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Permit D2000-114 - RAISBECK ENGINEERING - CARPORT
Raisbeck Engineering - Carport SEP • 0 2001 D2000-114 . City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT I'S PROCEEDING AT THEIR OWN RISK. Parcel No: 032304 -9034 Permit No: D2000 -114 Address: 4411 S RYAN WY Status: ISSUED Suite No: Issued: 05/17/2000 Location: Expires: 11/13/2000 Category: NGAR Type: DEVPERM Zoning: C /LI Const Type: Occupancy: PUBLIC GARAGE Gas /Elec.: UBC: 1997 Units: 001 Fire Protection: Setbacks: North: .0 South: .0 East: .0 West: .0 Water: SEATTLE Sewer: SEATTLE Wetlands: Slopes: Y Streams: Contractor License No: SEATTCR101BZ OCCUPANT RAISBECK ENGINEERING Phone: 4411 S RYAN WY, TUKWILA WA 98188 OWNER RAISBECK JAMES D 4411 S RYAN WAY SUITE 301, TUKWILA WA 981780604 CONTACT C J DELEON Phone: 206 -652 -5540 811 FIRST AVE #615, SEATTLE WA 98104 CONTRACTOR SEATTLE CONST RESOURCES INC Phone: 206- 282 -7500 1414 ELLIOTT AV W, SEATTLE, WA 98119 * ******* ** ** *k•ktic*** **•k****k ** irk * * ******* **** kkA***k ******k•kk********** *** * * **kk* Permit Description: CONSTRUCTION OF A NEW CARPORT FOR 4 CARS. **: k*: 4*: k**** k**********: t********** * ** * ** * * **k* **** *k * ** * *k **k** ** *** * *** * * * *** * * * **k Construction Valuation: $ 23,180.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: Fire Loop Hydrant: No: Size(in): .00 Flood Control Zone: Hauling: Start Time: End Time: Land Altering: Cut: Fill: Landscape Irrigation: Moving Oversized Load: Start Time: End Time: Sanitary Side Sewer: No: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Water Main Extension: Private: Public: ****************** ** * * *'******* * *** * ** * * * ** ****** k* **** *** * * *** k*** ****** * *k *** * * ** k *: TOTAL DEVELOPMENT PERMIT FEES: $ 626.96 **•.k k**************k*********** k**** * *** *** ***k* ** **:k** ******** * ** **k*** * *•k* *** * **•k* Permit Center Authorized Signature: _ 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 per Signature:_ Print Name: 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. DEVELOPMENT PERMIT E lla- _ Date: E 0-00 Date: (206) 431 -3670 ..•.: Z � QQ 2 . JU O 0 0 w= w • 0 q � LL Q d I- 1 . 0 I Z � 1- 0 Z H ui w 0 O in H W W I - 0 LI O Lid U = . 0 ~ Z CITY OF TUKWILA Address: 4411 S RYAN WY Permit No: D20OO -114 Suite: Tenant: 'Status: ISSUED Type: DEVPERM Applied: 04/19/2000 Parcel #: 032304 -9034 Issued: 05/17/2000 k k• k• k• k* kkA• k• k k*• kkl(* kA* kk*• k4 k: l• k• kkkAl. A* kA*k* A: Ak A k kAk Akkk:'Ak *k*kA *k•k•kkk *•kkA * *k•k Permit Conditions: 1, No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 2. When special inspection is required :either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection: Copies of all special inspectioivreports: shall be 'subiiiitted to the Building Division : in a timely manner. Reports shall contain address project .name, permit number and type of inspection bei ng performed: 3. The special inspector shall submit a final ' s report...., stating whether the work requiring special inspection.- was, to the best' of the insp•ector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 4 . All .Construction to be. done in conformance with approved plans and requirements Of the. Uniform Building Code (1997 Edition) as amended,_Unif'orm Mechanical Code (1997 Edition) arid Washington State Energy Code (1997 Edition). 5. Validit.y,o•f Permit The issuance of a permit or approval of pia `ns,-.;'sp,ecificati computations shall not be con str,u'ed to be a permit: for, or an approval of, any vio lat:ion of ,zany ,of the p r o v i s i o n s of the b u i l d i n g code or of any other; ordinance of the jurisdiction. No permit presuming to give ,authority to violate or cancel the provisions of this' code shall be valid. G. .Electrical permits shall be obtained through the Washington State of Labor and Industries and all electrical wort; will be inspected by that agency (243- 6G30).: 7. All structural welding shall be dune by W. A. B.O.:certified welders and special inspected (UBC. - Sec. 306(a)5). z re w 00 co o UJ J V) u_ w g a ro D I CI I- III z = I- o' w ui 0 0 - 0 1- w W L I z w 0 z • ProjpStftrse/Seec cA /G /4VEtcRIA)4 e 19 T Value of nst�� n: Site�,d�r, , 5 . p ( , 5eNin ` ti4 � to 7�p ��/5�t'' /l J�7 7�� f _ /f3 T � � b 34-07 eA r o e: Prop 6 v, RA /5,be P . DdO.723. 2 00D Str 2M7ss. 5. gMn i 5 9rice, "v ? Sg931i1 Fas :0(423. Z ?O 4 Contractor: s 0i :;,650. ie emildovetv Phone: Street Address: City State /Zip: Fax #: Arch 7171 » ah i or pa. G P1. 66 • G 52 . 55 o Streeefss: leg/We # 5 0 7f ' /oy Fa 2oG• 66 Engin )eA!S OW 5441 c 6 7 Ph h e 66. 443 • 6412. S et iv es /zp Ai)6. X 100 ser9 / 7 14.. 4A cit ya sim: Fae ob. 443. 46,70 Contet Persgn: YFi IATetK / mike Jo/s/ Ph qp 66. (052• 55 Stre iri ess : riles, 1�. 'W7 itylS ���4/ FaJ • • 5544 Description of work to be done: c4 —Po'eT Foie 4 ernes Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /H I ❑ Office 171 School /College /University Other �,Q� /N y �T Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing Motel /Hotel ❑ O ce ❑ School /College /University Other CO ea — r'( 104 Will there be a change of use? ❑ yes Pt no I If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm ,none ❑ other (specify) Building Square Feet: existing - MO new Area of Construction: 7fp0 sr Will there be storage of flammable /combustible hazardous material in the bu Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating Iding? ❑ yes no quantities & Material Safety Data Sheets CITY OF T"KWILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 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 mail or facsimile. APPLICANT REQUEST FOR PUBLIC.WORKS'.SITE/CIVIL PLAN REVIEW,OF THE:FOLLOWING: 4 444 , .. :..::. (Additional reviews may be determlried'bythe:Piiblic Works ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous 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: LI' 19 o() Date application expires: l a -II-co Applicatipn taken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM NCPERMIT.DOC 1/29/97 FOR STAFF USE ONLY Project Number: Permit Number: pu,C,ci " 6 Z W ce JU U cn D W = H WO g Q I I— W Z = H Z U o O � OH W W 2 L I O .Z U= O ~ Z ALL NEW COMMERCIAL/ADDITION /MULT - FAMILY PERMIT APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: Y ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITEL.T, 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 ❑ 11 Copy of recorded Legal Description from King County ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. Cl Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433-0179 for servicing district. e 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 : ❑ jegf 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 dump - ster 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 locatioh 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. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). Vicinity Map showing location of site lag Building Elevations (Include dimensions 'of all building facades and major architectural elements) ❑ Mechanical Drawings 7 Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) Architectural drawings ❑ Specifications (if separate document) Structural Calculations ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ Height Analysis pg 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 ❑ 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 ❑ 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 Pub- lic 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 A If the app Is "other than the owner; registered architect/engineer, : pr contra licensed by the State of Washingtarl, a notarized letter from the property owner authorizing the to submit this permit application and .Obtain the penitit.will be required as;palt. ol ` 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. BUILDING OWNER • UTHORIZ D AG T: Signature: Print name: a , Address: 13 1 7712457 p 1 6/5 NCPERMIT.DOC 1/29/97 Date: /9 0 00 PI , '8G 4 52, 55Y0 Vo4 652554/ City/A464:174e 609 98101 z F C w UO w • w J h=- 92w wo g ° F -w z � I- W • w U 0 O D- O I- LU LL' w z Cl) U O z .**************************************************************** • CITY OF TUKWILA, WA 1) 2.000 - I 134 TRANSMIT TRANSMIT Number: R9800270 Amount: 245.21 04/19/00 16:20 :., • Payment Method: CHECK Notation: JPC ARCHITECTS Init: BLH Permit No: D2000-114 Type: DEVPERM DEVELOPMENT PERMIT , l .. Parcel No: 032304-9034 $, Site Address: 4411 S RYAN WY ti Total Fees: 626.96 t; This Payment 245.21 Total ALL Pmts: 245.21 Balance: 381.75 **************************************************************** .,, ,. Account Code Description Amount '.? . 000/345.830 PLAN CHECK - RES 245.21 f-i fi tl 3647 04/i9 9717 TOTAL 245.21 " Pcpject: kkt'S c'iL T of Inspection: . v - oun u.7\ 016 Fu� t tgr. . A�d r $ rR H „v\ atecalle �. '�.. Special instructions: Date wanted: o o am. Co R uester: g r —11 t _ \ .,a O INSPECTION RECORD C.... Retain a copy with permit � 0 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections.requiied prior to approval. COMMENTS: Inspector: Date& /)-- a '1.E`/ I � i �� ti $47.00 EINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ,;,n f •�•” Y *t' 1L::: i�'H?CiY��,¢'NGiFbl!} PERMIT NO. (206)431 -3670 r ir' N.' k'r�4sY...Kar..'M &3i4�y6/+T1��f ' Broject: kct IS bed Type_of Inspection: — our -vi cC i en I (Al Llt Date c lled: Special instructions: r/ u " Date w ted: Ft ( w 00 R qu stet: o ne: z50 .... 3....... ! mss CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. I required prior,to approval. COMMENTS: 7� re-co/u ‘2.' - e 3/ ( (_ f? INSPECTION NO. INSPECTION RECORD Retain a copy with permit $47,00 REINSPECTION =' REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: , �YJ�C3��isi:'� u�i+ �'' ��a' 1'.'irw`JCit�`�Y:I.lt:o:.a1�. z+�' e " Si�uis.: iL: Fu- �:. �.:> S'`' �' ii.+ �w" �:. r-. x. r r� .UCS.�+w.....xx.�.:u.:....�S:n: �•+:.'r.1d (206)431 -3670 Structural Calculations For: Raisbeck Engineering Building Carport Seattle, WA Client: JPC Architects, PLLC April 19, 2000 Swenson Say Faget, Inc. 2124 Third Avenue, Suite 100, Seattle WA 98121 EXPIRED 20o0 -I I LI Structural Engineering Ph: (206) 443 -6212 Fax: (206) 443 -4870 SEP 10 2001 RECEIVED CRY OF TUKWILA APR 1 9 2000 PERMIT CEMTEP z w . oO N 0 W w J F w O g Q a c..0. a 1- w z � I-o Z , U� o -; I- wW' w z — H z (2.Act gezl- C4/1 -( 4i1•U t tNA G�c t t A S : M91 tA, • _ i 1 ' 1 a ./— 5' /411t-E • 6 - C A-ms ? r. s PA Swenson Say Faget A tilructural - — Engineering Corporal ion project I • I ra 'cSC�EL� c!-PoIzT ( ,u - \1t S (d, 86o j • a 64.g. o f —I- 1 o w.F r . , Ni ac) . { .tZ. c)c _ Itt2 5 ZI,31 DF 0-t. 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W - 36 08 5 E - 3608 to Ar G 1 2 - tN0n -sr Lve = 3 � 6O g _ lo.y Li. 1)6Pteerio 604 = x025 L - 4 A ' .'7 le- /� 5 :7 ( (►�(6�- z.Zy & '' 4, 3U die. Swenson Say Faget A - irugIural Engineering Corporation S I,0 t2 Z( .�� , J , 9p if Z S(.36 (t •o) 1o f cise-irf Y2- Go t-, goo c 5. cow�t■f L k Q. eS TA CA 0 2. try OZS (120")° ';" Mk project 2124 Third Avenue • Suite 100 • Seattle, WA 98121 • Ph (206) 443 -6212 • Fx (206) 443 -4870 St ..0 2, 0 • • V 1.0 A-0 S Vao ( IL ` /2 LoA-0 La' eAc41 ►M = 0 r o 2-1.) L 4- - : 05,24.1C. V= 902. L-6 t FOAL TS ti xyx ,ZS = Cr, 5 • ,Pp (46)(W.11 � *5 • (z( 78 k:h Juvr •t-R 7 ..? x Y x V2. S - G, ►? , l 14 • Ii o 6 = _ : 9 2 tt Zo) 3 t 3(2700.04.)(12,3 Lt5 a - r5 II- 0 0 Got -3 -te date Dv M design LIN •(•,.. . ot. ilEOEIVED pro rna. M ar TUKWILA sheet t� rs 3 2600 z 00 U) 0 . U) w: (0 U. w 0 2 ca • Q w t— _ z F. 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AS S tkyft, 9 (, 4 z_1,$ 4)?, = 0 0)1. 4 )- PP iG 7_ 0 0;1 t )( tt) 3aa� 35`f3 t &A P ED 4 Cit?ir k►.[ cft- T _ MC (4) ? - `. = (.130 , 5 ()sF o r USE S # S U 17,1'r,.0o• 0 date Il+ 1>vM design T2:(0'0t)(0+ CITY OF TU WIIA ASR' "�• 2000 sheet PERMIT CENTER 0to z U U O co 0 COW —I N 11 W 0 gQ c: LU � ; Z o. III W. O N, 0 tlt W. Z t i U = z 19' 4 o ie- -Hh G 5. wok_ e 6.464 -- S io t 30$ p ( i s A 8 ,9 2 • 5,r 3• R� 1'^M41c ' t6. o (L. fr tk5E W 8)( & Cti St: s-csa, u (r •-,.1 Swenson Say Faget .A - i rut t in Engineering Corporation project LA- OUT "M' ( 2". SP4otiZ6 o D ..2..(e%)1 4c; r ... S.P A- i .t�l. .1.. 2: cd.var,: "t.6 �tr-f I� 4 ...1 1•P-'.b - 12,S' C :3. p f..' .�- ?)6, r F 3v f i • i M % :1r 3 ;I i .:ft • ' 1( L tN ('z, X. 5 C, iI s 3 H ; , Y =. 8, 6 w 4- - Z� o q — ►-�. -2 9 d4 wA•.c05P A rt.. ,. ei" (0g ;" ,, C T I t- 6 '('R- `. g to. 5 ' It- O.36`' c,T 1�d , S? Aasa A cos Kra : 6(•9 d1G2'` c- NSt� Icec-tii) pc4 (J Fv4L QcPiIE F-4-`5 8 > — C -i - fECE(VED CITY OF TUKWILA ' • - ' , . . I eS. try JLCZ (. ekM S _ co o C W r2 X 50 � S� �,� • P �• W 0_14. 5�� we: P � H-(9-1470 PERMIT CENITEP 2124 Third Avenue • Suite 100 • Seattle, WA 98121 • Ph (206) 443 -6212 • Fx (206) 443 -4870 G1 " a CA f3ER • BP.J�i''1 '�Z t Ft 0-e•r WLLn -N b6-1/6 -op ,707 Ng ?O u �� e1 ...:.O' ; ,,,,tk .4 .l...416Fs a� at' • tc, n date proj. no. S 126‘./1.5 / sheet z ~ w . 6 00 CO 0 w J 1... CO u. 0 . L Q tn D = z � O. W t— uj O � : 0 F- 11 0 t .- z U N O z wt2-X Cci Tv • Swenson Say Fagot \ titru� t mitt I:n ittt ring cut poral ic,n project • v t U (:^'Q 9 c4--t Tl (€ I date design �{ — c 9 — 1000) 2124 Third Avenue • Suite 100 • Seattle, WA 98121 • Ph (206) 443 -6212 • Fx (206) 443 -4870 RECEIVED CITY OF 7UKWILA APR 1 9 2000 PgroarervnT prof. no. o ? S sheet Z J U. 0 co W = ` J i W —J u. � HO Z H: ON . t- WW I H' II .Z v = O ~' Z August 23, 2001 Mr. C.J. Deleon 81 1 First Avenue, 11615 Seattle, WA 98104 RE: Permit Status D2000-114 4411 South Ryan Way Dear Mr. Deleon: In reviewing our current permit files, it appears that your permit for construction of a new carport for 4 cars, issued on May 17, 2000, has not received a final inspection by the City of Tukwila Building Division as of the date of this letter. 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 for a period of 180 days, after the work is commenced. Based on the above, if the 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, C C� • Stefania Spencer Permit Technician City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director \c: Permit File No. 1)2000-114 Duane Griffin. Building Official 6300 Southrenter Boulevard, Suite 11100 • Tukwila, IVashington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 June 13, 2000 ATTENTION: Dave Larson Tukwila Building Department 6300 Southcenter Blvd. Tukwila, WA 98188 SUBJECT: Field Inspection Concrete Footings RAISBECK CARPO Dear Mr. Larson: This is to confirm our phone conversation re: the concrete footings for the Carport structure for Raisbeck Engineering at 4411 South Ryan Way, Seattle, WA 98178: 1. The draintile which intersects approximately the "outside" 25% of the footing, at the bottom, can be left in place and be encased by the concrete pour. It was determined that this intersection would not substantially affect the integrity of the new concrete footing. 2. #4 rebar has been used throughout the entire footing, rather than a combination of #4 and #5, as shown in detail 1 /S -1 on the Structural Drawings. This was reviewed and approved by Dan Morrow, the structural engineer with Swenson Say Fagot. #4 rebar was used on the bottom of the footing and was increased from 5 - #5 bars to 8 - #4 bars. Calculation below: #5 rebar = .306795898 sq. in. /bar x 5 = 1.53397949 sq. in. total #4 rebar = .196349375 sq. in. /bar x 8 = 1.57079500 sq. in. total Bars should be placed so that they are equally spaced with the same clearances from the bottom and face as shown in the detail noted above. Sincerely, JPC ARCHITECTS, P 4 ECE1VF ,JUN 1 6 2000 DEVELOPMENT -a Michael Jones, Asso Manager, Seattle Office cc: Joe Peterson, Seattle Construction Resources Inc. JFc ARCHITECTURE PLANNING INTERIOR DESIGN FACILITIES MANAGEMENT 811 First Ave., Suite 615 Seattle WA 98104 tel (206) 652 -5540 rex(206) 652 5541 www.Jpcarchitects. com Z F Z re w 00 to 0 w J � LL w O. 2 J w , I-0 Z ~ 2 p. 'O —.. I - . w W I— - . O Ill Z :. o O Z rw:F, •• 7 2..99 1 4 . 1 2 FROM ! TERRA ASSOCIATES 1 D :20682 14 3 34 ........ vas :.. Mr. Steve Gula Seaco Petroleum, Inc. 7777 Road So., Suite 201 Seattle, WA. 98108 Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences TERRA ASSOCIATES, Inc. Subject: Geotechnical. Engineering Study Proposed Office /Warehouse Building South Ryan Way & Martin Luther King Jr. Way Seattle, Washington Dra: Mr. Gula: As requested, we have conducted a Geotechnical Engineering Study for the proposed office /warehouse structure to be constructed at the southeast corner of the intersection of Martin Luther King Jr. Way and South Ryan Way in Seattle, Washington. The purpose of our study was to explore the subsurface soil conditions in the area of the proposed construction in order to provide recommendations for site preparation, foundation design and construction. The scope of our study included test pits, laboratory tests, geotechnical engineering analyses and the preparation of this report. This report presents our findings and the results of our study. SUMMARY OF FINDINGS Our study indicates that the site is underlain at relatively shallow depths by bedrock. This bedrock strata will provide adequate foundation support for the proposed three —story steel.frame structure although it will be difficult to excavate to proposed building grades. Our test pits indicated bedrock at depths of 4 to 11 feet below existing grades which will necessitate excavation of up to about 4 feet below the top of the rock to reach footing grades along the south wall. Along the north wall, where design footing grades are higher than the rock, footings should be excavated down to rock to srovide uniform foundation bearing conditions throughout the structure. e r:allowing sections of this report describe our study and explain it in Treater detail. T tXO1ILI 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) 821 -7777 • Fax (425) 821 -4334 • terra @terra- associates.com =. PERMIT t'FI1ITFP PAGE 2/17 Z 1 —w Q Q • � JU U O to o U) L : w O ga = d � w Z � H Z 1— w U • C O — CF- LU uj r — IL. W Z O co 0 1 O Z ^1.P• 22 -rsI "14:12 FROM• TERRA. ASSOCIATES ID: 2086214334 SITE CONDITIONS The subject property is a triangular shaped plot located at the southeast ::corner of Martin Luther King Jr. Way and South Ryan Way in Seattle, Washington. The site is heavily wooded with large second growth alder, maple and cottonwood trees. Overall topographic relief ranges from about Elev. 70 • along the'south property line in the eastern portion•to about Elev. 20 in the northwestern corner. The general gradient of the site is from the south down towards the north. PROJECT DESCRIPTION At %be time our study was performed, it was planned to construct a three - s .or c steel frame office-warehouse structure located as shown on the' Site Fiat, { c ieure 1). Details of the exact building design and structural loading for the building were not known at the time of our study. 'However,,based on previous experience •with similar structures, we expect that perimeter load bearing walls•will carry less than 5 kips per lineal foot and that isolated spread footings will carry loads of less than about 75 kips. Preliminary plans indicate that finish floor elevations for the first floor will he at Elev. 36.5 feet requiring cuts of up to 16 feet along the south building wall and two to four -foot fills for the northwest corner. Basement walls will be required along the south, west and east walls. As design details become finalized, Terra Associates, Inc. should be allowed to review the plans to make supplementary recommendations, if needed. Our field exploration was conducted on November 13, 1985. Subsurface conditions in the area of the proposed building were explored by excavating 8 test pits to a maximum depth of 11.5 feet below the existing grade. Test pi!.s were excavated using a rubber - tired backhoe. The locations of the test pits were approximately determined by measurements from the numbered trees on the Topographic Nap and Tree Survey prepared by David Evans & Associates, Inc. Elevations of the test pits were determined by interpolation from elevations shown on the Topographic Map. Locations of the test pits are shown on the Site Plan, Figure 1. The field'exploration was continuously monitored by our representative who classified the soils encountered, maintained a log of each test pit, obtained representative samples, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System, which is presented on Figure 2. Logs of the test pits are attached to this report as Figures 3 through 6. These logs represent our interpretation of the field logs and the results of the laboratory examination and tests of field samples. RECEIVED CCTV OIF TUKWMLA APR 192000 1 7�... in.. . AT.. ') /. f. A,. .... 7 . PERMIT CENTS PACE 3/17 z re 1 1 6 U0 W I CO U. w 2 u. Q = W z � I- 0 Z ~ uj 0 p U N o u.I H H LL O w U 2 . — 0 z APR -22 -99 14 =13 FROM =TERRA ASSOCIATES IC=206B214334 Representative soil samples obtained from the test pits were placed in closed containers and returned to our laboratory for further examination and testing. Moisture content determinations were performed on all samples. In addition, we also performed three sieve analyses to determine the grain size characteristics of representative site soils. The results of these tests, as well as the soil classifications are shown on Figure 7 and on the logs included with this report. SUBSURFACE CONDITIONS Soil conditions at the site are fairly uniform, as indicated by our test pits. Generally, the pits encountered up to approximately 6 inches to 2 feet of duff and topsoil below the surface. Below, native soils consisted of loose to medium dense sandy silt and silty sand with rock fragments. These materials extended to depths ranging from about 4 to 11.5 feet below the ground surface. Soils at depth consisted of dense weathered to unweathered sandstone bedrock. Groundwater seepage was not encountered in any of the test pits during our field study. However, it is likely that some flow of groundwater may occur c,^ t.hi r. fractures in the sandstone bedrock. DISCUSSION AND RECONMENDATIONS General Based on our study, it is our opinion that the proposed office- warehouse structure may be constructed as planned, provided the recommendations presented in this report are incorporated into the project design and construction. The primary geotechnical feature affecting the proposed ror,s1:ruc~ ion is the presence of bedrock at depths of 4 to 11 feet below it is planned to establish the basement floor at Elev. 36.5. For this floor level, the foundations will be at approximate Elev. 35+. At this anticipated foundation level, we expect that most foundation excavations along the south, east and west sides of the. building will extend into bedrock or be very near i.t. However, along the north wall, in roughly the western half, the foundation excavation may not extend to bedrock and will bottom on the native loose to medium dense sandy silts. If this portion of the building were supported on these sandy silts, while the remainder of the building is supported on bedrock,. differential settlements will occur between the two p< of the building. Such differential settlements could result in `•i ^, !'1 i t".ic.afft damage to the structure. Hence, we recommend that all f. be extended down to bedrock. At some locations, along the north wall, overexcavation of five feet may be required for this purpose. U.-r. iprr T.:n 04A D7no - . z F- w U 0 U o w � w g Q co 3 = I— _ z � t- 0 w ~ w U0 ON O f—. w U, IL. O w Z SD- P ~ z +PP - 22 -99 14'13 FROMITERRA ASSOCIATES Along the south wall (Test Pit TP -8), the bedrock is at about Elev. 42 and dips toward the north to about Elev. 36 at the northeast corner (Test Pit TP- 7) and about Elevs. 28 to 30 in the northwest (Test Pits TP -1 and TP -2); The rock uncovered in the test pits is a soft sandstone. At the soil -rock interface, the rock is fractured and relatively easily excavated. It will likely become more dense and difficult to excavate with depth. Heavy ripping will almost certainly be required at greater depths of excavation into the b drock. basement retaining walls will be required along the south, east and west sides of the structure. These walls must be designed to resist lateral earth pressures. In addition, they must be waterproofed, as well as provided with adequate subsurface drainage. This report has been prepared in accordance with generally accepted geotechnical engineering practices. It is intended for specific application to this project and for the exclusive use of Seaco Inc. and their representatives. No other warranty, expressed or implied, is made. The following sections of this report present more detailed recommendations for the various geotechnical engineering aspects of the project. These recommendations should be incorporated into the project design and construction. Site Preparation, Grading and Earthwork Preliminary plans available to us at the time of our study indicate that cuts of up to about 14 to 16 feet along the southern wall and fill of 4 to 6 feet at the northwest corner will be made for the building pad. The ex.cavatI.on for the southern wall will extend into the bedrock by about 6 of WO Y. The rock is fractured at the soil /rock interface but will likely become :larder and more difficult to excavate with depth. This rock and the difficulty of excavation should be taken into account when designing underground utilities. .Structural fill placed for slab support should be placed in shallow lifts and. compa.cted.to at least 95% relative compaction • as determined. by ASTM Test Designation D-1557 (Modified Proctor). •For structural fill placed in parking areas, relative compaction of 90% is adequate up to the final foot where 95 %' relative compaction should be achieved. We recommend that structural fill to be placed under wet conditions be granular and contain less than 5% fines (material passing the. #200 sieve on the portion passing the 3/4" screen). Art -a:; to receive structural fill should he cleared of vegetation and topsoil prior to placing fills. The existing soils have a high fines content and, at the time of our study, they were wet, making these soils difficult to compact for structural fill. The existing soils are also moisture sensitive and subject to disturbance under construction traffic. r . . ID'2069214334 PAGE 5/17 RECEIVED CITY OF TUKWILA APR 1 9 2000 z xZ w. ug = JU U cn0 w W • 0 J ur ?. co I z � F- 0 W ~ gy U O N 0 ►- W H U ' tL O .Z w co O I— z .hPR -22 -SS 14.14 FROM =TERRA ASSOCIATES - 10 Overexcavation and replacement with granular pit run soils may be necessary to provide a stable working surface. The depth and extent of the overexcavation will likely be greater if the work is to be completed during the winter rainy season. The placement of asphalt- treated base (ATB) over driveways and parking areas should be considered to protect the subgrade during construction. Foundations The proposed three - story steel frame structure may be supported on continuous and /or isolated spread footings bearing on the firm bedrock. In order to provide relatively uniform foundation bearing conditions throughout the structure, all foundations should be based on the rock. This will require excavation through the soil overburden for the northern portion of the building. This overexcavation may be up to five feet at some locations. Perimeter foundations should extend to a minimum depth of 18•inches below the adjacent final. grade. Continuous footings bearing on sound bedrock may be designed for an allowable bearing pressure of 5,000 pounds per square foot (psf). A minimum width of 18 inches should be used for continuous footings. Individual spread footings,, where used, may also be designed for an allowable bearing pressure of 5,000 psf and should have a minimum width of 24 inches. A one -third increase in the above bearing pressures may be used when considering wind or seismic loads. All footings should be provided with steel reinforcement in accordance with structural requirements. Continuous perimeter drain lines should be installed adjacent to perimeter footings. Settlements We anticipate that the total long -term settlements under building loads supported on bedrock less than 0.5 inches. Basement Walls Basement retaining walls should be designed to resist lateral earth pressures. Where walls are relatively free to rotate at the top, we recommend that walls be designed to resist the pressures imposed by an equivalent fluid weight of 35 pcf. Walls that are restrained from free movement at the top should be designed for an additional uniform lateral pressure of one hundred psf. The above. pressures assume a maximum wall height of 17 feet, and do not take into account additional forces due to hydrostatic :forces, adjacent high footings, surcharge loads or sloping backfill. These pressures also assume that materials retained by the walls will be imported granular soils or the native in -place soils with proper provisions for drainage. 21niort- tun ?AA PAOP 5 ARMED CITY OF TUKWILA APR 1 9 200A PERMIT CENTER rHC:t c.i, z w 6 O 0 w w J I... CO W W O g to � • d F. HO Z I— LL) w U O ON O F, ww I— LL O ll Z i UW P O 1- z APR-22-S9 14:14 FROM:TERRA ASSOCIATES ID:2069214324 PACE 7/27 All walls must be. provided with adequate subsurface drains and free - draining backfill to prevent development of hydrostatic pressures: Behind all walls, we recommend placing at least a 12 -inch wide zone of free - draining materials having less than 2% fines passing the #200 sieve on the material passing a 3/4" sieve. Alternatively, a manufactured drain such as Enka drain or Miradrain may be used against the wall. A perforated drain pipe should be placed at the base of the permeable layer at the same level as the base of the footing and should discharge towards suitable drainage facilities. A layer of native soil no more than 6 inches thick may be used to cap and "seal" the .permeable layer at the surface after a filter cloth or construction paper has been placed over the clean backfill. Lateral Loads Horizontal forces may be resisted by passive pressures equal to those imposed by a fluid with a density of three hundred and fifty (350) pcf. This value assumes that all footings are poured neat against undisturbed native soil /bedrock or compacted fill soils. A coefficient of friction of four tenths (0.4) may be used between concrete and soil /bedrock. Concrete Slabs Floor slabs may be constructed as slabs -on -grade supported on the native subgrade or compacted structural fill placed in accordance with the Site Preparation section of this report. A control joint should be installed in the concrete slab along the cut -fill line to accommodate potential differential settlements. We recommend that at least four inches of a free - draining gravel, such as 1/4 to 3/8 -inch pea gravel be placed beneath the slab to act as a capillary break. In areas where damp floors are undesirable, a plastic membrane with a thickness of ten to twelve rails should be placed above the gravel to act as.a vapor barrier. The membrane may be covered by an inch or so of sand to protect it from damage during construction. Surface and Subsurface Drainage Finish surface gradients should be created to direct runoff away from the buildings and towards suitable discharge facilities. To reduce the potential adverse effects of groundwater on foundation performance, we recommend that permanent footing drains be installed. Roof drains should be separately • tightlined away from the buildings and discharged into adequate drainage facilities. AMMO CITY OF TUKWILA APR 1 9 2000 PERMIT CEWTtP Z w rt 6 U O U) 0 W = U) L; W gQ U d I Z F.. F 0 Z I- W U 0 O (2 0 ,- w U : LI 0 .. Z U= O ~ Z 4 PR -22 -99 14 1S FROM+TERRA ASSOCIATES Excavations and Slopes Excavations of about 14 to 16 feet will be required for the south wall. Temporary cuts in the native soils should have an inclination no steeper than 1:1 horizontal:vertical (H:4). Surface water should not be allowed to flow uncontrolled over the temporary cut slope.. All permanent slopes in native soils or fill. materials should be inclined no steeper than 2 :1. Surface water should not be allowed to flow uncontrolled over the top.of any slopes. To reduce erosion and improve stability, all permanent exposed slopes should be seeded with appropriate vegetation. We recommend chat all slopes be examined by Terra Associates, Inc. to verify that slope conditions are as expected, and to provide supplementary recommendations if slope conditions are encountered that differ from those seen in the test pits. Pavement Areas Parking and roadway areas may be. supported on a recompacted stable native soil subgrade or compacted structural fill in accordance with the site preparation section of this report. The near surface soils are soft and were wet at the time of our study. Where finish grades are close to existing grades, overexc.avation and replacement with clean granular fill may be necessary to provide a stable subgrade. Regardless of the. compaction effort, all subgrade areas must be in a stable and non — yielding condition. prior to paving. Soft areas in the subgrade should be overexcavated and replaced with structural fills to achieve a stable subgrade. The use of'a course of ATB to protect the subgrade after excavation should be considered, if work will be performed during wet weather. The pavement section for lightly loaded traffic or parking areas should consist of two inches of Asphalt Surfacing over four inches of Crushed Rock Base or three inches of Asphalt Treated (ATB). Heavier loaded traffic areas will require thicker sections. We will be pleased to assist you in developing appropriate pavement sections for heavy traffic zones, if needed. .Additional Services We recommend that Terra Associates, Inc. be requested to conduct a general review of the final design and specifications to verify that earthwork and foundation recommendations have been properly interpreted and implemented in the design of the project. Drniorr Un ') /.A hono 7 ID'2088214334 PACE Q / r RECEIVED CI1'Y OF TUKWII.A APR 1 9 2000 PERMIT CENTEP w 6 —I C.) 000 co 0 w = Nw w 0. gQ rn = d I— ' z � 0 Z F- LLI U O w o w u.5 U N' APR -22 -s9 14 : 1 5 FROM :TERRA ASSOCIATES 1 U : 2 0liW2 1 4:i.$4 The analyses. and recommendations submitted in this report are based upon the data obtained from the test pits excavated on the site., Subsurface conditions different from those observed in the test pits may exist on the site. The nature and extent of such variations may not become known until construction is underway. If variations are then observed, Terra Associates, Inc. should be requested to re— evaluate the recommendations presented in this report. This should be done prior to proceeding with construction. We also recommend that Terra Associates, Inc. be retained to provide ±;eot.rchnira1 observation and testing services during construction. This is to observe compliance with the design concepts, specifications and recommendations. It will also allow expedient design changes in the event subsurface conditions are encountered that differ from those anticipated. We recommend that Terra Associates, Inc. provide the following services during construction: (a) Examine and proofroll prepared subgrade areas prior to the start of fill placement or earthwork. b Observe stability of temporary cut slopes. (c) Perform field density testing of structural fills and observe grading and earthwork operations. (d) Examine all foundation bearing surfaces and slab subgrades prior to forming and concrete placement. It is requested that we be given two working days' notice to provide any of the above services. The following figures are included and complete this report: Figure 1 Figure 2 Figures 3 through 6 Figure 7 Site Plan Soil Classification Chart Test Pit Logs Grain Size Analysis Prn;Prr Nn. 246. Paee 8 RECEIVED CITY OF TUKWIIA APR 1 9 2000 PERMITCFNTEP r - M IrG a■ 1 I APR -22 -99 14.16 FROM•TERRA ASSOCIATES We trust the information presented in this report is adequate for your requirements. If you need additional information or clarification, please call. Sincerely yours, TERRA ASSOCIATES, INC. Anil Butail, P.E President AB /GPM:ecs cc: Mr. Dick Shavey 4 - 1 E Z - . A gp; , _ .' o • ts e ~ ' s �iiro;.rr�� Prniur.t. }1n 7 /MA Pomo 0 IL) . 210bU2 1'1 J J'1 r mt. L 1_1u/ 1 RECENEO CRY OF TUKWILA APR 1 9 2000 PERMIT CF.MTI F TP-1 T PP-4 (7) TP -2 (5) — `` — �� \ \ 'S 0 -,s o Le• 44/ - � 36 �el Y / TP -3 Proposed Building ( 1 1.6) (9) /1 (10:6) TP -o TO t LEGEND App-. .. •;•teltl Test P1tlocation TP -3 (11).Apptca male depth to bed rock 41 SCALE 6 10 10 40'1611 61 10 \ -S I. TERRA •t:i ASSOCIATES Gcotechnic,d Consultants BITS PLAN SEACO BUILDING BEATTLE. WA. Pro). No.124 e I Dates e,' 6 61 Flg toe 1 Group PRIMARY DI' ..ONS Symbol SECOA_JRY DIVZS,IONS COARSE GRAINED SOILS more than half of material la larger than No. 200 sieve .seize .GRAVELS more than half of coarse fraction is larger than No. 4 sieve 'Clean Gravels (less than 5% fines . GW . well•graded gravels, gravel -sand mixtures, . little or no fines. GP poorly g?azied or gravel -sand mixtures, little or no fines. Gravel with Bras GM silty gravels, gravel - sand -silt mixtures, non- plastic•finee. GC clayey gravels, gravel- sand -clay mixtures/ plastic fines. SANDS more than half of coarse fraction its smaller than No. 4 sieve Clean Sands (less than 5% fines SW well graded sands, :gravelly sands, little or no fines. SP pooriy•gredded sands or gravelly sands, little or no fines. Sands with fines SAS silty sands, sand -silt mixtures, non- plastic fines. SC clayey sands, sand -clay .mixtures, plastic fines. FINE CHAINED SY)ILJ more than half of material la ;!nialier than No. 200 stove size SILTS AND CLAYS liquid limit is less rasa 50% • lam. 'inorganic silts and very fine sands, rock flour, silty or clayey fine zands or clayey silts with slight plasticity. CI. inorganic d y-s of low to mcxiium rl gravelly clays, ' say clays, eLit / clays, l clays. OL organic silts and organic cisys of Ic..w elasticity. SILTS AND 'CLAYS liquid limits is greater than 50% .14E1 inorganic silts, micaceous or diatom - ceous fine sandy or silty soils, elastic. CH inorganic clays of high plasticity, fat clays. F.IGHLY ORGANIC SOILS PT • _ peat and other highly organic soils. PLASTIC SILTS AND CLAYS Unconfined Compressive Strength tons /En:_ ft. STANDARD ,, ENE TR.ATI03. RI ft_ very soft 0 - 1/4 0 - 2 soft 1/4 - 1/2 2 - 4 firm 1/2 - 1 4 - 8 stiff 1 - 2 8-16 very stiff 2 - 4 15 -32 hard over 4 over 32 SANDS, GRAVELS, AND NON - PLASTIC SILTS STANDARD PENETRATION •Rlnw /Ft very loose 0- 4 loose 4-10 medium dense 10 -30 dense 30 -50 very dense over 50 '` -'" 22 • i t 1 4 : 1 ? FROM +TERRA ASSOCIATES SILTS CLAYS DEFINITION OF TERMS U.S. Standard 40 d rd Series Sieve 10 4 the RELATIVE DENSXTY TERRA ASSOCIATES Gootechnlcai Consultants • . ID Clear S Sieve Openings 3/4" 3" 12" GRAVEL fine I coarse CONSISTENCY COBBLE PACE 12/17 BOULDER UN•iFI'ED SOIL CLASSIFICATION SYSTEM Seaco Building oIWQF WED Seattle, Washington A� KWILA APR 1 9 2000 - - I ts - 6" Forest litter and topsoil Tan, sandy SILT, moist, loose. 13.i . ... - Cr SS Fractured sandstone grading to dense sandstone. ..... . Test. Pit met refusal at 4.5 feet. No groundwater seepage. . . . . - - ML 8" Forest litter and topsoil dd h b Reddish • eisrown sandy SILT, moist, loose. T 24.5 MOWED . OF1UKW1lA - Cr SS Fractured sandstone grading to sandstone. - - .......1 - _ Test Pit met refusal at 5 feet. No groundwater seepage. C . APR 1417 FROM%TERRA ASSOCIATES Depth (ft.) 0 5 10 15 0 5 10• 15 Logged By GPM Data 11-19-85 USCS Logged By GP Date 11-19-85 TERRA ASSOCIATES Geotechnical Consultants TEST PIT NO. 1 Soil Description TEST PIT NO. 2 ID2068214334 PACE 13/17 Elev. (96) Elev. 32 TEST NT LOGS Seaco Building Seattle, Washington Proj. No. 246 •Date Dec. '85 Figure 3 , APR -22 -99 14.18 FROM•TERRA ASSOCIATES TEST PIT LOGS Seaco Building Seattle, Washington Figure 4 Date Dec. '85 Proj. No. 2 .Depth (ft.} 0 10 15 5 10 16 0 5 Logged By QF 1_ D - •11 -19 -85 USCS TEST PIT NCB. 3 Logged B GPM Date 11 -19 -85 TEST PIT NO. i TERRA • ASSOCIATES Geotechnicai Consultants Soil Description ID: 2088214334 4 Elev. 37 W E lev. 42 PACE 14/27 ;: 1 4 SM. Forest litter and topsoil. 14.0 • - - _ ' SM Reddish /brown, sandy SILT, with fractured sandstone rock pieces, dry, dense. Reddish /brown, sandy SILT, dry, dense grading to dense siltstone. Test Pit terminated at 8.0 feet. No groundwater seepage. APR -22 -99 14.18 FROM•TERRA ASSOCIATES TEST PIT LOGS Seaco Building Seattle, Washington Figure 4 Date Dec. '85 Proj. No. 2 .Depth (ft.} 0 10 15 5 10 16 0 5 Logged By QF 1_ D - •11 -19 -85 USCS TEST PIT NCB. 3 Logged B GPM Date 11 -19 -85 TEST PIT NO. i TERRA • ASSOCIATES Geotechnicai Consultants Soil Description ID: 2088214334 4 Elev. 37 W E lev. 42 PACE 14/27 f M SM • Dark brown topsoil, moist, soft. ' SM ML Brown, gravelly sandy SILT, l=ist, medium dense. 19.0 SM Light brown, sandy SILT with gravel and sandstone 10.8 ML fragments, dry, dense. 13.8 �• SS Fractured sandstone - , Test Pit met refusal at 7.0 feet. - No groundwater seepage. • -- REC ED CITY OF TUKWILA APR 1 9 2000 - PERM{ CENTER APR -22 -99 14.18 FROM•TERRA ASSOCIATES TEST PIT LOGS Seaco Building Seattle, Washington Figure 4 Date Dec. '85 Proj. No. 2 .Depth (ft.} 0 10 15 5 10 16 0 5 Logged By QF 1_ D - •11 -19 -85 USCS TEST PIT NCB. 3 Logged B GPM Date 11 -19 -85 TEST PIT NO. i TERRA • ASSOCIATES Geotechnicai Consultants Soil Description ID: 2088214334 4 Elev. 37 W E lev. 42 PACE 14/27 APR -22 -SS 14.15 FROM =TERRA ASSOCIATES Depth • 0 5 Logged By GD t DEW 11 -19 -85 USCS Logged. By . GPM D 1 TERRA ASSOCIATES Geotechnical Consultants TEST PIT NO. 5 Soil Description ID'2085214334 TEST PIT NO , 6 TEST PIT LOGS Seaco Building Seattle, Washington PAGE 15/17 Elev. 56 Elev. _� k } 4 1 {1; F SM Dark brown topsoil with dense roots, moist, soft. 21.7 12.6 11.9 T1IKWII,q i 9 2000 r CENTER :4 w 4*-;f11 :./ SM Light brown, silty SAND with gravel and sandstone fragments, dry, medium dense grading to dense and very dense ar 8 feet. • Grey gravelly, silty SAND, moist, medium dense grading to very dense at 7.0 feet. 30.1 12.3 cE,VED APR PERM, Test Pit terminated at 8 feet. No groundwater seepage. APR -22 -SS 14.15 FROM =TERRA ASSOCIATES Depth • 0 5 Logged By GD t DEW 11 -19 -85 USCS Logged. By . GPM D 1 TERRA ASSOCIATES Geotechnical Consultants TEST PIT NO. 5 Soil Description ID'2085214334 TEST PIT NO , 6 TEST PIT LOGS Seaco Building Seattle, Washington PAGE 15/17 Elev. 56 Elev. _� k SM Dark brown.topsoil, moist, soft with roots. , T1IKWII,q i 9 2000 r CENTER • • SM Grey gravelly, silty SAND, moist, medium dense grading to very dense at 7.0 feet. 30.1 12.3 cE,VED APR PERM, SS Fractured sandstone Test Pit met refusal at 9 feet. No groundwater seepage. • APR -22 -SS 14.15 FROM =TERRA ASSOCIATES Depth • 0 5 Logged By GD t DEW 11 -19 -85 USCS Logged. By . GPM D 1 TERRA ASSOCIATES Geotechnical Consultants TEST PIT NO. 5 Soil Description ID'2085214334 TEST PIT NO , 6 TEST PIT LOGS Seaco Building Seattle, Washington PAGE 15/17 Elev. 56 Elev. _� k 'P •-22 -85 14:16 FROM:TERRA ASSOCIATES . 5 10 15 0 5 10 15 USCS Logged By GPM Date 11 -19 -85 TERRA ASSOCIATES Geotechnical Consultants TEST PIT NO. ? TEST PIT NO.8 Soil Description ID:2068214334 Elev. 46 __... W (961 Elev. 53 TEST PIT LOGS Seaco Building Seattle, Washington Proj. No. 246 Date Dec.'85 PACE 16/1/ Figure 6 z Hw J 0 0 u, 0 wi J I CO IL W g Q = a F. W z � 1- 0 Z F-- U0 0 cn. 0 F- W tu I- H O I z U I . O 1- z ' SM Dark brown topsoil 24.7 1 9 7rf1 ; U! 0 SM ML Mottled, orange /grey, sandy SILT, moist, soft. _„ -. ": - - -t` it -4 -. ..0.)-;1 1 : T, ::../ST a: L � Mottled grey /tan, silty SAND' with fractured sandstone fragments, moist, medium dense. •'14.0 {•' .. . 1 ,:l Fractured sandstone dry. °: Test Pit terminated at 10.5 feet in fractured sandstone. 'P •-22 -85 14:16 FROM:TERRA ASSOCIATES . 5 10 15 0 5 10 15 USCS Logged By GPM Date 11 -19 -85 TERRA ASSOCIATES Geotechnical Consultants TEST PIT NO. ? TEST PIT NO.8 Soil Description ID:2068214334 Elev. 46 __... W (961 Elev. 53 TEST PIT LOGS Seaco Building Seattle, Washington Proj. No. 246 Date Dec.'85 PACE 16/1/ Figure 6 z Hw J 0 0 u, 0 wi J I CO IL W g Q = a F. W z � 1- 0 Z F-- U0 0 cn. 0 F- W tu I- H O I z U I . O 1- z N,V' SM Dark brown topsoil 18.9 8.8 g • �1'YOFTU}i1,A APR 1 9 7rf1 ; 1 -1 14 7" SM ML Tan, sandy SILT, moist, llose. ., -- ='`{�= ; SM Tan, sandy SILT with gravel and sandstone fragments, moist, medium dense to dense. _ - _ {•' .. . 1 ,:l SM Grey, gravelly, silty SAND with .cobbles to 6 ", moist, very dense. Test Pit met refusal at 11.5 feet in dense sandstone. No groundwater seepage. 'P •-22 -85 14:16 FROM:TERRA ASSOCIATES . 5 10 15 0 5 10 15 USCS Logged By GPM Date 11 -19 -85 TERRA ASSOCIATES Geotechnical Consultants TEST PIT NO. ? TEST PIT NO.8 Soil Description ID:2068214334 Elev. 46 __... W (961 Elev. 53 TEST PIT LOGS Seaco Building Seattle, Washington Proj. No. 246 Date Dec.'85 PACE 16/1/ Figure 6 z Hw J 0 0 u, 0 wi J I CO IL W g Q = a F. W z � 1- 0 Z F-- U0 0 cn. 0 F- W tu I- H O I z U I . O 1- z . 8 J8 a o t z: 8 8- s 00 Be 70 lei MAO 1111117:711 • I]• EN III•E 01111 NIL MO 11111111! ta� �ra __ NIi MI 1 = r` = �I III i ii` - - �. � 1��, N•111 iii al MINI . Minn ��� . .„ _ - H .. 50 40 , 30 20 0 a i 1 I iii ■ • U --M— MB hill . LIM= ■EM r• _ - t T r . , • , 7• t J I • - ° °w a °v 8 o w w v N w ao a e? 01 8 g i o o yv r 8 R` $ GRAIN R17_F IN Mil I IMFTFRS g s § g g §. 0 0) m d 1D (o 1v rt C/3 rt (D F-' W - • o I tr r. �• a 00 i rt OQ 0 z N m z I N " m n rn z H z m 00 G) I --I COBBLES COARSE 1 FINE GRAVEL COARSE 1 MEDIUM 1 FINE SAND FINES SIEVE ANALYSIS • SIZE OF OPBNINO IN INCHES t1UMSER -OF MESH PEP II4CN, ; 1.5. S1ANDAHD Boring or Test Pit TP -7 TP -8 TP -5 Depth (ft.) 2.5 5.5 4.0 U SM SM SM Silty SAND with gravel Silty SAND with gravel Gravelly silty SAND Description HYDROMETER ANALYSIS GRAIN SIZE' IWM . NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Moisture Content { %) 24.7 8.8 12.6 LL 10 20 30 40 60 so 70 BO 90 100 PL v n M ACTIVITY NUMBER: D2000 -114 DATE: 4 -19 -2000 PROJECT NAME: RAISBECK ENGINEERING CARPORT SITE ADDRESS: 4411 S RYAN WAY XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: By4��i�l� i d s " �n�� " ,,Dision Fire Prevention ve Planning Division dLW1'Cll L� vi - �.D - o I1/ 4 °2.o -DO it(a- 4 -zo-o0 Public Works 111 Structural n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Approved ri Approved with Conditions REVIEWER'S INITIALS: \PRROUTE.DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Incomplete A‘c (fir Vv14/t d 4-24 --ty)(___> CORRECTION DETERMINATION: Approved n Approved with Conditions REVIEWER'S INITIALS: • DUE DATE :4-20-2000 Not Applicable n TUES /THURS ROUTING: Please Route ri Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE 5-11 -2000 Not Approved (attach comments) ri DATE: DUE DATE Not Approved (attach comments) I DATE: z rew 6 00 (.0 iu Lu w 0 g Q. Y O = d, I- al Z = zo 0 0 O N O I- Ww I U u. O .z w O z ACTIVITY NUMBER: D2000 -114 DATE: 5 -2 -2000 PROJECT NAME: RAISBECK ENGINEERING CARPORT SITE ADDRESS: 4411 SOUTH RYAN WAY Original Plan Submittal XX Response to Incomplete Letter # 1 Response to Correction Letter # Revision # _ After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATI N OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved n Approved with Conditions REVIEWER'S INITIALS: \PRROUTE.DOC 5199 z IZ re 11 QQ� 0 0 0 L - 1 . 1 1 N LL w 0 � Q CO d = w z � Z 0 W w O -. o ff w F- -: O w z U O � z ACTIVITY NUMBER: D2000 -114 PROJECT NAME: RAISBECK ENGINEERING SITE ADDRESS: 4411 SOUTH RYAN WAY Original Plan Submittal XX Response to Correction Letter # CARPORT DATE: 5 -2 -2000 Response to Incomplete Letter # 1 Revision # _ After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: \PRROUTE.DOC 5/99 PLAN REVIEW /ROUTING SLIP • n TUES /THURS ROUTIN Please Route Structural Re Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with C REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved REVIEWER'S INITIALS: Fire Prevention Structural Incomplete itions Approved with Conditions ;»...,. Planning Division Permit Coordinator DUE DATE:5-4-2000 Not Applicable No further Review Required DATE: 6 J' /4 / .CY9 DUE DATE 5-30 -2000 n Not Approved (attach corn ents) DATE: DUE DATE Not Approved (attach comments) n DATE: z w QQ � J U 00 111 F— w u _ = ~w Z = zo w w 0 O � ❑F- w u' O w Z H O~ z DEPARTMENTS: Building Division Public Works Complete Comments: (f2 �c,t,� ' TUES /THURS ROUTING: Please Route \PRROUTE.DOC 5/99 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D2000 -114 DATE: 4 -19 -2000 PROJECT NAME: RAISBECK ENGINEERING CARPORT SITE ADDRESS: 4411 S RYAN WAY XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued A Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete X SS� p Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions n REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved n Approved with Conditions REVIEWER'S INITIALS: n n Pgik'rq Planning Division Permit Coordinator DUE DATE:4 -20 -2000 Not Applicable n t (:t cz1 `i WPC � i caL S ex.: tA b.( I n No further Review Required DATE: DUE DATE 5 -11 -2000 Not Approved (attach comments) 11 DATE: DUE DATE Not Approved (attach comments) n DATE: z � w QQ 2 J0 00 � J H W0 u- = d w Z � I- 0 Z I— w U co 0— 1 -- =w LL 0 W Z . ON 0 O z ACTIVITY NUMBER: D2000 -114 DATE: 4 -19 -2000 PROJECT NAME: RAISBECK ENGINEERING CARPORT SITE ADDRESS: 4411 S RYAN WAY XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # _ After Permit Is Issued DEPARTMENTS: Building Division Public Works Complete n Incomplete TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: >/l/f APPROVALS OR CORRECTIONS: (ten days) Approved \PRROUTE.DOC 5/99 n REVIEWER'S INITIALS: PLAN REVIEW /ROUTING SLIP CORRECTION DETERMINATION: Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) I1 n Comments: n Structural Review Required Approved with Conditions I I REVIEWER'S INITIALS: Planning Division Permit Coordinator DUE DATE:4-20-2000 Not Applicable n No further Review quir d 12(1 DATE: Oc7 DUE DATE 5-11 -2000 Approved Approved with Conditions n Not Approved (attach comments) n DATE: DUE DATE Not Approved (attach comments) DATE: ACTIVITY NUMBER: D2000 -114 DATE: 4 -19 -2000 PROJECT NAME: RAISBECK ENGINEERING CARPORT SITE ADDRESS: 4411 S RYAN WAY XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # _ After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE:4-20-2000 Complete Fr Incomplete n Comments: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: Approved \PRROUTE.DOC 5/99 PLAN REVIEW /ROUTING SLIP n n Structural Review Required Approved with Conditions Approved with Conditions REVIEWER'S INITIALS: Fire Prevention ; n Planning Division Structural Permit Coordinator Not Applicable Li No further Review Required DATE: `/(w I OD n DUE DATE 5 -11 -2000 Not Approved (attach comments) ri DUE DATE Not Approved (attach comments) ri DATE: z w J U 0 co W J w LL w LLQ cod H z � z1 0 H ww H-- w z. I . 0 ~ z ACTIVITY NUMBER: D2000 -114 DATE: 4 -19 -2000 PROJECT NAME: RAISBECK ENGINEERING CARPORT SITE ADDRESS: 4411 S RYAN WAY XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # _ After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTING: Please Route Approved \PRROUTE.DOC 5/99 PLAN REVIEW /ROUTING SLIP ■ REVIEWER'S INITIALS: CORRECTION DETERMINATION: Fire Prevention Structural Incomplete Structural Review Required APPROVALS OR CORRECTIONS: (ten days) .,: n n Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: Planning Division Permit Coordinator Not Applicable DUE DATE 5 -11 -2000 DUE DATE:4 -20 -2000 No further Review Required Et CQJ DATE: - 20 ` 2Oo0 DATE: DUE DATE Approved n Approved with Conditions Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: z w JU 00 N J= cn u ., w g a ' CO _° w Z = ZI 2 o. O • N o t- . ww � w z co OH z CITY OF TUKWILA Department of Community Development Permit Center 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Date: 6 14 4 4 1 0 Plan Check/Permit Number: Response to Incomplete Letter l ❑ Response to Correction Letter co I w u c!) = .±- ° 1- w z� 1- O "� Project Name: . ' � a-i_si3c �G C�� /6 /kl/ /Lq C/' /"o -7 w w 4� ii s ow 7f� w ( ° Project Address: 0 D ' G d D e & / 2 6 6 6 52 55 ° w Contact Person: P hone Number: = w H U_ U t' O Summary of Revision: 7' S ‹57:1 7 A 1 `7 5I* -mot,) U N CP/ 57 ow s '� Tie-aped-2 (/ n/E S A/.2 0 TI) G'/ /5TJ'U f C Tn 5/7& 9 z 7 7 iie 0POse CA7 -2 4' g7 ❑ Revision after Permit Issued Sheet Number(s) -1 "Cloud" or highlight all areas of revisions and date revisions. Submitted to City of Tukwila Permit Center . tntered in Sierra on S + d' - 6t do c RECEIVED CITY OF TUKWILA - 2uOu PERMIT CENTER s ?AvilL6 3/4/99 z re w i U 0 0 N O W = J �' EXPIRATION DATE 12-31-2000 DATE ISSUED 02/07/2000 LICENSE NUMBER 00-1326 FEE PAID $50.00 SALES TAX CODE No. 1729 f efe....,.4., ; 61.44-4 ;ITY CLERK 254111.41111101M7) , I ■ , • 'nu uc.co ru C41IILC. UUNOIMUQI1U11 ...••••••••••••, MI'ARTMV.N• OF LAIJOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL 1 REGIST, #. EXP. DATE CCO1 SEATTCR101B2 02/01/2001 EFFECTIVE, DATE,. 01/09/1990 SEATTLE CONST RESOURCES INC 1414 ELLIOTT AVE W SEATTLE WA 98119 DLI:tuli And oi•piny City of Tukwila, Washington EL_MON.ESS LOCENSE 282-7500 General Contractor TELEPHONE NATURE OF BUSINESS LICENSEE AGREES TO COMPLY WITH ALL THE REQUIREMENTS OF CITY ORDI- NANCES AND STATE LAWS APPLICABLE TO THE BUSINESS ACTIVITY LICENSED HEREUNDER. Seattle Construction Reeourc 1414 Elliott Ave W Seattle WA 9E119-3124 rri iiu. cuuc.uc.Je.., u This license Is to be displayed consplcuously al the locatIon of business and le not transferable or assignable. •••• ••• .* • • • •• • . z: rt LU 2 6•D. —J 00 COW W —J CO W IL. o:C S°— 1•- a z 1- a z W 2 a 0 :0 W U. 51 Z W co - C.) 0 • • ••■••••■••••••■••••••••••••••••■■ STANDING SEAM ME' OcFING OVER EL MIJG PRE I.ISHE'. PAT L CORRUGATE' M -4. DETAIL STANDING A. METAL ROOFING OVER FELT - /2 EXT GR PLYWD SHEATHING CL RE STRIP _. META: PANE_ ED'ON: Fx NAILER -- 2x1 FRAMING. SEE BEAM, SEE STRL C WALL NAILER CL „ .L -- (� DETAL METAL TRIM TO MATCH EAST BUILDING --- _ - BRIGHT GOLD ANODIZED METAL PANEL TO MATCH- \ "- - EXST BUILDING 1/2" EXT GR PLYWD TC SHEATHING OVER 2x4 _ FRAMING M 16' O.C. --- TRIM FLASHING -0 MATCH EXST FADING AT GA : AND CHEATHILG 5/1 2 RAFTERS, SEE STRL DETAL ) DETAL SCALE. , 1j2" CCM - PRE FINISHED PERFORATED CORRUGATED (METAL SOEET STEEL COL SEE STRL FAHDA =POND -- CUNT BACKER ROD & SEALANT" - STEEL COL SEE STRL EXST WALL _.... -. VERIFY -METAL TRIM TO- MATCH EXST BUILDING STEEL COL SEE STRL --- BRIGHT-- GOLD- A/40CIZED METAL PANEL TO MATCH EXST BUILDING 1 J EXT &R- - - ;WD SHEATHING OVER 2x4 : FRAMING @ 16" O.C. - TRIM FLASHING TO MATCH EXST BUILDING BEAM BEYOND TOP OF WALL -- " 4 01 STANDARD STANDARD STANDARD PKG PKG PKG SPACE SPACE SPACE r ",'‘,, PLAN A -, / SCALE: 1 /8" _ ,' -0" A M.DE STIPE PANT OUT AT&T STRIPES STANDING SEAM METAL ROOFING OVER FELT I/2" EXT GR PL` TD SHEATHING 2x10 RAFTERS, SEE ST - 2x FRAMING PRE FINISHED PERFORATED CORRJGATED METAL SOFFIT -METAL TRIM TO MATCH EAST BUILDING - - - -- -BRIGHT GOLD ANODIZED METAL PANEL TO MATCH - EAST BUILDING 1/2" EXT GR PLYWD SHEATHING OVER 2x4 _ _ FRAMING @ 16 ". O.C. TRIM FLASHING TO MATCH EXST BUILDING --- - - - CCNT BACKER ROD & SEALANT NOTE: PROVIDE WEEP HOLES @ EXST WALL LOW POINT EXIST PLANTING AREA - I/' / SIDE ELEVATION � SCALE: 1 /8" = 1' -0" 00005 FLASHING -- - TEST EXIST CURB 1 - LINE OF ROOF! ABOVE • • STANDARD STANDARD STANDARD STANDARD VT _ PKG PAS PKG SPACE SPACE SPACE SPACE NEC . SIDING, TO MATCH E /IST - -- BUILDING - -'--'- EXIST WALL BEYOND STL. COL, SEE STRL ----- - • - - - --- - EXIST CURB BEYOND GENERAL NOTES NEC - HANDICAP A'S LE °K SPAT E ..IST. MAL - -- -- STL. COL & - -•`TOTING SEE SPL - (Th FRONT ELEVATION 0 -1 _o-ALE 1 /,;- - 13. DO NOT SCALE DRAWINGS. DIMENSIONS GOVERN. LARGE SCALE DETAILS GOVERN OVER SMALL SCALE DRAWINGS. PARKING SPACE ANALYSIS ?K7i r ..FE) 42 STALLS STANDARD 70% 29 STALLS CST 30T 18 STALLS -D0 AAHKLITA COJNT SPEN STALLS L7XERED STALLS COMPACT 3-0% REDUIFIED 2 STALLS 42 MALLS STALLS 4 STALLS 29 STALLS T8 STALLS IMPORTANT: GENERAL CONTRACTOR IS RESPONSIBLE FOR READING AND COMPLAINS WITH ALL SE :-AL NOTES ON RISN PAGE AND GENERAL AND SHEET NOTES ON DRAWING SHEETS FOLLOWING. NOTIFY THE ARCHITECT WITH QUESTIONS OR DISCREPANCIES :PRIOR TO INSTALLATION OF WORK_ CONTRACTOR IS TO VERIFY ALL DIMENSIONS AND CONDITIONS ON ISTE AND NOT AE ARCH( TEST -F AN SCPEPANCIES IN 0 TIMELY MANNER PRIOR TO CONSTRUCTION. 2. ALL WORK SHALL CONFORM TO APPUCABLE CURRENT FEDERAL STATE AND LOCAL '- S -- THE CONTRAC'0- IS TG PROVIDE FOR ALL REQUIRED NOTIFICATION OF AND COORDINATION WITH CITY AND STATE AGENCIES, AND PROVIDE REQUIRED PERMITS TO THE OWNER. ALL TESTS AND INSPECTIONS ASSOCIATED WITH OBTAINING APPROVALS ;0 PROCEED 'WITH AND LGMPL_EE THE WORK SHALL BE PAID BY THE CONTRACTOR. 3. AS INFERRED IN THE CONTRACT DOCUMENT. THE CONTRACTOR IS -0 INCLUDE M' AIALS, EGUI°MENT, TRANSPORTATION AND UTILITIES NECESSARY OR REASONABLY, INFERABLE AS BEING NECESSARY FOR THE EXECUTION OF THE WORK. BY SUBMITTING A PROPOSAL, THE CONTRACTOR AND ALL OF HIS SUBCONTRACTORS REPRESENT THAT THEY HAVE MADE A THOROUGH EXAMINATION OF THE SNE AND AI_ EDIIE NG CONDITIONS AND LIMITATIONS AND. THAT THEY EACH HAVE EXAMINE.: THE CONTRACT DOCUMENTS IN COMPLETE DETAIL AND HAVE DETERMINED THAT THE DRAWINGS, SPECIFICATIONS AND EXISTING CONDITIONS ARE SUFFICIENT, ADEQUATE AND SATISFAC TORY FOR CONSTRUCTION OF THE WORK- WHERE MINOR. ADJUSTMENTS OF THE WORK ARE NECESSARY FOR PURPOSE- OF FABRICATION OF INSTALLATION :OF ITEMS, DR RESOLUTIONS OF CONFLICTS BETWEEN ITEMS, WITHIN THE INTENT OF THE CONTRACT DOCUMENTS, THE CONTRACTOR SHALL MAKE SUCH ADJUSTMENTS AT NO ADDED EXPENSE TO THE OWNER. WHERE SUCH MINOR ADJUSMENTS AFFECT FUNCTIONAL SR AESTHETIC DESIGN OR THE WORK_, THEY SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW AND .APPROVAL. 4. CONTRACTOR IS TO PROVIDE OWNER WITH 0 CONSTRIKTION SCHEDULE PRIOR TO BEGINNING OF CONSTRUCTION. 5. THE CONTRACTOR SHALL COORDINATE ALL OPERATIONS WITH THE OWNER. AND BUILDING OWNER, INCLUDING AREA FOR WORK, MATERIALS STORA.GE, ACCESS TO AND FROM THE WORK, SPECIAL CONDITIONS OR NOISY WORK, T,M NG OF WORK, INTEPRRSPTI.ON OF MECHANICAL AND ELECTRICAL SERVICES, AND RELOCATION OF EXISTING EQUIPMENT, CASEWORK, FIXTURES, FITTINGS, ETC.. NOISY SA J' RIPTIVE WORK SHALL BE SCHEDULED AT LEAST ONE WEEK IN ADVANCE OF WHEN THE WORK IS TO COMMENCE, DURING HOURS OF THE DAY AS SPECIFIED BY THE OWNER. 6. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE A ,:HEST STANDARD QF WORKMANSHIP IN GENERAL AT&T WITH SUCH STANDARDS AS ARE SPECIFIED. 7. CONTRACTOR SHALL SUBMIT SAMPLES OF ALL FINISHES PRIOR TO INSTALLATION FOR .ARCHITECT'S APPROVAL. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS AND PRODUCT DATA (MINIMUM 3 SETS) FOR ARCHITECT'S APPROVAL ON ALL SPECIAL ITEMS REQUIRING CUSTOM FABRICATED WORK. TYPES OF SAMPLES AND THEIR. MINIMUM REQUIRED SUBMITTAL SIZES ARE UDIED 05 FOLLOWS: 0 PAINT WITH EXACT FINISH 8 '/2"x1"' * PRE FINISHED METAL ROOFING * PRE FINISHED PERFORATED CORRUGATED METAL SOFFIT * PRE FINISHED METAL GUTTER AND DOWNSPOUTS FINISH * BRIGHT GOLD ANODIZED METAL PANEL TO MATCH EXISTING BUILDING TRIM SAMPLES ARE TO BE CLEARLY MARKED AND KEYED TO ARCHITECT'S NUMBERING SYSTEM ON THE CONTRACT DOCUMENTS. CONTRACTOR SHALL PROVIDE 0 MINIMUM OF TWO SAMPLES FOR APPROVAL SC THAT ARCHITECT CAN KEEP ONE ON FILE AS A CONTROL SAMPLE. CONTRACTOR SHALL ASSUME FULL LIABILITY FOR THE RE-INSTALLATION OF MATERIALS DUE TO INCORRECT SPECIFICATIONS IF THE ABOVE PROCEDURE IS NOT ALLOWED. 8. PROTECT PERSONNEL FROM HARM AND INJURY WHETHER THEY ARE A PASSERBY OCCUPANT OF EXISTING BUILDING OR VISITORS TO THE SITE. C FACILITIES C CAREFULLY MAINTAIN AND PROTECT EXISTING EQUIPMENT AND FAVI.TIE_ DURING CGNIRUCTION INCLUDIN., MONUMENTS, BENCH MARKS, AN THEIR REFERENCE POINTS; IF DESTROYED OR DISTURBED, REPLACE AS DIRECTED. 9. F X c EXISTING WORM, AM RESULT DAMAGED AS A RESUL OF WORK SON N r , UNDER IHI., CONTRACT SHALL BE REPAIRED TO ORIGINAL CONDITION AND FINISHED FOR MATCH ADJACENT FINISHES, SUBJECT TO OWNER'S APPROVAL AT NO ADDITIONAL COST TO OWNER. ALL REPLACEMENT MATERIALS REQUIRED TO MATCH EXISTING'. MATERIALS SHALL DO SO IN RESPECT TO TYPE, PATTERN, TEXTURE, SIZE, SHAPE, COLOR AND METHOD': OF INSTALLATION INSOFAR AS I_ PRACTICAL AND SHALL BE APPROVED BY ARCHTITECT AND OWNER PRIOR TO INSTALLATION, EXISTING MATERIALS WHICH ARE TO BE REMOVED MAY BE USED FOR PATCHING, BUT ONLY WITH THE EXPRESS APPROVAL OF ARCHITECT. AND OWNER. 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE' REPAIR OF OPENINGS MADE TO EXISTING PLANTER AND PARKING LOT TO MATCH EXISTING, EXCEPT WHERE NOTED OTHERWISE.: FILL ALL HOLES AND PATCH TO MATCH ADJACENT. 11. PRIOR TO APPLICATION FOR FINAL PAYMENT, CONTRACTOR SHALL PROVIDE ALL RECORD DOCUMENTS TO OWNER CJNTSTRUCTION COORDINATOR UPON COMPLETION OF CONSTRUCTION. 12. CONTRACTOR SHALL BE RESPONSIBLE FOR THE GENERAL CLEANING OF THE JOB DURING CONSTRUCTION AND AT THE COMPLETION OF THE JOB. CLEANING SHALL INCLUDE AREAS IN OR NEAR CONSTRUCTION SITE, PATH OF TRAVEL TO THE JOBSITE AND SHALL INCLUDE ANY CONSTRUCTION DEBRIS IN THE PARKING LOT EXISTING BUS SING NO 'WORK PLANTING AREA, PROVIDE SWALE AROUND CAL FOR PROPER DRAINAGE --. EXIST. ` SITE PLAN ? -1 / SCALE 1" = 40 -0" \ \ NORTH GUTTER & - - -- DOWNSPOS —i SPLASHB' TCK - TEES . (Th, SECTION SCALE: 1 /4" = 1 '_0" E. E'.EE E E EEEEEEE /Pg J E EE EXIST. FIRE HYDRANT - - BEAU SEE STRL CONCS. AROUND COL 2x10 RAFTERS - 1 �CQNG FOOTING, SEE STRL -- PROJECT TEAM EXIST. RE HYDRA, . CLIENT RAISBECK ENGINEERING 4411 SOUTH RYAN WAY, SEATTLE, WA 98174 TEL 206.723.2000 FAX: 206.723.2884 EC f STANDING METAL SEAM ROOFING, COLOR TO MATCH EXISTING BUILDING ROOF COLOR - - -- PARAPET BEYOND - ARCHITECT JPC ARCHITECTS, PLLC 811 FIRST AVENUE, SUITE 615, SEATTLE, WA 98104 TEL 206.652.5540 FAX: 206.652.5541 CONTACT MIKE JONES, AIA STRUCTURAL ENGINEER SWENSON SAY FAGET 2124 THIRD AVENUE, SUITE 100 SEATTLE, WA .98121 TEL: 206.443.6212 FAX: 206.443.4870 CONTACT: DAN MORROW VICINITY MAP N 400.97' N 87'27''.9" 'N EXPap r _ RESTRIPE TO I-:EP, IR 1 RELG„AIE VAN ACCESSIBLE STALL, STRIPE AS PEP ADA: REQUIREMENTS STRIPE 2 NEW STALLS R, g 0 2.ZW. G :r EXIST 1 ., :_- :. :.,.. :: SPIT A-, =-� - C;J'NT FLASHING PA.,.J. TT ,a C'a •r� EXISTING EUILDNG -- - - ..,.ANT. DRIP _- PERFOORATED C_'RAIJSSATED METAL SOFFIT, COLOR 0 MATCH EXISTING BUILDING LEGAL DESCRIPTION TIRE PORTION OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 3, TOWNSHIP 23 NORTH, RANGE 4 EAST, 'W.M., IN KING COUNT(, WASHINGTON, LYING : NOTHERLY OF A LINE BEARING NORTH 88 DEGREES 35 MINUTES 13 SECONDS WEST FROM A POINT ON THE EAST LINE OF SAID SUBDIVISION WHICH IS 332.8 FEET NORTH OF THE SOUTHEAST CORNER THEREOF, LYING EASTERLY OF THE EASTERLY LINE OF STATE ROAD N0. 2,AS CONVEYED TO THE STATE OF WASHINGTON BY DEEDS RECORDED UNDER AUDITOR'S FILE N0. 2455527 AND 2900458, AND LYING SOUTHERLY OF THE SOUTHERLY LINE OF SOUTH 107TH STREET AS CONVEYED TO KING COUNTY BY DEEDS RECORDED UNDER AUDITOR'S FILE N0. 3444401 AND 6640C44. EXCEPT THAT PORTION THEREOF CONDEANED IN KING COUNT' SUPERIOR COURT. CASE N0. 601962 FOR P.S.H. N0. 2, SOUTH 126TH STREET TO NORFOLK STREET. TOGETHER WITH THAT PORTION OF VACATED SOUTH 107TH STREET THAT ATTACHES BY OPERATION OF AW. 4 lls 11111111. IJ WA A I H 1 111,1 I • I \ '1 1�- z \. ! 1 111111. NMI II ' ./ ui°5?Sa2P _ ..f 1 1ST J TOP OF EAST WA! STL. C0!. L, SEE SEAL. -CONC =DOTING. SEE STRL .-- AC PAVING 1 LE i..0 AL I a J,_Jr_1 Incowl e're letter 4 ARCHITECTURE PLAN N'ING INTERIOR DESIGN FACILITIES MANAGEMENT 13201 Bel -Red Rd Bellevue, WA 98005 tel (425) 641 -9200 fax (425) 637 -8200 RAISBECK ENGINEERING 4411 SOUTH RYAN WAY SEATTLE, WA 98178 PARCEL NO. 032304 - 9034 -07 CARPORT a-: MJ CJO MJ.--- TEST - MARCH 6, 2000 00- 200 -0014 A 4 28 iJ0 PERMIT CENTER I,v ,r f ,trYLT APiIr, � p SITE PLAN, PLAN ELEVS, SECTION & DETAILS RECEIVE CITV pF TUh ILA PEPSI IA I`he `al'49, I. ALL L1,ERALS. WORSMANSr P, DES ,N AND CONSTRUCT ON S A CONIC R1 7C --- DRAWINGS, SPECIFIC, NS, iH_ UNIFORM BUILDING ..ODE l EDITION) wv_ SEATTLE BUILDING C004 MODIFICAT'0NS TO T HE UNIFORM BLEI J.NU CODE '. DESIGN LOADING C4IIERi GRID. ROOF U.VE LOAD 25 PS WIND 80 MP, EXPOSURE "B EARTHOCAKE ZONE 3, Co = 0.36, R = 5.5 3- STRUCTURAL ORAVIINGS SHALL BE USED IN CONJUNCTION WITH ARCHIT ECTURAL DRAWING, FOR S.CDING AND CONSTRUCTION. CONTRACTOR SHALL VFRIP DIMENSIONS END CONDITIONS FOR COMPATIBILITY AND SHAT MOTIF, ARCM -_T OF 555 DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRA ;OR SHA:.L VERILY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR 10 COMMENCING ANY WORK ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERY TED. 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. G. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFELY PRECAUTIONS ANC THE METHODS. TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS IVORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL .AND /OR D!REGT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SOOT AND /OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OS SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS, OA OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 7. CONTRACTOR- INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TOPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. TO SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. STRUCTURAL STEEL APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES. SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFUCTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 12. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS 108 AND 1701 OF THE UNIFORM BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL IN- SPECTION AND TEST RESULTS. CONCRETE CONSTRUCTION (CYLINDER TESTING ONLY WHEN F'c =2500 PSI.) STRUCTURAL STEEL FABRICATION AND ERECTION (INCLUDING FIELD WELDING AND HIGH - STRENGTH FIELD BOLTING) GEOTECHNICAL 13. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED ANS THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED. NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT FINISHED GRADE. UNLESS OTHERWISE NOTED, FOOTINGS SHALL HE CENTERED BELOW COLUMNS OR WALES ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE 2000 PSF CONCRETE 14. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH UBC SECTION 1905, 1906 AND ACI 301. INCLUDING TESTING PROCEDURES. CONCRETE SHALL ATTAIN A 28 -DAY STRENGTH OF Ec = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5 -1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND SHE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFCRMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH U.B.C. 1905.3. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECD,,D TILY T' INFORMATION PRESENTED CONFORMS ITJDiCATES THAT INFOM . GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLER MMNTMNS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR- ENTRAINED WITH AN AIR - ENTRAINING AGEN1 CONFORMING TO ASTM C260, C494, and C618. TOTAL AIR CONTENT FOR FROST- RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH TABLE 19 -A- I OF THE UNIFORM BUILDING CODE. 15. REINFORCING STEEL SHALL CONFORM TO ASTM A515 (INCLUDING SUPPLEMENT S I), GRADE 60. fy = 60,000 PSI. EXCEPTIONS. ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL. BE GRADE 40, II = 40,000 PSI. 16. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS ANO BENDS) IN ACCORDANCE WITH ACI 315 -92 AND 318 -95. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED, OR APPROVED BY THE STRUCTURAL ENGINEER. CONCRETE PROMCTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS, FOOTINGS AND OTHER UNFORMED SURFACES GAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER ( ;"6 BARS OR LARGER) 2" (I(5 BARS 3R SMALLER) 1 -1/2" COLUMN TIES ON SPIRALS AND BEAM STIRRUPS 1 -1/2" SLABS AND WALLS (INTO FACE) GREATER Of BAR DIAMETER PLUS 1/8" OR 3/4" STEEL 18. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.S.C. SPECIFICATIONS AND CODES: 1. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS DESIGN. 2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AMENDED BY THE DELETION OF THE FOLLOWING SENTENCE IN PARAGRAPH 4.2.1, "THIS APPROVAL CONSTUUTES THE OWNER'S ACCEPTANCE OF ALL RESPONSIBILITY FOR THE DESIGN ADEQUACY OF ANA DETAIL CONFIGURATION OF CONNECTIONS DEVELOPED BY THE FABRICATOR AS PART OF HIS PREPARATION OF THESE SHOP DRAWINGS." 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. 19. STRUCTURAL STEEL, INCLUDING PLATES AND ROLLED SHAPES, SHALL CONFORM TO ASTM A572. Fy = 50 KSI. STEEL PIPE SHALL CONFORM TO ASTM A -53, TYPE E OR 5, GRADE B, Fy = 35 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE 0, Fy = 4E KSI. ANCHOR BOLTS AND CONNECTION BOLTS SHALL CONFORM TO ASTM A307. 20. ALL A -325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PUSS IN A JOINT ARE IN ARM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. 21. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W.AB.O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY AW.S.) SHALL BE USED. WELDING OF GRADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING E70XX ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMUTED SEE REINFORCING NOTE FOR MATERIAL REQUIREMENTS OF WELDED BARS. WOOD 22. FRAMING LUMBER SHALL BE. KILN DRIED OR MC -19, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER N0. 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS (2X & 3X MEMBERS) HEM -FIR N0. 2 AND BEAMS: MINIMUM BASE VALUE, Fb = 850 PSI (4X MEMBERS) BEAMS: (INCL. 6X AND LARGER) DOUGLAS FIR N0. 1 MINIMUM BASE VALUE, Fb = 1000 PSI DOUGLAS FIR N0. 1 MINIMUM BASE VALUE, Fb = 1350 PSI POSTS: (4X MEMBERS) DOUGLAS FIR NO. 2 MINIMUM BASE VALUE. Fc = 1300 PSI (6X AND LARGER) DOUGLAS FIR N0. 1 MINIMUM BASE VALUE, Fc = 925 PSI STUDS, PLATES & MISC. FRAMING, DOUG -FIR OR HEM -FIR NO. 2 23. PLYWOOD SHEATHING SHALL BE GRADE C -D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH UBC STANDARD 23-2. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU SF PLYWOOD. ROOF SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0. REFER TO WOOD FRAMING NOTES BELOW FOR TPPICAL NAILING REQUIREMENTS. 24. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE - TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. 25. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -SE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C -99. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE. MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE -HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE. ALL NAILS SHALL BE AS CALLED OUT BELOW. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LAS" SERIES JOIST HANGERS. ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT" SERIES JOIST HANGERS. ALL DOUBLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LOOT" SERIES JOIST HANGERS. 26. WOOD FASTENERS A NAIL SITES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE 6d 8d 10d 12d i6d BOX LENGTH 2" 2 -1/2" 3" 3 -1/4 3 -1/2" DIAMETER 0.113" 0.131" 0.148" 0.148" 0.135" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. B. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. 27. WOOD FRAMING NOTES- -THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. AU WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE UNIFORM BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 23- II -8 -1 OF THE UBC. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BELTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM. TO NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (1997 EDITION) WITH A LEAD BORE HOLE OF 60. TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. B. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAD UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED B 6" O.C. TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN ON PLANS AND B 12 "0.C.TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS /TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED IRE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND. ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d B 12" O.C. UNLESS OTHERWISE NOTED. 4' -2" 17' -0" 3' - SQ.x 18" DEEP FOOTING w/ (5) $5 EA. WAY BOTTA TYP. OF (6). SEE ARCM DWGS FOR CONCRETE SLEEVE Foundation Plan Notes 3/S - ELI) Roof Plan Notes 1. SEE ARCHITECTURAL DRAWINGS FOR ACTUAL LOCATION OF CARPORT GN Say 1. ROOF SHEATHING SHALL BE 1 /2" APA RATED SHEATHING (SPAN RATING 24/0). NAIL AT ALL FRAMED PANEL EDGES WITH 6d AT 6" o.c. AND TO ALL INTERMEDIATED FRAMING AT 12" o.c. 23' -0" Carport Foundation Plan dk 9/ 7 -0 Carport Roof Framing Plan 1/4' = 1 0" , 4' -2" D2DOO` I1 TS COLUMN PER PLAN \% i R 1/4" STIFFENER @ EA BEAM - COLUMN CONN. > /16 / SIMPSON H1 TIE 0 EA. JOIST BEAM PER PLAN TYPICAL ROOF JOIST CONNECTION SEE 2/S -1 FOR CALLOUTS IN COMMON REDUCED BEAM FOOTING SIZE PER PLAN TYPICAL FOOTING AND COLUMN BASE TYPICAL BEAM TO COLUMN CONNECTION (4) /4 "9 BOLTS BEAM GAGE FULL DE PTH 26 BLOCKING BETWEE JOISTS 3 /16 EXPP4,'SK aD C COL. & FOOTING BLOCK OUT CONCRETE TO SET i ANCHOR BOLTS AND COLUMN GROUT SOLID AFTER PLACEMENT BASE IP 1 /2 "410 "X1 �ON 3 /4" NON-SHRINK GROUT w/ (4) 3 /4 "0 A.B. 8 7" o.c. E'W EMBED 8" MIN 3" A REINF. PER PLAN - - ROOF SHEATHING PER PLAN NOTES - ROOF JOIST PER PLAN CONTINUOUS 3m NAILER w/ 3 /4 "0 WELDED THREADED STUDS CO36" o.c. --R 1 /2" X FLANGE WIDTH. KERF AT FULL DEPTH BEAM PORTION K 1 /4" STIFFENER PER 2/5 -1 TAP COPE BEAM AND RADIUS CUT 4 (018" o.c. EW ".I TI' OF 7f'vt ARCHITECTURE PLANNING INTERIOR DESIGN FACILITIES MANAGEMENT 13201 Bel -Red Rd Bellevue, WA 98005 Tel (425) 641 -9200 fax (425) 637 -8200 RAISBECK ENGINEERING 4411 SOUTH RYAN WAY SEATTLE, WA 98178 PARCEL NO. 032304- 9034 -07 1111111MINT CARPORT CIO 00-210 -0014 Swenson Se; Fagot c o�onret snFlnwcring. zrza meere,e aeeim wa sem m Cam 44aszrz 5rtrna aasgem STRUCTURAL PLANS & DETAILS RECEIVED CITY CF TUKWIIA znAV ? ?Jo, PES55i CENTER i 4/s-1 3/S 1)) X18 > 2/S-I TYP 2X10 DF71 P 12° oc. v a WX50 cn.+ 2 sE - '1 4/S - 1 I`he `al'49, I. ALL L1,ERALS. WORSMANSr P, DES ,N AND CONSTRUCT ON S A CONIC R1 7C --- DRAWINGS, SPECIFIC, NS, iH_ UNIFORM BUILDING ..ODE l EDITION) wv_ SEATTLE BUILDING C004 MODIFICAT'0NS TO T HE UNIFORM BLEI J.NU CODE '. DESIGN LOADING C4IIERi GRID. ROOF U.VE LOAD 25 PS WIND 80 MP, EXPOSURE "B EARTHOCAKE ZONE 3, Co = 0.36, R = 5.5 3- STRUCTURAL ORAVIINGS SHALL BE USED IN CONJUNCTION WITH ARCHIT ECTURAL DRAWING, FOR S.CDING AND CONSTRUCTION. CONTRACTOR SHALL VFRIP DIMENSIONS END CONDITIONS FOR COMPATIBILITY AND SHAT MOTIF, ARCM -_T OF 555 DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRA ;OR SHA:.L VERILY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR 10 COMMENCING ANY WORK ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERY TED. 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. G. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFELY PRECAUTIONS ANC THE METHODS. TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS IVORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL .AND /OR D!REGT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SOOT AND /OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OS SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS, OA OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 7. CONTRACTOR- INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TOPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. TO SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. STRUCTURAL STEEL APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES. SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFUCTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 12. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS 108 AND 1701 OF THE UNIFORM BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL IN- SPECTION AND TEST RESULTS. CONCRETE CONSTRUCTION (CYLINDER TESTING ONLY WHEN F'c =2500 PSI.) STRUCTURAL STEEL FABRICATION AND ERECTION (INCLUDING FIELD WELDING AND HIGH - STRENGTH FIELD BOLTING) GEOTECHNICAL 13. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED ANS THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED. NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT FINISHED GRADE. UNLESS OTHERWISE NOTED, FOOTINGS SHALL HE CENTERED BELOW COLUMNS OR WALES ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE 2000 PSF CONCRETE 14. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH UBC SECTION 1905, 1906 AND ACI 301. INCLUDING TESTING PROCEDURES. CONCRETE SHALL ATTAIN A 28 -DAY STRENGTH OF Ec = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5 -1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND SHE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFCRMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH U.B.C. 1905.3. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECD,,D TILY T' INFORMATION PRESENTED CONFORMS ITJDiCATES THAT INFOM . GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLER MMNTMNS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR- ENTRAINED WITH AN AIR - ENTRAINING AGEN1 CONFORMING TO ASTM C260, C494, and C618. TOTAL AIR CONTENT FOR FROST- RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH TABLE 19 -A- I OF THE UNIFORM BUILDING CODE. 15. REINFORCING STEEL SHALL CONFORM TO ASTM A515 (INCLUDING SUPPLEMENT S I), GRADE 60. fy = 60,000 PSI. EXCEPTIONS. ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL. BE GRADE 40, II = 40,000 PSI. 16. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS ANO BENDS) IN ACCORDANCE WITH ACI 315 -92 AND 318 -95. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED, OR APPROVED BY THE STRUCTURAL ENGINEER. CONCRETE PROMCTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS, FOOTINGS AND OTHER UNFORMED SURFACES GAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER ( ;"6 BARS OR LARGER) 2" (I(5 BARS 3R SMALLER) 1 -1/2" COLUMN TIES ON SPIRALS AND BEAM STIRRUPS 1 -1/2" SLABS AND WALLS (INTO FACE) GREATER Of BAR DIAMETER PLUS 1/8" OR 3/4" STEEL 18. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.S.C. SPECIFICATIONS AND CODES: 1. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS DESIGN. 2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AMENDED BY THE DELETION OF THE FOLLOWING SENTENCE IN PARAGRAPH 4.2.1, "THIS APPROVAL CONSTUUTES THE OWNER'S ACCEPTANCE OF ALL RESPONSIBILITY FOR THE DESIGN ADEQUACY OF ANA DETAIL CONFIGURATION OF CONNECTIONS DEVELOPED BY THE FABRICATOR AS PART OF HIS PREPARATION OF THESE SHOP DRAWINGS." 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. 19. STRUCTURAL STEEL, INCLUDING PLATES AND ROLLED SHAPES, SHALL CONFORM TO ASTM A572. Fy = 50 KSI. STEEL PIPE SHALL CONFORM TO ASTM A -53, TYPE E OR 5, GRADE B, Fy = 35 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE 0, Fy = 4E KSI. ANCHOR BOLTS AND CONNECTION BOLTS SHALL CONFORM TO ASTM A307. 20. ALL A -325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PUSS IN A JOINT ARE IN ARM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. 21. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W.AB.O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY AW.S.) SHALL BE USED. WELDING OF GRADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING E70XX ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMUTED SEE REINFORCING NOTE FOR MATERIAL REQUIREMENTS OF WELDED BARS. WOOD 22. FRAMING LUMBER SHALL BE. KILN DRIED OR MC -19, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER N0. 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS (2X & 3X MEMBERS) HEM -FIR N0. 2 AND BEAMS: MINIMUM BASE VALUE, Fb = 850 PSI (4X MEMBERS) BEAMS: (INCL. 6X AND LARGER) DOUGLAS FIR N0. 1 MINIMUM BASE VALUE, Fb = 1000 PSI DOUGLAS FIR N0. 1 MINIMUM BASE VALUE, Fb = 1350 PSI POSTS: (4X MEMBERS) DOUGLAS FIR NO. 2 MINIMUM BASE VALUE. Fc = 1300 PSI (6X AND LARGER) DOUGLAS FIR N0. 1 MINIMUM BASE VALUE, Fc = 925 PSI STUDS, PLATES & MISC. FRAMING, DOUG -FIR OR HEM -FIR NO. 2 23. PLYWOOD SHEATHING SHALL BE GRADE C -D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH UBC STANDARD 23-2. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU SF PLYWOOD. ROOF SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING 24/0. REFER TO WOOD FRAMING NOTES BELOW FOR TPPICAL NAILING REQUIREMENTS. 24. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE - TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. 25. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -SE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NUMBER C -99. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE. MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE -HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE. ALL NAILS SHALL BE AS CALLED OUT BELOW. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LAS" SERIES JOIST HANGERS. ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT" SERIES JOIST HANGERS. ALL DOUBLE -JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LOOT" SERIES JOIST HANGERS. 26. WOOD FASTENERS A NAIL SITES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE 6d 8d 10d 12d i6d BOX LENGTH 2" 2 -1/2" 3" 3 -1/4 3 -1/2" DIAMETER 0.113" 0.131" 0.148" 0.148" 0.135" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. B. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. 27. WOOD FRAMING NOTES- -THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: A. AU WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE UNIFORM BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 23- II -8 -1 OF THE UBC. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BELTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM. TO NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (1997 EDITION) WITH A LEAD BORE HOLE OF 60. TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. B. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAD UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED B 6" O.C. TO FRAMED PANEL EDGES, STRUTS AND OVER STUD WALLS AS SHOWN ON PLANS AND B 12 "0.C.TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS /TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED IRE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND. ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d B 12" O.C. UNLESS OTHERWISE NOTED. 4' -2" 17' -0" 3' - SQ.x 18" DEEP FOOTING w/ (5) $5 EA. WAY BOTTA TYP. OF (6). SEE ARCM DWGS FOR CONCRETE SLEEVE Foundation Plan Notes 3/S - ELI) Roof Plan Notes 1. SEE ARCHITECTURAL DRAWINGS FOR ACTUAL LOCATION OF CARPORT GN Say 1. ROOF SHEATHING SHALL BE 1 /2" APA RATED SHEATHING (SPAN RATING 24/0). NAIL AT ALL FRAMED PANEL EDGES WITH 6d AT 6" o.c. AND TO ALL INTERMEDIATED FRAMING AT 12" o.c. 23' -0" Carport Foundation Plan dk 9/ 7 -0 Carport Roof Framing Plan 1/4' = 1 0" , 4' -2" D2DOO` I1 TS COLUMN PER PLAN \% i R 1/4" STIFFENER @ EA BEAM - COLUMN CONN. > /16 / SIMPSON H1 TIE 0 EA. JOIST BEAM PER PLAN TYPICAL ROOF JOIST CONNECTION SEE 2/S -1 FOR CALLOUTS IN COMMON REDUCED BEAM FOOTING SIZE PER PLAN TYPICAL FOOTING AND COLUMN BASE TYPICAL BEAM TO COLUMN CONNECTION (4) /4 "9 BOLTS BEAM GAGE FULL DE PTH 26 BLOCKING BETWEE JOISTS 3 /16 EXPP4,'SK aD C COL. & FOOTING BLOCK OUT CONCRETE TO SET i ANCHOR BOLTS AND COLUMN GROUT SOLID AFTER PLACEMENT BASE IP 1 /2 "410 "X1 �ON 3 /4" NON-SHRINK GROUT w/ (4) 3 /4 "0 A.B. 8 7" o.c. E'W EMBED 8" MIN 3" A REINF. PER PLAN - - ROOF SHEATHING PER PLAN NOTES - ROOF JOIST PER PLAN CONTINUOUS 3m NAILER w/ 3 /4 "0 WELDED THREADED STUDS CO36" o.c. --R 1 /2" X FLANGE WIDTH. KERF AT FULL DEPTH BEAM PORTION K 1 /4" STIFFENER PER 2/5 -1 TAP COPE BEAM AND RADIUS CUT 4 (018" o.c. EW ".I TI' OF 7f'vt ARCHITECTURE PLANNING INTERIOR DESIGN FACILITIES MANAGEMENT 13201 Bel -Red Rd Bellevue, WA 98005 Tel (425) 641 -9200 fax (425) 637 -8200 RAISBECK ENGINEERING 4411 SOUTH RYAN WAY SEATTLE, WA 98178 PARCEL NO. 032304- 9034 -07 1111111MINT CARPORT CIO 00-210 -0014 Swenson Se; Fagot c o�onret snFlnwcring. zrza meere,e aeeim wa sem m Cam 44aszrz 5rtrna aasgem STRUCTURAL PLANS & DETAILS RECEIVED CITY CF TUKWIIA znAV ? ?Jo, PES55i CENTER