. (City Ordinance #1742).. 7. For all :commercial, multifamily and single ,family subdivisions; hydrants shall be placed so that a hydrant is f measured along the path of vehicular travel. within 150 feet of a building and so that no point of a building (around it's perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to building is Fire hydrants shall conform to American. Water Works Association speCi flea tions C- 502 -54; it shall be compression type, equipped with two 2 )/2" N.S.T. hose ports and one 5 ". pumper discharge port, and shall have e 1 1/4" Pentagon open -lift operating nut. 8. A fire alarm system is rrequired for this project. The fire alarm.system shall meet the requirements of N.F.P.A ... 72 and City Ordinance #1742. The installation of wiring and equiPment shall be in accordance with N.F.P..A.' 70, Article 760,' Fire Protective Signaling Systems. (NFPA 72-1-5.5.4) Local U:L. central station supervision is. required. (City Ordinance #1742). 9. 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 #1742). (UFC 1001.3). 10. H.V.A.C. units rated at greater than 2,.000 cfm require auto - shutdown devices. These devices shall be separately zoned in the alarm panel . and local U.L. central station supervision is required. (City Ordinance #1742) 11. All electrical work and equipment : - shall. conform strictly to the standards of The National Electrical Code. (NFPA 70) Each circuit breaker shall be legibly marked to indicate its purpose. (NEC 110 -22) 12. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. .Numbers shall contrast with (UFC 901.4.4) 13. '.Provide fire department vehicle access to within 150'. of any portion of the:exterior wall of the first ',story. r•' • D.F. 016. Dal. DN. DPR. ACCESSIBILITY DESIGN NOTES Code: Washington State Regulation (WAC 51-g) Signs: Provide international symbol of access to identify accessible parking, site facilities, spaces and give direction to them. All building signs shall meet accessibility requirements. Accessible parking spaces Accessible entries Accessible passenger loading zones Accessible toilet and bathing facilities when Trot all are accessible. Accessible routes (inside and outside) and rooms Doors: Door clearance- 32" Hardware mounting height- 36" above floor View panel (bottom of panel)- 40" max. above floor Room identification- 60" from floor to center of sign Threshold, max. height- 1/2" Kick plate- 12" min. Stairway - Width - Top of railing - Handrail extension Handrail extension landing- Ramps: Width - Landing - Mounting heights: Telephones- 54" Counter- 34" Knee space at counter -27' Knee space at vanity- 29" Drinking foundation 34" Electrical outlets 15" Other requirements: ; Faucets- Closets- Appliances- Hardware- Water closet (height) Urinals (rim height) - Grab bars (1'.5" dia.)- Tub enclosures - Toilets- VENTILATION AND INDOOR AIR QUALITY CODE , L.4T , Op_i pw, rGa7� 9.uauTf 2DD Code: Per ale-- Meeh -Code, Chapter 10.1, Section 10.103 Minimum ventilation criteria for all group R occupancies. All public corridors shall meet the ventilation requirements as stated in Section 1205 of the Building Code. Source Specific Ventilation Required: Exhaust ventilation shall be required in each kitchen, bathroom, water closet, laundry facility, & other rooms where excess water vapor or cooking odor is produced. Whole house fans located four feet or less from the interior grill shall have a sone rating of 1.5 or less measured at 0.1' inch water gauge. Remotely mounted fans shall be acoustically isolated from the structural elements of the building & from attached duct work using insulated flexible ducts or other materials. Ventilation Ducts: All ducts shall terminate outside the building. All exhaust ducts in unconditioned spaces shall be insulated to a minimum of R -4. All supply ducts on the conditioned space shall be insulted to minimum of R -4 per Section 302.5. Outside air inlet port in windows shall have a controllable & screened opening with area not less than 4 square inches.. Distribution of Outside Air:' Outside air shall be distributed to each habitable room, by individual inlets in windows. Where air supplies are separated from exhaust points by doors, provisions shall be made to ensure air flow by undercutting doors, or similar means where permitted by the Building Code. ABBREVIATIONS A.B. ADJ. .NS. AGGR. AL, ALUM. ANOD. BLDG. BLKG BM HOT. BSMT. CAB. C.B. CER. C.I. C.I.P. CIRC. C.J. CLG. CLR. C.M.U. CNTR. COL. CONC. CONT. CORR. CPT. C.T. CTR. CU.YD. CU.YD. Angle At Centerline Channel Penny Perpendicular Plate Pound or number Round Square Anchor bolt Adjacent Adjustable Aggregate Anodized Building Blocking Beam Bottom Basement DS. D.T. DWG. EA. E.J. El ELEC. ELEV. EQ. EQUIP. EXIST. EXT. F.O.I. F.D. FDN. FE. FIN. F.L.0 FLR. FLUOR. F.R. Cabinet Catch basin Ceramic Cast iron. F.O.C. Cast in place (concrete) F.O.F. Circle F.O.M. Control joint FT. Ceiling FTG. Clearance) F.R. Concrete masonry unit F.H.V.C. Column Concrete Continuous Corridor Carpet Counter top Center Cubic foot Cubic yard Drinking fountain Diameter Dimension Down Dispenser 48" 34" at top- 12" at bottom- 23" 48" GA. GALV G.B. G.W:a GYP. H.B. HDR. HDWD. H.M. HORIZ. HTG. H.V.A.C. H.W. 42" min. 60" min. min. to 38" min. min. MM. from floor to highest operating part above floor to 30.5" to top above floor level -type adjustable- height clothes rods; clothes rods shall be not more than 54" above floor front- or side- mounted controls level handle 17' to 19" above floor 17' above floor; flush control -max. 44" above floor 33" to 36" above floor provide backing for future grab bars at walls provide backing for future grab bars at walls Down spout Drain the Drawing Each Expansion joint Elevation Electric(al) Elevator Equal Equipment Exhaust Existing Expansion Exterior I.D. I.P.S. INT. NT . JT. KIT. LAM. LAV. WAS. MAX. H.C. MECH. Furnishing by other MED. metalled by contractor MEMB. Floor drain MET. Foundation M.H. Fire extinguisher MIN. Fire extinguisher cabinetMlSC. Finished) Floor line N. Floor N.I.C. Fluorescent NO. Face of studs NOM. Face of concrete N.T.S. Face of finish Face of masonry 0.C. Foot, feet 0.0. Footing O.F. Furred, furring Fire hose valve cabinet P.L. P. LAM, Gage. PLWD. Galvanized PR. Grab bar P.T. Gypsum wall board P.T.D. Gypsum P.T.D. /R Hose bibb Header Hardwood Hollow metal Horizontal Heating Heating/ventilating/ air conditioning Hot water tank P.T.R. PVMT. POLY. Q.T. Inside diameter Inside pipe size Interior Joist Joint Kitchen Laminate(d) Lavatory Masonry Maximum Medicine cabinet Mechanic(al) Medium Membrane Metal Manhole Minimum Miscellaneous North Not in contract Number Nominal Not to scale On center Outside diameter Overflow drain Property line Plastic laminate Plywood Pair Paver tile Paper towel dispenser Paper towel dispenser receptacle Paper towel receptacle Pavement Polyethylene Quarry tile R.D. Root drain RECEPT. Receptacle ENERGY CODE NOTES Code: Per State Energy Code Ruildin5 Fnvelope• Prescriptive requirements for group R occupancy. Heating by heat pumps Glazing as % of floor area: Glazing U value: Doors U value: Roof: Wall: Floor over unheated area: Slab on grade: Non- recirculating pipes in non - conditioned spaces R -3 R -3 Recirculating pipes Per Table 5.12 Exterior Windows Exterior windows shall be double insulated glass with U value of 0.6 or less. Vapor Harriers: Provide vapor barrier, with flame- spread rating not over 25 and smoke density not to exceed 450, over wall, roof and floor insulation. Ground cover of six mil black polyethylene or approved equal shall laid over the ground within the crawl spaces. The ground cover shall be overlapped 12" minimum at the joints and shall extend to the foundation wall. Weatherproofing; Exterior joints around windows, door frames, openings between walls and foundation, between roof and wall panels; openings at penetrations of utility services through wall, floors and roofs; and all other openings in the building envelope shall be sealed, caulked, gasket, or weather stripped. All other openings shall include, but not limited, to caulking outlet boxes. Baffles shall be installed in ceilings /attics to maintain 1" ventilation and extend 6" vertically above batts or 12" vertically above loose fill. Ventilation Clearances Where required, insulation shall be installed with clearances according to manufacturer's specifications. Insulation shall be installed so that required ventilation' is unobstructed. For i blow-. or .poured loose fill, insulation clearances shall be maintained through installatjon of a permanent retainer.. Wall Insulation: All wall insulation shall fill the entire cavity. All faced insulation shall be face stapled to avoid compression. Heating Purt insulation• All heating ducts in the unconditioned spaces shall be insulated to a. of R -8 Water Heaters Water heaters shall meet ASHRAE 90 -75 requirements. When located in unheated area, water heaters shall have insulated surface with a minimum thermal resistance of R -10. Shower Heads: Shower heads shall limit the total water flow to 3 GPM. I terior 'r htin• •owe : d• et: The installed lighting wattage for the building project shall not exceed the budget level shown below. Wilting Power Budgettwatts /sf) 078 as exempt Exterior Lighting Power Budget: The exterior lighting budget for other than dwelling units, shall be calculated by multiplying the building perimeter in feet by 7.5 watts per foot. Lighting for parking structures shall be 0.3 watts per gross square foot of parking area. An allowance for outdoor surface parking and circulation lighting may be added at 0.05 watts per square foot of area. Recessed Lighting Fixtures: All recessed lighting fixtures in the ceiling and roof cavity shall be sealed to prevent air leakage into the unconditioned space and shall be IC rated in condition where fixtures are in contact with building insulation. Other requirements shall per current Washington State Energy Code reuquirements, especially, Section 1311, 1312, & 1314. - PNPC -t iP k.. IJ cK�'iPe)y c :P'� C7 I tip,.�7 - nr ,i„u L 7:: 11:) ,7 il'*. V: �, \•/ t I 1 . I. ^r I- I:n -. r r' ., F S.J. T.B. T.O.W. TEL. T. &G: T.P.H. TV. TYP. 1 - 0 (:::::i 62. REF. Reference REFR. Refrigerator REINF. Reinforcing REQ. Require REV. Revision RM. Room R.O. Rough opening R.O.W. Right of way S.C.D. Seat cover dispenser S. South S.C. Solid core SCH. Schedule SH. Shelf SHTG. Sheathing 5IM. Similar SPEC. Specification SQ. Square S.S. Service sink STOR. Storage sm. SIRUCT. Structural SUSP. Suspended Seismic joint Towel bar Top of wall Telephone Tongue and groove Toilet paper holder Television Typical W/ W.C. WD. 0/0 WP. SLR. WSCT. W.W.F. UNPIN. U.H.O. UR VAR. VEN. VERT. Garages Guestrooms Unfinished Unless noted otherwise Urinal Varnish Veneer VerUcaL West, wide With Water closet Wood Without Waterproof(ing) Water resistant Wainscot Welded wire fabric Required Proposed 21% 9.0% 0.65 0.65 0.40 0.40 R -30 R -38 R -19 R -19 R -19 R -19 R -10 R -10 CITY OF TU0ILA 0 CZ 3 1997 1�U BUILDING DIVISION RECEIVED CCTV OF TUKWMLA SEP 1 5 1997 PERMIT CENTER '2'1 REGISTEREI] tRCHITECT Proposed Hotel 4006 South 139 Street Seattle, Washington Cheng & Associates Architecture / Interior Design 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephona(206) 441 -5745 Fax(206) 441 -8760 Sheet Title CODE NOTES, SYMBOLS 4 ABBREVIATIONS 0 Design Phase ❑ Construction Documents Phase 0 For Permit Application 0 Ready For Construction Date Drawn By Discription 2A091 PERMIT APPLICATION Sheet No. asylea ie yEa ci-r -r A0.2 of 00 sheets SECTION RETAINING WALL NT s INLET MH RIM 58.5 IE 2 95 24 tt - - — - - - - - - PLANTING AREA CCNC. WALK 0 YARD LIGHT / PLANTING AREA YARD LIGHT CO4C. WALK PLANT'. AREA 263. 13 I/2" 8 LAUNDRY CHUTE VENT pCK COATING P GA9 FIREPLACE VENT ROOF CROCKET (TYP) El - ROOF HATO-IPER CODE EXISTING BUILDINGS TO BE REMOVED METAL FLASHING (•P, 3" ROOF DRAIN 4 OVERFLOW (TYP) FROF'05ED NEW HOTEL 5ECOND FL EL.. 21,22 21 FIT FL. EL.. BASEMENT R. EL. 456:44 2 54,5' 3" ROCF DRAIN 4 OVERFLOW (TYP WILDING LINE 1 ROOF LNE DECK COAT. (TT, BA5EMENT WALL LINE 2a"5. — IE:1;t1T4:65 TO EE 1 --REMOVED- 4 4- 1 PLANTING AREA 1 I 1 180.00' 5 2•01'33" 11.1 N-8' WOOD FENCE ALONG PROPERTY LINE I38 Luv e+=, F1( SITE PLAN SCALE: I .1 =10' -10" 2 „ ;0 , 64) 0 ,— 6 WOOD FENCE ALONG (+35') 2-56 H6,,, PROPER, LINES D97-0052 'z135 ,, -* 5 ! CONCRETE RETAINING WALL : 1 ( 10 0 VeVi COPY OT "WK\NILF APP 59B DEC 2 3 199 PERMIT CENTER Sheet No BU D97-COSa A1.1 of 00 sheets hs Q 2 - , 252., 256' eicP. 2.515. .471YuVw. CRETE RETAIN'. WALL Proposed Hotel 4006 South 139 Street Seattle, Washington Cheng & Associates Architecture / Interior Design 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephone(206) 441-5745 Fax(206) 441-8760 Sheet The SITE FLAN Date Drawn Sy Discription ODesign Phase 0Construction Documents Phase 0 For Permit Application ?Ready For Construction 4/4F. . PEWIT Appuc.AfioN 5/15/96 DE6.4 REVIEW 241/99 . DESIGt-I RE,51a1.5 821/91 REvISION5 RETAMING LUALL 2.1-1888. U/2/5/ RELOCATE DRIVEL:14T BASEMENT FLOOR PLAN SCALE: I /8" = 1' -0" D97 -0052 A P P R O V E D J 2 9 199 n, 1 'IU I L BUIa.�1 R ECEIVED CI OF TUKWILA DEC 2 3 1997 PERMIT CENTER Proposed Hotel 4006 South 139th Street, Seattle, Washington Cheng & Associates Architecture / Interior Design 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephone(206) 441 -5745 Fax(206) 441 -8760 Sheet Tale BASEMENT FLOOR PLAN ® Design Phase 0 Construction Doc ents Phase 0 For Permit Application 0 Ready For Constn�ction Date Drawn By Discription ]/IIHt PEWIT APPLICATION .2/1,17,s1, REVISIONS 0/1,1 TENSIONS ?/?F_1 IEL OCATE. MS'S -WAY nmrai Sheet No. OCATE COLItMS A2.1 of 00 sheets METAL GATE $TOR I L _ J 1 110 1 L CONC. PLANTER WALL, CONC.WALK RAMP DN. TO BASEMENT GA •G 8' -9 1/2" 12' -9 5/16" ® 1 103 1 HANDICAP. HEARING IMPAIRED 9 g 12' -6 "= II2,' -6" PLANT[NG LOADING 30' -0" GARBAGE/ RECYCLE 12' -9" I0-0 " 23' -2 1 /S" FIRST FLOOR PLAN SCALE: 1 /8" = I' -m" 124' -I0 1/2" PARKINC-- 9 STALLS 1 g1-0052- CITY OF TUKWILA APPROVE oc• 3 1997 rW IV 1 BUILDING DIVISION RECEIVED CITY CF TUKWII.A SEP 1 5 1997 PERMIT CEMEA Proposed Hotel 4006 South 139th Street Seattle, Washington Cheng & Associates Architecture / Interior Design 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephone(206) 441 -5745 Fax(206) 441 -8760 Sheet Title 1111 FIRST FLOOR PLAN 0 Design Phase 0 Construction Documents Phase 0 For Permit Application 0 Ready For Construction Date Drawn By Discription 2/11/91 PERMIT APYI.ICATI. 4/, Z21 ke, PE, CITY Sheet No. A2.2 of 00 sheets SECOND FLOOR PLAN SCALE: 1 /S" = 2- CITY OF TUKWIIA APPROVED Design Phase 0 CT 3 1997 0 Construction Documents Phase Stpor Permit Application NJ ,<✓ I L✓ 0 Ready For Construction 1311ILDING DIVISION Date Drawn By Description 1IIV9l PERMIT APPLICATION RECEIVED CITY CFTUKWILA SEP 1 5 1997 PERMIT CENTER.. 3220 'tEG'STEREU ARCHITECT {// ( JOHNfi'Y C.L. CHENG STATE OF WASI:INGTON Proposed Hotel 4006 South 139th Street, Seattle, Washington Cheng Associates Architecture/ Interior Design 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephona(206) 441 -5745 Fax(206) 441 -8760 Sheet Trtle SECOND FLOOR PLAN Sheet No. A2.3 of 00 sheets' PL CLASS "B' ASPHALT SHINGLES SOUTH ELEVATION scALE. I/a" r-o" STUCCO WITI-4 DRYVIT FINISH CrrP I I frItt 11111:51 11 3,0' OPENING 31/ METAL LCUVER I 01.9.330 FOR S 1.11 E.01.137 ,3 3 3 ,3(wERIF , , I I I I L — it - OPENING WITH LOUVER FOR EXHAL0T FAN /VERIFY 91.7E) NORTH ELEVATION D97 0052 SCALE 1/8" = NOTES: 9 .. SECOND FL. LINE BASEMENT RAMADA LIMITED 9 2. GRADING PER ClvIL PLANS. eL F 1. THE CONTRACTOR SHALL VERIFY SIZE AND LOCATION OF ALL MECHANICAL AND ELECTRICAL PIPES AND DUCTS PENETRATIONS THROUGHT CONCRETE WALLS WITH SUBCONTRACTORS. Proposed Hotel 4006 South 139th Street Seattle, Washington 0,21g3T crrv DEC 2 3 1997 PEWIT CENTER Cheng & Associates Architecture / interior Design 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephone:(206) 441-5745 Fax(206) 441-8760 Sheet Title NORTH 4 SOUTH ELEVATIONS LSI Design Phase 0 Construction Documents Phase 0 For Permit Application CITY OF TUIQ D Ready For Construction 4 ROVED Date Drawn By Discription j ph 2 9 1998 • PERMIT APPLICATION Th.."1"CCh 5°''.17H"'"' L:7E77 PR, 80901 Sheet No. A3.1 of 00 shee6 5 BASEMENT FL LINE L CEILING LINE SECOND FL LINE EL= 211.25' 1 , -1 EL= 256.15' WEST ELEVATION SCALE: 1 /S" =I' -m" E o0 5 I 1 PL BASEMENT FL LINE -- 4 — _ • EAST ELEVATION SCALE: 1 /S" =1' -0" CLASS "B" ASPHALT SHINGLES (TIP) 1 /8" STUCCO W/ DOUBL£.INSULATED GLAZING IN vINYL FRAME AND WITH SCREEN DRIVIT FINISH (T"P) HEAT PUMP WITH INTER4L DRAIN a ARCHITECTURAL STYLE GRILL (TIP) 7) ooz PL PL CITY OF TUKWIIA APPROVED OCT 3 1997 HO 11V I BUILDING RECEIVED CI, ''. OF TUKWILA SEP 1 51997 PERMIT CENTER t �C - ; t: =:;l; ?FRED 6 � ) t Proposed Hotel 4006 South 139th Street Seattle, Washington Cheng Associates 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephone(206) 441 -5745 Fax(206) 441 -8760 Sheet Title EAST 4 WEST ELEVATIONS El Design Phase ❑ Construction Documents Phase ❑ For Permit Application ❑ Ready For Construction Date Drawn By Discription 2/11/91 PERMIT APPLICATIa4 8!1891 . ...Re... I. trey Sheet No. \3.2 of 00 sheets /bjtitAIV / it/ V IM MEW R =38 BAIT INSULATION W/ VAPOR BARRIER (TYP. • ROOF) WOOL INSULATION GUEST ROOM R "I9 BATT INSULATION , W/ vAPOR BARRIER (TYP) GUEST ROOM R =19 RIGID INSULATION GARAGE . 3-HR Pr 4,43 . S ST121'[tu L Pv 2 LAYERS OF TYPE °X ", 3/8" GWB GUS OVER RC CHANNELS GUEST-ROOM CARPET. BASE (TYP.) R =10 WO') '.. 0 BUILDING SECTION SCALE: 1/4" =1' -0" 0 BUILDING SECTION SCALE, 1/4 " =1' -0" O BUILDING SECTION SCALE: I/4 =i' -0' 1 111 00 LAUNDRY RIM 4" CONC. SLAB OVER VAPOR BARRIER OVER GRAVEL BASE (17P.) ELECTRICAL a DRAIN MAT OVER WATERPROOFMG DRAM GRAVEL FOOTING PER... DRAM PIPE STRUCTURAL PLAN PER CIVIL BUILDING SECTION SCALE: I/4" =1' -0" CITY OF TOKWIL AppROVED OCT 31997 �, u I L J SUILD R 1 R W TUKWIIA S 11 5 97 P ERMI T CE NTER 3 29 R E.GIS TfRE® AR 1a ` e L1 "JOHN C.L. CH EN G '' FE OF WASFINGTON 4006 South 139 Street,. Seattle, Washington Sheet Title BUILDING SECTION Date Drawn By Description Sheet No. Proposed Hotel Cheng tst Associates Architecture/ Interior Design 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephone(206) 441 -5745 Fax(206) 441 - 8760 El Design Phase ❑ Construction Documents Phase El For Pemtit Application ❑ Ready For Construction PERMR. APPLICA.TKN 9120/96 DEIGN rEN61Q1 2/11121 IFDATE A4.1 00 sheets GUEST ROOM CARPET BASE (TTPJ OFFICE CARPET SASE CTTPJ GARAGE O BUILDING SECTION SCALE: 1/4".1 4" C.c. SLAB OVER VAPOR BARRIER OVER GRAVEL BASE (TYPJ O BUILDING SECTION c OFFICE SCALE: 1/4".1 REINFORCED CCNC. TOPPING H °. C.C. CURB DECK COATING PER enc. .dOrt Sac U c+ FOOTING PER J DRAM PIPE STRUCTURAL PLAN PER CIVIL SECOND FL. FIRST FL EL: BASEMENT FL VONAVOMMAT — it WOOD BASE (TTPJ ;2 LAUNDRY RM LOBBY 4° CCNC. SL AB OVER BARRIER OVER GRAVEL BASE (TYPJ ELECTRICAL.. DRAIN PIPE STRUCTURAL P PER CIvrL FOOTING PEE Cli) BUILDING SECTION @ LOBBY SCALE: I/4 " =1' -0" ` i)7 . D452 ORAN MAT OVER WATERPROOFP6 STUCCO OVER FLTWOOD SHEATHING * SOFFIT (rrp) FIRST FL.. 9 BASEPENTF EL: C\ 4.0N OF T� � P RO ACT 3 :Et °.JW LD1NG RECEI4 OFTUWILA SEP 1 5 1997 PERMIT CENTER 3220 REGISTERED -y ARCHITECT 10NPs v C L C11700 S1Ati Of W f;.,,NA Proposed Hotel 4006 South 139 Street Seattle, Washington ng Associates Architecture/ Inter io Design 2112 Thad Avenue, Suite 201 Seattle, Washington .98121 Telephone(206) 441 -5745 Fax(206) 441 - 8760...,. Sheet Title BUILDING SECTION El Design Phase ❑ Construction Documents Phase El For Permit Appliattion ❑ Ready For Construction Date. Drawn By Descriptbn-.', PE tIrf APPLICATI. 9n 40rE6 DESIGN IEVISIGN ]/II/S1 UPDATE Sheet NO A4 of 0( I sheets CD STAIR 'A'- 1ST FLOOR PLAN SCALE: 1/4"..-1 11 STAIR 'A'- 2nd FLOOR PLAN SCALE: 1/4" =1' - 1 e II" EA: 6 -S" 4' -0" 111111 11111E SIGN pig STAIR 'A'- BASEMENT PLAN SCALE: 1/4".1 C STAIR 'B'- 2nd FLOOR PLAN SCALE= 1/4 " =1' -0" 1* 11" EA =6 4' -0" I C) STAIR 'B'- 2st FLOOR SCALE: 1/4' =1' -0 ". 12 STAIR 'B'- BASEMENT PLAN SCAL.=_: 1/4 DO5 R =B RIGID INSULATION PERIMETER WALL (TYP) CONCRETE FOOTING PER PLAN 10 SECTION @ STAIR 'A' SCALE: CONCRETE FOOTING PER PL/* I -HR ENCLOSURE -� WALL® STAIR. 2 -0" WIDE, R•8 RIGID INSULATION a PERIMETER WALL (TYP.) TYP.) 19 SECTION 0 STAIR 'B' SCALE: 1/4' .1 TYP) TYP B m SECOND FL. DRAIN TILE PER CIVIL ECM) FL. IRST FL. ASEMENiFL FIRST FL. BASEMENT FL. Proposed Hotel 4006 South 139 Street Seattle, Washington Chy Associates Architecture/ Interior Design 2112 Third Avenue, Suite 201 Seattle, Washngton 98121 Telephone:(206) 441 -5745 Fax(206) 441-8760 Sheet Tttle PLANS 4 SECTIONS m STAIRS "A" d "5 C111 CIF 1U1011A /APPROVE oc 3 1997 ISJ IVU I CU BUILDING DIVISION RECEIVED CRVOF TUKWIL4 SEP 1 5 1997 PERMIT CENTER 3220 itEG[ ($BRED' Il ' ARCHITECT � �{' Sheet No TA HNy C L (1-1,19 A5.1 c)f 00 sheets ®Desk,)n. Phase ❑ Construction Documents Phase g, For Permit Application ❑ Ready For Construction Date Drawn By Description PP -RMIT MPLICATIC91 2/IIAI 17951.4 199,94. �-. s BASc S f-- l -NR WAL L NCLOSURE • STAI R m ,e 1 ■ 01131 n T -0 ", � Z c TYR) WOOD SKIRT BOARC _ } 1 m „ • �TYP.) 2 /TYP.) a A1:902:191 - - -- - } \ Z CD STAIR 'A'- 1ST FLOOR PLAN SCALE: 1/4"..-1 11 STAIR 'A'- 2nd FLOOR PLAN SCALE: 1/4" =1' - 1 e II" EA: 6 -S" 4' -0" 111111 11111E SIGN pig STAIR 'A'- BASEMENT PLAN SCALE: 1/4".1 C STAIR 'B'- 2nd FLOOR PLAN SCALE= 1/4 " =1' -0" 1* 11" EA =6 4' -0" I C) STAIR 'B'- 2st FLOOR SCALE: 1/4' =1' -0 ". 12 STAIR 'B'- BASEMENT PLAN SCAL.=_: 1/4 DO5 R =B RIGID INSULATION PERIMETER WALL (TYP) CONCRETE FOOTING PER PLAN 10 SECTION @ STAIR 'A' SCALE: CONCRETE FOOTING PER PL/* I -HR ENCLOSURE -� WALL® STAIR. 2 -0" WIDE, R•8 RIGID INSULATION a PERIMETER WALL (TYP.) TYP.) 19 SECTION 0 STAIR 'B' SCALE: 1/4' .1 TYP) TYP B m SECOND FL. DRAIN TILE PER CIVIL ECM) FL. IRST FL. ASEMENiFL FIRST FL. BASEMENT FL. Proposed Hotel 4006 South 139 Street Seattle, Washington Chy Associates Architecture/ Interior Design 2112 Third Avenue, Suite 201 Seattle, Washngton 98121 Telephone:(206) 441 -5745 Fax(206) 441-8760 Sheet Tttle PLANS 4 SECTIONS m STAIRS "A" d "5 C111 CIF 1U1011A /APPROVE oc 3 1997 ISJ IVU I CU BUILDING DIVISION RECEIVED CRVOF TUKWIL4 SEP 1 5 1997 PERMIT CENTER 3220 itEG[ ($BRED' Il ' ARCHITECT � �{' Sheet No TA HNy C L (1-1,19 A5.1 c)f 00 sheets ®Desk,)n. Phase ❑ Construction Documents Phase g, For Permit Application ❑ Ready For Construction Date Drawn By Description PP -RMIT MPLICATIC91 2/IIAI 17951.4 199,94. ELEVATOR NOTE Hydraulic elevator: Provide one marquis 25 elevator by Dover with four stops, vertical wall panels, suspended ceiling and cylindrical metal handrails. Interior colors to be selected by the architect. The construction of the elevator, hoistway and machine room shall meet the following code requirements: a. Pipes, ducts and equipment not use for the operation of the elevators are prohibited in machine room and hoistways per ANSI Section 101 and 102. b. Maintain all required working clearances and minimum 7 feet clear headroom in machine room per SBC 5215(c) and ANSI Rule 101.4. c. Waterproof elevator it walls to prevent entry of ground water and provide a dry elevator pit per AUST Rule 100.2c. d. Provide pit ladder per SBC 5123(2). ANSI Rule 106.1d. e. Provide machine room ventilation per ANSI Rule 101.56b. f. Provide hoistway ventilation. The vent area shall equal to 3- 1/2% of the area of the hoistway per SBC 5116(1). g. Comply with seismic requirement as required by codes per SBC 5116(d). h. Provic:., handicapped requirements for elevator per SF^ 5116(a). i. Provide proder top car runbys, clearances and refuge space per ANSI Secrtion 300. j. Grout all masonry jambs and headers to retain fire rating of hoistway. In other than masonry, provide labeled entrance assemblies as required per ANSI Rules 100.1b and 100.14. k. Grout behind all hoistway penetration for pipes, fixtures, etc. per SBC 5120 -2. 1. Provide means of two —way conversation between each elevator and a readily accessible point outside the hoistway per ANSI 211.1 (a) (2). m. One of two additional emergency signaling devices shall be provided (phone to answering service or outside bell and sign) per ANSI 211.1 (b). n. Provide an emergency power supply for the divices required by 211.1 (a) (2) and 211.1 (b). The supply shall be capable of operating the audible device for at least one hour and the means of two —way conversation for at least four hours per ANSI 211.1. o. Elevator hoistway shall not be vented or pressurized through elevator machine rooms per SBC 5115(0)5 and 7B. p. Ventilation and pressurization , equipment, ducts, etc. cannot be located in elevator machine rooms, hoistways or spaces per SBC 5115(f)4, ANSI Section 101. q. Glass used in or on elevator hoistways and cars must be laminated and meet the requirements of ANSI 297.1. Per ANSI 100.ic, 204.1b. r. Install approved key retainer box, keyed to the standard city key — ace cylinder can lock key #39504 per Section 5111(c). s. Keys required for the operation of elevator, fire emergency service, the machine room and the mechanical hoistway! access key shall be tagged and kept in the key box per Section 5111(c). t. Comply with Chapter 51 of Uniform Building Code as adapted by City of Seattle and WAC 51 -20. u. Comply with ADA requirements. v. Cab and frame finishes per specification. 1st '& 2nd FLOOR PLAN @ ELEVATOR SCALE. O BASEMENT PLAN @ ELEVATOR SCALE: 1/4" -1' -0" PRE -FAB TRUSSES PER STRUCTURAL re- BATT INSULATION WITH VAPOR BARRIER ter- -�-- V ; 9 B PROVIDE VENT PER CODE REQUIREMENT SECOND FLOOR EL BASEMENT FLOOR �1�/�./�1�1�1t1 I N in ivA p1�i�i�/, i'l , Yi l� PAW Mt4 3Ir" SOUND. INSULATION HOTEL UNIT' GARAGE CONC. SLAB SECTION @ ELEVATOR SCALE: 1/4"-r-0" WATERPROOFING (TYR. e ELEVATOR PIT) 00 SPRINKLER HEAD e TOP OF CHUTE PER MECH. PLAN p O VENT FLASHING SET WITH SEALANT 16 GA. STAINLESS STEEL CHUTE 24 "4 1 -46 SHAFT FLOOR SUPPORT e FLOOR LINE HOPPER LAUNDRY DOOR "B" LABELED'. SELF CLOSING INTAKE DOOR 24 "x30 TOP HINGED'.. HOPPER TYPE DISCHARGED BY MANUFACTURER PEDESTAL SUPPORT 2 VA EL: :ii: SECTION © LAUNDRY CHUTE SCALE I/4 • I' -m" NOTE: PROVIDE SPRINKLER HEAD s TOP OF LAUNDRY CHUTE 4 e ALTERNATE FLOOR CITY OF TUKWILA APPROVED OCT 1991 nMSI 16r1f nMISI N 4006 South 139 Street Seattle, Washington Proposed Hotel Cheng Associates Architecture / Interior Design 2112 Third Avenue, Suite 201 Seattle, Washhgton 98121 Telephona(206) 441 -5745 Fax(206) 441 -8760 Sheet Title ELEVATOR, PLANS 4 SECTION, AND ELEVATOR NOTES OF TUK C1TY R OF 7UKWnA SEP 1 5 1997 PERMIT CENTER 32201 REGISTERED \ ARCHITECT Sheet Na JOHNNY C.L. CHENG STATE 01'EASEHNGTON� .. Des 1 Phase ❑ Construction Documents Phase ®.For Permit Application ❑ Ready For Construction ALUM. GRATE L AUNDRY LOCKE'5 LAUNDRY SINK ECTRICAL .'M ? H2 METAL 5TUD WALL W/ 2 I Hloi r1 G0NC.: W.r LL T- -1 STORAGE - SHELvE5 3'X3" LOUVER AT TOP 4 OPENNING FOR S" EXHAUST PIPE AT BOTTOM METAL GATE THICKEN CONC. SLAB ALUM. GRATE I'DXI'WX/o'L TRENCH W•TR.. Su f-Tr / FoK iGE MAKER I , ST AGE 1�E5. m W/ 2' CONC. WALL \, AT BOTTOM' WITI I WIRED GLASS M ETAL ST1 VIaL W/ 2' CONC. WALL AT BOTTOM 'N■ ■■® 'NEM ■,® NMI Ammo ■-_ ie■s ■■■ ■� ■ 1 aa. LOSSY STOR. OFF I C OFFICE I s 70�i' L_ —L4_I NOTES: I. 3' 1-11G I-1 COUNTER WITH PLASTIC LAMINATED FINISH 2, 3 ADJUSTABLE SHELVES 3. 2 -35 LB WASHERS WITH 208V, 34C, 25AMP SERVICE(VERIFY). 4, 2- 50 L. DRYER -WITH 2OSv, 34C, 15 AMP SERvICE EACH AND I" GAS LINE 5. 4 -2' DEEP PAINTED SHELVES. b. METAL STUDS WITH 5/5' TYPE 'I "X' WS ON BOTH SIDES. 1. LAUNDRY CHUTE WITH FIRE RATED DOOR (TYP). ENLARGED LAUNDRY AREA PLAN SCALE: 1/4 " =1' -0" ENLARGED FIRST FLOOR LOBBY PLAN SCALE: 1/4 " =1' -0" CITY OF TUKWILA APPROVED OCT 31997 BUILDING DP IIS1ON CITY OF ncwlu' SEP 1 5 1997 PERMIT CENTER Proposed Hotel 4006 South Street Seattle, Washington Cheng Associates Architecture/ Interior Design 2112 Third Avenue, Sute 201 Seattle, Washington 98121 Telephone.(206) 441 -5745 Fax(206) 441 -8760 Sheet Title ENLARGED LOBBY, OFFICES' 4 LAUNDRY ROOM ❑ Design Phase ❑ Construction Documents Phase ❑ For Permit Application ❑ Ready For Construction Date Drawn By Description 10/16,96.. UPDATE 41 SS rsvN M/Z. Cat`( Sheet No. of 00 **efts HANDICAP. ROOM HEARING IMPAIRED '2 TYPE "E" GUESTROOM r - 2 1/4 TYPE "A" GUESTROOM 12' -6" TYPICAL THROUGH, THE WALL NEAT PEP WITH INTERNAL DRAIN AND ARCHITECTURAL GRILL (TYP FOR ALL GUESTROO IS AND COMMON I AREAS) TYPE "C' GUESTROOM CEILING LINE .ABOVE r - LINEN 2 CK COATING ci:: TYP. 'C' & 'D' GUESTROOMS SCALE: 1 /4 ". -0 NOTES. t DROPPED CEILING LINE FOR THE FIRST FLOOR UNITS CNLY. 2. PROVIDE VISUAL ALARMS IN HEARING IMPAIRED ROOM PER CODE. RO. DRAIN Date Drawn By Description PERMIT APPLICATIEN O CAL=i'EfUESTROOM$ O TYP. 'E' GUESTROOM '& STAIR 'B' SCALE I /4 " =1' -©" E2 �• rn .� ADD SOUND DEADENING BOARD ON THESE WALLS CITY 3 1997 BUILDING DIVISION OF CITV OF TUKWILA SEP 1 51997 PERMIT CENTER. REGISTERED ARCHITECT f , 2L - L. urn i iYCN�: Proposed Hotel 4006 South 139 Street Seattle, Washington Cheng & A Architecture /, Interior Design 2112 .Third Avenue, Suite 201 Seattle, Washington. 98121 Telephone:(206) 441 -5745 Fax(206) 441 - 8760. Sheet Title ENLARGED UNIT PLANS O Design Phase 0 Construction Documents Phase Et For Permit Application D Ready For Construction Sheet No. 13 SCALE: I/4 " =1' -0" C I SCALE: 1/4" =1' -0" PROTECT PIPE WITH INSULATION PER CODE SC O PREPARATION AREA ALE: 1/4 " =1' -0" SCALE: 1 4" =1' -0' 0 w RECESSED RECESSED RECESSED RECESSED RECESSED PAPER TMEL/ PAPER TOWEL PAPER TOWEL WASTE RECEPT. SANITARY WASTE RECEPT. DISPENSER DISPENSER NA-KIN DPR ISND) 25 TOILET ACCESSORY MOUNTING HEIGHTS SCALE: 1/4 " =1' -0" THE K:aSE EI:: PUBLIC RESTROOM SCALE: I/4 "= l'-0" ADJUSTIABLE SHELVES ON HEAVY DUTY METAL BRACKETS SHELF @ STORAGE SCALE: 1/4" =1'-0" DOOR AT LINEN CHUTE CERIFY SIZE AND LOCATION 20 SHELF @1 LINEN STOR SCALE: 1/4 " =1' -0" ASH TRAY SHELVES TO BE PAINTED RECESSED TOILET PAPER HOLDER 15 CD PUBLIC RESTROOM SCALE: 1/4".1 SHELF @ MAINTENANCE SCALE: 1/4".1'-0" rnP� 0 SHELF 0 LINEN STOR. SCALE: 1/4"..I'-0" urALL-.- ICE 4 VENDING MACHINES TO BE PROVIDED BY WIDER SHELF E 6 MAINTENANCE SCALE= 1/4 " =1' -0" 22 LOCKERS SCALE, 1/4 " =1' -0" O PUBLIC RESTROOM SCALE: V4 " =1' -0" DROPPED CEILING OCKERS PER SPEC. DOOR AT LINEN CHUTE CERIFY SIZE AND LOCATICN 3S" GAS SCALE: 1/4" =1' -0" O TOILET ROOM SCALE: 1/4 " =1' -0" EEO PREPARATION AREA SCALE- 1/4".1 misommummommi ®i ®1® II ■I ® MEIN I, MIN 0 \ V A / \ \ / \ i ;. V 1/ I/ VENDING AREA SCALE: V4 " =1; -0" p own TV SET BUFFET COUNTER SCALE I/4 " =( -0 , ®/4 ■ ®__ I®: '4 . BIRCH PLTWD ADJ. SHELVES WITH kW EDGE PAINTED PLASTIC. LAMINATED COUNTER TOP, BACK- SPLASH, RETURN 4 • SKIRT COUNTER SUPPORTS COUNTER SUPPORTS @ :: SHELF @ LAUNDRY PLASTIC LAMINATED FINSH FOR CABINETS AND COUNTERTOP 18 DRINKING F044TAN FOLDS SHOWER SEAM "ROOM SEP 1 51997 PERMIT. CENTER 322, REGISTERED ARCHITECT Sheet. No JOY C.L. CIIENG T L n':S4ICTONi Date Drawn By Deser': PEg1R A PPLIG4TIQ! 993194. D004 IEN6KN9 PETE mot 7/91 I.. 1000 FE e' cart. Iq°DATE ;. 28 .DRINKING FOUNTAIN SCALE: I/ 4".1 ACCESSIBLE PHONE PER ADA SHELF @ LAUNDRY SCALE: 1/4" .1'-0" PHONE CUBICAL SCALE: 1/4 " =1' -0" BASE PER SPECIFICATION Proposed Hotel 4006 South 199. Street'. Seattle, Washington Chena Associates Architechxe / Interior Design 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephona(206) 441 -5745 Fax(206) 441 -8760 Sheet Title INTERIOR ELEVATIONS of 00: sheet s 1 ` EROSION CONTROL NOTES 1, ALL CONSTRUCTION SHALL CONFORM MTH THE CITY OF TUKWILA STANDARD PLANS AND SPECIFICATIONS, LATEST EDITION. 2. ALL REQUIRED EROSION /SEDIMENTATION CONTROL FACILITIES SHALL BE CONSTRUCTED AND IN OPERATION PRIOR TO ANY LAND CLEARING, EXCAVATION OR OTHER CONSTRUCTION ACTMTIES. ALL EROSION AND SEDIMENTATION FACILITIES SHALL BE MAINTAINED UNTIL SUCH TIME THAT CLEARING AND /OR CONSTRUCTION IS COMPLETED. 3. THE EROSION AND SEDIMENTATION CONTROL SYSTEMS SHOWN ARE INTENDED TO BE THE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. THE CONTRACTOR SHALL ANTICIPATE ADDITIONAL EROSION AND SEDIMENTATION CONTROL DURING CONSTRUCTION DUE TO INCLEMENT WEATHER AND SEASONAL CONDITIONS. DURING CONSTRUCTION, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO ADDRESS NEW CONDITIONS AND TO PROVDE ADDITIONAL FACILITIES TO THOSE SHOWN ON THE PLANS TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIMNG DRAINAGE SYSTEM. 4. ALL EXISTING UTILITIES SHOWN ON THIS PLAN WERE OBTAINED FROM FIELD SURVEY OR AVAILABLE PUBLIC RECORDS. THE CONTRACTOR SHALL 'XE NECESSARY PRECAUTIONS TO PROTECT EXISTING UTILITIES SHOWN ANN /OR FOUND. CONTRACTOR SHALL OBTAIN EXISTING UTILITIES INFORMATION FROM APPROPRIATE AGENCIES AND VERIFY LOCATIONS PRIOR TO CONSTRUCRON. 5. THE CONTRACTOR SHALL COVER EMBANKMENTS AND DISTURBED GROUND SURFACES WITH PLASTIC SHEETING OR JUTE MATTING /NETTING TO CONTROL EROSION DURING INCLEMENT WEATHER. 6. THE CONTRACTOR SHALL MAINTAIN A FABRIC FENCE, OR EQUIVALENT ALONG THE DOWN SLOPE EDGES OF THE CONSTRUCTION SITE. TEMPORARY CATCH BASINS SHALL BE INSTALLED AS REQUIRED TO INTERCEPT. DRAINAGE AND CONVEY TO CITY STORM DRAINAGE SYSTEM. 7. TEMPORARY DRAINAGE AND DEWATERING OF THE EXCAVATION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 8. ALL EROSION AND SEDIMENTATION CONTROL FACILITIES SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL CONSTRUCTION IS COMPLETED. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT AND ADDITIONS TO THE EROSION CONTROL SYSTEM SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 9. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSTE WHENEVER CONSTRUCTION IS IN PROGRESS. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH ARE ON ALE IN THE TUKWILA STREET USE DEPARTMENT RECORDS. ANY DEVIATION FROM THE APPROVED PLANS "TALL "ACC IRE WRITTEN APPROVAL FROM THE CITY OF TUKWILA ENGINEERING DEPARTMENT. 10. A STABILIZED CONSTRUCTION ENTRANCE SHALL BE CONSTRUCTED TO PREVENT TRACKING OF MATEEFOALS ONTO PUBIC R!SYT nr WAYS. EXCAVATION MATERIAL SHALL BE QUARRY SPALLS, 4" TO 8" IN SIZE. THE ROOK PAD SHALL BE AT LEAST 30 FEET IN LENGTH OR AS MODIFIED BY THE CITY INSPECTOR. g NQE; .) DO NOT PLACE FABRIC UNDER GRATE ONCE CRUSHED ROCK PLACEMENT PROCEDES FOR FINAL PAVING WRAP CRATE W/ FABRIC & REMOVE ABOVE COMPLETING CB ADJUSTMENT & MAKING WATER TIGHT. 3) CONDITION SIMILAR AT EXIST PAVEMENT! s' AHAKI LMAV.) 3/4" OR LESS WASHED ROCK FILTER OVER FILTER FABRIC SEDIMENT SUMP rJRIED FILTER FABRIC C.B. SILT FENCE DETAIL NOT TO SCALE CATCH BASE TYPICAL (4 SIDES) 11 1 ;l l ''.U123 25P, 5 1 ** OPNIV 55/LF 12" ADS N -12 ® 6% 3 a — 80 LF 6 ADS N -12 01% , p 1'j N S X7` � �� 5 `ter SILT FENCE PER BELOW A -5 0 o t•�Z S 180_00' N 2'07'33° E /DETAIL 0 pc4 1,0 ' 0004 e o • • • 4. o • • • Z v S.aO sw>N • • • o p 26 4 N ADS -12 O ,I YD 3' 10 TT I A4 4 SLOPE= 2:1 6" DEEP 12" WIDE 3 3 2 2' 4"(MIN.) WOODEN STAKES, DRIVEN INTO GROUND 18" (MIN.) IN DEPTH. 6" MIN. 3 ry 0 Y — r,o_ •- --ram• e e e o o-- — o a e a • e ; - - -__\ II_I_ II , • �44LF12 " 1202.6% /0 L61,1 0 SILT FENCE PER DETAIL BELOW 1 \ 1 1 � I J 1� 1 \ L J I TEMPORARY CONSTRUCTION ENTRANCE PER DETAIL BELOW IL -_ 1 FILTER FABRIC MATERIAL. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC 7 , TO POSTS. BURY BOTTOM OF FILTER — I I MATERIAL IN B"x12" TRENC� I I I 6 '„� I I 1 2"x4" WOOD POSTS, STANDARD OR BETTER, 1 I . OR EQUAL ALTERNATE: STEEL FENCE POSTS u FILTER FABRIC FENCE DETAIL NOT TO SCALE I 7T ,00 3 EXIST BLDG TO BE RE'HOVED UNDER r SEPARATE PERMIT, TYI' 1 51:.' 2"z4" WOOD POST ALT: STEEL FENCE POSTS FILTER FABRIC MATERIAL PROVIDE .75" - 1.5" WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC ON THE SURFACE These 'plans have been reviewed by the Public Works D, rtment for conforma with current City Acceptance I , tact ors a s which do not au'; of ac _ - dards or ordinances 3 ty foi 1:..: of the design rc h th - ces'gner. Additions, deletion c to these drawings after this d<'. .... ,''is acceptance and will require I of rewsed drawings for subsec_I ! ; FI ;Hance is subject to field inspection by thi, : _._..:; Viorks uiili;ies inspector. Date: ///03 /q- Ey: ( l Piio Si 9'.• L o �.7'^�IS Ww2 -Y K�4 i... � 'Ln._c.: Q. 1A-v, , r6te, Ctu 40 Q Sz.r &vs: -ke- p��r - f � ^ ' d, Q ) —L _ o ff0 �p � - kCS :J 31St;; J ,r CATCH BASIN PROTECTION PER DETAIL BELOW. TYP NOTES: I I I I I I 70 LF 6" AOS Nj12 1. CONTRACTORS RESPONSIBILITY FOR MAINTAINING & CLEANING BASIS. THE APPROACH ON A REGULAR 2. IF DIRECTED BY THE CITY ADDITIONAL QUARRY SPALLS MUST BE ADDED. 3. THE CONSTRUCTION APPROACH MUST BE LOCATED AT THE PERMANENT APPROACH LOCATION. / CALL BEFORE YOU D1 1- 800 - 424 -5555 • n I PROPC:CD STORM DRAINAGE PER " C2 -- _`�bTAYr; NOS / o / �' R. 10' MIN. 8" 4' -6" QUARRY SPALLS 1 , l,` "Irfgt7,9:6`ITS^t!, tqA, fl:" t0afi?NPIt nIrPP!�I'MllllfllilP�Gi"3M1 xit�uttrl!�±++..z VICINITY MAP LEGEND: WRAF! FILTER FENCE TEMP. CONSTRUCTION ENTRANCE T=MPORARY, CONSTRUCTION ENTRANCE GRAPHIC SCALE a ,a ( IN FEET ) 1 Inch = 10 ft / , \V 0 M4 T•J LEGAL DESCRIPTION ALL OF LOT 6_ 7_ & 8 BLOCK 4, ROBBIN'S VIEW TRACT ADDITION TO RIVERTON, ACCORDING TO THE PLAT RECORDED IN VOLUME 17 OF PLATS, PAGE 90 IN KING COUNTY, WASHINGTON. TOGETHER TH THAT PORTION OF VACATED STREET (40TH AVE. 5). MOM 10 NOT TO SCALE . ocsz L IMMMW =MUMS= RECEIVED NOV 1 3 1997 TUKWIA L PUBLIC WORKS CAUTION THE OONTRI:CTOR SHALL BE RF_SPONSIBLE FOR YVRI Y!NG THE LOCATION_ 74BENSION, AND DEPT, OF ALL EXISTING UTIIUTI S WHETHER SHOWN ON THESE PLANS OR NOI 3Y POTHOLING THE unuTIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1 -800- 424 -5555 AND THEN POTHOLING ALL OF THE EXISTING UTIUTIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYS:.,ALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOOS'IOMS CF SAID UTILITES. AS SIAWN 0'N THOSE PLANS ARE BASED UPON THE UNVERIFIED PUBUC INFORMATION AND APE SUBJF.T TO - ,ARIATXNN,. P CONFLICTS SHOULD OCCUR. THE CONTRACTOR 501.L CONSULT CT ENIXNEE'HWC 02 RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. deaumewommormAz '1 Mr 9`4 �1Q'>l RILL WIDTH . . Er t NEC MIRROR W/ MIL EDGE a EP BOTTOM ITTPJ . 411111101 M UNDER R COUNTE REFRIG. MB sow c p BATH SCALE: 1/4 "• r -0" / a BATH SCALE: 1/4 " =1 -0" GRAB BAR WITH WooD BACKING SOAP DISH CERAMIC TILES GRAB BAR WITH WOOD BACKING SOAP DISH u BACKING C) BATH SCALE: 1/4 O BATH SCALE: 1/4" = -0" MIRROR ED BATH (HC) SCALE: 1/4".I'-0" RECESSED TISSUE DISPENSER GRAB BAR WD BLOCKING (TTP 16 ENTRY SCALE: 1/4" =1' -0" O BATH (HC) SCALE: 1/4 " =1' -0" 10 BATH SCALE: V4 OJRTAM ROD (TTPJ CLOTH LINER (TYP.) O BATH (HC) SCALE: 1/4."•- I' -0" 0 VANITY SCALE: 1/4 q7 -CLOTHING ROD L WALL RECESSED TISSUE DISPENSER WALLPAPER ovER GWB C) BATH (HC) SCALE: I/4 " =1' - 0" 1 RJLL WIDTH - NEIGNT MIRROR W/ MIL EDGE o BOTTOM 1 g/4 ". - -� UNDER COWTER- I REFRIGOYEN CRO- / VANITY SCALE: 1/4" =1' - 0" ROBE NOOKS PROTECT PIPE W/ INSULATION CrrPJ RECESSED TISSUE DISPENSER LENGTH PER PLAN DIVIDER SEP 1 5 1997 PERMIT CENTER 3220 REGISTERED ARCHITECT JOHNNY C.I. CHE 4G STA OF TJA n ;i ',i2t{ Proposed Hotel 4006 South 139 Street Seattle, Washington Cheng Associates Architecture/ in.erior Design 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephone(206) 441 -5745 Fax(206) 441 -8760 Sheet Title INTERIOR ELEVATIONS CITY OF TUKWILA APPROVED ® Design Phase 3 1997 O Construction Documents Phase ocT tz.For Pemvt Application C/ ITU I cu ❑ Ready For Construction BUtLDIN NG DIVISION Date Drawn By Description PERMIT APPLICATION . 49/16,92 uPDATE RECEIVED "1.1 .v.1°. CITY OF TUKWIIA a�qt rte/ P;_2 or/ Sheet No. A7.2 of 00 sheets DOOR SCHEDULE 3du 2i000 I DOOR SIZE JIOd NOI10A313 NO00 DOOR FRAME (NH) 9NI102A 32113 110134 HARDWARE SNOI10001 REMARKS H10IM 1H13H SS3N>O1H1f 1Ot2131b'd HSINId 10213104 H9INI3 dnOND 321ViTIC210H 21tOd 30 "ON 39NI1 0101 9,0112116 N3H103fI1 ',10 AO0n 139',10011 139 H0101 DEAD BOLT 2139010 dOiS 210001 VIEW HOLE 13',1809 3',IOWS 3210m4?JOH OINOd KICK PLATE l - lfld W01109 210Od 01.1109 HSfl 1 d3O101-2100a '904 CIS 5K10031NOW C7a0n9 21000 DI 6' -0" 6' -8" 1 0 A A/G WHITE ALUM WHITE NONE 3 0 0 0 0 0 0 0 0 MAIN ENTRY 4F8 AEe, D2 3 ' -0" 6' -8" 1 3 4" C HM P HM P I -HOUR I I'2 0 0 0 0 STAIR AF D3 3' -0" 6' -8" 1 C HM P HM P 1 -HR I 0 0 0 STAIR AF D4 3' -0" 6' -8" 1 C HM P HM P I -HR 1 0 0 0 0 0 0 STAIR EXIT D5 3' -0" 6' -8" 1 K HM P HM P 20 MIN i 1 12 0 0 0 0 0 0 0 0 0 ENTRY *3 • HANDICAP ROOM * i D6 2' -10" 6' -8" 1 D WD P HM P NONE I 0 0 BATH *6412 Dl 3' -0" 6' -s" 1 D WD P HM P NONE I I/2 O O HANDICAP BATH 4E3 DS 2'-10" 6' -8" 1 D HM p NM P NONE 0 0 OFFICE D9 2'-10" 6' -8" 1 D WD PF HM P I -HR 1 0 0 0 REGISTRATION DI0 3' - 0" 6' 43" I D HM P HM P I -HR 1 0 0 0 0 0 UTILITY DII 3' -0" 6 ' - 8" 1 / D WD PF HM P 20 MIN I Ii2 O O O O O O RESTROOM AF D12 3' -6" 6' -8" 1 3 44" D HM P NM P I -HR 2 0 0 0 0 0 0 LAUNDRY ROOM DIE 3' -0" 6' -8" 1 3 4" D LLD PF 4M P I -HR 1 Y2 0 0 0 0 LINEN STORAGE DI4 '' -10" 6' -8" 1 D WD PF HM P NONE 1 0 0 0 OFFICE DIE 5' -0" 6' -8" 1 H UJD PF HM P NONE 2 0 0 CLOSET DI6 5' -0" T-6" 1 G WD P HM P 20 MIN 1 0 0 0 0 0 ELEVATOR AF 9 DI1 20' -0' T -0" 1 3, 4" J. ALUM METAL P NONE 1 i2 0 GARBAGE DOOR 40 DIS 3' - 6" 6' - S" 1 3 44" D HM P HM P I -HR 2 0 0 0 0 0 BOILER ROOM DIS 3' r, - e 1 '4' D HM P r''1 P I %a 02 0 O O 0 0 0 517. .0 5.AsEle-JT if., D20 D2I D22 LEGEND ABE A/G ALUM FS HM HM /G P/5 5 WD WS WF DOOR ELEVATION 1 / 4 . . 1 " = I -0" K A ANODIZED BRou.N FINISH ALUMINUM /GLASS ALUMINUM FLOOR MOUNTED DOOR STOP HOLLOW METAL HOLLOW METAL GLASS PAINT WITH SATIN ENAMEL FINISH STAIN AND VARNISH WOOD WALL MOUNTED DOOR STOP WHITE FINISH SAFETY INSULATED GLAZING B Cs NOTES HARDWARE SUPPLIER SHALL SUBMIT DETAIL HARDWARE. SCHEDULE TO ARCHITECT FOR ARCHITECT'S APPROVAL. 2. PROVIDE FLASHING (RAIN GUTTER) a ALL EXTERIOR DOORS EXPOSED TO WEATHER 3. PROVIDE LEVEL HANDLES AND 2 VIEW HOLES,PERADA GUIDELINES. 4. HARDWARE MOUNTING HEIGHTS PER ADA GUIDELINES, 4 WAG 5I -20. 5. PROVIDE A SIGN INDICATES "THIS DOOR TO REMAIN OPEN DURING BUSINESS... S. PROVIDE ONE ROBE HOOK' ON BATHROOM SIDE, TWO HOOKS AT HANDICAP BATH. 1. ALL FIRE DOORS s STAIR ENCLOSURES SHALL MEET THE 450 DEGREE MAXIMUM TEMPERATURE RISE .RESTRICTION WITH TEMPERATURE LABELING PER 5BC SECTION .330e. 8. PROVIDE ELECTRONIC STRIKE WITH CONTROL a FRONT DESK 9. VERIFY DOOR SIZE WITH ELEVATOR MANUFACTURER 10. PROVIDE CONCEALED FLUSH BOLTS U. AUTOMATIC GARAGE DOOR PER SPEC. 12. SOLID CORE DOOR 13. G H PI:O✓IDE D //12 STC / n�1,1: 2/ oz Hli'r"- 131Z nE IZ U.L. 12,8.2 W //NC�JZ 15 I' WIRE GLASS IN MTL FRAME MAX. 100 SQ. IN D WIRE GLASS HOUR 5 12" METAL STUDS e WItH R - BATT INSULATION 1 LAYER OF 5/8" TYPE "X" Gus ON BOTH SIDE. NOTE: 2' CONCRETE WALL AT BOTTOM FOR WALL TO GARAGE 3 I2" METAL FURRING STRIPS e 24 ".O. OVER CONCRETE WALL W/ R =H INSULATION 1 LAYER OF 5/8" TYPE "X" GWB Dql 0 WALL & FLOOR ASSEMBLIES SCALE: 11/2 " = 1' -0" IC -A2 1 HOUR WP 3230 STC=58 W 0569 I HOUR VIER -200 STC =50 1 HOUR CONCRETE WALL THICKNESS PER STRUCTURE 1 LAYER OF 5/0 TYPE "X" ate OVER HI -HAT METAL FURRING STRIPS a 24" O.C. 2X4 FURRING STRIPS a 24" O.C. OVER CONCRETE WALL W/ I -I/2" RIGID INSULATION I LAYER OF 5/8" TYPE "X" GIB 3 1/2" METAL FURRING STRIPS 24" O.G. OVER CONCRETE WALL W/ R=II INSULATION 1 LAYER OF 5/8" TYPE "X" GUS 2x4 OR 3x4 WD 5TUD5 *15.. OC 2 LAYERS 5/0 TYPE "X" /655 OR1 LAYER 5/8 ", TYPE "6" SLOB OVER'',PLYWD (e'. 54-1EAR WALLS) ON. ONE SIDE AND 2 LAYERS 5/8" TYPE "X" GM OVER RC CHANNELS o 24" O.0 ON OFF, SIDE W/ 3 i/2" BATT 1N5UL. BETWEEN STUDS.. I2 "x3 GLIB NAIL'G STRIP a BOTTOM. PERIMETER CAULKED. I2" I TPk. "X" GRUB OR FIRE SANG FIRE', STOP a 10' -0" O.C. HORIZONTAL NOTE: SEE STRUCTURAL PLAN FOR ADDITIONAL REQ. HOUR 3 12" METAL STUDS • 16" -0" C.C. 5 I2 ". METAL 5TUD5 a Ib ON PLUMBING WALLS ONLY 1 LAYER OF 5/8" TYPE "X" GUM ON BOTH SIDE. NOTE: SEE STRUCTURAL PLAN FOR ADDITIONAL REQ. SHEAR WALL. TJI JOISTS e Ib" OC. 3/4 ". GYPCRETE OVER. T 4 G PLYWD 51-1EATHING ON TOP. 2 -5/0 TYPE 'k" FIRECODE GWB SCREW ATTACHED TO STANDARD RESILIENT CIHAN NEL5 a 16" O.C. W/ 1 -5/8" TYPE 5 SCREW AT EACH JOIST AT 12" IN THE FIELD AND 8" AT JOINTS. 3 I2" MINERAL FIBER BETWEEN JOISTS. CONCRETE THICKNESS PER STRUCTURE. 2'x4' ACOUSTICAL CEILING PANELS ON SUSPENDED CEILING SYSTEM WITH 5=15 LAY -IN BATT INSULATION GENERAL NOTES FOR WALL ASSEMBLIES k-I. CONTRACTOR SHALL VERIFY ADDITIONAL REQUIREMENTS PER STRUCTURAL PLANS *2. ADD PLYWOOD A5 REQUIRED. *3 NAILING a 514EAR WALLS PER STRUCTURAL PLANS. *4. PR FIRE 5AFING FIRE STOP a 0-0" O.C. HORIZONTAL FOR STAGGERED. STUD WALLS OR DOUBLE STUD WALLS.. SEE SECTION. ".FLOOR LINE UNIT PARTY WALL ON 4/493 q I -C2 • I -L2 O 1 -N3 4 I -VI C3' I HOUR 1 HOUR WP 3230 STC =50 OR 54 -15 I HOUR UL -U305 STC =34 GA -WP 3505 I HOUR UL -U305 STC= 35 -39 2 HOUR WP 4135 STC =56 WO 0569 I'HOUR WP 1009 STC= 40 -44 IHOUR 2.6 I.UD STUDS a I6" O.C. 1/8" STUCCO W/ DRYVIT 5N OVER 15• FELT OVER PLYWD SHEATHING ON EXTERIOR 1 LAYER OF 5/8" TYPE "X" GWB ON INTERIOR 5 =19 BATT INSULATION BETWEEN STUDS. 2.5 WD STUDS e 15" O.C. I LAYER 5/8" TYPE "X" GWB APPLIED W/ SCREWS ONE SIDE, I LAYER 5/8" TYPE "X" 6116 ON I2" R.C. CHANNELS e 24" 0G. OVER PLYWOOD OPPOSITE SIDE W/ 3 -1/2" FIBERGLASS. 5/0x3" GYPSUM NAILNG STRIP • BOTTOM. FIRE SAFING FIRE STOP e 0-0" O.C. HORIZONTAL NOTE: SEE STRUCTURAL PLAN FOR ADDITIONAL REQ. e SHEAR WALLS 254 1.11D STUDS a 16" O.C. 1 LAYER 5/5" TYPE "X" GWB ON EACH SIDE. 265 WD STUDS e 15" O.C. 1 LAYER OF 5/8" TYPE "X" GWIS ON EACH SIDE WITH 3 1/2" BATT INSULATION BETWEEN STUDS 2X8 WD STUDS a I6" OC. 2 LAYERS OF 5/8" TYPE "X" GM ON ONE SIDE. 2 LAYERS OF 5/8" TYPE "X" GUNS OVER RC CHANNELS • 24" O.C. ON THE OTHER SIDE. 2 -3" SOUND INSULATION BETWEEN STUDS. NOTE: SEE STRUCTURAL PLAN FOR ADDITIONAL REQ. SHEAR WALL 3/4 "x24" PROPRIETARY TYPE "X" GYP5U11 PANELS INSERTED BETWEEN 2 I/4" FLOOR 4 CEILING. TRACK AND FITTED TO PROPRIE- TARY 2 I/4" SLOTTED METAL STUDS WITH TAB - FLAKE. FACE LAYER 5/8" TYPE . 3" G15 APPL1ED AT RIGHT ANGLES TO SIUD5, WITH I" TYPE 5 DRYWALL SCREWS, 12" O.C. 5CWD TESTED WITH GLA55FIBER FRICTION FIT M STUD SPACE (NLB) CONCRETE SLAB THICKNESS PER STRUCTURE, BUT MINIMUM NO L35S THAN 5 ". BOTTOM W/ 5 =15 FOIL FACED PANEL INSULATION. (FLAME SPREAD RATING 5ER UBC 42A 4 B) 4.2 n NOTE: 5644' CONCRETE FOR 3 HR FIRE RATING CRT' 01 TtI V 1 RPPROVE O c' 31997 SEP 1 5 1997 BUILDING DlVISt(5i" PERMIT CENTER RECEIVED .CITY OF TUKWILA Proposed Hotel 4006 South 139 Street Seattle, Washington Cherng & Associates Architecture / Interior Design 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephone:(206) 441 -5745 Fax(206) 441 -8760 Sheet Title DOOR SCHEDULE, IUALL '4 FLOOR ASSEMBLIES ❑ Design Phase ❑ Construction Documents Phase ❑ For Permit Application ❑ Ready For Construction Date Drawn By Discription F'EAMIT APP, x:ATION 9/23.6 Mal. REVISIONS 2/11/97 OFSION REVISIONS Sheet No. A8.1 of 00 ' sheets WHEELCHAIR RAMP SCALE !4 " =1' -0" SCALE: 1/4 "= I' -0" C • Pti PER PLAN EII:: COMPACT STALL MPACT NON -SKID BROOM FIMISH CURB, SIDEWALK OR EDGE OF PAVEMENT 4" PAINT STRIPE "COMPACT" PAINTED W/ 10" TALL W/ lix2" WIDTH LETTERS PRECAST CONC. BUMPER (TYP.) t s , '06A • 42 ®9 4 'P 4 •o •P p t,e, ®4,® erp lea t = 111 =111 =11 I 11= I I III 11 =1 11 =1 I I- 111 - 111- 111 =111 =1 _ I I 1 = 1 11 - 11 i - 111 = 1 CI) WHEEL STOP DETAIL SCALE: I C.L. 1: I � 1` RESERVED CLEAR OF CAR OVERHANG JJ 'I O HANDICAP SIGN SCALE: 1/2 " =1' -0" 3/4" DIA X 24" LONG PIPE ANCHOR (2 PER BUMPER) 2" CLASS 13" ASPHALTIC CONC. PER CIVIL PLAN, 4" CRUSH ROCK OVER COMPACTED FILL MIN. BLUE BACKGROUND W/ WHITE °YMBOL 4 LETTERING I" WHITE LETTERS W/ STD. WORDING PER HANDICAP CODE REQ'MTS.'1 2 "' P G.I. STEEL PIPE SCORE JOINT °4 TOP 4 BOTTOM —111=111-- 11=111E - _=_1.11= III '11111 111 I" ® CONCRETE SIDEWALK SCALE: I 1/2".1'-0 2" ASPHALT OVER 4" CRUSHED ROCK aO P�e Gso4 11— ;111 fll IIII II I -I/1" TOP CCURSE (MIN) 2 -1/2" BASE COORS (MIN) ANCHOR BOLTS w/ GALVANIZED THREADS. VERIFY SIZE, NUMBER REQ'D 4 SPACING W/ LIGHT POLE MANN. FOOTING SIZE PER LIGHT MANUP. REQUIREMENT 10 LIGHT POLE STANDARD SCALE: I/2 " =1' -0" 3x6 IUD GUARD INSIDE OF GARAGE AREA ONLY I 1111111111111111111 0 CURB DETAIL SCALE: 11/2 "= I' -0" - T — 1 A.— CONCRETE 1 LI 1 FOOTING LJ SECTION ELEVATION FENCE DETAIL 5' -0' MAX t'IF 065z — III —I I I Ti I I Ii'TiI �.I —ITr 2" CLASS "B" ASPHALTIC CCNC. C SCALE :I /2 =1 -0 SCALE: I/4 " =1' -0" EXTRUDED CONCRETE CURB 1.U1 SCORE JOINTS e 5' -0" O.C. EXPANSION JOINTS a 20-0" O.G. SEAT N EPDXY WEEP HOLES a 5' -0 ". O.C. PER CIVIL PLAN, 4" CRUSH ROCK OVER 6" COMPACTED FILL MIN. 2x4 CEDAR e TOP ONE SIDE 2x4 OTHER SIDE Ix4 Ix4 CLEAR CEDAR FENCE BOARD �-- 4x4 PRESSURE TREATED WD POST ONE SIDE 2x4 OTHER SIDE Ix4 a > 9. > 49 D 9. 999 T ' 4 9 4 o tr ee d °e ao e a a o G PIPE SLEEVES, AS REQ'D Q or; $� o� ®Yj ; 1 F I I 1 I I I H III III CD DETAIL @ ASPHALT PAVING SCALE: 3" =1' -0" CITY OF TUKWILA APPROVED OCT 3 1997 1 MIN. 11 E:: PIPE & TRENCH LOCATION BUILDING DIVlSlr' 2" CLASS "E" ASPHALT I -1/2" COMPT. DEPTH CRUSHED SURFACING, TOP COURSE 2 -1/2" COMPT. DEPTH CRUSHED SURFACING, BASE COURSE NOTE: SEE SOIL REPORT AND CIVIL PLAN FOR ADDITIONAL REQUIREMENT FOR ASPHALT PAVING a GRAVEL BASE EXCAVATION NOT ALLOW BELOW THIS LINE RECEIVED CITY OF TUKWILA SEP 1 5 1997 PERMIT CENTER 3221 RFG(STERED w ARCHITECT Proposed Hotel 4006 South 139 Street Seattle, Washington Cheng f & Associates Architecture/ Interior Design 2112 Thlyd Avenue, Su1te 201 Seattle, Washington 98121 Telephone(206) 441 -5745 Fax(206) 441 -8760 Sheet Trtle SITE DETAILS DesIgi Phase ❑ Construction Documents Phase ai(For Permit Application ❑ Ready For Construction Date Drawn By D'esc ription PERM PPPLICA,T. *2/11/91 FQvtaoN Sheet No. 9 "f + CMG of 00 sheets 0 DETAIL @ EAVE SCALE,' 1/2".1'-0" O SCALE:I I/2 " =l' - "DOUBLE V" EXPANSION JOINT DRYVIT "EIFS" SYSTEM R -19 BATT INSULATION W/ vAPOR BARRIER (TYP. ® EXT. WALL) METAL DRIP 12 ASPHALT SHINGLE OVER 30" FELT OVER PLYWD SHEATN'C (TYP.) 11 WALL SECTION DETAIL SCALE: I- 1/2 " =1' -0" PRESSURE TREATED =II1- 111 =11 III„ 16 ) WALL DETAIL SCALE: 11/2 " =1' -0" A MTL FLASHING MTL GUTTER 2.8 FASCIA BOARD 2x8 FASCIA BOARD 2" CONT. METAL SCREEN STUCCO WITH DRYVIT FINISH OVER PLYWOOD SHEATHING ACFLDRI3 CARPET W/ PAD OVER CONC. SLAB ACFLDRII MTL FLASHING MTL GUTTER — 2x10 FASCIA BOARD CONT. G.I. METAL SCREEN R.38 BATT INSULATION W/ vAPOR BARRIER I" STUCCO W/ "DRYVIT' FINISH OVER 15" FELT OVER PLYWOOD SHEATHING (TYP. e EXT.) I" STUCCO Wl "DRYVIT" FIN OVER 15" FELT OVER PLYWD SHEATH'S (TYP) CONT. METAL FLASHING 2X4 WD TRIM CONT. CAULKING DOUBLE INSULATED GLAZING "DOUBLE v EXPANSION JOINT DRYVIT "EIFS" SYSTEM R - BATT INSULATION W/ VAPOR BARRIER (TYP. e EXT. WALL) I" STUCCO UJITH DRYVIT FINISH OVER 15' FELT OvER PLYWOOD SHEATHING (TYP) DOOR SEE DOOR SCHEDULE ALUM. THRESHOLD SET IN SEALANT BRICK PAVER IF REQUIRED ASPHALT SHINGLE OVER FELT OVER PLYWD 51-EAT (TYP) cI:: DETAIL 0 EAVE SCALE: I I/2 " =1' -0" 0 SECTION @ WINDOW HEAD AWWNHDI3 SCALE: 3 " -1'-0" 12 12 WALL SECTION DETAIL SCALE: I- 1/2 " =1' -0" JOIST PER STRUCTURE (2) LAYERS OF lif TYPE "X" GWB GWB R -19 BATT INSULATION W/ VAPOR BARRIER 1 -= , — 5/8" TYPE "X" GIB AWROFII6 5/8" TYPE "X" GWB WATER - PROOFING AROUND WINDOW' 3 MINERAL FIBER 2 -5/8" TYPE "X" GWB OVER 11 '2" RC CHANNEL e 2' -0" O.C. (TYP.) GWB AWNS113 35x6' ENTRENCE MAT I% SLOPE 17 SECTION ® STOREFRONT ENTRANCE SCALE3 " =I' -0" STDREF - ASPHALT SHINGLE OVER FELT OVER PLYWD SHEA (TYP.) MTL &UTTER 2x10 FASCIA BOARD I" STUCCO W/ "DRYVIT FINISH OVER 15" FELT OVER PLYWOOD SHEATHING (TYP. e EXT.) 1" STUCCO W/ DRYVIT FINISH OVER 15" FELT OVER PLYWD SHEATHING (TYP) METAL DRIP SCALE: 3" =1' -0" E DETAIL @ EAVE SCALE: 1 1/2 "= I' -0" O SECTION @ STORE FRONT 13 STOREFRONT MULLION SCALE- 3 " =I -0" pu . SECTION @ STORE FRONT (2) LAYERS CF I z', - TYPE "X" GUS FOR 1-HR CONSTRUCTION R =38 BATT INSULATION W/ VAPOR BARRIER R -19 BATT INSULATION WI VAPOR BARRIER AWRDF104 �— CONT. CAULKIP CONT. FLASHING'. INSULATED .GLASS IN. AL1E1 FRAME STUCCO W/ "DRYVIT° FINISH OVER 5' FELT OVER PLYILD SFEATH'G (TYP, e EXTERIOR) AWNST002 f- 1 -3/4" X 4 -1/2" ANOD ALUM. FRAMED FAINTED (TYPICAL) I DOUBLE INSULATED SAFETY GLAZING AWTJSFI2 STDREF -2 METAL FLASHING 2x6 TRIM 2x10 FASCIA BOARD CONT. VENT SCREENED STUCCO WI "DRYVIT" FINISH OVER 15" FELT OVER PLYWOOD SHEATN'G (TYP.) SECTION @ GABLE SCALEE: 1 I/2"=1' -0" R =H BATT INSULATION W/ VAPOR BARRIER :TYP) MU*, s ", TYPE "X O SECTION @l WINDOW JAMB SCALE :I 1/2' =1' -0" VARIES II II 1H ill CONTROL INT "A"- CONTROL JOINTS STUCCO EXTERIOR CLASS "A" ASPHALT SHINGLES OVER 30' FELT OVER PLYWD SHEATH'S WALL TYPE PER SCHEDULE METAL FLASHING ENTRY DOOR PER SCHEDULE "B "- EXPANSION JOINTS AWGABL03 EXTERIOR INSULATION FINISH SYSTEM / 2X4 WD TRIM CONT. CAULKING DOUBLE INSULATED GLAZ'G IN VINYL FRAME W/ SLOW VENT PER STATE ENERGY CODE (TTP.) AWWNJB01 1" STUCCO W/ DRYVIT FIN OVER 15" FELT OVER PLYWD SHEATHING (TYP.) HEADER PER STRUCT. e HEAD 2 "x8 -3/4" H11. FRAME 14 TYP. EXTERIOR DOOR HEAD AWTJSFI2 SCALE 3".1 "DOUBLE V" EXPANSION JOINT STUCCO JOINTS @ STUD WALL SCALE- 3 " =1' -0" 'DOUBLE V" EXPANSION JOINT DRYVIT "EIFS" SYSTEM I -1/2 1" STUCCO WITH DRYVIT FINISH OVER 15" FELT OVER PLYWOOD SHEATHING (TYP.) R -IS BATT INSULATION W/ VAPOR BARRIER (TYP. e EXT. W METAL FLASHING CONT. CAULKING ','ARCHITECTURAL STYLE' ALUMINUM LOUVER ® HEAT PUMP (TYP.) CONT. CAULKIN; INSULATED WALL SLEEVE 0 SECTION @ FLOOR SCALE: 1 I/2" =1' -0" STUCCO W/ "DRYVIT" —.- FINISH OVER 15' FELT OVER PLYWD SHEATH'S (TYP.) 0 HEAT PUMP DETAIL SCALE: 11/2 ' =1' -0" VARIES GONG. WALL "A"- REVEAL 1 MTL REVEAL TO BE PAINTED TO MATCH STUCCO CITY OF TUKWII A APPROVED OCT 3 1997 3 MINERAL FIBER 2 -5/8" TYPE "X" GWB OVER 11 '2" RC CHANNEL 2' -0" O.G. (TYP.) GWB CONT. CAULKING x WD TRIM UV TRIM HEADER PER STRUCTURAL PLANS CONT. CAULKING INTERNAL DRAIN �-- 1 STUCCO W/ DRYVIT FIN OVER 15" FELT OVER PLYWD SHEATHING (TYP.) WALL TYPE PER SCHEDULE HEADER PER STRUCT. HEAD SEALANT 2 "x -3/4" HM. FRAME ENTRY DOOR PER SCHEDULE 15 TYP. EXTERIOR DOOR JAMB SCALE: 3" = I' -0" "B "- REVEA AWTJSFI2 AWHEATO2 AWTJSFI2 RECEIVED Ct1Y OF TUKWILA SEP 1 5 1997 PERMIT CENTER 1 MTL REVEAL TO BE PAINTED TO MATCH DRYVIT SCALE:3 " =1' -0" AWTJSFI2 2n1/s2 4006 South 139 Street Seattle, Washington Proposed Hotel Cheng & Associates Architecture / Interior Design 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephone(206) 441 -5745 Fax(206)441 -8760 Sheet Title EXTERIOR DETAILS ❑ Design Phase ❑ Construction Documents Phase 63Fcr Permit Application ❑ Ready For Construction Date Drawn By Description . PRELIMINARY REVONCN9 822 220 1 REGISTERED RC1)ITtCT C L. CHE1'.G ti.% OC Wh'SHIWGTOW� Sheet No BUILDING DIVISION 20 STUCCO JOINTS @t CONC WALL A9.2 of 00■ sheets D/4 MAX NOTE: CONSULT WITH STRUCTURAL ENGINEER FOR HOLES LARGER THAN 2" 3 1 RAILING DETAIL SCALE: 3" = I -0" JOIST (9 BORED HOLE LIMITATIONS SCALE: 1 I/2 " =1' -0" SOUND INSULATION 3 4" GYPCRETE OVER PLYWOOD SHEATHING FIRE GAPING MATERIAL TO FILL THE SPACE PLUMBING PIPE 1 FIRE PROTECTION VENT PIPE 2 FIRE PROTECTION @ VENT PIPE S :1 1/2 " =I' -0" O SCALE :I 1/2 " -V 0„ FILL HOLE W/ SAFING MATERIAL WHERE PIPES PENETRATE THRU FIRE ASSEMBLY I -I/2 "x HEMLOCK CAP I/2'x2 -I/4" HEMLOCK TRIM 1 -1/2" 0 HANDRAIL ON EACH 51DE OF STAIRWAY 3 m ESCUTCHEON W/ (2) 3/8" TUGGLE BOLT SOLID SU BLOCKING PPO GLB FIRE SAFING MATERIAL TO FILL THE SPACE SCALE:NOT TO SCALE GUIDE FOR CUTTING, NOTCHING, AND BORING JOISTS Joist Size Maximum Maximum Maximum 2x4 Hole Notch Depth End Notch 2x4 None None None 2x6 It, tb 1% 2x8 2 I I'$ NOTCH IN PLATE 2x10 3 R 23b FOUR W NAILS 2x12 1334 1 II, 2'4 0 CUTTING, NOTCHING BORING JOISTS LIMITATION I -1/2" DIA PIPE RAILING WOOD BLOCKING' 12 SECTION © METAL RAIL SCALE= I I/2" =1' -0" 3 4" GYPCRETE OVER , PLYWOOD SHEATHING MINERAL FIBER INSULATION DRAFTSTOP @ CEILING SPACE SCALE:I 1/2 "= I' - PLATES 3/4" PLYWOOD SUEFLOOR STRINGER FROM x12 C2) I/2 "x4" LAG BOLTS n 4' -0" O.C. MAX. BLOCKING e ATTACHMENT LOCATIONS PIPE STAIR STRINGER @ WALL SCALE: I 1/2"=1 TRUSS PER STRUCTURE 2x4 FRAMING e 24" O.C. I ii PLYWOOD OR TYPE "X" GUS PLYWOOD SHEATHING PROVIDE SAFING MATERIAL WHERE PIPE PENETRATE THROUGI4 PRE ASSEMBLY NOTES: I.,NOTCHING NOT PERT IN MIDDLE 1/3 OF SPAN METAL TIE GREATER OR EQUAL TO I/8 "XI -I/2" WIDE O TOP PLATE FRAM'G FOR PIPING SCALE: 1 I/2 " =1' -0" 2. SEE STRUCTURE PLAN FOR MORE DETAIL INFORMANTION CUTTING & NOTCHING LIMITATIONS SCALE :I I/2".1'-0" 2x LUMBER NAIL 4 GLUE TO STRINGERS JOISTS PER PLAN DOUBLE JOI5T WALL BEYOND GWB E SECTION'S STAIR SCALE: 3/4 "= I' -0" (3) 2x12 STRINGERS 18 G4. FRAMING ANCHORS Dq 1 1 2x NAIL 4 GLUE TO STRINGERS PIPE DETAIL SCALE: I 1 / 2 " = 1 . -0" SCALE: 3/4 " =1' -0" J H - 5 GUMS KAMM WOOD DOOR JAMB SCALE: 3 " =I' -0" 0 SECTION ® STAIR 2X4 OR 2X6 PER PLAN f MDF TRIM PER SPECIFICATION WOOD JAMB DOOR PER DOOR SCHEDULE 5/8" TYPE "X" GLIB AS FIRE. STOP PLUMBING PIPE PENETRATE THRU FLOOR. IB GA. FRAMING ANCHORS DOUBLE JOIST WALL BEYOND 3 4" GYPCRETE OVER PLYWD SHEATH'G (3) 2412 STRINGERS CITY OF TUKWILA APPROVED OCT 3 1997 HJ IVU I CU BUILDING DIVISION ECEIVED CITV R OF TUKWILA SEP 1 5 1997 PERMIT CENTER 3 22 0 REGISTERED l ARCHITECT Sheet No �J5145 C L CF :NC Proposed Hotel 4006 South 139 Street. Seattle, Washington Chung & Associates Architecture / interior Design 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephone(206) 441 -5745 Fax(206) 441 -8760. Sheet Trtle INTERIOR DETAILS ®Des1 i Phase 0 Construction Documents Phase IFL For Permit Application ❑ Ready For Construction Date Drawn By Description PEWIT MPLICATILN 2.91 A9.3 of 00 sheets s v A (vERIFY) A 6" GASH DRAWERS WITH LOCK .I/ __ INE :E 1 1 I � ' ��- MI I! NEI i 1 ' - R d I 6 "xl2" OPENING FOR TRASH FILLER ADJ. SHELVES 12 RECEPTION DESK ELEVATION SCALE: 3/4 " =1' -0" 12' -3" 1 4" REMOVABLE DIVIDERS SCALE: 3 " =1' -0 MEMBRANE CERAMIC TI PRES• -ED DRY -SET OR • X- PORTLND C= ' T MORTAR kiff P. GW3 UNIT ITIOUS BACKER P E $ I DETAIL @ BATHTUB WALL ADJ. SHELVES DIVIDERS WOOD OR METAL STUDS FLEXIBLE SEALANT BATH GWB HANGER OR END WOOD BLOCK I CORIAN" TOP x (ALTERNATE BID) PLASTIC LAM. FOR CABINETS a LOWER COUNTER TOP 6 "x12" OPENII . FOR TRASH FILLER O 3V," CROWN MOULD'G (OAK) 1.4 OAK 3 4" OAK TRIM (5) Ix4 04K VERT. 2 "o HOLES (CONT.) SECTION @ VANITY LIGHT SCALE: I I/2 " =1' -0" 4 1/2"-- !BATH DETAIL @ THRESHOLD (TYP e HOTEL BATH) SCALE: 3 " =1' -0 ". 2' -5" 0 SECTION •A" SCALE:3 /4 "= I' -0" 3 I/2" cbq OD52-- LIGHT PER ELECTRICAL FAINT ALL INTERIOR SURFACES WHITE ELM ACRYLIC LENSE 'Ve" THICK MIRROR DOOR PER SCHEDULE CARPET W/ PAD "CORiAN" TOP OVER CEMENT BOARD OVER PLYWOOD THRESHOLD PER SPEC. TILE FLOOR VERT. Ix4 OAK 3 4" OAK TRIM (5) Ix4 OAK 2 "P HOLES (CONT.) ELEVATION O DETAIL @ CORNER GUARD AND GUESTROOMS SCALE: I I/2 " =1' -O ip TYP. INTERIOR DOOR SILL SCALE: I I/2 "= I' -0" PLASTIC CORNER GUARD TO 4' -0" HIGH. INSTALL .WITH ADHESIVE (TYP. CORRIDOR WALL OF HOTEL) DOOR PER 5CHEDULE METAL REDUCER STRIP WHE cr FLOOR MATERIALS CHANGE 4 3 ' CROON MOULD'G (OAK 2 E "B" SCALE-3/4"=1I-0" "CORIAN" TOP OVER CEMENT BOARD OVER PLYWOOD KEY BOARD COMPUTER ADJ. PEG SUPPORT LOCATION PLASTIC LAM. FN15H (TYP.) CITY OF TUKWILA APPROVED OCT 3 1997 BUILDING DIVI &ED crry Cr TUKWILA SEP 1 5 1997 PERMIT CENTER s Proposed Hotel 4006 South 139 Street Seattle, Washington Sheet Trtle INTERIOR DETAILS ® Design Phase ❑ Construction Documents Phase CA For Pent Application ❑ Ready For Construction Sheet No. Cheng Associates Architecture / Interior Design 2112 Thud Avenue, Suite 201 Seattle, Washington 98121 Telephone(206) 441 -5745 Fax(206) 441 -8760 Date Drawn By Description PERMIT APPLICATION 2/11/91 A9.4 of 06 sheets'; .. LAP SPLICE SCHEDULE BAR SIZE DEVELOP. LENGTH LAP SPLICE HORIZONTAL VERTICAL VERT. A I HORIZ B C (CLASS B) D (CLASS B) E (CLASS B) F (CLASS A) I' -0' 1' -4• I ,_ 9 , .. I.-4. 1• -6• .. 1-0• •4 1._4.' 1' -9' 2' -5' I' -I0' I'_g'. 1"_4• '5 l' -9' 2• -3. 3•_0. 2•_3. 2._3, p,,_g• Ya 2' -1' 2' -8' 3' -6' a1 2' -B' 3' -1 ".. 4'_2' 3 2' -4' •8 2'4' 3' -9' 5' -0' 3 ._ 9 . 31_9. 2'4' (I) 3 EA, WAY AROUND COLUMN 1 TYP. SLAB ISOLATION JOINT PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. SEE PLAN FOR SLAB THICKNESS AND REINFORCING (TYP) NOTE: SECOND POU CONSTRUCTION JOINT i. PASS TOP BARS NEAR CENTER OF COLUMN UNDER DISTRIBUTED TENDONS 1 TOP BARS NEAR EDGES OF DROP CAP OVER DISTRIBUTED TENDONS AS REQUIRED FOR r MN. COVER TO POST TENSIONING AND REBAR 2. EXTEND COLUMN BARS 1110 STORIES MIN BEFORE LAP FIRST POUR COMPACTED SUB GRADE AND GRANULAR FILL PER SOIL ENGINEER'S RECOMMENDATIONS CONSTRUCTION/ CONTROL JOINTS I/2• MASTIC JOINT AROUND COL. TYP. COLUMN PER PLAN BURKE 'KEYED KOLD' JOINT. STOP REINF. CUR OF JOINT EACH SIDE NAME, H : DATE. AFR 30.1991 TIME, 10.10 M1 NOTE: I. ALL BAR LAPS SHALL BE C ORE UN.O. 2. USE D OR F IF NO MORE THAN HALF OF THE BARS ARE SPLICED. 3. USE VERTICAL SPLICE FOR HORIZONTAL IF THERE IS LESS THAN 12' OF CONCRETE BELOW BAR SEE PLAN FOR SLAB THICKNESS AND REINFORCING (TYP) CUT ALT. WIRER AT JOINT L EMEND HORIZ BARS THROUGH COL. OR NOOK • END WALL CONTROL JOINT I/8' X 1 1/2' PRET1OLDED CONTINUOUS MASTIC JOINT STRIP OR PREMOLDED CONSTRUCTION JOINT (MAY BE SAW -CUT AT CONTRACT- OR'S OPTION). COMPACTED SUBGRADE AND GRANULAR FILL PER SOIL ENGINEER'S RECOMMENDATIONS LAP SCHEDULE I' -O' C d (3) •8 EA. FACE TYPE C2 TYPE Cl x A n 3/4' CHAMFER TYPICAL •4 L-ci ALT. HOOKSIDES 3/4' CHAMFER •4, EM ALT HOOK EA SIDES TYPICAL COLUMN TYPES SCALE: 3/4' - I' -0' ZONE TIES 5. 6' REST • 12' SC4I,E: 3/4' • I' - 0' TYPICAL COLUMN SECTION W/ DROP PANEL & FTG. LT. . HOOK CODE REQUIREMENTS: ALL DESIGN AND CONSTRUCTION SHALL CONFORM TO THE UNIFORM BUILDING CODE, 1994 EDITION, AS AMENDED BY THE CITY OF GENERAL: CONTRACTOR SHALL PROVIDE BRACING OR SUPPORT REQUIRED FOR TEMPORARY CONSTRUCTION LOADS AND FOR STRUCTURAL COMPONENTS AS REOUIRED DURING ERECTION. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED. REFER TO ARCHITECTURAL PLANS FOR WALL OPENINGS, ARCHITECTURAL TREATMENT, AND DIMENSIONS NOT SHOWN. CONSULT MECHANICAL PLANS FOR SIZES AND LOCATIONS OF ALL OPENINGS FOR DUCTS & PIPES ETC. NOT SHOWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF THE EXCAVATION, SHORING, AND OTHER WORK WITH ALL THE UTILITIES AND ADJACENT PROPERTIES. CALL BEFORE DIGGING 1- 800 - 424 -5555. DESIGN LOADS: LIVE LOADS: RESIDENTIAL 40 PSF ROOF 25 PSF (SNOW) WIND LOAD: 80 MPH, EXPOSURE B EARTHQUAKE: 08C ZONE 3 Z = 0.3 1 = 1.0 Rw =6 C =2.75 FOUNDATIONS: FOUNDATIONS SHALL BEAR ON UNDISTURBED NATIVE SOILS. ALLOWABLE SOIL BEARING CAPACITY IS 8000 PSF. SEE SOILS REPORT PREPARED BY SOIL & 1NVIRONMENTAL ENGINEERS, INC., DATED 8 NOVEMBER 1996 FOR ADDITIONAL INFORMATION. FOUNDATION DESIGN PARAMETERS ARE AS FOLLOWS: NON - YIELDING 45 PCF YIELDING 30 PCF PASSIVE 300 PCF COEFFICIENT OF FRICTION 0.50 ALL SOIL BEARING SURFACES SHALL BE SUBJECT TO APPROVAL BY THE GEOTECHINICAL ENGINEER CONCRETE: CONCRETE SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE STANDARD 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS ". CEMENT AND CONCRETE SHALL CONFORM TO UBC STD. 19-13.4 4. ADMIXTURES SHALL RE APPROVED BY THE BUILDING OFFICIAL. AN AIR ENTRAINING ADMIXTURE SHALL. BE ACJED TO ALL CONCRETE EXPOSED TO -REEZE /THAW ACTION TO PROVIDE 5% PLUS OR MINUS 1% ENTRAINED AIR. THE USE OF WATER SOLUBLE CHLORIDE ION SHALL NOT BE USED UNLESS APPROVED BY THE ENGINEER. W/C AT RATIO 28 DAYS 2500 .45 3000 .45 4000 .45 EXIT FACILITIES 100 PSF : SACK SPECIAL INSP. USE PER CY REQUIRED OF CONC. 5 1/2 5 1/2 6 NO YES YES SLAB ON GRADE WALL/FIGS., RETAINING WALLS PT SLABS, SLABS & BEAMS AS AN ALTERNATIVE TO THE ABOVE, THE CONTRACTOR MAY. SUBMIT A CONCRETE MIX DESIGN FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE ALTERNATE MIX DESIGN WILL BE REVIEWED FOR CONFORMANCE TO UBC 1905. CHAMFER ALL EXPOSED CORNERS PER ARCHITECT OR 3/4' IF NOT SPECIFIED BY ARCHITECT. REINFORCING STEEL: ASTM A -615 DEFORMED BARS GRADE 60 (fy = 60 KSI). WELDABLE AND BENDABLE REBAR ASTM A -706, GRADE 60. PROVIDE LAP SPLICES PER SCHED. MINIMUM CONCRETE COVER SHALL. 8E: CONCRETE CAST AGAINST EARTH FORMED SURFACE EXPOSED TO EARTH OR WEATHER CONCRETE NOT EXPOSED TO WEATHER OR EARTH: SLABS, WALLS BEAMS, COLUMNS: PRIMARY REINFORCING TIES, STIRRUPS, SPIRALS 3" 1 1/2' 3/4" 1 1/2" 1' REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BEFORE CONCRETE IS PLACED. WELDING OF REINFORCING STEEL IS NOT PERMITTED WITHOUT PRIOR APPROVAL FROM THE ENGINEER: AWS 01 -4, WABO CERTIFIED WELDERS. REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT EXCEPT AS SHOWN. ON DESIGN DRAWINGS. PUMPED CONCRETE: IF CONCRETE IS PLACED BY THE PUMP METHOD, SAWHORSES SHALL BE PROVIDED TO SUPPORT THE HOSE. THE HOSE SHALL NOT BE ALLOWED TO RIDE ON THE TENDONS. POST TENSIONING TENDONS: POST TENSIONING TENDONS SHALL BE STRESSED- RELIEVED OR LOW RELAXATION SEVEN WIRE STRAND CONFORMING TO ASTM A -416. TENDONS SHALL BE 1/2" DIAMETER, AND SHALL BE ENCASED IN SLIPPAGE SHEATHING OF DURABLE WATERPROOF POLYETHYLENE PLASTIC CAPABLE OF PREVENTING THE PENETRATION OF CEMENT PASTE AND SHALL CONTAIN A RUST - INHIBITING GREASE COATING. .-TARES IN THE SHEATHING GREATER THAN 4' IN LENGTH SHALL BE REPAIRED: .' TENDONS SHALL BE PLACED WITH A TOLERANCE OF PLUS OR MINUS 1/4 VERTICALLY. TENDON STRESSING: STRESSING SHALL NOT START UNTIL CYLINDER TESTS INDICATE THE CONCRETE IN PLACE HAS ATTAINED 3000 PSI COMPRESSIVE STRENGTH. TENSIONINGSHALL BE DONE BY'JACKING UNDER' IMMEDIATE CONTROL OF A PERSON EXPERIENCED IN THIS TYPE OF WORK. ',CONTINUOUS INSPECTION AND RECORDING OF ELONGATION IS REQUIRED DURING ALL STRESSING OPERATIONS. THE OBSERVED ELONGATION SHALL BE WITHIN 7% OF THAT. PREDICTED. ENGINEER SHALL BE NOTIFIED IMMEDIATELY IF ANY TENDON ELONGATION'S EXCEED THE TOLERANCES SHOWN. STRUCTURAL TENDON ANCHORAGE: AFTER STRESSING IS COMPLETED, ELONGATION'S VERIFIED, AND ENGINEER HAS GIVEN APPROVAL, CUT OFF EXCESS TENDON STRAND APPROXIMATELY ONE INCH AWAY FROM THE FACE OF THE ANCHORAGE. COAT EXPOSED TENDON AND ANCHORAGE WITH A RUST INHIBITOR. A BONDING AGENT SHOULD BE APPLIED TO BLOCKOUT AND ANCHORAGE THEN EXPOSED ANCHORAGE BLOCKOUT SHOULD BE FILLED. A NON- METALLIC, NON - SHRINK EPDXY MIX SHALL BE USED FOR THIS PURPOSE. SLAB PENETRATIONS: PENETRATIONS INTO THE POST- TENSIONING SLAB WITH POWER DRIVEN FASTENERS OR FOR DRILLED ANCHORS SHALL NOT BE PERMITTED WITHOUT PRIOR APPROVAL OF THE ARCHITECT. CONCRETE WALL REINFORCING: PROVIDE TWO HORIZONTAL #5 BARS AT EACH FLOOR LEVEL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING AT EACH WALL INTERSECTION AND TWO VERTICAL g5 BARS AT EACH WALL CORNER AND INTERSECTION. AT ALL OPENINGS PROVIDE A MINIMUM OF TWO #5 BARS OVER, UNDER AND AT SIDES. EXTEND HORIZONTAL BARS AT LEAST LAP DISTANCE PAST THE OPENING OR AS FAR AS POSSIBLE AND HOOK. EXTEND VERTICAL BARS THE FULL STORY HEIGHT. OR AS FAR AS POSSIBLE AND HOOK. PROVIDE ONE 45 BAR BY 4' -0" LONG, DIAGONALLY AT EACH CORNER OF ALL OPENINGS. WALLS SHALL BE REINFORCED AS SHOWN ON THE PLANS AND DETAILS OR IF NOT SHOWN SHALL BE AS FOLLOWS: WALL HORIZONTAL VERTICAL LOCATION THICKNESS BARS BARS 6' 44 0 15' oc 8' 44 0 10 "oc #5 0 18' oc 45 @ 16'oc STRUCTURAL STEEL: MATERIALS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: ASTM A 36, Fy 36 KSI ASTM A 36, Fy .36 KSI ASTM A 500, GRADE B, Fy = STRUCTURAL. STEEL CONNECTION MATERIAL. STRUCTURAL. TUBES 'I KSI STRUCTURAL'', BOLTS ASTM A 325 -SC WOOD CONNECTION BOLTS ASTM A -307 ANCHOR BOLTS ASTM A -;307 OR. A -36 WELDING ELECTRODES E7000 USE GRADE WALL PLATES 2 X 4 HEM -FIR STUD. 405 2 X 6 HEM -FIR N0. 2 405 USE COMBINATION SYMBOL SIMPLE SPAN ''24F - V4 CONTINUOUS OR 24F V8 l CANTILEVER Fb Fc, Fc SPECIES DF/DF, DF/OF 0 CL OF WALL 0 CL OF WALL 46 DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE 9TH EDITION OF THE "RISC SPECIFICATION FOR DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ". ALL WELDING'. SHALL CONFORM TO THE AWSD1 -1 "STRUCTURAL WELDING CODE ". ALL WELDING SHALL. BE PERFORMED BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO). AND AWS CERTIFIED WELDERS. ALL COMPLETED PENETRATION WELDS (CP) SHALL BE ULTRASONIC TESTED, ALL FILLET WELDS SHALL BE VISUALLY INSPECTED. r SAWN LUMBER: SAWN LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 16 LATEST EDITION. SAWN LUMBER SHALL BE SURFACE DRIED, MAXIMUM. 19% MOISTURE CONTENT. SPECIES AND GRADE SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED ON DRAWINGS: WALL STUDS & BLOCKING 2" TO 3" THICK, 4' WIDE HEM -FIR STUD. 675 405 800 2' THICK, 6' & WIDER HEM FIR NO. 2 850 405 1250 JOISTS & RAFTERS HEM -FIR N0. 2 850 405 1250 BEAMS & POSTS 4" THICK &,LARGER DF -L NO. 1 1000 625 1450 DF -L = DOUGLAS FIR- LARCH. ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE TREATED. FRAMING NOTES: FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE AS MANUFACTURED BY SIMPSON COMPANY OR APPROVED EQUAL). ATTACH JOISTS TO FLUSH HEADERS AND BEAMS WITH SIMPSON "U" SERIES JOIST HANGERS TO SUIT THE JOIST. SIZE. NAILS SHALL BE COMMON. NAILING NOT SHOWN SHALL BE PER TABLE 23 -1 -0 OF THE UBC. PROVIDE SOLID BLOCKING AT BEARING POINTS. TIMBER CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS AND WHERE CONNECTORS STRAP. TWO MEMBERS TOGETHER PLACE ONE HALF OF THE NAILS OR BOLTS IN EACH MEMBER. SHRINKAGE IN WOOD STRUCTURES: PLUMBING, ELECTRICAL & MECHANICAL SYSTEMS SHALL BE DESIGNED & BUILT TO ACCOMMODATE 1/4' PER FLOOR WOOD SHRINKAGE. GLUED LAMINATED MEMBERS: GLUED LAMINATED MEMBERS SHALL HAVE AITC IDENTIFICATION MARK. ONE COAT OF END SEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. BEAMS .& COLUMNS SHALL BE. VISUALLY GRADED WESTERN SPECIES INDUSTRIAL GRADE, AND STRENGTH INDICATED BELOW: q7O 52 WOOD SHEATHING: WOOD SHEATHING PANELS SHALL HAVE THE APA GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. WOOD SHEATHING PANELS SHALL BE C -D INT APA WITH EXTERIOR GLUE (CDX) WITH THE FOLLOWING THICKNESS AND RATINGS: NAILING SHEATHING BNDY. EDGE FIELD BLKG FLOORING 3/4" 48/24 T &G 10d 0 6" 10d 0 10" NO ROOF 5/8" 48/24 T &G 10d 0 6" 10d 0 12" NO SHEAR WALL 15/32" 32/16 SEE SHEAR WALL SCHEDULE. NOTES ALL RSOF SHEATHING AND SUB - FLOORING SHALL BE INSTALLED FACE GRAIN PERPENDICULAR TO SUPPORTS AND IN A STAGGERED PATTERN OR AS INDICATED ON DRAWINGS. SHEAR WALL FRAMING SHALL BE BLOCKED WITH 2X OR 3% FRAMING AT ALL PANEL EDGES (SEE SCHEDULE). PREFABRICATED WOOD JOISTS: SHALL BE OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS MANUFACTURED BY THE TRUS -JOIST MacMILLAN CORPORATION, OR AN APPROVED EQUAL. DESIGN FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS: TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD ROT TnM FH(E1 DEAD LOAD FLOOR SEE DESIGN LOADS THIS SHE 22 PSF 5 PSF MECHANICAL LOADS SEE MECHANICAL PLANS SHOP DRAWINGS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. STORE, ERECT, AND INSTALL PER TRUS -JOIST MacMILLAN RECOMMENDATIONS. NO CUTTING OF THE FLANGES SHALL BE PERMITTED. HOLES IN THE WEB SHALL CONFIRM TO THE REQUIREMENTS OF THE MFG. DO NOT CUT OR DRILL HOLES IN MICROLAM OR PARALLAM. PREFABRICATED PLATED WOOD TRUSSES: SHALL BE DESIGNED BY THE MANUFACTURER & COMPLY'. WITH THE "DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES,' TPI -78" BY THE TRUSS PLATE INSTITUTE & UBC STD. No. 25 -17: THE TRUSSES SHALL. BE MANUFACTURED' IN A PLANT APPROVED BY THE BUILDING OFFICIAL, UBC 1701.7. EACH TRUSS. SHALL BEAR THE. CONTROL STAMP AS WELL AS MANUFACTURING [PLANT'S NAME /ADDRESS, DESIGN. LOAD AND MAXIMUM SPACING. DESIGN FOR THE SPANS & CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS: TOP CHORD LIVE. LOAD 25 PSF TOP CHORD DEAD LOAD 12 PSF BOTTOM CHORD DEAD LOAD 5 PSF BOTTOM CHORD LIVE LOAD' 10 PSF SEE MECHANICAL FOR HAVOC LOADING DEFLECTION UNDER TOTAL LOADS SHALL NOT EXCEED L /360. WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES(GANGNAIL OR EQUAL). FURNISH SHOP DRAWINGS & DESIGN. CALCULATIONS FOR APPROVAL PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP OF A REGISTERED. PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PROVIDE FOR ALL SHAPES, BEARING POINTS, GIRDER TRUSSES, AND INTERSECTIONS SHOWN ON THE DRAWINGS. THE HEEL JOINT SHALL BE DESIGNED CONSIDERING THE EFFECTS OF ECCENTRIC LOADING(UBC 2343.3). PROVIDE FOR ALL TEMPORARY & PERMANENT TRUSS BRACING & BRIDGING. STORE & ERECT TRUSSES IN ACCORDANCE WITH THE MANUFACTURES RECOMMENDATIONS. INSPECTION: IN ADDITION TO REQUIRED INSPECTIONS BY BUILDING DEPARTMENT OFFICIALS, SPECIAL INSPECTION BY AN APPROVED AGENCY SHALL BE PERFORMED FOR SOIL BEARING SURFACES, REINFORCEMENT & PRESTRESSING STEEL PLACEMENT, CONCRETE PLACEMENT, WELDING, HIGH STRENGTH BOLTING, TENDON TENSIONING, AND ANCHOR BOLT & HOLDOWN INSTALLATION.. SHOP DRAWINGS: SHOP DRAWINGS FOR REINFORCING STEEL, GLUED LAMINATED BEAMS, HOLDOWNS,. STRUCTURAL 'STEEL, AND, PREFABRICATED', WOOD JOISTS, BEAMS' & TRUSSES SHALL BE SUBMITTED TO THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. SHOP DRAWINGS FOR POST- TENSION TENDON PLACEMENT. PLANS SHALL BE.SUBMITTED TO THE CITY PRIOR TO FABRICATION. IF THE SHOP DRAWINGS DIFFER FROM THE CITY APPROVED DESIGN DRAWINGS,' REDESIGN 'DRAWINGS BEARING THE SEAL AND SIGNATURE OF A STRUCTURAL GINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO ® CITY OF TUKWILA FOR APPROVAL PRIOR TO FABRICATION. POST TENSIONING ON SHOP DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF A STRUCTURAL ENGINEER. THESE DOCUMENTS REVIEWED FOR CONFORMANCE WITH THE FOLLOWING ORDINANCES STRUCTURAL PER UNIFORM BUILD55 CODE ❑ NONSTRUCTURAL PER UNIFORM BUILDING CODE 0 WAC 51.20 BARRIER•FFREE REGULATIONS THE APPLICAI 'T IS RESPONSIBLE FOR CONFORMANCE WITH ALL APPLICABLE 00D1NAN':E5 SUBJECT TO REQUIREMENTS AND INTERPRETATIONS OF THE GOVERNING AUTHORITY. Dwain 2 . 2 I • 9 By ' CeV f MP CITY OF TUKWILA APPROVED O CT 3 f997 BUILDING DIVISION Dale 04 - 7' 2 -3. 7 RECEIVED JUN 2 0 199? ( C/) O z W 0 I-L-I a) a) cn 0 ) Q) co O rn O m si TYPE DEPTH SIZE RBINF. REMARKS ® Is 5•-0• X 0-0 (6)5 E.W. ® I'D. '8. >< CCNT" (3) . CMT" SPLICE SEE LAP SCHEDULE SHT 51 ® 5 18' X CC•T (2) 5 COW. SEE THICKENED SLAB sEi .,,, is/sits 0 10' 4'-6• X 5 (2) 5 CT. CONTINUE S'S FRat")2 FOOTING SEE 5/510 C) 12 3 X 3 (4) 5 E.W. _.... 1 MEOW= .IVEIR41,421,71.11 6TiGO,P3v90 r 0-5 V2' T r4__ - 1_ L _ IT 3/5' r- - L _ 0 HIGH CONC. WALL 25 1/4 4.1 D97-0052 L _ IT-0 4° • CONC. SLAB ON GRADE 15/ 6X6 - 51.4 X 10.4 UUF T L_ 25' -6' / 140-5 VS' C) 1= > FOUNDATION PLAN [SS] SCALE: VW I - 0' 0 STEPPED FOOT5 6 SEE DETAIL 2_,La1/2) FDN. LEGEND ® FOOTING TYPE SEE SCHEDULE THIS SHEET / a COLUMN TYPE SEE DETAILS 11 FLUSH WALL COLLAIN 25 110 q:7 2'-0' HIGH CONC. WALLS 9 3/4 FDN. SCHEDULE CIAV OF ROO 30 2 9 1998 BUILDING DIVISION CITY OF TLJKWIIA DEC 2 3 1997 \ 20sig r PERMIT CENTER 5. 2 3 S2 v.M':E: u 9T D1V "3',IC2 &ASTAA.CT DATE: DEC 77, 1991 TfME: 455 4H /3 1/2' b o 11' -4 3/8' (2) 5 X 8' -0' DIAL TYPICAL • OPNG. 25' -5 1/4' D97 -0052 25' -6' (12) 5 X 12' -0' T EAU. TYP. HOOK AT SLAB EDGE DROP PANEL NOTE: WATER PROOFING AND DAMPROCPING PER ARCH. • t- 1ST FLOOR REINF. PLAN SCALE I/8 = 1": - 0 • NOTES 146' -9 1/8' L ALL CONCRETE TO BE re • 3000: PSI PRIOR TO STRESSING 1 4000 PSI a 28 DAYS EXCEPT WALLS TO BE 3000 PSI • 28 DAYS. 2. T • TOP 5 = BOTTOM MD = MID DEPTH 3. TENDONS ELEV4TIONS INDICATED ARE MEASURED FROM BOTTOM OF SLAB TO CG.S OF I/1' DIAMETER TENDON. 4. REBAR PARALLEL TO BANDED TENDONS SHALL BE AT TOP UPPER MAT. REBAR PERPENDICULAR TO BANDED TENDONS SHALL BE TOP BARS AT LOWER MAT. 5.24'5 1 — TYP E.W. 25' -6' 5. WALLS SHOWS ARE BELOW THIS LEVEL. 6. SLAB OPENINGS - SEE SB 6. COLUMN TYPES -. SEE SCHEDULE S2 1. REF. I -g FOR CURVED TENDON CONDITION 5. STRESSING END ANCHOR END (3) 5 X. 8' -0' B P. HOCK AT SL DG 20' -5 V4' 25' -b• HATCHING INDICATES TEMPORARY RELEASE JOINT PER DETAIL 9' -2 3/4' z 0 LEGEND DECK 1 RECEIVED CITY OF TUKWILA DEC 2 3 1997 PERMIT CENTER CANTILEVER RETAINING WALL SCHEDULE CONC. DIMENSIONS REINFORCING SIZES H A B C D VERT. BARS TYPE 'A' VERT. BARS TYPE 'B' HORZ BARS TYPE 'C' FTG. BARS TYPE 'D' FTG. BARS TYPE 'E' FTG- BARS TYPE F DOWELS 10' -0' 2' -0 B ' 3' -6' 15' '8 • 16° •4 a 10' 5 • IS' 5 • 14' 5 e 8' 8' -0' I' -6' e' 2' -1' 5' •6 • 16' •4 • 10' S • 18' 5 • 14' .5 • 8' 4' -0' 0' - - 8' I' -8' 13' 5 e 18 •4 • 10' 5 • 18' 5 s 14' •. S • 18' 6' -0' P -0 B' I' -10 13' 5 e 18' •4 • 10' 5 • 18' 5 • 14' 5 • 8' l 1/4' 4 1/2' 1 3/4' A �tV4' 13/4' . CND.1-1I .1-10- EFT 10 TENDONS • MID- 11/4' 1 3/4' IZZIV 2 1/4' (2) 5 LAP 3' -0' E0II -11' 2[ 11';if;11 TYPE 'C' BAR 2'o WEEP HOLES AT 8' -0' DC. SOIL DEPTH ON TOE • I' -0' TYPE 'D' BAR BASE - 3' A 1 $TD HOOK TYPE 'F• BAR CANTILEVER RETAINING WALL WI SCHEDULE SCALE: 314' • I' - 0' JEG ]';. ■597 TR'E 1061 AM I' 0' SOIL CC 2' CLR (TYP TYPE 'A' BA T TOP OF WAL I' 0' FREED INING GRANULAR F LL TYPE E BARS TO 1-1/2 — DOWELS SAME SIZE SPACING AS TYPE A BAR j —6'o DRAIN TILE TYPE 'E' BAR 25' -5#' / / / / O O 4 1ST FLOOR P T. PLAN - SCALE: I/8' • 1' - 0' D97 -0052 NOTES 25' -6' 1. ALL. CONCRETE TO BE F'C: • 3000 PSI' PRIOR TO STRESSING 4 4000 PSI • 28 DAYS EXCEPT WALLS TO BE 3000 PSI • 28 DAYS. 2.. T • TOP B • BOTTOM, MD • MID DEPTH 3. TENDONS ELEVATIONS INDICATED ARE MEASURED FROM BOTTOM OF SLAB TO CGS OF I/2' DIAMETER TENDON. 4. REBAR PARALLEL TO SANDED TENDONS SHALL.. BE AT TOP UPPER MAT. REBAR PERPENDICULAR TO BANDED TENDONS SHALL BE TOP BARS AT LOWER MAT. 25-6' 5. WALLS SHOUN ARE BELOW THIS LEVEL. 6. SLAB I OPENINGS - SEE SB 6. COLUMN TYPES - SEE SCHEDULE 62 1. REF. Q FOR CURVED TENDON CONDITION 8. 8TRESSMG END ANCHOR END I 5 L HATCHING INDICATES TEMPORARY RELEASE JOINT ' Qz PER DETAIL 4 I/2• RS LEGEND DECK CAP 7 199 1�181�� �'�� G o 1v�s oN RECENEO p�N clTV of rulcwlu DEC 2 3 1997 PERMIT CENTER S4 T K 10' -0' ._ _.. a Z5. ANCHOR BOLT PER SHEARWALL SCHEDULE, MIN 5/13 • 48' 0.C. 0 ANCHOR BOLT NOTE: WATDERPROOFING G AND AMPROOFIN PER ARCH, TT • FREE ° DRAINING .a BACKFILL • ATERIAL - -. © NOTE: WATERPROOFING AND DAMPROOFING PER ARCH. NOTE: WATERPROOFING AND DAMPROOFING PER ARCH, �. NOTE: WATERPROOFING AND DAMPROOFING PER ARCH. ANCHOR BOLT 1 PER SHEARWALL - SCHEDULE, MIN I 5/8 • 4B` O-G I 1.• 7� TOP OF SLAB 9' P.T. P7 SLAB , PER SCHEDULE, 5/8'0 SHEARWALL • 48' 5 DOWEL PER - MN QC. PLAN �..- I •4 NOSING BAR ' PT SLAB I 0 4 • 24' O.C. 6• c.,,,,4,, =Rs ' -0' /• �' - P.T. SLAB 5 ROWEL t. PER PLAN :54549 SL— LEE Vd'�T -PT 5L48 5 ROWEL PER PLAN . - PT SLAB P EN 5 DOWEL r----- PER PLAN SLOPE I I I .. P -7- SLAB - ° n FiE DRAINING ° BACKFILL MATERIAL o - • ° a ' - - (2) 5 CONT. ° o FREE DRAINING ° BACKFILL v MATERIA ° ° ° _ , (2) 5 CONT. REINF. PER PLAN •4 ®I ® . 5 • I2• FREE DRAINING BACKFILL MATERIA ° - o ° ° o • °° ° ° �.. ate:.- -`- REINF, PER PLAN (2) 5 CONT. TYPICAL •4 • 10' 5 • 12' _ REINF. PER PLAN _ — � - E 20'_I0' \, REINF. PER PLAN IN (2) 5 CONT. REINF. PER PLAN (2) 5 CONT. TYPICAL •4 • 10• . • I ® .—J 5 • 12' CENTERED 5 • 12 3 /4' " '.. : I . i'0 : J j (2) 5 CONT. ANCHOR BOLT TYPICAL PER SHEARWALL SCHEDULE, MIN ' I ® . 5/8'0 • 48' OG. 5 • 12• • 0 ° o o ° ° o • i 1 ° ° • ° o _ • ° ° v • ° ° .o 0 FDN BY OTHERS SCALE: 1/2' • I'_0' : /4' 3 NOTE: WALLS 51-1ALL NOT BE BACKFILLED UNTIL P.T. SLAB HAS ATTAINED 3000 PSI STRENGTH AND TENSIONING COMPLETED. p ° o o • ° o • ° • o ° o o • ° ° v ° . ° .o • ° 3/ 4' NOTE: WALLS SHALL NOT BE BACKFILLED UNTIL P.T. SLAB HAS ATTAINED 3000 PSI STREWTH PLi TENSIONING AND EN9ONI COMPLETED- = ° o •. • o• ! • • • p o ° ° o- .o . ° ' °1 - 3 /4' NOTE: WALLS SHALL NOT BE BACKFILLED UNTIL PT. SLAB HAS ATTAINED 3000 PSI STREWTH AND TENSIONING COMPLETED. .9-.6 .� • . NOTE: T WALLS SHALL NO BE BACKFILLED UNTIL P -7. SLAB HAS ATTAINED 3000 1.51 STRENGTH AND TENSIONING COMPLETED. ®I 5 • 16' DOWELS � T HOOK 3 • I8' `UL 3''• : 4' S AB ON GRADE :. 9I • 5 • • Ib' DOWELS n, : ALT HOOK 3 • 18• `3�0• 4' SLAB ON GRADE °I 9I l • 5 • 16• DOWELS m l ALT d HOOK 3 • 18• .pt 3•_ `° }- 4' SL •B ON GRADE 5 • 16• DOWELS M m •5 •' I DOWELS ALT ALT HOOK HOOK 3 • ID' ` 3' -0_• �`D 3 • W 4' SLAB ON GRADE I - FDN BY OTHERS SCALE: I/2• • I -0 --- _ nir� ' I .... n- n ,-.. SEE FTG. SCHEDULE FOR REINF, SIZE' DRAIN .. - SCALE: 1/2• 0 /6 FDN BY OTHERS • I' -0' .r oI ii =uu� q n " n " y .. ) . i ► l .iL SEE FTC. SCHEDULE FOR REINF. 1 SIZE DRAIN �s� I, • 'nt 'n SEE FTC. SCHEDULE FOR REINF. 4 SIZE DRAIN - ii - E SEE FTG. SCHEDULE SEE FTC. SCHEDULE FOR REINF. 4 SIZE FOR REINF. 4 SIZE FDN DRAM BY OTHERS 1 WALL SECTION 2 WALL SECTION 3 WALL SECTION 4 WALL SECTION -.. I + I \�._. "...___.. - ANCHOR BOLT - PER 84- ARWALL SCHEDULE, MIN 5/8'0 • 48' OC. P.T. SLAB 1ST FLR I GRATING "' -'" •I TOLERANCE - 1 / I - — 1/8' MAX \ NOTE: RAMSET 3300. SERIES FASTENERS SHALL BE 3/8 HEADED DRIVE PINS W/ 11/64' SHANK Q' X RED LENGTH TO PENETRATE STEEL 1/2• REF. CO IB REPORT 9639 - FOR FLANGE THICKNESS 3/8 OR LESS USE 3X PLATE W/ RAMSET T-100 FASTENERS SEE SHEARWALL SCHEDULE. FOR FLANGE THICKNESS THICKER THAN 3/H' USE M$. PER SHEAPoUALL SCHEDULE LUM CON (2) T/8' A325 BOLTS • BM GAGE fE I/4 X 2 1/1• STIFFENER EA SIDE \ _ T84X4XI /4 COLUMN R 1 X 8 X 0'43' W/ (2 (2) 3/4• WELDED HEADED STUDS it 1 / I I / / /�/ 1 A _ d AI I a .I I ° I L •■■■••• 6 9 6 \ \ 1/4' MAX 2 X 10j \ r / I / 3 TIES • 6 OG, (2) 5 T115 5 • 16• 0.C. 3/4 CLR 5 • 12' O0.C. , s 2) 5 EKFIDRAM m - OPENING PER MECHANICAL _ I I — - — \ \ \ \ I I 3/16 IE S/8' X'7 3/4' X n . P 1/4 I °1 P -T- 9LA6 • '.. / BEAM FLANGE WIDTH 1 1/4' 1112:7- JOIST PER PLAN I 3/11, T5 4X4X1/4 -.. _. -.... -. q ' 1 REINE PER PLAN i `� n b. . SIMPS Q TYPE JB JOIST HANGER NOTE: WALLS SHALL NOT BE BACKFILLED UNTIL F.T. SLAB HAS ATTAINED 3000 PSI 0 TENSIONING STRENGTH COMPLETED. ' L I. d L I \ - \ 5 OP ARCH �� 8 r 5 TIES • 12' OG. 1 j _� / . 4 • 18' r$.' 4• SLAB ON GRADE I 8 1 TYP. CONN. AT STEEL BEAM 7 BEAM- COLUMN CONNECTION 8 EMBEDED PLATE a SHORT SLOTTED .HOLES IN SEE PLAN 2 3/4' SEE STEP f2J 4 �• LOCATION 0 15H 0 5/8' O EXP. BOLT • 48 O 0.C. UNA. W/ 2 3/4' EMBEDMENT CIT OF TUKWI� ! I P P R O V E U I r i �N 2 9 199 1 1 n' "71'(; �lVIS1�N 48 I FLANGES AS RSVP ®4 • 10' 0.C. 111111111■11111111 -4 SEE SCHED, BA SEMENT ��`� 3 • 18' 4 9± : ON GRADE 1' I p I I I 1 5 L' -0' • 15' O.0 - n - I— PLATE �_ ' \ 4 J . 7� Q E ® r /��j / \j / \�` {° 1 ' . . ° NUMBER OF A325F BOLTS PER SCHED. W/ HARDENED WASHERS ! --__ p _ — / �. - /�/ . / / / ,5.1 m x t m ..,. ;{ 5 CONT SEE FIG. SCHEDULE FOR REINF. a SIZE ®• S _1'' 3 • 1 8'�T� 'y l 4' SLAB ON 0 7E - NO. OF BOLTS REQUIRED PLATE THICKNESS WELD SIZE CONNECTION CAPACITY !SINGLE SHEAR) n it - 1.1 1 - .d • Q I �_-QS _ _ � ^ °° o °° • BEAM SIZE » (I) •4 -- \ i ,._, / 71 7F / b I (2) S GOtdT. . 6L3 (2) 1/8'4 I/4 I/4 8m �� /OIOjN' / / / •BOTTOM OF ND. WALL J T 111 999 LAP 2 RECEIVED CITY OF TUKWILA (3) 5 CONT, FROM (2) 5 CONT. ALONG F2 FOOTING EXTERIOR OF WALL O _ WI0 (3)1/8'0 V4 I/4 15.1 - : WI2 (3)1/8'4 1/4 1/4 6.1 Y D 9 7 0 5 ' ° 2 ,99' PERM CENTER U.114 (4)16.4 I/4 I/4 253 I � ° I i i_ -; 66 (4) 1/8'0 1/4 1/4 253 12 TYP. STEPPED FOOTING I TYPICAL THICKENED SLAB 9 WALL SECTION 10 WALL SECTION 11 TYP. BEAM CONNECTION NO. r REVISION DATE J1... CITY C.OrrIENTS oArEr.:, 03/31/91 A GARAGE ENTRY REVISIONS °4/24/11 .'e: ' 4 , ,Z +fr , . ...i ENG1NIEERING 12/22/91 • t i„ ,q . I - ',,,,,.. .. ,. ' . . , '''''. ' ■0 .' i': i‘. ... . 180 Nickerson St. Suite 302 Seattle, WA 98109 ENG CFR IMIE PLOT: 12/22/97 FILE: 97028S10 ' /at .1c, . I ' '1 'Y • , - :1 Structural & Civil Engineers (208) 285 JOB #: 97028 IE..... 7 / 17 /.1 . 4 . 4 FAX (208) 285-0818 ......... iismassm. 1. PLANS SHALL BE IN ACCORDANCE WITH THE CITY OF TUKWILA (COT) PUBLIC WORKS DEPT. SEWER AND WATER CONSTRUCTION AND DEVELOPMENT STANDARDS AND STANDARD PLANS FOR STORM DRAINS, SIDEWALKS, CURB /CUTTER, AND COMMERCIAL DRIVEWAY APRONS. 2. ALL PIPE SHALL BE PROVIDED IN CLASS 'B' BANK RUN GRAVEL. 3. ALL SPECIFICATIONS AS PER THE COMBINED SPECIFICATIONS PREPARED BY THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND THE AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER ENTITLED '1988 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION'. 4. SIDEWALK WIDTH SHALL BE 6' MINIMUM, WITH SHRINKAGE CONTROL JOINTS EVERY 15', DUMMY JTS EVERY 5' 5. CEMENT CONCRETE SHALL BE PLACED ON COMPACTED SUBGRADE IN ACCORDANCE WITH SECTION 8 -14 OF THE 1988 APWA.WSDOT STANDARD SPECIFICATIONS. 6. IMMEDIATELY AFTER COMPLETION ", CONSTRUCTION, THE PROPOSED ROADWAY WIDENING, CURB, GUTTER, SIDEWALK, AND SRAM DRAINAGE SYSTEM SHALL BE REQUESTED FOR TURNOVER TO THE CITY. ALL REQUESTS FJR TRUNOVER OF INFRASTRUCTURE TO THE CITY SHALL BE MADE THROUGH THE APPROPRIATE TURNOVER DOCUMENTS. TUKWILA CITY COUNCIL SHALL MAKE THE FINAL DECISION REGARDING ACCEPTANCE OF THESE ITEMS. 7. THE CONTRACTOR SHALL SUBMIT A PLAN AND PROFILE OF THE FLOW LINE AT CONCRETE GUTTER AND WATER LINE TO THE CITY FOR APPROVAL PRIOR TO CONSTRUCTION OF NEW STREET PAVEMENT, CONCRETE CURB, CONCRETE SIDEWALK AND GUTTER. g__14 RIM EL =260.0 IF- =259.8 D RIM EL =263.6 IF- =262.0 ALL RIM EL =263.0 IF- =261.8 STC8Y2 NOT USED YD 62 RIM EL =263.5 IF- =261.2 YD N3 RIM EL =263.5 IF- =260.5 T ON' DATA STCBNI RIM EL =258.7 IE= 256.00 IN IF- =255.0 (12 ° ) OUT IF- =256.0 (8 ") IN STC1313 -TYPE 2 RIM EL =261.0 IE= 252.0 (12 ") 1922 cu yds 221 cu yds 1740 cu yds I II 1-11 I I NOTE: 1. MINIMUM PAVEMENT SECTION FOR ONSITE PAVING. GEOTECHNICAL ENGINEER SHALL RECOMMEND PAVEMENT SECTION AFTER REMOVAL OF EXISTING STRUCTURES. ONSITE PAVEMENT SECTION NOT TO SCALE NOTES• ESTIMATED STRIP OF EXIST BLDG/FDN, AND PAVEMENT 827 cu yds EXIST PAVEMENT CHIP EXIST EDGE OF PAVEMENT FOR ADEQUATE MEET LINE. EX I A ST NOT TO SCALE EARTHWORK DATA ROADWAY SECTION -1 REPLACEMENT /WIDENING ESTIMATED CUT ESTIMATED FILL ESTIMATED EXCESS 2 MIN AC PAVEMENT, CLASS 8 2" MIN COMPACTED CRUSHED SURFACING TOP COURSE 6" MIN COMPACTED CLASS B BANK RUN GRAVEL COMPACTED BASE MATERIAL VARIES 14 • L 12 ADS N -12 ®2% REM UTILITY POLF _....- - Q i m o - EXISTING C 263.2 --- _ 263. 2 Eq T "AF 25,94 76 4 1 g �R FA 6 8083 / 263.2 - - -_ 26LS EXIST EXISTIN 6" NEW PAVEMENT NEW HYDRANT L IE =251.8 12" NEW EXISTING PIPE TO 2011 6" ADS N -12 SD TOP OF SLAB 263.4 264.0 ADS N= 12 ROOF DRM6 - i - 3:1 MAX 6' CEMENT CONCRETE SIDEWALK 3 (4° THICK) PER CITY OF TUKWILA STDS 2% 1 11 -11I_ I II!- - - -3 MIN AC PAVEMENT, CLASS B 4" MIN COMPACTED CRUSHED SURFACING TOP COURSE 12" MIN COMPACTED CLASS 8 BANK RUN GRAVEL COMPACTED BASE MATERIAL SEE DETAIL 18' 0 TERLI NEW PAVEMENT CONC VERTICAL CURB /GUTTER MATCH EXIST II11111111111111111111111111111 I11uu VE DRIVEWAY ASPHALT PAVE T0\EXIST GRADE BREAK -\ EXIST EXIST PAVEMENT CLASS B ASPHALT OVERLAY TO MATCH EXIST CROSS SLOPE CHIP EXIST EDGE OF PAVEMENT FOR ADEQUATE MEET LINE. ROADWAY SECTION -2 OVERLAY /WIDENING NOT TO SCALE MATCH EXIST FLOWLINE IE= 263.5± FIELD VERIFY ASPHALT 1- PAVE TO EXIST NEW 4" THK CONE WALK PER COT STD R4 TYP EXIST 6° SS IE= 255.0± FIELD VERIFY YD A 264 NEW 4" THK CONC WALK PER COT STD R4 TYP ATION YD #1 RELOCATE UTILIT; POLE UNDERGROUND PER ELECTRICAL DESIGN -BUILD 4" DIA. SOLID PIPE 4" DIA REINF. PIPE TOP = 260.0 259.0 CONNECTION POINT FOR DESIGN -BUILD BLDG SANITARY SEWER SYSTEM, IF- =255.4 FIELD VERIFY 6' CEMENT CONCRETE SIDEWALK (4" THICK) PER CITY OF TUKWILA STDS CONC VERTICAL CURB /GUTTER PER COT R6 2% 1 1 1 I F1 I I I 1 1 = 1 1 1 = 1 COMPACTED BASE MATERIAL 12" MIN COMPACTED CLASS 8 BANK RUN GRAVEL D97 -0052 262 258 4' HIGH CONC RETAINING WALL PER STRUCTURAL L - � ---- - -- - -- NOTE: UNDERSLAB DRAIN PER GEOTECHNICAL RECOMMENDATION REF GEOTECHNICAL STUDY FOR ADDITIONAL REQUIREMENTS 4" DIA. UNDERSLAB DRAIN 0 1.5% PER DETAIL BELOW 1 1/2" TYP. CONNECT ROOF DOWNSPOUTS TO 6" ADS N -12 R00F DRAIN, TYP r r I r L J L_ J 80 LF 6" ADS N -12 01% 1" WASHED ROCK PERF'S NOT TO SCALE 180.00' 5 207'33" w UNDERSLAB DRAIN 6' ADS N -12 ROOF DRAIN 180.00' N 2 0733 E CONNECT ROOF DOWNSPOUTS BLDG LINE AT GRADE TO 6" ADS N- Y2'R6OF DRAIN, TYP BLDG LINE AT GARAGE - -` 4° ADS N- 12 PERF PIPE FOOTING- DRAIN TO SUMP, TYP FF EL= 254.5 (NOMINAL) GRND FLR =264.0 (NOMINAL) ` 4 ° ADS N -12 PERF PIPE FOOTING DRAIN TO SUMP, TYP YD g2 DRAINAGE AND GRADING PLAN SLAB -III -111 -II 4" ADS N -12 DRAIN PIPE W/2 ROWS OF 3/8" PERF 0 2' ON CENTER 30 DEGREES FROM VERTICAL SLOPE PIPE', AT 1.5% TO SUMP PROVIDE 6' MIN WASHED ROCK AROUND PIPE WRAP DRAIN PIPE ENTIRELY WITH GEOTEXTILE FILTER FABRIC NOTE: UNDERSLAB DRAIN PER GEOTECHNICAL RECOMMENDATION REF GEOTECHNICAL STUDY FOR ADDITIONAL REQUIREMENTS AS PREPARED BY SOIL k ENVIROMENTAL ENGINEERS, INC., DATED 11/8/97. SUMP /PUMP SIZE AND EXTENT OF UNDER SLAB DRAIN LINES TO BE DETERMINED GEOTECHNICAL ENGR. DURING CONSTRUCTION A: APPROVED BY THE CITY OF TUKWILA. CONNECT FOOTING DRAINS, TRENCH DRAIN, AND UNDERSLAB DRAIN TO SUMP 0 FD CONNECT TO FD S. SEWER TYP. These plane have been reviewed by the Public Works Dc,-.rtment for conformance with current City star. ..ids. Acceptance is subject to errors a - 07; o which do net authorir-^- violation, of _ m adcptec c._n:Lrds or ordinances. Thn rsepo slb!lity for the eciequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final Tcceptance is subject to field inspection by the F,,blic Works utilities inspector. Date:1 ,? 9 V ay' TRENCH DRAIN RIM EL =256.0 TYPE I CB W /' -' SOLID LID RIM EL =254.5 1E= 249.05 - t r 1 1' L J' 70 LF 6 ADS N -12 01% Z '- GRAPHIC SCALE 5 10 ( IN FEET ) 1 inch = 10 I, TOP OF SLAB 263.4 \ 20 IE- 60. . `s3 TOP =256.7 TOE =252.7 REMOVE UTILITY POLE 4' HIGH CONC RETAINING WALL PER STRUCTURAL e ROCK RETAINING WALL v., PER COT STD R14 o AND GEOTECHNICAL RECCOMENDATIONS TOP =264.0 T0E =260 NppRo \WED 31\N 2 9 1998 LILOING DMSION CEIED CITY OF TV JAN 2 2 1998 PERMIT CENTER CALL BEFORE YOU DICE 1-800-424-5555 wLIE CO RELICT NOTE CAUTION THE CONTRACTOR SHM.L BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXWTINC UTI LMES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE LITILITTES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CV.LING UTILITY LOCATE 0 1 -800- 424 -5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSN(S TO PHYSICALLY VERIFY WHETHER OR NOT CONFUC10 EXIST. LOCATIONS OF SID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLC INFORMATION AND ARE SUBJECT TO VARIATKIN. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT CT ENGINEERING TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. C2 '-0' --PROPERTY LINE 26 4.e , 32 RAMP ELEVATION CATCH BASIN DETAILS SCALE NONE See Access Detail D-5. See Detail r NJcr: PROV/06. SeCT C-W* 4 ce 3 26625 littaiss 7- sea All Stainless Steel Straps, Baits. (shop (abricated) Mortar wv.es 5HEMZ GATE R/eGt41P-eo 70 PLO STAK)f.)PrR.1) .DS— —vARIES D97-0052 -VARIES 20' -O SCALE: I/4 • I ,c• SECTION THRU RAMP 3' HIGH METAL LING SEE ARCI-1. CONCRETE RETAINING WALL AS REGI'D SEE STRUCTURAL 02-4 -nr TILT OFTUKWI JAN 2 2 1998 PERMIT CENTER 2 8 2 6 5 C3 TYPE NO. & HDWR. WOOD WOOD ANCHOR CONCRETE TYPE MEMBER FASTENER BOLT EMBEDMENT SHEAR WALL NOTES: S1 S2 S3 54 S5 H2 410 H14 H15 MST37 MST48 MST60 005014 CMST12 HD2A HD10A HD14A HD15A 4X 4X 4X 4X 4X HOLDOWN & FASTENING SCHEDULE (22)160 (34)160 (48) 160 ( 74) 16D (100)16D (3) 2X (2) 5/8" 5/8" 7" 60 (4) 7/8" 7/8" 6X (4) 1" 1" 6X (5) 1" 1 1/4" HOLDOWN NOTES: 1. HOLDOWNS SHALL BE AS MANUFACTURED BY SIMPSON CO. SEE CATALOG FOR ADDITIONAL INFORMATION. 2. NAILS SHALL BE COMMON, 16d SHALL HAVE A DIAMETER OF .162 AND 10d SHALL HAVE A DIAMETER OF .148 ". 3. ANCHOR BOLTS SHALL BE A307 HEX HEAD BOLT, OR A36 STD. "3" OR "L" BOLT. 4. VALUES SHOWN FOR TYPE L1, L2 HOLDOWNS ARE FOR WALL EDGE AND CORNER INSTALLATIONS RESPECTIVELY. 5. FACE NAIL BUNDLED STUDS TOGETHER WITH (2) 16d @ 12" TYP. 6. ALL ANCHOR BOLTS SHALL BE TIED IN PLACE IN THE FORMWORK PRIOR TO PLACING THE CONCRETE, ie. NO "WET - STICKING" OF BOLTS. SHEAR WALL SCHEDULE WALL PANEL NAILING PLATE A. BOLTS VALUE MARK @ EDGES FIELD NAILING TO CONCR. (PLR) 1/2" CDX 6" 12" (2) 16d 5/8" A. B. 254 P6 ONE SIDE @ 7" @ 48" 1/2" CDX 4" 12" (2) 160 5/8" A. B. 377 P4 ONE SIDE @ 5" @ 32" 5/8" GWB 7" 12" ( 2) 164 5/8" A. B. 145 267 TWO. SIDE @ 7" @ 48" 1/2" CDX 4" 12" (2) 164 5/8" A.B. 175 2G4 TWO SIDE @ 7" @ 48" BLOCKING IS REQUIRED AT ALL PANEL EDGES. 11" 12" 15" 2. NAILS FOR PLYWOOD PANELS SHALL BE 10d COMMON (0. 148" DIA.) OR GALV. BOX. 13 GAGE STAPLES (7/16 CROWN WIDTH) OR 0.148 P -NAILS CAN BE USED IN LIEU OF 10d NAILS. 16d COMMON SHALL HAVE A DIAMETER OF 0. 162". 3. NAILS FOR GWB SHALL BE 64 COOLER NAILS 4. RESILIENT CHANNEL (R /C) MAY NOT BE USED BETWEEN SHEATHING AND STUDS AT SHEARWALLS. 5. ANCHOR BOLTS SHALL BE ASTM A307 WITH STD. BOLT HEAD & 7" EMBEDMENT. ALL BOLTS SHALL BE TIED IN PLACE IN THE FORMWORK PRIOR TO PLACING THE CONCRETE. NO WET STICKING. 6. THERE SHALL BE A MINIMUM OF TWO BOLTS PER SILL PIECE WITH ONE BOLT LOCATED WIHIN 12 INCHES OF EACH END OF EACH PIECE. 7. TOP PLATE SPLICE WHALL BE 4 WITH (40) 16d. WHERE TOP PLATES ARE CUT OR DRILLED FOR HOLES SPLICE WITH (2) LSTA 36 W/ (26) 10d. UPLIFT CAPACITY DF HF /SPF 2100 3330 4990 6795 9640 2775 9900 13380 15305 1818 2883 4320 5928 8410 2276 9243 12492 14289 BEARING WALL NOTES: 9 I/2 T31 I5 THIS UNIT • 16 O.C.7TYP UN 2ND FLOOR FRAMING PLAN /1ST FLR SHEARWALL SCALE: 1/8" = 1' O BEARING WALL STUD SCHEDULE WALL TYPE LOCATION PLATE SIZE STUD SIZE AND SPACING EXTERIOR 1ST, 2ND 2 X 6 2 X 6@ 16" CORRIDOR 2ND 2 X 6 2 X 6@ 16" PARTY 150, 2ND 2 X 6 2 X 4@ 8" STAGGERED 1. SEE SHEAR WALL SCHEDULE SHEET S5 FOR WALL SHEATHING, BLOCKING, AND PLATE NAILING. 2. SEE SAWN LUMBER STRUCTURAL NOTES SHEET 51 FOR SPECIES & GRADE OF WALL PLATES AND STUDS. 3. SECURE SILL PLATES TO CONCRETE WITH 5/8" DIA. X 10" ANCHOR BOLTS @ 48" 0.C. TYP. UNLESS NOTED OTHERWISE. REFER TO THE SHEAR WALL SCHEDULE SHEET S5 FOR ADDITIONAL ANCHOR BOLT INFORMATION. 4. SEE DETAIL 14/S9 FOR TOP PLATE SPLICE. LEGEND FLUSH BEAM BEAM LOWER 4" DROPPED BEAM HEADER - (3) 2X8 TYP, UN.O. NOTES: L FLOOR FRAMING - 9 1/2" TJI PRO SERIES JOIST • 16' O. TYP. UN.O. WEB STIFFENERS ARE REQUIRED • INTERMEDIATE SUPPORTS WHERE JOIST ARE CONTINUOUS BEARING WIDTH IS LESS THAN 5 1/4 ". USE 111'295 JOIST HANGER AT FLUSH FRAMING CONDITIONS. SECURE JOIST TO TOP OF PLATES W/ (2) Sd (1 E.S.) 1 1/2' FROM END. JOIST UNDER AND PARALLEL TO BEARING AND /OR SHEARWALLS SHALL BE DOUBLED. SHEAR WALL - SEE SCHEDULE SHEET S5 HOLDOWN - SEE SCHEDULE SHEET 55 INDICATES NO. OF BUNDLED STUDS 2. WALLS INDICATED ARE BELOW THIS LEVEL. BARING WALL 3. FLOOR ELEVATIONS - SEE ARCHITECTURAL DRAWINGS. 4. PLUMBING, MECHANICAL 'AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMODATE 1/4` PER FLOOR WOOD SHRINKAGE. 5. SEE DIAPHARAGM NAILING IN STRUCTURAL NOTES. CIT1' OF (U6\NILA APPROVED OCT 3 1997 BUILDING DIVISION NAME. H. \97DW,97028 \STRUCT\97028S5. DWG DATE. APR 30, 1997 TIME 1113 AM S5 Ezi I. MEM tiA �e GIRDER 1 TRUSS GIRDS - GIRDER - - � LEGEND DROPPED BEAM HEADER - (3) 2 x 8 TYP. UNO. SHEAR WALL - SEE SCHEDULE SHEET 84 OVER FRAMING TYPICAL NOTES: ta tRDER , :YRUSe L ROOF FRAMING - PREMANUFACTURED TRUSSES • 24' O.C. TYP. UNA. 5. SEE DIAPNARAGM NAILING IN STRUCTURAL NOTES. HOLDO8 - SEE SCHEDULE 6. SEE HOLDOUN SCHEDULE SHEET 53. SHEET 53 •1. OVERFRAMING: OVERFRAMING SHALL BE 2X4'8 • 24' O.G. WITH STUD SUPPORT •. 48' O.C. TO TRUSS BELOW. ROOF ® INDICATES NO. OF BUNDLED SHEATHING SHALL BE CONTINUOUS UNDER OVERFRAMING STUDS AREAS OF THE ROOF. PROVIDE 2' X 4' HOLE IN THE ROOF SHEATHING FOR ATTIC VENTILATION. B. PROVIDE MINIMUM 2 BUNDLED STUDS UNDER EACH BEAM, GIRDER OR NIP GIRDER TRUSS SUPPORT POINT. 2. WALLS INDICATED ARE BELOW THIS LEVEL BEARING WALL 3. FLOOR ELEVATIONS - SEE ARCHITECTURAL DRAWINGS. 4. PLUMBING, MECHANICAL AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMODATE I/4' PER FLOOR WOOD SHRINKAGE. CITY OF TUKWILA APPROVED OCT 3 19B7 IV'JILU BUILDING NAME: u:' ?028 i9107856DU* DATE: FEES 04, 1991 TIME, 1:21 Fl 1 O Q. �' 0 � o 1 �+ � S6 NAME +I:k911.,,09102d , ,91.881.1. DATE: FEB 0d, 1999 TI`1E, I:JA PH S7 ADD'L2�lTRB 0 BANDED TENDON @6' O.C., EXTENDED 9 EACH BEYOND LAST ST ANCHOR 3 8T ANCHOR CASTING - GROMMET 16 MIN. - ANCHOR CASTING I ; ANCHOR CASTING I p4 CONT. TOP & BOTTOM TIED TO ANCHOR TYP. r PT TENDON - 14 CONT. T & B AT SUB EDGE TIED TO ANCHOR ANCHOR CASTING GROMMET 16• AWL EOM - PER 4 r PT TENDON I2• MAX 1 r MAX MI -_ HA 7 s � \� R` i T S E PLAN - EN. .i. - -__- NA SEE tail EQ. - 4 ii NA ; !I EQ- I m p l l • Eo.� NA ( - I jIr f T EQ. ` As���'� SUPPORT BARS 42' O.C. MAX. 13 HAIRPIN IN BANDED N DIRECTION ONLY IT -r TOTAL EQUAL TO NUMBER OF ANCHORS PLUS 1 I 1 MAX PT TENDON STRESSING TAIL EQ. _ fff — �•-- ff SUPPORT BARS 42' o.c. MAX C HAIRPIN PER e - SUPPORT BARS 4r O.C. MAX CHAIRS 0 3' -0 O.C. MAX. SUPPORT BARS 42 O.0 MAX. X K PT TENDON STRESSING TAIL - 1 MAX CHAIRS 0 3' -0 O.C. MAX. 1 1/2 CLEAR 1 DEAD END ANCHOR AT DISTRIBUTED TENDONS 5. 2 STRESSING END ANCHOR AT DISTRIBUTED TENDONS 3 DEAD END ANCHOR AT TENDON BANDS 4 STRESSING END ANCHOR AT TENDON BANDS 7 MILD REINFORCEMENT TO BE MILD REINFORCEMENT TO BE MILD R BE PLACED MIN DIMENSION DISTRIBUTED WITHIN THE i / TOP REBAR TYP. 0 MAX 12° o.c. DISTRIBUTED WITHIN THE DIMENSION LINES EA. WAY BANDED TENDONS DISTRIBUTED WITHIN THE DIMENSION LINES EA. WAY i ° I I TENDONS PARALLEL 1.ST W - PERPENDICULAR I SPACED @ 6x SLAB THICKNESS , • � �! DISTRIBUTED TENDON SPACED @ 6x SUB THICKNESS OR 48' I -1- TO SLAB EDGE DISTRIBUTED TENDON '— v' H IV 1• , I I �I� I.,......0.01111 I 111111•11 TOP REBAR TYP. @ NAX Ir o.a ...�III SPACED @ 6x SLAB IL THICKNESS OR 48• - I ∎ ■• I I ' i ° II I „ � I o.c. MAX _ ox. MAX II fl 0 FOR Y SLABS OR MORE, PUCE ANCHOR UPRIGHT @ MIN a oc FOR 6 1/2 SUB OA ..ETS. PUCE I . OR SIDEWAYS 0 E o 1.5T W ,- 1 5T / �_—L__II A f I =I��1I�ifIP �>vLIf�I•lII �I � II - �11I I I !1�9I II FOR r SUBS OR MORE, PUCE ANCHOR UPRIGHT@ MIN 3 c.c. FOR 6 7/Y STAN OR LESS, PUCE ANCHORS SIDEWAYS 0 MIN o SLAB EDGE ' (..1• ' '1.5T W ,�- I.5T �III °�� \ I{ I � II .IN ..0001/g",..... �r � W. 1 � � I ' rAm 1 • - -.. 7 � ' I 1.1 TENDONS. • I .ilIII► !— II� ' I, �1�111 , _ �f= =.� � I Y1- I i : STRANDS I ' UNSUPPORTED 11jI • EDGE, I DISTRIBUTED f tl ; L rt_ � k r , � I r . ■ WI V 41 LI 1 c _ SLAB '.. EDGE 2 STRANDS MIN @ UNSUPPORTED EDGE, PARALLEL TO �. STRIBUIED TENDONS 1 .. — , I _ — ���1I -'I� 1; I �, Ir •,� 2 STRANDS MIN @ UNSUPPORTED II I III SUB EDGE. PARALLEL TO "101111111111111 DISTRIBUTED TENDONS ' -�i ,• REBAR 1 t 11 1 \ - , =. 1 1 DIRECTLY OVER f I BANDED TENDONS MAX 4 PER BUNDLE ti NOTE TWO STRANDS TO PASS DIRECTLY OVER EA. COLUMN EA. WAY - _. II 1 515 MAX 12 CURVATURE II LEGEND �I. BANDED TE I YAI(4 KR BU • I ) I �' III 1 t �' t I, ti I • WIDTH � 1.1. 1 1 OF f ENS 1 2H 1.1• I' BELOW f .CE OF COLWL /.] 111 T THICKNESS II' II =SUB 0 W= COL WIDTH I.. ® H = CAP /DROP DEPTH BELOW SLAB SOFFIT AT FACE OF COL UAW - NOTE R STRANDS (YIN.) TO PASS DIRECRY IVER EA. COLUMN EA. WAY W =, 1 H CAP 'I• DEPTH BELOW SLAB f f 'J 5 TOP REINFORCEMENT AT EXTERIOR COLUMNS 1 6 TOP REINFORCEMENT AT EXTERIOR COLUMNS J 7 TOP REINFORCEMENT AT INTERIOR COLUMNS , BANDED II PER PLAN 8 TOP REINFORCEMENT AT PER CORNER COLUMNS ■ I 11). - TOP REINFORCEMENT PER P BANDED TENDONS PERPENDICULAR TO SLAB EDGE B 4ED TENDONS RALLEL TO SLAB EDGE I_I TOP REINFORCEMENT TENDONS I PLA BANDED ,R ANCHORS TOP REINFORCEMENT PER PUN BANDED TENDONS DISTRIBUTED 11 ' PER PLAN BANDED PER PLAN I \ 2/3 SLAB - PER PUN 2 /3 SLAB THICKNESS Y 4 _ -Mt �I�. �� 7,7k,-- � � j� YAM - • 1 _ .. ._ - t_ �� :1 ° r yr- - r^ - SEE P UN T � LINO t - .. .. ° IV O - - — � ., ~ 1 BOTTOM � I1 . - --- - ,� ■ : ? � r W — -.. IF N ..21171 s 71 1 BO IT /�. 7 a �� ' r EACH WAY 1 BOTTOM C I 4 + EACH WAY BOTTOM A� 1; pip' '�� ' 1/2 sue THICKNESS � � � - 'a� / ) 4 1 1 1.1• DISTRIBUTED TENDONS REARS 1 "T I DROP - 1.1' • • ,. BEYOND) } A - PLACE WM. ANCHORS I/4 1 ,• ..1. I , I - ELSE PROVIDE 1 1 SUPPORT AS REQUIRED) — — — DROP CAP V INU PP ORT BARS TYPICAL @ DROP CAPS I . I . .. I•I• P (SUPPORT CHAIRS H IS BEYOND) C,. , f•1• _ DISTRIBUTED II I/2' MAX PENETRATION OF CINT CAP 1 I I•,• BANDED I, DISTRIBUTED TENDONS 4 / 4 E.W. • \ ilk 4 RE i FER 4 T OL SCHEDULE I TENDONS AS SHOWN ON PLANS • 1 , I 1 REFER TO COL SCHEDULE It 1 1 1 9 TYPICAL EXTERIOR COLUMN SECTION Qjt TYPICAL EXTERIOR COLUMN SECTION 11 TYPICAL INTERIOR COLUMN SECTION 12 L SECTION AT CORNER COLUMN CENTERLINE OF TENDON BAND WHERE TENDONS TURN PER S8 - HAIRPIN PER I� LINE OF SYM. Er TYP. MIT OF TENDON BAND IT TYP. I _ SUPPORT WIDTH I I THROUCHITENDON y /4 2� TOP BOTTOM T1ED TO ANCHORAGES ECCAL EQUAL ' = I 11 SUPPORT BARS 1 -- — DISTRIBUTED 11 CONT. .. - - .L - - _ - - -_ y 1 11 IlOii I - - 4 STRAND MAX. PER BUNDLE b, MIME . OR I• BOTTOM REINF. ° ° Aiiiill SUPPORT BARS 9I I i ATM 0 rl. F4 ' it 4. fro fra Pio W . T ` _ PT REQUIRED Q 0 _ f • - f , SLAB - - 1 — — — — r I TYP. "oETWEEN _ B UNDLES U.N.O. a CUL BANDED BOTTOM REIN . 1 NS SEE PLAN R• 1 •'I OF APPROVED PLAN ' DEAD END ANCHORAGES .STAGGERED AND PULED HORIZONTAL IN SLAB .. I I I . HORIZONTAL • � � RIBA GROMMET AT STRESSING END SLAB EDGE ONLY - . 0 CT 3 1997 .. T e ■lmor. II11 erili -- + TOP k BOTTOM BARS PER � SECTION CHAIRS @ 3' -d O.C. MAX. f�= 36 STRAIGHT FLARING OF BANDED TENDONS AT SLAB EDGE 14 REINFORCMENT OF TENDON BAND AT SLAB EDGE 15 PLACEMENT OF ADDED TENDON. 16 SECTION — BANDED TENDONS AT MIDSPAN NAME +I:k911.,,09102d , ,91.881.1. DATE: FEB 0d, 1999 TI`1E, I:JA PH S7 - - - - - - - F -- — I 1 / 1 1 1 / / / - - \ _ I� _ A — 7/d v GROOVE AHD SaICOx PO MP 3' - LIN ON PUN 0 SEALANT TAP. AT TOP L1 y OPE OPENING OR CENTER EDGE OF OPENING WHERE R OCCURS , , I I f t- , LI r o.e TOP EACH SIDE flxT -d 0 d aSTRAND BOTTOM, EACH SIDE STRAND TAIL SEE NOTES � 41114 � �I �� OF TENDON TURN 28' r a1 bt cI � SLAB� Ea. ) ill I BETWEEN 6 8 12 - I I ' -... �7 "T !- , • . A -- —� -- � 3 fe t T B CgIT. A l ItEEP SHORED, SEE NOTES WARS ADDED i ARS SHEAR KEYS PER e alb /Jet AND RAPIN OR BACKUP BARS PER CVO, S1 NOTES: 1- RETAIN SHORING UNTIL CLOSURE CONCRETE REACHES SLAB'S DESIGN STRENGTH OR 14 DAYS 2- CLOSURE RIP BE POURED WITH O CONCRETE NOT LESS MAN DAYS AFTER STRESSING TO PLACING CONCRETE 3- ROUGGHEN EN 8 k CYAN AN JOINTS &WET PA108 IOR T T PU. CONCRETE 4- 8 CLOSURE ACCIDENTAL MISALIGNMENT BETWEEN EDGE OF JACKA THAT ARE TO BE JOINED WTI I A CLOSURE STROP, USE MECHANICAL METHODS SUCH AS JACKIRG W. NECESSARY. 5- RAISE EDGE OF STAB 1/4' 0 CLOSURE TO ALLOW FOR SETTLEMENT. 6- PROVIDE WATERPROOFING MEMBRANE IF REQUIRED FOR WATER - TIGHTNESS 7- IF CLOSURE IS EXPOSED TO WEATHERING AND /OR MOISTURE USE GROMMETS; CUT STRESSED STRAND TAILS; PREPARE AND SEAL STRESSING POCKETS AS STIPULATED IN GENERAL NOTES; CAULK JOINT ALL AROUND. PT TENDON SEE _ PLAN A PT SLAB 28'_ i \ SECTION A –A - A \� 2 GAP BETWEEN TENDONS \ NOTE: WHERE TENDON TURN 5 GREATER THAN 1:12 1- KEEP TENDONS MIN. 2• APART AT TURN 2- PLACE HAIRPIN PER 3 MAXIMUM TENDON CURVATURE SHALL BE LESS THAN 1:6 r ( a2 b2 ' 14 HAIRPIN PLACED RADIALLY i i TO HOLD TENDONS IN PLANE OF SUB TENDON / PIN SECTION A - A l2 NOTE: THE SPAN OF 111E TRANSITION TENDON CHANGES FROM L1 AT UNE 1 T O 12 AT LINE 2 PLACE TRANSDION TENDON WITH ITS CONTROL POINTS a3, b3 AND d, EACH VARYING LINEARLY FROM 1 TO 2 BETWEEN THEIR RESPECTIVE VALUES AT 1 AND 2. 1 TENDON PLACEMENT FOR TURNS GREATER THAN 1:12 2 TYPICAL HAIRPIN AT TENDON TURNS 3 PLACEMENT OF TENDONS IN SPANS OF VARYING LENGTH 4 CLOSURE STRIP 28 MIN. EFFECTIVE LENGTH 3' -0' MIN. STRAW SLAB EDGE 2 1/Y CLEAR NOTE: PENETRATION WITH DIMENSIONS GREATER THAN , 12' REQUIRE TRIM REBAR PER 0 2 I/2' CLEAR i — 1 1 I DI LESS 02 LESS 03 I L _ — I O1 — — THAN D1 THAN — D3 — TENDON — — -- 1 - d TYP. TENDON f +- MAXIMUM CURVATURE TYPICAL 1 2 1 if W. EFFECTIVE OPENING — — J I I — I� _� INSERTED STEEL INSERTED STEEL S o � i,W I" o Q' � : h � 2 �" '. ' � .40) IS D .40) WHEN SLAB PENETRATION IS WITHIN 45 BEARING CONE OF TENDON ANCHOR ' m • /. .. • •�• ® -� - _ - -. �� Iii: 2' M!N. C TENDON — ' v — — — — — — — ' — — - — I ' , r co. TYP. C R. C LR. . TYP. '`_/ T Y P. r — — I 1 f5 TO A BOIT, TYP. / 6• TYP. 1' C R. r". 1 NOTE I STEEL PIPE INSERT (SCNED. 40) IS REVD WHEN THE OPENING '.. IS LESS THAN 18 AWAY FROM BANDED TENDONS. THE DIAMETER � . O — — I I f5 TOP 8 BUTT. TYP. TRIM BARS REINF. FOR MULTIPLE OPENINGS IN SLAB: — $ -- - � � --,-r_.–_-_... � \ \` / / , / \ \\ \ / HAIRPIN PER \ c WHERE TENDON CURVATURE EXCEEDS 1:12 SEE - - ' . TE NDON W TR (D) OR WIDTH PENETRATIONS FARTHER THAN 1,5 TINES (W) BUT NOT LESS THAN of MIN, FROM ANCHOR INSERTS IN WHICH CLEAR DISTANCE BETWEEN OPENINGS IS LESS THAN THE DIAMETER OF THE LARGER OF TH TWO ARE CONSIDERED TO FORM A COMBINED OPENING. - IF THE COMBINED OPENING IS LESS THAN 12", NO TRIM BARS ARE REQUIRED. - IF THE COMBINED OPENING IS MORE THAN 12 ° , BUT LESS THAN 24", 5 T & B WITH -0 EMBEDMENT PAST THE OPENING. PROVIDE (1) j5 1' - NO DIAGINAL 9080 ARE NECESSARY - IF COMBINED OPENING IS LARGER THAN 24 REFER TO e PIPES: CRITER18 A B C D' E F PLASTIC OR SHEET 882 MET: DIAMETER DOES NOT EXCEED CENTER TO CENTER SPACING CONDUITS GREATER THAN CONDUITS SMALLER THAN CONDUITS MUST NOT INTERRUPT COLUMN DROP CAP AREAS 1L DO NOT REQUIRE STEEL PIPE INSERTED METAL ELECTRICAL CONDUITS MAY BE WEDDED IN THE SLAB P808200. THE FOLLOWING ONE THIRD OF THE SLAB THICKNESS. OF THE CONDUITS IS 'LESS THAN THREE (3) TIMES THE DIAMETER OF THE LARGEST CONDUIT. OR EQUAL TO 1 1/8 DIAMETER SHALL BE LOCATED WITHIN THE MIDDLE THIRD OF THE SLAB. 1 1/T DIAMETER MAY BE LOCATED AT AT ANY DEPTH OF THE SLAB PROVIDED YIN. COVER REQUIREMENTS ARE FOLLOWED. THE POST TENSIONING TENDONS.. SHOULD BE AVOIDED. 1' REINF. FOR OPENINGS IN SLAB, 10` - 24" SINGLE OPENINGS OF SMALLER DIMENSION DO NOT REQUIRE TRIM BARS. FOR OPENINGS OF LARGER DIMENSION AND MULTIPLE OPENINGS REFER TO O O 5 TRIM BARS AT SLAB. OPENINGS 6 TRIM BARS AT MULTIPLE SLAB OPENINGS TENDON PLACEMENT AT OPENINGS 24 OR LARGER 8 OPENINGS AT TENDON ANCHORAGE 5 SLAB MIN. 24' TYP. 1 /54'-0' T88 TYP . 1 ; /' 1 A� �c _ MIN. 24' TYP, 1 15 4' -0 {' 088118. T 1 , \ _ SEE ARCH. DRAWINGS . D / ,2' MIN, , s 1/3 PT / W s - / I I I 4 1 1 /Y CLR. / 1 MI ' 1 \ 1 CLR. 1 % t= - - �, \--i I/ 7'0 1 1 / 3 PT s 6 '4 OR 6 OR `"TIGER � 3� 2 r— \ - - - � I � i 1 > < - 7 L \ / I Ili I 4N I ' 1/3 PT • _{!- - - _ SUB EDGE 6 4 1 1 f4 TOP 8 BOTTOM 5 TENDON MAX. DIMENSION REINFORCING NOTES: - I- ALL OPENINGS LARGER THAN 18 SHALL BE TRIMMED AS SHOWN 2- THESE BARS ARE IN ADDITION TO REBAR SHOWN ON PLANS 3- FOR WOKE OPENINGS SEE O - MAX, DIMENSION REINFORCING NOTES: 1- ALL OPENINGS LARGER THAN .18 SHALL BE TRIMMED AS SHOWN 2- THESE BARS ARE IN ADDITON TO REBAR SHOWN ON PLANS 3- FOR MULTIPLE OPENINGS SEE O Ir. ADDED REINFORCEMENT 2ND 1 175 TOP 8 BOTTOM AS SHOWN TYP. LINO TRIM BARS AT RE– ENTRANT CORNERS TRIM BARS AT CANTILEVERED SLAB 12' TO 1B' 1 #5 EA. SIDE It TO 18' 1 a5 EA. SIDE NOTE: PT IS POST– TENSIONING ASSOCIATED WITH OPENING 11f 2' -6' 1 f5 T 8 B, U. SIDE IS TO 2' -6 1 +5 T $ & LA. SIDE T -6 8 LARGER SEE PLAN 2-8 8 URGER SEE PLANS 9 ARRANGEMENT OF TENDONS AT OPENINGS 6' -0 OR LARGER 10 TRIM BARS FOR OPENINGS AT SLAB EDGE = 11 TRIM BARS FOR INTERIOR OPENINGS IN SLAB 12 TRIM BARS AT RE— ENTRANT CORNERS & CANTILEVERS 32' .. 1 15 TOP 8 BOTTOM 4 STYROFOAM BLWKOUT FILL W/ NON - SHRINK GROUT AFTER STRESSING, IN REGION OF POST TENSION TENDONS - USE 4' STD. PIPE AS BLOCKOUT PER DETAIL 8 THIS. SHEET. - TOP REINF. DO NOT WET SET, MAY 82 IN STALLED VERTICALLY AND FIELD BENT AFTER WA POUR. Doi 0 o 5 2 _, CITY OF 5O1C'A9lA ApPT;OVEC 31ss1 ----:3::,,,,- n ! \I RS. - _x / L // -- — — _ \ \ / T \/ J� / X \ 7� , ° i ` ! \/ X \ 5 15 016'a.a BOTTOM ( f • • X X / \/ \ /I X /\ / \ \ A / / \ / \ \ \ L / \ \ \ ` ` , I \ I \ I \ ') J 4 TOP co y BOl108 REINF. SMOOTH TROWEL FINISH PLUS 2 LAYERS OF 151 FELT PROVIDE 8 SMOOTH BEARING SURFACE WITH BOND BREAKER. 13 TRIM BARS AT SUPPORTED SLAB EDGES 14 TEMPORARY RELEASE JOINT 15 16, DAME, ■:t 29117 ,W4y091028h8TRJGTY9 DATE, FEB 06, 1991 TIME: 1,76 R'1 2 ao S8 0 NANO H: \97DWG \97020 \STRUCT \97(2(S9.DWG DATE: APR 30, 1997 TIME 11:54 AN 1 z cp � O O O O S9 139th Street ROOF _- -- _ -_ -_- I0d • 3' 0.C. 2 X 4 BLK'G W/ SIMP. U24 (0R EQUAL) A. END ® P6 TYPE EALL PR ' HO �, :'1:II1 ROOF I i :::4N A35 EA. SIDE Ibd • 6' O.C. TN. OR A34 FRAME ROOF TRUSSES ANCHOR • 2' -0' PER PLAN O.G. W/ (8) 8d NAILS P6 TYPE 2X4 (2) i0d 0 ' O.G. __ a 48• O.C. _- _- _ - - -- -� - -� -- -- � I � ' 2X4 EDGEWISE 2 24' DG. J ES 4 ' rEAR C2) SIMP. A'I • •� �� �• 2 X PLATE GABE END TRUSS 435 EA. SIDE WALL 1 I II ,I ROOF TRUSSES TYP. __ Ic I i PARALLEL _ -_ SEE SHEARWALL SCHEDULE SHEARIUALL ABOVE PROVIDE EVERY SHEAR (1) 'V 8 ' -0' 0.C. WALL BRACE -. / - 1111111111111M�' ���- �� i' [ j i •SIMPSON A34N "•.:,.i S SHEAR'WALL SCHEDULE i PREMANUFAGTURED TRUSS PER PLAN 2X85 • 16' OG. 2X8 LEDGER W/ j ( CO I RRIDOR WALL GUS SHEAR WALLS PER PLAN A /' �I- - )l DBL. TOP PLATE TO BOT. OF TRUSS I � $ ' SHEATHING I SHEAR WALL /OR EQUAL) MAY BE SUBSTITUTED PARALLEL SHEAR WALL • PERPENDICULAR SCALE: 3/4' • I' - 0' _ 5 SECTION 4 SHEAR WALL TO TRUSS 1 TRUSS BRACING 0 END WALLS 1] SHEAR WALL TO TRUSS 3 SHEAR WALL TO FRAMING (3) 10d PLATE NAILING -SEE PLATE WEB STIFFENER PLYWOOD i I i I ► PLATE NAILING - EE SHEAR WALL SCHEDULE (2) 16d • 12' OG. MIN. PLYWOOD NAILING TJI 25DF RIM PLATE '. NAILING - SEE (2) Ib SHEAR WALL SCHEDULE 16c1 0 12' 0.C. MIN. PLYWOO D NAILING NOTE: I. SECURE JOIST TO'.WALL PLATE W/ Fad NAIL EACH SIDE, 112' MIN. FROM END. 2. SECURE' RIM JOIST TO JOIST W/ 8d NAIL • TOP 4 BOTTOM FLANGE. FRAMING PER PLAN. ILING. 2X 'BLIC SIMPSON GB TYPE COLUMN BASE TO MATCH POST SIZE CONE FOOTING . �" WOOD POST PER PLAN (3) 10d 3/4' GYP -CRETE TJI PER PLAN � _I I (TYP.) WALL SCHED. SHEAR WALL I NAILING I I TJI 25DF RIM JOIST, I.. I ROOF ROOF . DI "• �� -- ------ ---- - ., -1 _ 'I II III �:. - H���»�I�i.= I I I ti��. _ _ I I 41 1r��llr _- - -- --- - � I -_- _ .zi�e� Ir ! I I I .il I VENT PER PLAN TJI PER FLAN FLOOR i �1 I I _ -? TJI 3LK'G t ‘ 1 SHEATHING PER SHEAR SCHEDULE I %� -17 �'` _ I SCALE: 3/4• • I' - 0' a. <. • • ..a aas _ I� �� TJI PER PLAN 1 —TJI BLK'G • 48' I (TYP.) I i SHEATHING PER SIMPSON H - I �� 1 j ! (3) 16d TOE Al EACH I NAILS BAY ALT. • 48 PARALLEL SCALE: 3/4' • I' - 0' (TYP.) TJ! 25DF RIM JOIST PARALLEL SEE PLAN NAILING SCALE: 3/4' • I'. - 0° I 1 ! SHEAR WALL SCI -ED. (TYPJ • EA. TRUSS SIDES / I SCALE: 3/4' • I' - 0' 10 I INTERIOR WALL TO FRAMING 9 1 EXTERIOR WALL TO FRAMING i EXTERIOR WALL TO FRAMING 6 I EXT. SHEAR WALL 0 ROOF 7 'WOOD POST BASE CONNECTION JOISTS JOIST HANGER - — - 1 i V V V -�_ I .�- PLATE SHEAR SHEAR TJI WEB AS SCALE: 131 NAIL'G - SEE WALL SCHED. AR • 12' 0,C. MIN. PLYWOOD I Iii. v TJI 25DF RIM JOIST END. TO 4 4._0. •s••••••• -- __----- X11MII /liAll IIPANIII / /IIC WEB STIFF. AS REQUIRED i I I i 1 PLATE NAILING - SEE (20) Ibd —+ 1 SHEAR WALL SOWED. TOP PLATE •4 ••••••1 TOP PLATE TOP SEE THIS SHT PANEL BLOCK'G ---- I� HEADERS: (N D ;jjE (2) I 2WOG. _ - _ - - - -- - - -- �li,s — = ;w - - -_ -- _ IIII �II 14 TYPICAL NOTE: SPLICE 5HOU1P1 WALLS PLUMBING, AND TOP 5TUD9 • NAIL EA. FLOOR AT ROOF. PLATE PLATES LEVEL SPLICE A9 REQ'D I \ BUNDLED (2J 16d • 12' PER PLAN STIFFENER REQUIRED 3/4' • 1' - 0' TYPICAL 1:y1 i ' ! i PARTY 2X8 PLATE T SPACE NOTE: SECURE JOIST TO WALL PLATE W/ 8 NAIL EACH d SIDE, 112' MIN- FROM 2. SECURE RIM JOIST JOIST W/ 8d NAIL • TOP BOTTOM FLANGE. WALL TJI (TYP.) PER PLAN 1 +I 1 TJI 25DF BLOCKING i STUDS I o I6' O.C. TYP. BUNDLED STUDS: (2) • OPENINGS 5 (3) • OPENINGS 6' 0' 4 LESS -0• • GREATER JOISTS TYP. 15 BUILT UP BEAM PERPENDICULAR 1 SHEATHING PER WALL SCHED. (TYP.) TYP. SCALE: 3/4' • r - 0' SCALE: 12' • I' -0' + HEADER AT WALL 111 INTERIOR WALL TO FRAMING Fil TYPICAL s I I I I ►:�. ' 5 /8'0 ANCHOR BOLT STD BOLA HEAD OR EQUIV. SEE SHEAR WALL SCHED. FOR SPACING I l' EMBED. (4) 2 X 6 STUDS let FLOOR 7 6 0 5 2 , CITY OF ii;{MIILA APPROVED OCT 3 ISS7 - -�� - -� -- WILDING DIVISION OR (3) 2 X 4'5 HO TYPE HOLDOUN SHEATHING PER SHEAR WALL PLAN L SEE HOEDOWN SGHED. SS FOR ADDITIONAL INFO. r-11#1/ J II i li : � v II. • e o 9 o a.. o . I ��. I �I i !2) 16d s 8' 0.C. 0 ` / 1 I2• CLEAR / ___ P.T. CONC. FOR HD24 ADD SLAB fE 12' X 4' X 4' PT. CONC. SLAB � 1 16 SHEAR WALL TO PT SLAB 117 EXTERIOR CORNER DETAIL 18 HOLDOWN DETAIL 19 20 NANO H: \97DWG \97020 \STRUCT \97(2(S9.DWG DATE: APR 30, 1997 TIME 11:54 AN 1 z cp � O O O O S9 139th Street 1. Subgradea, including berms, to within 1 /10th foot provided by general contractor unless otherwise noted. 2. Subgrade shall be scarified or rototilled if conditions require. J. 4" depth topsoil in all planting : areas. 4. 2" depth fincgrede.bark mulch in all planting beds. 5. All plant material shall be healthy, full and conform to USA standard for nursery stook, latest edition. 6. Plant Material or size or kind not available may be substituted only with approval : of landscape architect or owner. 7. All mese plaptings shall have triangular spacing. 8. All tree pitlp shall be inspected to insure proper drainage. 9. Positive drainage shall be ma intained. Mound planting areas minimum 12 "." 10. Shrubs and trees minimum 42" from curb for car overhang unless wheeletopv noted. 11. 8" wide bark mowing strip where lawn is adjaCent to building. 12. Landscape contractor shall maintain site until final inspection and acceptance by owner.' NOTES TREE PLANTING DETAIL t '�... ..., I H GROUNDCOVER SPACING DETAIL Triangular spacing SHRUB PLANTING DETAIL 4 Pnine diseased and broken. branches CwnPacted topsoil water thoroughly, fertilize as rogtiired Planting hole min.lwke Sze a foot bad rtl D97 -0052 CITY OF TUKWILA DEC 2 3 1997 PERMIT CENTER Proposed Hotel 4006 South 139 Street Seattle, Washington Cheng Associates Architecture/ Interior Design 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephone:(206) 441 -5745 Fax(206) 441 -8760 Sheet Tole LANDSCAPE PLAN 0 Design Phase ❑ Constructor Documents Phase 0 For Permit Application Ready For Constru: tlon Dale Drawn By Discnption 4/496 . PERMIT APWLICATIGN SAS . DESIGH R YIEW 2/1111 DESIGN REVISIONS 6/11/91 DESIGN REVISIONS II/n.91 RETAINING WALL CHAAGE 12/191 RELOCATE DRIvELLIAT Sheet No. LI ct 00 s`eets ECONO LODGE EXISTING SITE PHASE -I *4 EXTRA PARKIN(. SPACES WILL BE USED FOR PHASE-II DEVELOPMENT II SAN MN RIM 260.0 II IE. 25I.8 y� N DU LE V 4 ?W P4 L6f2. Ha 0 e.1 6,0~4 - raga 5 MPrR 10 5 g W/ POP - Q I.2a " TAf� g #1190r7Rl© P-0 P, �— A 5 9 n - rmea 4'X 16' 1 1 INLET MH RIM 585 IE. 2 95 24" i S UN FI4 _ice �.e.�. rrs 3lESLE 8,_ 23' -2 1!2" AS FIREPLACE VENT • ROOF LAUNDRY CHIVE VENT ROOF HATCH PER CODE <� ®• OMNT pf+ft $ 1,r / p 1 METAL FLASHING (Tr, SECOND FL EL • 2130 FL. EL. 2630 SASBIENT FU EL 2540' - 1447 141 5,P4frO. AOit Tug g- ft fwtotit t . ►g4 "N r G4.1fi T144 "JCL suit*. 1.38-0" 3" ROOF DRAIN 4 OVERFLOW (TYPJ 10 l" PIPE RAILIt C ED IRRIGATI.ON 0 PLAN II o o*-101,1 IJ , 441 . 1414.10g. ' , p G, 4' 2aA 4L4 V1w0r, eve or,itvuto .40, - 2 WOOD FENCE ALONG PROPERTY Liti£S 4' NIGH ROCKERY f. PL I.IMIt;yzt' , At:uL 'r uMe PWa NAG Lcrtti s 4 80 ANn Cot.Wle'1 Wirt _..80 8f g, NfL &Ifw , a pru a ro 8 INa+NUwruw ' 2. •1N12. G09 " Imo•• '34 '/+49 ) 00V.0 Suf6 2841 Oeretze P)LLitlrh. T piM15HEP CTrAC t1 y a k , Htue Ya L fbE TrM k Fat _WtiCH'4,174 L1NG. L0C'RT1 "N TIMES rd s 'P,t?rr NIIrIFr3.. —rib #20#P1- <-r. CIAV OF WOO pPPR E D 30 2 9 1998 BUILDING DIVISION RECEIVED CITYOF TUI(WILq JAN 2 2199& PERMIT CENTER 3220 Js HOW, r 1. TE 293,. These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The respcnsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings tors approval. Final acceptance is subje to field inspection by the Public W orks utilities e, f g,PPIZOVAL. 5wSE RA) A-PPROLM L ;r Proposed Hotel 4006 South 139 Street Seattle, Washington Cheng & Associates Architecture / Interior Design ID Design Phase ❑ Construction DocRanents Phase ® For Permit Application ID Ready For Constructbn Date Drawn By Discription 4/4/91. P9EIR APPLKATKN S/6/96 DENGN REVIEW 2/11,01 DE61w PENIS.. 4N11 - vlelade PE'RClrr R0/11 V� L e J c•Nswor Sheet No L2.1 D97 -0052 c g 2112 Third Avenue, Suite 201 Seattle, Washington 98121 Telephono(206) 441 -5745 Fax(206) 441 -8760 Sheet Title LANDSCAPE IRRIGATION PLAN of 00 sheets DESIGNED DBH DRAWN M AA CHECKED RD S SYM CONNECT TO EXISTING 10" D.I. PIPE - A 1- 10 "x8" TAPPING TEE W/ 8" RESILIENT SEAT GATE VALVE 1- THRUST BLOCK POTI-OLE A'. TO CONSTRU ACTUAL ELE V REVISED SITE PLAN II II ( SSMH 329 R1K! 260.0 .E. 251.8 II SEE DETAIL hi ABLE PRIOR 30 CONNECT TO EXISTING 4" 1- 8 "x8" D.I. 45' BEND, MJxFL W/ THRUST BLOCK 1- 8 x4" REDUCER, FLxMJ 1- 4" SPOOL 1- 4" D.I. 45" BEND, MJxMJ W/ THRUST BLOCK REVISION 18' EXIST jJ1ING 6" F 11 TO DETERMINE \ CENTERL1 IE D9150805 I \ I \ Ii4STALL• 8"x6' TEE, FL.�FL - 8" GATE VAL\E, FLxMJ - 6" GATE VAL \E, FLxMJ 1- F.C.A. UNE 5/ZED 5/ZED BY MECHANfONL'ENT ENGIN :ER \ NEW H V` CENTER0 IE DRIVEWAY Po ABANDON EXISTING SERV10E E 6 ASPHALT 12' TYPICA& ±12' EXIST sr 3T 3 ki II 1r ;B113 • � r_ o�ll lI LXS (1NG PIPE TO 3 e 3 9/97 DATE S% \ i � ; M AA BY L DBH APP'D INLET C8 C8124 NEW H9DR = — 24" STMH CB123 RIM 258.5 I.E. 249.5 16= 251.812" W TYP L CAP EXISTING 4" VALVE AND BLOCK, REMOVE VALVE BOX - 1- 8" D.I. 22W BEND, / MJxMJ W/ THRUST BLOCK A / r- PAVE TO EXIST, / Il� 'ti' WM VEIN 4" T IK CONC WALK 'ER COT .TD R4 CI1QN CA I I 55 ri2"NYDS -12 0126:., STCB$2_ � LF 12" � -!2 ®2.67' i DO TIC WATEP� 1 _ I \� I - REMOVE P� \ � �__ +.° ND VALVE SH 4 LI BE- _ \ I� Q I b BY ECHANIC \ I I _ �XI UP -__ Egypt EER., -, iEE SH/Il i -\ L 'I N G A�T I BE �xFL IMETERSEE \, ,` E MNT ,g I ,gF 2 848 6 2 AC� S II. 0 o NO. 2 'AqCTUAL / SI E T� 13E DETERMINED BY , o — M H NI AL ENGINEER \ _ I - - m N I NI� d ` i a "/ \` " 1,_,_ 1 \ 1:1265.35 266.25 I I H 6" DOUBLE DETE¢ FIRE SERVICE NEW 4" 0 .4YIf,NIi J D PER CObE Af�S. 14 A,8 j4 C 1 TYP ACTUAL SIZE TO iELE DETERMINED -EXIST 5 '5MECHANICAL �I GINEER 1 IE= 255.03 FIELD VERIFY 1 CONNECTION POINT 1 FOR DESIGN -BUILD I — BLDG SANITARY SEWER 1 I SYSTEM, IE =255.4 1 20LF 6" ADS 9-12 SDR35 1 FIELD VER UP 1 6 ; AIN"""Wfl(1 PER EELECTRICAL DES1GN -BUILD MATCH EXIST FLOWLINE IE= 263.5± FIELD VERIFY Fl E t-(YDRANT ASSEMBLY AN D DETAIL NO.. 3 \ J 1 1 it OR CHECK co 0-10 REMOVE EXISTING FIRE HYDRANT & VALVE 4" DIA. SOLID PIPE EX, LE - 4 DIA IN REINF. PIPE v I L -3 -9 4 262 258 4' HIG RETAINING WALL PER COT STD R14 AND GEOTECHNICAL RECOMMENDATIONS 251.15 CK co b� TYPE I CB W/ SOLID LID RIM EL= 256.75 IE =251.3 T 1 1 SUMP /PUMP SIZE AND'. EXTENT OF UNDER SLAB DRAIN LINES TO BE DETERMINED GEOTECHNICAL ENGR. DURING CONSTRUCTION & APPROVED BY THE CITY OF TUKWILA. CONNECT FOOTING DRAINS, ► TRENCH DRAIN, AND UNDERSLAB DRAIN TO SUMP 1 l/2" TYP. Engineering Planning Surveying Penhallegon Associates Consulting Engineers, Inc. 760 SIXTH STREET. SOUTH KIRKLAND, WA 98033 PH: (425) 827 -2014 FAX: (425) 827 -6043 \ L 180.00' S 2'07.'33" W O 180.00' N 2 4 07'33" E PO LO- - - - - - - 26 6" ADS 9 -12 ROOF DRAIN 265.45 FF EL= 256.75 (NOMINAL) GRND FLR= 266.25 (NOMINAL) 4" DIA. UNDERSLAB DRAIN 0 1.57 1 I J r 4" ADS N -12 PERF PIPE FOOTING DRAIN TO SUMP, TYP , fr KING COUNTY 01 WATER DISTRICT NO. 125 ?s S ! C B #t 262.5 6LF 264.5 6" ADS N -12 ROOF DRAT -1 r e \ _a IL I I .. La_. � _n-- J L -- -�J- �- - -- 4 ADS�f= 141?ERF PIPE F00 NG N / CONNECT ROOF OOWNSPOi71S / DRAIN TO SUMP, YP_. BLDG LINE AT GRADE TO 6" ADS N�1 TROOP DRAIN, TYP BLDG LINE AT GARAGE - OFD CONNECT TO S. SEWER TYP. CONNECT ROOF DOWNSPOUTS TO 6" ADS NN -12 ROOF DRAIN, TYP --- ------- -------------- - - - -- L J L J L • • - 0 = , „ 164 70 LF 6 AD 12 262 REFERENCE INFORMATION RELD BOOK: SURV. CPU FILE: DATUM: I 1 1 _L_ DATE 6 - 11 - 97 SCALE 4 A N -12@1' — - - - Yp..,.. #4 -- f - - - == � \ 1 1 ° = 10' r ✓ 16= 253.25 1 1 I - -L- 4--------- 1 - ---- - - - - -- YD #3 H 0 [co 1g- 60. 4 1 rn 10 GRAPHIC SCALE 0 5 10 20 ( IN FEET) 1 inch = 10 f6 REIV CITY CE OF TUK WILA SEP 1 5 1997 PERMIT CENTER Call before you D. 1 -800- 424 -5555 UNDERGROUND .SERVICE (USA) 40 1 mimes 01/18/95 1 JOB NU4864 PROPOSED HOTELWATER EXTENSION 97155.00 4006 S. 139TH STREET DWG NO 7155WADWC TUKWILA, WASHINGTON SHEET 1 OF 3 Y£RC TAL C C FOR 11 N' -2211 ' - 30' BENDS PIPE Sff (HCh •) V. B. (degas«) W. FT. p (h Aea) 17 (1 «t) 1.5 z0 8 20 e z0 10-12 R ; gZ 25 ig 4.. D 1,20 3.0 4.e 45 24 3.3 4.5 s.5 VERTICAL BLOCKING FCR 45' BENDS 45 20 5 4.0 4.5 DOUBLE STRAP —� SADDLE. SMITH BLAIR OR ROMAC DUCTILE IRON WATERNAIN CLASS 52 ASE PeahaB.yuv AsewLtne ComWtly AhQveer; lac covsWtlna NOTE: ANGLE METER STOP F.I.P. x METER FLANGE MUELLER H -14286 CONCRETE METER BOX W/ TRAFFIC LID N0. 2 FOGITE OR EQUAL 90' ELBOW F.I.P. x F.I.P. CONCRETIVE BLOCKING FUSED ON 200 PSI PRESSURE ARO 2300 PS CONCRETE, AND 2000 PSF MIN. SDI. BEARING CAPACITY. Boatel,. Asociatee CovaufHUy Eodvwr; fvo. ��ToA Cone Eva ROT DATE o. RESSION CONNECTION. MUELLER= 11= I— Eia��nl H . sANO T t Its 44 I 90' ELBOW F.I.P. F.I.P. CLOSE NIPPLE, BRASS 1 -1/2a & 2e DOMESTIC SERVICE DETAIL yu Ive v COPPER TUBING COMPRESSION CONNECTION, MUELLER 110 x M.I.P. H -15428 T a Ia a® ,22\20 22\CAO \2 22015 0. VERTICAL THRUST BLOCKING DETAIL & TABLE R/W SENSUS SEALED REGISTER METER ( CUBIC FEET TO BE SUPPLIED BY ) DEVELOPER ANGLE CHECK VALVE METER FLANGE x F.I.P. 'MUELLER H -14244 IW/ MUELLER 15428 MALE ADAPTER FINISH GRADE PRIVATE SERV X PIPE STD. DETAIL No. 21 WI�IfB King County Water District No. 125 �/ EARTH Rem STD. DETAIL No. 8 King County Water District No. 125 NOTES NYORARTS STALL BE EQUO•PED WITH T WO 2 1/2 M 75/.7.1..7) ONE S' 5RIRTZ PUMPER 06CHARGE PgRT, ANO SHAI.L HAVE A 1 1/4' PENTAGON RIPEN -UFT u. HAVE HYDRANTS S " NAVE A N R BO CONNECTION AND E 1/4' MAIN VALVE OPENNC AND STALL XAl£ 18 ABOVE GRADE LEVEL TO'TI4E CENTER OF THE PUMPER DISCHARGE PORT. B. WHERE NO CURB a GUTTER IS INSTALLED, FIRE HYDRANT SHALL BE LOCATED (IN RELATION TO STREET CENTER UNE) CLOSE TO PROPERTY UNE HYDRANT IN TALLAn0H5 TO BE P ER 7X15 STAND CITY ORDNANCE OR Q OF SEAT REQUIREMENTARD S RAN AND REQUIREMENTS OF TUKWILA MUNICIPAL CODE 14.24 AND • 4H"I NST CIIIES CF SEATA AND 1UK1114' .474'.. KING COUNTY '., I STD. DETAIL No. 3 A E Pevhaliesev Areoa/atee CoveWt/v' Engkeverw, Ina Plsnnlna Co v.ulNn4 FIRE HYDRANT A88EMBLY DETAIL ',225,511125,0 \SWOT] King County Water District No. 125 NOTES: NEW SECTIONS OF WATER MAIN THAT ARE INSTALLED WHEN EXPANDING A DISTRIBUTION SYSTEM MUST BE SEPARATED FROM THE EXISTING SYSTEM. UNTIL SATISFACTORY FLUSHING, DISINFECTION AND BACTERIOLOGICAL 5AMPUNG HAS BEEN COMPLETED, THE NEW WATER MAIN MUST BE CONSIDERED CONTAMINATED. INPDDITION, 52 CHLORINE CONCENTRATION USED FOR DISINFECTION PROCEDURES (MINIMUM 25 ma/I) MAKES WATER NON- POTABLE. AN APPROVED BACKFLOW PREVENTION ASSEMBLY MUST BE USED ON THE SUPPLYING WATER UNE MEN FILLING THE NEW WATER MAIN WRING DISINFECTION AND FLUSHING. THE BACKFLOW PREVENTION ASSEMBLY AND SUPPLY PIPING MUST': BE REMOVED DURING HYDROSTATIC PRESSURE TESTING OF THE NEW WATER MAIN. AFTER' SATISFACTORY BACTERIOLOGICAL SAMPLE RESULTS 'ARE 'OBTAINED FROM' THE NEW WATER MAIN, SECTIONS OF CONNECTING PIPE MUST BE INSTALLED BETWEEN IT AND THE EXISTING SYSTEM. BE INSTALLATION, THE INTERIORS OF ALL PIPE AND FITTINGS USED TO MAKE THE CONNECTION MUST BE SWABBED OR SPRAYED WITH A 1S AVAILABLE CHLORINE SOLUTION. I�1 I� "tt• rl O ri pill VAW TEMPORARY TEST BLGCKNG MOB 10' MAX TYP. 215• SUPPLY HOSE IElICn1AS REOUNm TEMPORARY CAP OR PLUG TIP. fllll HYDRANT ON EOSINS WATER MAIN YDRANT FISHING / DISCHARGE ALTERNATIVES NEW HR4RANT 1 qE' USED FOR RU91N0 / p90URGE U T E IS MTNN 1 P 711E EID Of PPE flCE PevhaBe(on Associates ComvIDOE hytveerq mo. mad no ce LU APPROVED BACKFLOW PREVENTION ASSEMBLY, FEBCO MODEL 825Y, Y. OF4APPROVED EQUAL' WATER MAIN FILLING DETAIL DATE PLOT z/Vae • I oca TN,C4 vo3 \e5 1 22\0A0\e1e:oT , HYDRANT TEE TEMPORARY CAP CR PLUG TEMBLPORARY OCIONC 'EST 2 LP. 1 STD. DETAIL No. 7 King County Water District No. 125 A E Pevha7•-Sou Iscolatee Coum:laQ Ee�veen, Iva • CUT u 2/12/114 Roy z.e � yrs VALVE MARKER POST FILL HYDRANT IN CUT/FILL AREA NOTES WARD POST SHALL BE CONCRETE (MIN. 8 RW THE " DLl). P CNTE 5T5 R Cf SHALL THE BE HYDRANT 3 FEET T • ANO SHALL NOT BE N UNECT LANE / 611 H ANY DISCHAME PORTS. POSTS / SH BE 8 FEET LCNC; 3-3 1/2 FEET / SHALL le BURIED. PANTED Fl 3H SHALL BE THE SAYE AS FOR HYDRANTS VALVE MARKER / GUARD P08T8 wevere>_V-A.V.mr El FVATION GUARD POST VALVE YMI. POST MOIRE CR APPROVED EQUAL PAINT AS SPECIFIED FCR HYDRANT QUARD POST. PANT DISTANCE FROM THE VALVE MAR107t 10 THE VALVE CH THE POST 111TH DL.10( ENAMEL PAINT, USNG 2' HIGH NUMERALS • • 4' -0" MIN. RADIUS 6 LEVEL GRQUND AROUND FlflE HYDRANT PLAN STD. DETAIL No. 4 King County Water District No. 125 NOTES: 1. ASSEMBLY TO BE PRE - TESTED BEFORE. DRILLING. 2 3' x 3 x 2 ASPHALT PAD REQUIRED IF VALVE BOX IS SET IN UNPAVED SURFACE 18TD. DETAIL No. e LIM I PanbeBSOV A-w o.. Cam atog ftelveers, Ina. f caa.WnaA PLOT DATE 2/12ne TAPPING TEE AND VALVE DETAIL RA. I [e./ms a .w MOT VroaW�ez \c.v V..mn DA King County Water District No. 125 BUN. FLANGE =II.II 1 CAPPED CROSS BLIND FLANGE 1 SIP BEND THRUST BLDCK - TABLE YF. B4aHn Nw y oM.t wm.mbed son �z. 10" 1z" 14' le 1e• 20' 22' 34' 2e• 30" (R� 1a 22 z9 3a 84 87 101 (R� C (R A 12 1e 20 24 4B ss D (R NOTES BEARING AREA OF CONCRETE THRUST -B.IXK BASED D ON 200 PSI PRESSURE AND SAFE 908 BEARING LOA OF 2,000 voDNDSPER SQUA F00T AREA MUST BE ADUUSIED i0R OTHER PIPE SIZES PRESSURES AND SOIL CONDIIKINS CONCRETE BLOOO SHALL BE CASE IN PUCE AND HAVE A YNIYUM OF 1/4 SQUARE FOOT BEARING AGANST THE FITTING BL00( SNAIL BEAR AGAINST FlTTNOS WLY AND UP SHALL BE C r OF JOINT$ TO PERIOT TARNS Ofl NSMANTLNC CF JgNT. S CONTRACTOR SHALL INSTALL 15.OGONC ADEQUATE TD NITHSTAND FULL 'STAND PRESSURE AS 11QL AS TO COHT MAT WT OF S VICE. dI PRESSURE UMDER AIL CONDITIONS OF SERVICE. tl. TR9N15TBLOO(5 CCNSLIERED TO ACT AS A SPREAD A. FOOTING 7HERffORE HECNT OF �06t MUST BE EQU TO OR LE55 TUN 1/2 THE DEPTH FRW THE li'CU SIRFACE TO THE BLOCK'S BASE 7.. THE QUANlllTITY CF PIPE CONCRETE IJ NOISNRBm SOH. EPENDS UPON THE DISTANCE BETWXFFNN E AND THE U PevballeEdv Associates CunevttlnE keen., Ala 21..12 nor sc HORIZONTAL THRUST BLOCKING DETAIL & TABLE TEE W/ PLUG 1 '1 vIu, i 45' BEND IOW* 11 1/4' BEND ` A SUNG FLANGE 0R S PPE 9ff PPE C TEE W/O PLUG 22 1/2 BEND STD.' DETAIL No. 6 King County Water District No. 125 DESIGNED DBH DRAW) MAA CHECKED RDS � : ®- APP D Engineering Planning Surveying Penhallegon Associates Consulting Engineers, Inc. 750 SIXTH STREET SOUTH KIRKLAND, WA 98033 PH: (425)'827 -2014 FAX: (425) 827 -6043 REFERENCE INFORMATION FIELD BOOK: SUR0. CPU FILE: DATUM: DATE SCALE 6 -11 -97 N. T. S. RECEIVED CITY OF TUKWILA SEP 1 5 1997 PERMIT CENTER CaII before you Dtg. 1-800-424-5555 UNDERGROUND SERVICE (USA) IEXPIRES 03/04/99 EXPIRES 01/18/99 JOB NUMBER 97155.00 DWG NO. 7155DET.DWG SHEET 2 of 3 U _ PROPOSED HOTEL WATER EXTENSION 4006 S. 139TH STREET TUKWILA, WASHINGTON ro BE M t r "E° TO BEI = "ED BY DRI6 BY DEYfL(PFA 04. PIPE I All RHINOS B L mROPERLY L DESIGNED DBH DRAWN MAA CHECKED RDS CAST IRON FRAME A GRATE OLYMPIC FOUNDRY N0. 5435 VAULT FLOOR PVC COMPRESSION COUPLNG- MTH SWING CHECK VALVE SUMP PUMP SHALL BE METERS MODEL 525 OR APPROVED EQUAL P.vL.11.`oo Woc4tu cv..wno4 asanae.>, mom. ao, ., 2,2,6 SAW CUT B SEAL EDGES W/ TWO COATS OF TAR Pand.ilegon A f r conawlmg 4ogin too =..rW TRENCH WALL 2 -45' 8ENO3 45' COMPACTED CRUSHED ROCK 95% COMPACTION CURB INI ET TYPE SUMP NO SCALE DOUBLE DETECTOR CHECK ASSEMBLY (ELEVATION) NOTE ANY DISTURBED ASPHALT EDGES WILL REQUIRE 1.5 MIN. MOTH PATCH AND A B" BASE OF 95" COMPACTED CRUSHED ROCK. NOTE: PATCHING T THE CITY OF TUKWL TO BE 1.5 TIME THICKNESS aF- EXI SRNC PAVEMENT UP TO A MAXIMUMj2 DEPTH ASPHALT PATCH AND WATER TRENCH DETAIL CLASS ASPHALT GROUT SE. AROUND CASTING 1 -�� PRECAST CURB INLET ArWA TYPE IV C. NOTE SUMP PUMP MAY BE SUBSTITUTED FCR FLOOR DRAIN F DRAIN UNE CANNOT BE DAYLIOITED. (DETERMINA110N TO BE MADE BY DISTRICT.) STD. DETAIL No., 14A King County Water District No. 125 SAW CUT A: SEAL EDGES W/ TWO COATS OF TAR PIT RUN GRAVEL PLACED IN LIFTS AND COMPACTED TO 95% DENSITY WHERE REED AND /OR AS DIRECTED BY THE ENGINEER OR THE CITY OF TUKMLA /SEATAC/KING COUNTY STD. DETAIL No. 15 King County Water District No. 125 Engineering Planning Surveying Penhallegon Associates Consulting Engineers, Inc. 750 SIXTH STREET SOUTH KIRKLAND, WA 98033 PH: (425) 827 -2014 FAX (425) 827 -6043 Pan,. tlepn Assoc... Consulting mpnama, ine. Ant ITEM 10 12 13 14 DESCRIPTION FL COUPLING ADAPTER FL, PE SPOOL MJ COUPLING PE SPOOL U.L APPROVED DOUBLE DETECTOR CHECK VALVE ASSEMBLY, FEBCO MODEL 806 DOC OR EQUAL TO BE CENTERED IN VAULT ADJUSTABLE PPE SUPPORT, O6NNEL NO. 264 CR. EQUAL FL 90' BEND FL CHECK VALVE FIRE DEPARTMENT CONNECTION - BASED CN FIRE MARSHAL REOIAREIIIENTS PRE -CAST VAULT, SEE CALL OUT BELOW 2 PVC DRAIN PIPE TO DAYLIGHT. PROVIDE RDOENT -PROOF SCREEN AT DAYLIGHT OR CONNECT TO STRUCTURE OLYMPIC FOUNDRY Mn90 42 X 10 MANHOLE FRAME t COVER EXTENSION RING FREE STANDING GALVANIZED LADDER ATTACHED TO FLOOR AND SIDE CF HATCH. PPE 92£ 4 OR 5" 10" inure VAULT NO. (DR APPROVED EWAL) 572-LA W/ 577 -42E TOP SECTION 4484 -LA W/ 4484 -11.-428 TCP SECTION 5106 -LA. W/ 3106- TL -42E TOP SEC0ON NOTES: ALL VAULT PENETRATIONS SHALL BE CORED, WITH LINK -SEAL CR EQUAL INSTALLED AROUND PIPE 2. ALL PIPE ANO FITTINGS TO BE DUCTILE OR CAST NON. 3. ALL PPNG SHALL BE PANTED MTh ONE COAT PRIMER AND TWO COATS RUSTOLIUM (PC TO BE LIGHT BODE OR AS APPROVID BY THE DISTRIC SUBMIT SUPPLIER OUTS ON ALL MATERIALS TO BE USED, FOR APPROVAL IF SUMP PUMP IS REWIRED, DEVELOPER SHALL SUPPLY POWER TO THE CONFORMANCE WITH ALL LOCAL AND STATE CODES 5.. ALL TEST COCKS SHALL BE PLUGGED. ASSEMBLY TO BE MAINTAINED BY OWNER. ANNUAL CERTIFICATION TO DISTRICT RECNRED. FlRELNE SHALL NOT BE PUT INTO SERVICE UNTIL BACKFLOW PREVENTION DEVICE IS APPROVED. BY DISTRICT. : DOUBLE DETECTOR CHECK ASSEMBLY (MATERIAL UST) war, cr 0 5 KING COUNTY WATER DISTRICT NO 125 STD.', DETAIL No. 14C king County Wa ter District No. 125 WATER DISTRICT N0. 125 STANDARD NOTES: 1. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM AVAILABLE RECORDS AND ARE SHOYM FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF LOCATION SHOWN AND FOR DISCOVERY OF POSSIBLE ADDITIONAL UTILITIES NOT SHOWN SO AS TO AVOID DAMAGE OR DISTURBANCE. THE CONTRACTOR SHALL. CONTACT THE UTILITIES UNDERGROUND LOCATION CENTER (1 -800- 424 -5555) PRIOR TO CONSTRUCTION. 115 OWNER OR HIS REPRESENTATIVE SHALL BE CONTACTED IF A UTILITY CONFLICT EXISTS. 2. CONTRACTOR SHALL NOTIFY DISTRICT ENGINEER A MINIMUM OF 48 HOURS IN ADVANCE OF ALL REQUESTS FOR STAKING, TESTING OR INSPECTION. 3. CONTRACTOR IS RESPONSIBLE FOR CONTROL AT THE 1I85 OF STAKING. 4. CONTRACTOR SHALL FURNISH SHOP DRAYANGS FOR APPROVAL WHERE REQUIRED BY THE DETAIL SPECIFICATIONS AND FOR VARIATION FROM THE ENGINEER'S DESIGN. 5. CONTRACTOR SHALL INSTALL EQUIPMENT IN ACCORDANCE NTH MANUFACTURER'S RECOMMENDATIONS, WO 1125 SPECIFICATIONS, AND TUKWILA STANDARDS. 6. CONTRACTOR SHALL FURNISH ALL MATERIALS. 7. 6', 8' , 10' k 1r PIPE SHALL BE DUCTILE IRON CLASS 52, PUSH -ON JOINT OR MECHANICAL JOINT, CEMENT LINED (ANSI A21.4), EXTERIOR COATED WITH COAL TAR VARNISH. INSTALLATION TO BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. ALL FITTINGS SHALL BE CAST IRON AND SHALL CONFORM TO APPLICABLE PORTIONS OF ANSI STANDARD A21.10, A21.11, 816.2, B16.4 AND A21.53, 'NTH A MINIMUM PRESSURE RATING OF 140 PSI AND WILL BE CEMENT LINED. 8. ALL GATE VALVES TO BE MUELLER. ALL HYDRANTS TO BE MUELLER. 9. CUT -INS AND LIVE TAPS TO BE MADE BY CONTRACTOR. WO #125 SUPERINTENDENT, ENGINEER AND CITY OF TUKWILA INSPECTOR MUST BE NOTIFIED 48 HOURS IN ADVANCE. 10. CAST IRON MECHANICAL JOINT SLEEVE COUPLINGS REQUIRED. 11. TAPPING SLEEVES SHALL BE MUELLER CAST IRON, J58 EPDXY COATED STEEL. ,OR.ROMAC SST WITH STAINLESS STEEL FLANGE. 112, CONTRACTOR IS RESPONSIBLE FOR VE01501N2 ALL EXISTING PIPE TYPES AND SIZES FOR'COUPUNGS, CONNECTIONS, CUT -INS, AND LIVE TAPS. 13. 3 1/2 FOOT MINIMUM COVER OVER AL WATERMAIN PIPES. 14.. DEVELOPER TO PAY FOR STATE, COUNTY. AND CITY INSPECTION FEES. 15. ALL METER LOCATIONS TO BE COORDINATED W1TH WATER DISTRICT NU. 125 SUPERINTENDENT. 16. FIRE HYDRANTS AND MAINS TO BE OPERATIONAL PRIOR TO COMMENCEMENT' OF CONSTRUCTION. 17. NO CHANGES. ARE TO BE MADE WITHOUT WRITTEN APPROVAL BY THE WD 1125 SUPERINTENDENT OR DISTRICT ENGINEER AND 11-15 CITY OF TUKWILA PUBUC WORKS ENGINEER. 18. REFER TO 80 1125 CONDITIONS AND STANDARDS, AND TO THE CITY OF TUKWILA 'STANDARD .SPECIFICATIONS FOR ALL REMAINING NOTES AND DETAILS. 19. PRUDE 3/4' SERVICE UNE.MD TAP CONNECTIONS FOR EACH EXISTING WATER METER. 20. MAXIMUM ALLOWABLE OPEN. TRENCH 50661± BE 80'. 21. STOCK PILES SHALL BE COVERED DURING ALL PERIODS OF PRECIPITATION. 22. MODIFIED PROCTOR COMPACTION AND MOISTURE CONTROL TEST REQUIRED AND COPIES OF TEST REPORTS SUBMITTED TO THE DISTRICT ENGINEER. ALL COMPACTION UNDER PAVED AND TRAFFIC AREAS SHALL BE 952 MAXIMUM DENSITY MODIFIED PROCTOR PER ASTM D -1557. AL OTHER AREAS TO BE 905 MAXIMUM DENSITY MCOIFIED PROCTOR. 23. ALL VALVES, FIRE HYDRANTS AND SERVICES TO THE METER STOP TO BE INCLUDED AS PART OF ALL PRESSURE AND PURITY TESTS. NO EXCEPTIONS. 24. TRAFFIC CONTROL SHALL BE IN ACCORDANCE' NTH'' CITY OF TUKWILA REQUIREMENTS. 25. AL PIPE AND APPURTENANCES TO BE TESTED WITHIN 10 FEET OF ANY CONNECTION POINTS UNLESS OTHERWISE APPROVED BY ENGINEER. 26. CONCRETE THRUST BLOCKING SMALL BE PROVIDED AT AL BENDS, TEES, VALVES OR OTHER APPURTENANCES WHERE INTERNAL FORCES REQUIRE RESTRAINT. BLOCKING SHALL BE IN ACCORDANCE WITH WATER DISTRICT N0. 125 STANDARDS. REVISION REFERENCE INFORMATION FIELD BOOK: 5URV. CPU FILE: DATUM: SCALE 6 -11 -97 N. T. S. PROPOSED HOTEL WATER EXTENSION 4006 S. 139TH STREET TUKWILA, WASHINGTON I EXPIRES 03/04/99 I JOB NUMBER 97155.00 DWG N0. 7155DE1AWG SHEET 3 OF 3 27. THE TESTING AND DISINFECTION OF THE WATER SYSTEM SHALL BE WITNESSED BY WATER DISTRICT NO 125. •5. ► RI D /0R GUARD P0S �ISARANCE TO FUTURE ROADWA 31. NE RUNE CONSTRUCTION TO MAINTAIN 4' MINIMUA8�f PR D STORM DRAIN LOCATION; OR CONSTRUCTION SHALL B 0W STORM DRAIN INSTALLATION. E FOLLOWING NOTES WHEN WORKING IN THE CITY OF SEA -TAC. 28. CON STARTING ANY FOR COMPLIANCE Or 29. CONTRACTOR TO NOTIF' ' VILA :- '885 INSPECTOR A MINIMUM 48- HOURS PRIOR TO CONSTRUCTION L AND TO SCHEDULE AL INSPECTION. INSPECTOR SHALL BE PRESENT D KFILL AND COMPACTION OPERATIONS. 30. ALL FIRE HYDRAN A MINIMUM OF 10' OR TO OBTAIN CITY OF TUKW1 WITHIN THE RIGHT -OF- TERMS AND CF DI PERMIT CENTER CONSTRUCTION j D SH OF'• IT PRIOR TO RESPONSIBLE T -OF -WAY PERMIT. BE PLACED SO AS TO PROVIDE YWITS. NATION TO EDULED TO r--11 CIVED before you CITY RE OEFTUKWILA U SEP 1 51997 D g. 1-800-424-5555 UNDERGROUND SERVICE (USA) I %%PIM 01/04/99