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HomeMy WebLinkAboutPermit D99-0036 - Family Fun Center - Pit ShelterD99-0036 300: Fun Center Way Family Fun Center Pit Shelter City of 7tt kwila Parcel No: 242304 -9063 Address: 7300 FUN CENTER WY Suite No: Location: Category: NOT Type: DEVPERM Zoning: Const Type: 'V -N Gas /Elec.: Units: 001 Setbacks: North: Water:. TUKWILA Wetlands: Contractor License,• South: Sewer •;i e : Permit Center Authorized Signature': Signature: This permit shall become null and void 180 days from the date of issuance, or for a period of 180 days from the last Fire .0 UKWILA Print Name : Di 'J D ( " ) Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwll, Wash on 98188 DEVELOPMENT PERMIT . WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Permit No: Status: Issued: Expires: Occupancy: UBC: Protection: .0 West: .0 Streams: OCCUPANT FAMILY FUN CENTER - PIT SHELTER 73W FUN, CENTER WY, ., WA 98188 OWNER HCIISH ,FA FUN CENTERS : ,Phone) 503 682-9744 2 SW TOWN CENTER LOOP -W, WILSONVILLE OR 97070 CONTACT CHANDLER - STEVER Phone: ,11820 NORTHUP WY, #E-300, BELLEVUE WA 98005 * * * * * * * * * * * * *'* k *** : * : ic* * * * * * * * * * * * * * *` ** * * * *** k**** * * * * * * * * * ** * * * * *•k * *** k *** * ** Permit Descrip'tion. PRE - FABRICATED WEATHER SHELTER'OVER:.GO -KART LOAD/ UNLOAD >, `' ****** * * * * * * * * * * * *•k * * * *' * * * ** fir * * * fir**** �f•. ********* k***** * * * * * * ** ** * *`k * * * * * * * * * * * ** *•k Construction Valuation: $ _ 45,600200 PUBLIC WORKS 'PERMI TS:: *(Water. `Meter Permits Curb Cut/Access %Si "dewalk /CSS: N Size Fire:; Hydrant:, N No .00 Flood 'Control • Zone:' N Hauling: N ,L-and °Altering: N Landscape rrigation: N Mov:ing Oversized oad: N Start 'Time: San'itary Side ` , Sewer: N No Sewer;Maink N Private: 'Storm .:Drainage: N Street Use N Water Main Extension: N Private: N `:;:Public: N k * * * * *k * * * * * * * * * * *** * * sic***************i k** k**** k**• k****• k*• k •k ** * * *•k * * * *•k * *•k * * *k *k *k * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 1,000.03 * * * * * * * * * * * * ** *k * * * * * * * * * **** k k***************• k** k*• k *•k* * * * * * * * * ** * *** * * *** * * * * *k D99 -00.36 ISSUED 04/08/1999 ].0/05/1999: (206) Q31 -3670 PRIVATE: GARAGE 1997 NONE 425 -822 -0444 Listed Separate) Eng.: Appr: Date: L (4 =3 -c iG I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. if the work is not commenced within if the work is suspended or abandoned inspection. r e 7 .00 FIiM CEMTEf WY ; . Per rir i t:' No 099 003 Statue ISSUED • 'VPE Ni, App l led: . 02/0 /1999 r e;li # -906: I sued 0.4/08/999 ******** k*, kkk*:* kkk kkA * *kkkik ** *k *'k *k **kkkk *kk *'k•A <sir*'kkkkAAitkek'A'kkA ** emit condi.tic�ns ,1 : No � an ;. ,will be d = mae :t the plan . :'unle s app a, kiv tth E ngin e er and t TuN:w`i la 8 ui l j„ .g.-., ',J „visiarl 2, Al pet'nli iri'speC .i tr n-�"•x ,5 ,ai,7„ *.,� A i t „, ,�tt � cared ,plc al l `be eva�i la6.1 a•t the JoitK' ,1a Fl� „c'or ;.t : Jsce w any shall Y$ 3 st Y ructi. 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Tu 13 l 1;a ` ,.” .�� a, ••'t Al l�t�titrnnsrt -u,ti �n to 'be' dorre�, iin c anfar.m anc :e with appr 64., and'`c " Vi t en ere $, o, t e 0n 1 for;� t pla,}�r q �, f, ,h ` n , �3u7:1dirig l.o.cie„ti4��� .' t�';� Ed on) a attren 0feii, lnw1fftbr,'n Mec.l1 .1t. .a1 iro ie : (1997 Ed i;';`.7-1 or) 1 a n �� shin tton�;g E.n ? 1'9 .t,.-.a 9 d,t. i on) } ,' c tif�bSt.�443tf+ r• � 'r, .rds ' � j E": • i .1 � ti” w : t t , s V a'.b 0 t n ' Rer'tn i t ,' 7he'��.j s;scra of a pe.r 1. t nr app�r° ova 1 Hof i , p'. #t .,0iiecif ic.kti :69. 1r a.n. l , Irctpt ula s•ha11 `not'' ...he coy '. • � > . d t °' be t pe p t ? oj L o ci app : ut , a ny , v36 ielr,io .:. �, s � 63 yr r' ,4 t uw'7j �o t� „ f ( : . ti 4 4 a a F: Dirty' p -e 1 r` ovi. s ots \b i l ;i ri "coda . or .. a.t* a r,y Y ., til ' `' 6 ita0,66:‘,.` Ot , the .:j ur i sd 7 C,tr'�tan p ,�{ O " per nri t presu t irig t g 1,V.. . 0 t \\ .ritv'to vi olate 'Or': canc i ie.,,pre4y 'tons at 1t1;•j i t codBtt. &1!) b�' t�,al7d: FS i S , t ytrlc. -.• r 3t 4,1.151$ a ?i. � � ��t.. o Project Name/Tenant: f Ml(-Y IuN C-ri - f rr '5(- 1gt-Tr4 Valme of Construction: '+4 coo Site Address: City State /Zip: "lb co rvt c --i r. e. IAJ1&y i `f - urv.�l�r BOA Tax Parcel Number: 24 304- OGS Property Owner: A 144 (t_2 '-or C 6*- 7 Phone: O3 -. ! SS - Coco Stree A ddress: I City Stat / i : 2 (11 S c 1...) . ? E bc -JiJc uTive bhp Lo .. / ja_csaNw ° Fax #: t o3 -. 6'2)5 -/a/4- Contractor: e 00,11c_01 Phon : 4 2 g- 4,54 Street Address: City State /Zip: 17 - /14 . 41/e- SO, 5TE t Zc> 6E1/0e-t am 9 Fax #: 4225- 4- ) - 4SPo Architect: M ULU ANN/ p'fd l - 7 Phone: 44.ss - Q-,22 - 0444 Street Address: City State /Zip: 3 N. ,. - -7 • 3 _ .. 9G� Fax JP L 'Z2-- 4(2' Engineer: .-- t i'J• L..9. Phone: 206 - ` 21 -7560 Street Address: City State/Zip: Fax #: 'Lbi -L jzz. - 6649, 6O9,Cog (.JobOLPl,3N Aug- l'V4 . (..131` Contact Person: C-1 V ,qtr -V 1 Phone: 4ZG— g2- -04 Street Address: City State /Zip: I I S i l o wot'ti1 -tcrc /., JAy - - o . 1PFil ?UUf ,/ P ( MODS Fax #: -2 2)22- 4 (21 Description of work to be done: PlzE - FA0 (Uel\ <)4 a oUC Go VAP-- (fora -C./U./ (.0M) N4& Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse Hospital ❑ Church ❑ Manufacturing ❑ Motel/Hotel ❑ Office 121 School /College /University Other ( N E-- Proposed use: ❑ Retail ❑ Restaurant ❑ Multi - family ❑ Warehouse Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ta Other Fri" Si-1 fi TP:42 — 1 f- Will there be a change of use? ❑ yes no If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm Onone ❑ other (specify) Building Square Feet: existing �� 640 new I Area of Construction: 0 �, f Will there be storage of flammable /combustible hazardous Attach list of materials and storage location on separate 8 material in the building? 1/2 X 11 paper ind J O ❑ yes no quantities & Material Safety Data Sheets . CITY OF TUKWC A 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 mall or facsimile. ❑ Channelization /Striping ❑ Curb cut /Access /Sidewalk ❑ Fire Loop /Hydrant (main to "aultj#: 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: APPLICANT REQUEST FOR PUBLIC WORKS:SITE/CIVIL PLAN.REVIEW OF THE FOLLOWING: (Additional reviews may be determined by; the.Public Works Department) NCPERMIT.DOC 1/29/97 Date application expires: 9 - 7 . r Application aken by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDING INN OR AUT a D AGENT:/ 77/P Phone: A Date: d/ t 62) Fax #: Signature: /(a4... Print na e: Sc - VA - NC / s /-1 Address: 730t) f vn1 (EZ Nrn/ t AY TrJIiTw izip. tv/i s (g ALL NEW COMMERCIAL/ADDITIO • ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ 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. ❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which Include ❑ ❑ 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 location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 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 ❑ ❑ Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ ❑ Mechanical Drawings ❑ ❑ Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ ❑ Architectural drawings ❑ ❑ Specifications (if separate document) ❑ ❑ Structural Calculations ❑ ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ ❑ Height Analysis ❑ ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ ❑ Topographical and Boundary Survey ❑ ❑ Tree Coverage Analysis (Multifamily only ) ❑ ❑ Washington Statc E; lergy 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 /l uthorized Agent 11 the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE R¢'AD AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF P RJ RY BY THE LOWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCPERMIT.DOC 7/29/97 ULTI- FAMILY PERMIT APPLICATION ST BE SUBMITTED WITH THE FOLLOWING: transmit • • '0'4 • ■3 yk.'4; •• , •• • " • :.• • • . • ■•• . • , , " , , • . • • " „ , „, • • , • ' • • • • • • ' • • - „ ,„ . • ;it ** Ir. %It * ;st :4c* ;A.*. • t • • y ''1711N: • • .1) 141 : • : ••' • rl t77:7 m V k L -• -•±1 ... • . ,, . • • YP T 6t 00003 (; ,; • :.:• Hj 42; • ni 1 • : • .; fccoLnt De s cription . (Y00/34 1330 •• ' • :' PLAN ::: e1-1E1:14 32 • ■/,Of ;"' ;tr.* It, .„.4; ", :•' • .,9.„ 18 or ' - - - .. .. • • 0217: 02/08 ‘1717 .TOTAL ,; 2748.82 NSPECTION NO. ITY OF TUKWILA BUILDING DIVISION w4:6 Southcenter Blvd, #100, Tukwila W Phone: INSPECTION RECORD Retain a copy with permit COMMENT • Receipt No: Date: proved per applicable codes. Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. P its . , pqofpspelS'on: 1 pos ,rmet I A ress: 0 MI Or kJ/ Date called: %1 i Special instructions: .. ' Date wanted: cr 1 i f a.m. Or --- .trri. Requester:fr PhT P . .- 5 - 4 2 0 if -q7oo . , • • , Approved per applicable codes. INSPECTIONTECO , Retain a copy with pe INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION • *: . 6300 SbuthCeriter Blvd, #100, Tukwila, WA 98188 JS VI , PERMIT NO. (206)431-3670 COMMENTS: ve" orrections required prior tp. approval. 0 $47,00 REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Y 4l f 7 90 .ypa' 16 S A- r e '? Q ralS -C e. 6 0- C4 -475 Adg� OraDe- -f, .r.CfS�,�c779,e2. t?CC $ /7 Date ailed: , / / /3 / Special instructions: /4 / ei"-o- - 67 0 7cdet (ze. /," ' /c r c i c-- ,20,02epr/ Phor 57,0 0q 9700 ■Ao A /1 4' Proje (r Type of section: Adg� e% Date ailed: , / / /3 / Special instructions: /4 / Date wanted; L / / , Q r a.m `fJ7 p.m. Request Fri, e� Phor 57,0 0q 9700 INSPECTION RECO Retain a copy with permit . INSPECTION. NO CITY OF TUKWILA BUILDING DIVISION 6300 .Southcenter Blvd, 4100, Tukwila, WA 98188 Approved per applicable codes. PERMIT NO. (206)431 -3670 Corrections required prior to approval. D $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: City of Tukwila John W. Rants, Mayor Fire Department Thomas P Keefe, Fire Chief Retain current inspection schedule Needs shift inspection TURWILA FIRE DEPARTMENT FINAL APPROVAL FORM Permit N Sprinklers: At Fire Alarm: Is Hood & Duct: rd Halon: N Monitor: A/ Pre -Fire: Permits: Authorized Signature FINALAPP.FRM Approved without correction notice Approved with correction notice issued 0-14, Rev. 2/19/98 T.F.D. Form F.P. 85 1 Headquarters Station: 444 Andover ParkRast • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 August 9, 1999 Mr. John Huish FAMILY FUN CENTERS 29111 SW Town Center Loop W. Wilsonville, OR 97070 RE: Final Letter Regarding Family Fun Plex 2300 Fun Center Way Tukwila, Washington Dear Mr. Huish: In accordance with your request and authorization, we have performed special testing and inspection services for the projects referenced • • The special inspections • Reinforced Concrete • Welding To the best of our knowledge, all work and noted deficiencies have been tested and/or inspected and have been found to be in accordance with the approved plans and specifications, and Chapter 17 of the 1994 Uniform Building Code. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office at (253) 854 -1330. Krazan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Amusement Buil Maintenance Buil Pit Shelter — P Bumper Boat Kio FA \DA\ch din — . enmit D98 -0382 g Permit D98 -0343 t D99 -0036 _ , t k — Permit D99 -0040 ro� nk B. Adams Project Manager Pacific Northwest Region cc: Mulvanny Partnership SD Deacon City of Tukwila Engineers Northwest • Respectfully submitted, KRAZAN & ASSOCIATES, INC. ere: s'-:vu 1 9 1999 • Bolting Dean Alexander Principal Engineer R.P.E. #30508 With Ten Offices Serving The Western United States Project No. 066 -99031 25418.74th Avenue South • Kent, WA 98032 • (253) 854.1330 • Fax: (253) 854.1757 99031.doc Aug -05 -99 08:54A 05111KraZarl & ASSOCIATES, INC. August 5, 1999 Mr. John finish FAMILY FUN CENTERS 29111 SW Town Center Loop W. Wilsonville, OR 97070 RE: Dear Mr. lluish: In accordance with your request and authorization, we have performed special testing and inspection services for the projects referenced below: ■ Amusement Building — Permit D99 -0382 • Maintenance Building :. Permit D99 -0343 'it Shelter:,;-, Perlmit:D99- 0036' iuiriper Boat Kiosk — Permit D99 -0040 The special inspections for this project were: • Reinforced Concrete • Welding To the best of our knowledge, all work and noted deficiencies have been tested and /or inspected and have been found to be in accordance with the approved plans and specifications, and Chapter 17 of the 1994 Uniform Building Code. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office at (253) 854 -1330. Respectfully submitted, KRAZAN & ASSO INC. ,j Frank B. Adams Project Manager Pacific Northwest Region I'A\DAkh GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Final Letter Regarding Family Fun Plex 2300 Fun Center Way Tukwila, Washington cc: Mulvanny Partnership SD Deacon City of Tukwila Engineers Northwest (4e) • Bolting Dean Alexander Principal Engineer R.P.E. #30508 854 1757 : Project No. 066 -99031 With Ten Offices Serving The Western United States 25418 - 74th Avenue South • Kent, WA 98032 • (253) 854.1330 • Fax: (253) 854.1757 99031.doc P.02 .. he Family Fun Center: 7300 Fun Center Way .Tukwila, Washington February 2,1999 ENW Job No. 98088003 Code: 1997 UBC Wind: 80 MPH, Exp. 'C' Seismic Zone: 3 RECEIVED CITY OF TUKWILA FEB - 3 1999 PERMIT CENTER Vt4-0034 I ARTFUL INNOVATIONS IN STEEL W. H.POaTER.INc. • 4240N. I MN Av • NotlmNO. MI 49424 BuildingType REK 30 x 64 M Building Code : Design Loads: Dead Loads: Live/Snow Loads: With Slope Load Combinations: UBC, Section 1603.6 DESIGN CRITERIA Uniform Building Code, 1994 Edition Weight of Roofing System = Basic Roof Snow Load = V= (Z) (I) (C /.Rw) (W) Z= I= C= Rw = W = 2 psf 3 psf 30 psf Wind Loads: Basic Wind Speed = P = (Ce) (Cq) (qs) ( Basic Wind Pressure (qs) = 25.6 psf Importance Factor (I) = 1 Height,Exposure, Gust factor (Ce) = 1.13 Wind Load Distribution: Normal Force On Leeward Roof= 1.2 On Windward Roof- Case I = 1.4 On Windward Roof - Case II= -0.3 (inward) On Windward Wall = 0.8 On Leeward Wall = 0.5 Parallel to Ridgc = 1.2 Per UBC, Section 1619.3, Wind on vertical and horizontal act simultaneously. Wind Load on Windward Wall = 23.14 psf Wind Load on Windward Roof - Case I = 40.5 psf Wind Load on Windward Roof - Case II = -8.7 psf Wind Load on Leeward Roof= 34.71 psf Wind Load on Leeward Wall = 14.46 psf Parallel to Ridge = 34.71 psf 100 mph Seismic Loads: Sesimic Zone 4 Structure Type: Ordinary Moment Resisting Frame (Steel) Seismic Load = 1.1 psf Exposure C UBC, Section 1618 UBC, Table I6-F UBC, Table 26-K UBC, Table 16-G UBC, Table 16-H UBC, Scc 1628.2.1 0.4 UI3C,Tablc 16 -1 1 UBC, Table 16 -K 2.75 (Max value) UBC, Sec. 1628.2.1 6 UI3C, Table 16 -N 6.0 psf Dead Load plus Snow Load ✓ Dead Load plus Wind Load Dead Load plus 1/2 Snow Load plus Wind Load , /j Dead Load plus Snow Load plus 1/2 Wind Load Dead Load plus Seismic plus Snow Load* V "Snow load does not need to be included if the load is 30 psf or less. E ngineers Northwest, Inc. February • Loads used M.B.S. Required design 100 mph, "C" 80 mph, "B" arthquake Zone 4 Zone 3 oof Live Load 30 psf 25 psf (snow) The calculated wind forces are much larger than the code and local jurisdiction requires and therefore would necessitate the use of exceedingly large footings to resist the uplift forces as shown in "poligon's" calculations. Therefore, I have reduced the design uplift loads to those calculated using a wind speed of 80 miles per hour and a "B" exposure. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 (206)525 -7560 FAX # (206) 522 -6698 JOB No. JOB NAME DATE 2 I Z / 91 SUBJECT SHEET OF BY 1�11 uI'1p V 2 5_ c.. 1 if- — : 40 S P I : - 9. 5 . t Diorg4 1.-(1 7 7 cr& D L.; (-PA- 1Zi i .o: BOLT DIAMETER (Inches) . i ; MINIMUM ' EMBEDMENT (Inches) EDGE DISTANCE (inches) SPACING (Inches) MINIMUM CONCRETE STRENGTH (psi) x 0.00689 lof MPa I 2,000 I 3.000 Shears newtons C • 4.000 Tensions Sheaf's Tensions 1 Tensions Shear x 25.4 (or mm . 4.5 for / 2 1 3 2011 5110 200 . 51111 2110 500 3/8 3 2 4 500 1.1011 5011 1.100 500 1.100 1 /2 I 4 4 3 5 6 6 9511 1.4(1) 1.2511 1.5511 9511 1.5111 1.2511 1.65(1 950 1.5511 1.250 1.7511 • 3/1 • 4 4 3'. (11 /4 7 7 1.5110 2.1)50 2.750 2.9110 1,5111 2.2011 . . 23511 30111 1.5011 2.4181 2.7511 3.1150 3 /4 1 5 5 41/, 71/, 9 4) " 1 511 2.7181 2,9411 42511 2.150 14511 i ■ 3.560 4.3111 2.250 3,2181 3.5141 4.4(N) 7/ I 6 5 111 2.5511 3.3511 3.751) 2.5511 401110 4.0511 2.550 4.11511 1 Fl 7 6 12 18511 1 4.51111 3.650 5.300 /8 8 04 13 3.4(N) 43511 3. 00 4.75(1 3.400 4.7511 1 9 7 15 4011 5,800 , 4011 I 5.8111 4,000 5.8011 ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6698 JOB No JOB NAME 1 (. -1 Cr--Urr-it--. Fa DATE 2A ( SUBJECT (.6(L czet- TABLE 19-0-ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (Pounds) (Newtons) 1 Valucs arc natural stone aggregate concrete and bolts of al least A 107 quality. Bolts shall have a standard head or an equal deformity in the embedded portion. 2 The tabulated values arc for anchors installed al the specified spacing and edge distances. Such spacing and edge distance may be reduced 50 percent with an equal reduction in value. Use line ' nier Llson int cdiai • s at s and edge margins. . 3 The allowable value 4 An additional 2 inches (51 mm) of em )4; nem shall provided for anchor ilts located in the to of co 5 Valucs shown are for work without special inspection. Where special inspection is provide 6 Valucs shown are for work with or without special inspection. S.ES h 2 x /.23 3 = 6.ea4S > 7. • • " 95 80LT 04 uch as wind or seismic forces. SHEET BY V II values may be increased 100 erci. Zones 2. 3 and 4. OF 2-181 Joe No. AMT 0fr ENG lisit ERS— NORTH WES1 INC. P. S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522-6698 JOB NAME P rr SUBJECT SHEET OF BY F T( M2FA r<4 tp 2 .2.s 3 r . (uP) ASLic 13RG 25 - 77. X I r 1 per Nrc aek.. 2.25" p P 2.2 DATE Sr" SEE 174-c t?..uovy/u6 upi:/FT vzsrs-nekmcz. St A 4L-d* x 1 Fool Duz / 6 4 FOT DEPTH Pear? (,-f (..t. (3 C. A VI Pew 14A 0 r- MACK . 24 S 1- x = 9'F cNe SLAB:AND FOOTING;CHECK DUETO:COLUMN UPLIFT; LOADS '?!` . '' ''':.;i' '' Net uplift resisted by the slab = 4.91 kips Length of slab to resist this uplift = 8.86 feet (square) REQUIRED AREA OF STEEL (for the slab on grade) = ENGINEERS- NORTHWEST INC. P.S. 6869 WOODIAWN AVE. N.E.'(SUITE 205) SEATTLE, WA. 98115 Slab thickness =E 75 inches Slab weight = } 015: ' lkcf Concrete weigh = 7 ; 0.15::. j kcf Soil weight = 014 " kcf Slab Reinf. # = • 3 r.,...F:.w max. Reinf. spacing =' 18 in. o/c phi = 0.90 B1 = 0.85 einforcement @ 45 deg.= D.08 kip -ft/ft Mu = 0.99 kip -in./ft. b= 12 inches d= 2 inches Check ftg. bending due to uplift ( T.O.F. in tension). Mu = 6.23 kip-ft @ 45 degrees to footing Mu = 6.53 kip-ft @ 90 degrees to footing As(TOP)= 0.18 in 2/ftg. "add this ti d= t - 3" �94 U8C Se Pape 1 2/2/99 Ftgup2.xls I 1: • W. H. PORTER; INC. 4240 N. 136th AVENUE HOLLAND, MI 49424 (616) 399-1963 • ., PROFESSIONAL MEMBER et-i-n .04 CALCULATIONS FOR: ,• • .:••, •••'..• REK 30 x 64 BUILDING METAL ROOF PANEL (OPEN) 1994 UNIFORM BUILDING CODE REK3064M 12/21/98 P i Bolcom PREPARED UNDER THE DIRECT CONTROL AND SUPERVISION OF: RECEIVED CITY OF TUKWILA FEB 3 1999 PERMIT CENTER P9c1•0030 .r././M IL . Structural Analysis Description 2. Design Criteria 3. Building Materials 4. Loads to the Foundation 5. Structural Geometry and Computer Model 6. Loadings to Structural Framing 7. Load Combinations 8. Built-up Member Section Properties 9. Member End Force Summary 10. Member Design 11. Connection Design 12. Panel Data 13. Welding Procedures 14. Computer Analysis Including Input File Table of Contents (,),ci") W. H. PCmIR. MIe. • 4240N. 139TH AV • HOLLAND. $149424 Building Type REK 30 x 64 M Structural Analysis Description M- STRUDL structural analysis software was used to model the 3 -D space frame. To reduce the amount of computer printout, structure symmetry was used to list only members which would have different resultant forces. The column base joints were pinned. This structure was modeled with no torsional stiffness for the members. Similar structures have been modeled with and without torsional properties and the results were essentially identical. The roof deck was not utilized in the structural analysis except to provide lateral support to the trusses and purlins for gravity (vertical) loads. For members subject to bending and/or axial loads due to wind uplift loads, the unbraced lengths of the members was defined as the distance between braced points or the full span if not braced between supports. From the analysis, all member deflections and structural drift are within allowable limits. Light gage members were designed in accordance with the latest edition of the AISC Specifications and the AISI Cold- Formed Steel Design Manual. All field connections are made with A -325 High Strength bolts using the "Turn of Nut" method of tightening as described in the AISC Manual. All members with end plates connections are fabricated with continuous penetration shop welds. The compression ring is a shop welded unit with full penetration welds at all joints. Welding procedures have been developed and tested for all welds used to fabricate this structure. • - 177:1 AIL W. H. Poma. We. • 4240N. ISM Av • Nou.m 1. MI 42424 Building Type REK 30 i 64 M Building Code : Design Loads: Dead Loads: Live/Snow Loads: Wind Loads: Seismic Loads: Load Combinations: UBC, Section 1603.6 DESIGN CRITERIA Uniform Building Code, 1994 Edition Weight of Roofing System = 2 psf With Slope = 3 psf Basic Roof Snow Load = 30 psf Basic Wind Speed = 100 mph Exposure C P = (Cc) (Cq) (qs) (I) UBC, Section 1618 Basic Wind Pressure (qs) = 25.6 psf UBC, Table 16-F Importance Factor (I) = 1 UBC, Table 26-K Height,Exposure, Gust factor (Ce) = 1.13 UBC, Table 16-G Wind Load Distribution: UBC, Table 16-H Normal Force On Leeward Roof = 1.2 On Windward Roof - Case I = 1.4 On Windward Roof - Case I1= -0.3 (inward) On Windward Wall = 0.8 On Leeward Wall = 0.5 Parallel to Ridge = 1.2 Per UBC, Section. 1619.3, Wind on vertical and horizontal act simultaneously. Wind Load on Windward Wall = 23.14 psf Wind Load on Windward Roof - Case 1= 40.5 psf Wind Load on Windward Roof- Case H = -8.7 psf Wind Load on Leeward Roof = 34.71 psf Wind Load on Leeward Wall = 14.46 psf Parallel to Ridge = 34.71 psf Sesimic Zone 4 Structure Type: Ordinary Moment Resisting Frame (Steel) V= (Z) (1) (C /.Rw) (W) Z= 1= C= Rw = W = 0.4 1 2.75 (Max value) 6 6.0 psf Seismic Load = 1.1 psf Dead Load plus Snow Load Dead Load plus Wind Load Dead Load plus 1/2 Snow Load plus Wind Load Dead Load plus Snow Load plus 1/2 Wind Load Dead Load plus Seismic plus Snow Load* UBC, Sec 1628.2.1 UBC,Table 16 -I UBC, Table 16 -K UBC, Sec. 1628.2.1 UBC, Table 16-N 'Snow load does not need to be included if the load is 30 psf or less. Building Type REK 30 x 64 M Member Type End Columns Side Columns • Truss Eave Beam Purlins Ridge Beam Beam Tails Member Number • 1-4 5-8 9-32 33-38 39-50 51-53 54-67 Connection Plates: ASTM A36 Connection Bolts: ASTM A325 • Welding Process: Gas Metal Arc Welding Welding Electrode: E70xx BUILDING MATERIALS Member Size TS8x6x1/4 TS8x6x1/4 TS12x6x1/4 B9x5x14 ga • B9x5x14 ga B9x5x14 ga B9x5x16 ga. Steel Fy (lei) 46 46 46 55 55 55 55 , • = 71= AOLV■ I = •Aorrrui. INNOVATIONS IN STEEL S TO THE FOUNDATI BuildiiigTyj REK ic 64.M Load Combination - Axial Fx - Shear Fy Shear Fz Moment My Moment Mz Dead + Snow Load . 6.83 -1.14 0.26 0 0 Dead + Wind Load - X -Dir -5.23 -1.01 -0.22 0 0 Dead + Wind Load - Z -Dir 1.7 -0.23 -0.18 0 0 / /A Ill \\ I111 -i■I I I Loads to the Foundation Fz Z Truss • My Fy Y End Columns Units - Kips, Foot -Kips { Load Combination Axial Fx Shear Fy Shear Fz Moment My Moment Mz Dead + Snow Load . 11.21 -1.84 -0.04 0 0 Dead ir a + VVind Lod - X-D -9.49 -1.68 0.04 0 0 Dead + ' Load - Z-D 2.17 -0.33 -0.23 0 0 Loads to the Foundation My zi Fz H. MM. NM • 4240 N. MIN *HOLLAND. M140424 Truss • Fy Y Side Columns Units - Kips, Foot-Kips Building Type REK 30 x 64 M r7 A SEM K .30:i64 ill INN poligod PARK AMCNITEGW E W.H. PORTER INC. 4240 N. 136TH AV. HOLLAND MI 49424 PHONE: (816) 399 -1963 FAX (616) 399 -9123 JOB NO. DATE BY 05 Z BLDG TYPE & SIZE Roc 3 V x [Q 4 M CODE LOC'N SH OF Re Sc) x C.e 4- f VIEL0 / maVS / S 3o / t 4.33 � 433 Q.33 ¢37t 4.3) ' 4J3 1 n sor tou Lb Tay TrA4 s/ n a I f l L GOMM .1•11•10 J P:oligon PARMC ARCHITECTURE W.H. PORTER INC.. 4240 N. 136TH AV. HOLLAND MI 49424 PHONE: (616) 399 -1963 FAX (616) 399.9123 Rte- Sox 4-- ort7 Uv.5 JOB NO. DATE BY 0 S /3 BLDG TYPE & SIZE R We- 30 X 6,4 M CODE LOC'N SH OF 57C4 ELvvAi sal r / 44' i II II II11 poligort PARK ARCHITECTURE W.H. PORTER INC. 4240 N. 136TH AV. HOLLAND MI 49424 PHONE: (616) 3994963 FAX (616) 399.9123 JOB NO. DATE BY USIJ BLDG TYPE Si SIZE T 4. 30 X to 4 M CODE LOCH SH OF Relc 3 U xcto 4 — • ' " - ' nth /i/o s 0 ® 31 r� LE c*g s6 In ►3 tt9 11] lg. vfl r� ] 1 o r'jl 8 Alva Builditii type . REK 30 x 64 M I I ' 4, - F4¢ - ` #4, - 4 I II . fir • if L • al_ , 'V El 11 11111 ■i 111111111111 Po ligone PARK ARC -II TEG TIJRE W.H. PORTER INC. 4240 N. 136TH AV. HOLLAND M149424 PHONE: (616) 399 -1963 FAX (616) 399.9123 JOB NO. DATE BY DS e BLDG TYPE & SIZE Rte. 30X Co 4 M CODE LOC'N SH OF PCY- 30 )(6 4 4944/ A/6 S 7a �yh'✓1E A. veenu4c- 414,o. I) 61 Fz,Y•. 6017)Ah44 , lax 14 .4 �, 14' N� 12 th = 4.31 iR P - 4.05(0 64,10 = 4 qZ o 'gRe = I. ilS" X Z s,OES = 3. 3 • fiCe ( — (,v I JO 6011os 5IA% I?-uo r b s - 3C4IC s Tit 1( 6014 i}oW nzzc. y AlPPLy (441195 e. /Gav w L ' Air JOB NO. DATE • BY ace BLDG TYPE & SIZE .. 36.4•621. FiAr roc ,4RCl- IITECTU E W.H. PORTER INC.: 4240 N. 136TH AV. HOLLAND MI 49424 CODE LOC'N SH OF PHONE: (616) 399-1963 FAX (616) 399 -9123 271'4- /7 Z ' W. H. Pognat. Wc. • 4240 N. 111TH IN !SUM. MI 49424 Building Type REK 30 x 64 M I: Load Case TL EX • • X1 X2 X3 X4 X5 X6 EZ Z1 Z2 Z3 LOAD COMBINATIONS Description Dead load plus Snow Load Dead Load plus Seismic - X Direction Dead Load plus Wind Load - X Direction (Case I) Dead Load plus Wind Load plus 'A Snow Load - X Direction (Case I) Dead load plus Snow Load plus 'A Wind Load - X Direction (Case I) Dead Load plus Wind Load - X Direction (Case II) Dead Load plus Wind Load plus 'A Snow Load - X Direction (Case II) Dead load plus Snow Load plus 'A Wind Load - X Direction (Case II) Dead Load plus Seismic - Z Direction Dead Load plus Wind Load - Z Direction Dead Load plus Wind Load plus 'A Snow Load - Z Direction Dead load plus Snow Load plus 'A Wind Load - Z Direction , • • , • • • •, • W. H. PONTEN. INC. *4240 N.I MTN /N • NOU.AIID. MI 411424 Building Type REK 30 x 64 M Load Case TL • EX EZ XI,X4 Z1 • X2,X5 Z2 X3,X6 Z3 Load Case X1,X2, Z1, Z2 X3, Z3 X4,X5 X6 MULTIPLYING FACTORS FOR VERTICAL LOADING (YL to be multiplied by the square feet supported to obtain actual loading) Load Type Dead Snow Dead Dead Dead '/2 Snow Dead Snow MULTIPLYING FACTORS FOR WIND LOADING (Multiply load psf by the horizontal and vertical projected areas) Windward Leeward 0.0405 0.0347 0.02025 -0.0087 -0.00435 YL (ksf) YL (net) (ksf) -0.003 -0.030 -0.033 -0.003 -0.003 -0.003 -0.003 -0.003 • - 0.015 -0.018 -0.003 -0.030 -0.033 0.01735 • 0.0347 0.01735 Parallel 0.0347 0.01735 0.0347 0.01735 ARTFUL INNOVATIONS IN STEEL Building Type REK 30 x 64 SECTION NAME GAGE FLANGE "F" (inches) Building Type REK 30x64 M MBEREND FORCES SUMMARY Load Combinations Member No. Fx Fy Fz My Mz TL ( 8 3 - /14- G • 2 tr -6- -- - (P•P A /¢ - G• Up -3.0 - /3.6t EX 3 / 5 0.24 0.0) e - -/. ZY -0.1,4 -04) 7 -041- 1./3 x1 3 --5•Z -/. 0 / -U• 2 L- 6' -6-- s.tb 1.b/ 0.2,1 -- 2.C/ -1243 X2 - Z . 17 -0. rr -o.' / & 2.rt- o• iT 0. 11 /. Z5 -1,•0¢ 6 X3 -3.4( -cot- 0.0 . 6 -3./5 0. ?2- - 0.11 - 1.2'? - F.(,o X4 - 0./(p /-1 o • 12- -- 6 -- 0 44- -// s`7 -0,12- -/-%-/ /5. /3 X5 ,� /. Z /,71- - 0.15 6 r� - 0.57 -i.?Y 0.1) / r) Z/37 xs '' / 74 .27 Soy e co u.jZ- `j 93 EZ 2 /• S2_ _()• 2 L -O.o -- e e- - Lr o.22- o•of- n, 47 - 2.)/ Z1 Z- ). 7 0 -p, 2 ) -o • r ir G - 6 - -1.4) 0.1) 0. /I/ 2.15 - -Z.ro Z2 a 4.7 (P -01 b / - V/ ET 6 --4.0, 6.105 c Th 3.fI - r. Z3 I 2 (o • Z- -big- --0.3) 6 & -G.(23 1./4- 0 .77 3 -5 r -/). 7 1- W. H. POMP. INc. .4240N. l Ww AV • HOl1mD. MI 49424 Building Type ' 1L 3 b X (, 4' i'14 MEMBER END FORCE SUMMARY Member No.'s 1 --4- Type E N o Coact/2,o 75 isx x //� LOCAL COORDINATE END FORCES ( * Co i7cx DeS U•f Load Combinations Member No. Fx Fy Fz My Mz TL 5 /1.2 / --/-1'4. --0. o 9- a e- . /0,1 c-- /. P d. o. o lt.. 6.41 -Z2 -O EX -1 2.1r o.1 -0.0 & -ti / -o•/ 0.0 1 0.b7 4.47 - X1 - `l✓ 4-1 4. cdi 0. u 4 6 9.74. Hai i --o • o f- -o.4 4- -14).1/ X2 - 4.i r -0.52- 0. 0 6' 6- 5; 22 0.9 2. o• 0.--- -o. L") -- // o 0 X3 S s 40 -l. // -0.0- z- 6 G -r. /5 /.i1 0. 0‘- 0.1 -/3., -- 6 X4 -) . II I. 7) 0.4 6 3.71 - 1.7) -o. o I --0./r 2.7.3i X5 . /. or 2. G. 6 Es- -0.7Sr -2.f/ --0.04 , ?5•' X6 .-.7 F. 40 Z. Tr -o.o) & -F.1 -2. rr O. o 6.) ) 30.0- EZ S 2. i 3 -O3'-- -,.r, r.3Z 6.0 I o . I F -3.87 ZI 5 2, ( 1 -o,35 -02) L .------- - Op o. 7) o.L) 2. MI -3.16 Z2 5 .- . (D./ 1 --1. o - -u, tr o- & - (2 I. ok o. Zr 3. d 1 -13.d/ Z 5 .- /r. 2) - /..P sL --oar r e -/o •5 b /. r 4 - " or r 40, -2 t. /0 W. H. P01011t. Mc. • 4240 N. 1219TH AV • MDLLAHD. MI 49424 Building Type i f'X 30 XCo 41"t Member No.'s 6 - 6 MEMBER END FORCE SUMMARY Type S ►,oE" eo •�.,fs LOCAL. COORDINATE END FORCES (MAX) Co4Jzecx s ' Des / 6&/ 7`S rA#cox //_ Low Combinations Member No. Fx Fy Fz My Mz TL 9 -1 2-loo 42 4 0.0'7 - p.0 /'. ('t - /.Z7 - 6.31 -o.5 -4.2¢ /f.fr EX 12-14- 0.1.7 0.97- -o . o / 0. o lr 3 . /7 _6.2x - o•cf o,1D b.4, 3, fer X1 ' e IZ -1 -1. 0 -3 . l f D • o, --6 dli - 12.13 2 -5, 0•u? - o.8z_ -3J - //.o) X2 12 d - - / (n'7 --/ 15 0.0 Co --0. L -L • co P 2.4.1 - o•ur - 0,q- --z.os - 3. ((L_ X3 r / J. / 2-- 2. Z 4- 0- or" -0.2(0 F. (a o 0. / (P - O. r`I - 0.44- -2.08- /id/ X4 7-1 / - /(e/ -U. F, -o. to J. /1 /5,/) /M/ z a r p.? I IV'- -/ ¢ 3 X5 ( 2. 1 4. /. r7 /.2r -0.4.0 Ali Z /. 3 5 -0 4 2- '74 a •) / Ara 5-.27 X6 A 12 "/ 2.4b 3. -0, (s , 0.rst--• ze).7? - /,1b -/.4,D 0. ?, 3/, /r.5/ EZ , �' 1 O. 87 0.0 / -6.or 2.70 -0.24- - oar ( -(J. 1.D -u. co O 3.69 ¢- ZI / " 1 t p.S- o S J -o' / 1 1). 2'4.- 7.rb 3-r4- 2 F. 1' _0.2.4- -'o r 0.t1- /, 2 7 Z2 /5_"/ 7 /. A. 2. coo --0 . (f p. 7, - ().5 r -aio o.fb $. / 11- Z3 ( s ' 7 . 2. f 5 4.2? -o./ L. 0.4r /3.72. - l. c5 -0. 1 - 4.6) 9-r7 !(•r¢- ARTFUL INNOVATIONS IN STEEL W.H. Poona. INc .•4240N. ISSN AV•MOU.*ND.MI49424 ' Building Type gtx /th q -44 END FORCE SUMMARY Member No.'s 9 " Zo Type &tip 7/1.4e5 LOCAL COORDINATE END FORCES (MAX) 7 C;o 7 o-s 'bes /U^j e(..77 Load Combinations Member No. Fx Fy Fz My Mz TL 21 4.2( Gee!. o.04- - o•tr 2 ?.07 -2. ["7 -o.1 - P 0. i o 0. D8 27.7 EX 24 0.f) /. 27 -�o. o I 0 . 0 c. 4 7 _0 . f - c). c I - 0.0 l - 0.0(e S c 9 X1 2 / -4.2r -5. S"/ G.o I O. o1 - /?- (, 7 4.S1, -0.10 -O. l -o.) ") 23.73 X2 Z 1 0) -2. ib - 2.'7 / o. (.1 -o. u I- - 4 3((O --l• / G -a• 08" -o. LO - 10.97 X3 2 1 - 23 1.7 Le 3. Q4 6. o 4 - o. Vo 0.72 co 0 - / - ao 0.0_ - v. U(e !7• (o! X4 Z/� 23 -2. Fr' -0, pr -0. ic /. /3 - 27 )1- 294 3. (07 0.12 0.r? - J. 3 X5 2/ - - 0. i-c /. 5 -o-11E- / o L -/F 2 7 z.ute 3 ¢ 0./4 6. > 5 /3 X6 2(.23 2.(e / 5. ?Fr -0 •� o 0.53 0.y) (at¢ 2):7) • ).P5 -o.ri 1.25 oar EZ 2 /re 0.7 1 -tr 6- - -0•0 1-- -io to -0.b? 0.0 a. U z- 5 Z1 2' 0,7') I. t r -0. l (a 0. )-5 -0, - 58 - -0.07 o.ur 1,0 ) 5.31 Z2 et-1, .1 2. r1.. 4r -0,1r o.14 13. o) -1,z1 -0.3 7 Oat /.0t- /7.&(• Z3 Z / -Z 4.27 (0. -0•o5' -o.or 22../o -2,17 - 6. rfi 0113 a. rr 30,0 ARTFUL INNOVATIONS IN STEEL W. H. PORIEII. WC. • 4240 N.1$6TN AV • NOW WD. MI 49424 Building Type F+C7 (bet Member No.'s MEMBER END FORCE SUMMARY LOCAL COORDINATE END FORCES (MAX) CDN7oLS 1: /U Type S/oE 7;2a -ss 4. (or / r.F 7 22002 Load Combinations Member No. Fx Fy Fz My Mz TL F b.15 19-0 -o•o' 0.31" 3. ¢ 1 -0 • 8' /. a 0 o. 0) 6.2c, - 74 3 0 •o3 0.21 0.70 - u• 03 0.2 I E 0 -0.7t. X1 3 - 0.22- / 4 3 0.0 / -a. Zv -3 •S4 tl•zz- / :(ir -0.0 - o•of 72 X2 3 , -oar -t1•P3 - 0.61- _.2.05 _.2.05 v. /f -0.5(, -0,0a 3.33 X3 7 0. vY 0.7c 6• 0 Z. r7 -0. oft o•7r f' -0. its / -Z•r7 X4 3 (r -o • fil -/,1 cr O. U , .-O. k5 -2.f 2 - 0 .4v -7. 9' -0, 0 S /. o o 4.5¢- X5 1) o.3 7 /./3 0.0 5 - 0.e5 2. V? -0..77 /. 3 3 --o, 0 5 -0.5, - 4.7 ( 3. i /- X6 3) 0.3> 6S4 6.(_ -o./7 • -6.7) /./7 -0 --0.7/ -(0.. 31- EZ 3) 0.6) 0.15 0..6 r' a•4.3 b f0.03 0.2z- & o.(,3 -O./0 Z1 � , 6.0 1 -0./o ` � � it 11 0.3 7 -v6I -vt Z2 2 J� d,t9 0, (0') -G pace 6, r) --O.l, i or C --0.o3 - 4.7 I Z3 .� 6 I. 1 -0, 6t.- 0.3 b 2. rb' "'(),Z 1 0 0‘ tic '(o.32..._ 111, K ' t' I' 4 I ARTFUL INNOVATIONS IN STEEL W. N. PoNTE11. INC. • 4240 N. I NITH Av • INLAND, M149424 Building Type f ex-- 3 o X Co 4 t t Member No.'s MEMBER END FORCE SUMMARY Type E1'h/E Z$� LOCAL COORDINATE END FORCES (MAX) 7 \ e COttu7 01- e beS / U'J z.- .41 - 3.0V - t n- /. 47 -Z. c'7 3.3f ,4-1 3.04-, Load Combinations Member No. Fx Fy Fz Mz TL 3 , ti.oz - A (1) e■ is• - 0. et ' -o. c, 4-. I. frt., &- EX 4 1) - til-- O. 14) 2 - 0. 2.0 --- --"" 6- Xi -0, 0, -/. 44- X2 4 (.) O. (se -4)44- (s::: - or -014— . c X3 I . (ft 0 0 0 X4 1 o.4 —1.24 -E,-. —0,4,1— —iia,/ X 4 f& 04 ),/(42 &-- X6 470 ,4- -0.7 1.1-7 • _ • __ :7 0.24- I- r7 60- EZ 5 1 0.01 o. IAD -0,6 1 0120 -6 Z1 $ , 0, 0 -- 0. -0, (2- 0, 20 6.- Z2 ,t , , . Ifr Z3 5, 0 or b. u- -(), or .0 C. • ci ARTFUL INNOVATIONS IN STEEL W. H. POT. INC. • 4240 N. 1 IMITH Av • HOLLAND. MI 49424 Building Type k.e7C_ 30X (./ 4 ex MEMBER END FORCE SUMMARY Member No.'s 5 - 44- Type 4‘.&._ /Le P./ 5if LOCAL COORDINATE END FORCES (MAX) *Ccsitmea....s 7es/ .11 , 7 1 ,17 + "01 Load Combinations Member No. Fx Fy Fz My Mz TL -0.fl 1.�Z o.� . d • 1f �. w, G 6 -- EX -0,! 2 D. 25 6 • o ¢ ( 02c. X1 0.11 _ _/. j1 -0. . Q " 0 41 —o, 7r -c�,/ r —A ,4 I -(J.') 4- 6 --- X3 -0.4- p,7 O. 1 1- 0.4 6.7 b -6---- xa Q,) a. � t' 1.- a to r X5 -0.) -0.7 r $ X6 -0.7 L' 0,(7 EZ `V7 - 4, O.L�- & C1.12.- 0.2L Z 1 7 I - 0 1 I I 0. LL. , 6 6. l 1 0.2%, . _ f Z2 -0,47 n4 -6- 6 - "7 0.5? -0- -045 Z3 e-r? -. 0„.t 2 .q- i.kr ARTFUL INNOVATIONS IN STEEL W. H. POT . INC. • 4240 N. 1 S4TM Av • HOLLAND. 11149424 Building Type kee--30, Qr'L Member No.'s (Pr--57) MEMBER END FORCE SUMMARY Type a- Pcccx1 Z9xrx LOCAL COORDINATE END FORCES (MAX) * Co 7 cc s ,411 ?. Low Combinations Member No. Fx Fy Fz My Mz TL 67 Kr? 7 /. / , e--- --- 2.' / -/. 7 /, 2. G -3. EX ' X 5 Z p. Z) O.1 t -,- 6. o , re - -0z1 O• /4' c - e G.6'e' Xl / _/.(,o -/ -o (e -0,0L. C. /!, - Z.Ce / J. (0 0 - f , / (v 0.0Z 0./Ce 3, 6,7 X2 1 `S I -0. E - 0. a, -O. UZ. C. / (,, -/.37 o. k4- - (4(.03 0.0 b .lc, z-‘)/ X3 5..2. ?? Q. R' fT 6 ��? ,p, -0. o.c• e /,7 X 4 I * l .--0,')i - - 0 .7 J -4.0 f' c " / -14 l 7 - o. (0 L-- o . - -o • 2 - . i Z /, l &- o.- X5 L d. ce o. 2C 6- 0.01- o.'11 .-0•3(P d. )- 6 V -tt0U.(7 .- X6 -/ /.4 6.n 6,o(- -0.0- Z.3, - /.47 /rOZ -0.0(v -o,S5 -3./ EZ l 6.7) (3,0 0-.4.1 -0.n 0.l `7 G e -040 zI 0.4Z- at) .4:. 6.0 -o,41- e1. n - "O.' Z2 5-- I I, 17 ( 9,0 G. 1.21 - /,(, 0,7 --Z• IT" Z3 1, rr /t 1 - -S- E--- 2.7 0 - l•E 7 1I c -4,u Member No.'s S/ - 53 MEMBER END FORCE SUMMARY Type 21060 * CoNnecx.s '- DES/ UV 13 9Y.CX l ¢-- LOCAL COORDINATE END FORCES (MAX) 2.60 .37 2.4 I / /. 2) .s4- Load Combinations Member No. Fx Fy Fz My iv TL LAQ Z &- d .341- Es 6- 0.3 4- EX 6o2_ 6.0 ¢- U a . 6 X1 (L2 o•3 c.P 6- U Y6 X2 (0 Z tS- _0.2- ' -- S- -0.7,1 ----- X3 691- 0.1 .C,-- - 0 , / _E:=- X4 GI 6 - 0.3 0 .C.--- C - -0,3c7 X5 & 2 0 . Z- e„,-- ,,,.. 0. u X6 /„ 2 cx . - 0. 3 �r C-- G- • 6,3 F" EZ Z _&- 0. 4- -'�'-- -- 0. cY/ ZI (� Z . — 0,0 q-- - -. �� 6, v 4- 0.1, Z2 ( .02_ -c� 0.1 �--- E Z3 0 Z Cam-- 0.) e 0. 4— W. H. P0m!L MIe. • 4240N.1$6TH AY • HOU.m% MI 45424 Building Type / X- 3 O (v4 MEMBER END FORCE SUMMARY Member No.'s 54 - (.0 7 LOCAL COORDINATE END FORCES (MAX) Co ot)7 oLs / 411 Type &* 7 a 9,r 5 (P /./.11111.•.■.. 111111111 Building -REK.30 x 64 M A = 6.59 in "2 Depth • 8 in Ix = 60.10. in "4 . .:. Width - 6 ° : in ly. 38.60 in "4 'Thickness = 1/4 in • Sx := 15.00 in "3 Fy = 46 , ksi • Sy = 12.90 in "3 Lx 8 ft • rx •. 3.02 in Ly = 8 ft • ry . 2.42 in • Lb 8 ft Column Loads Load Case ; Axial My' Mz TL 6.83 -3.07 - 13.68 X5 1.24 1.53 21.39 Z3 6.92 3.95 -13.72 Compact Section Fb = 0:66 "Fv 28.01 35.091 I ARTFUL INNOVATIONS IN SUM fa/Fa = 0.050 < 0.15 USE EQ. H1-3 EQ. H1-3 fa/Fa + fbx/Fbx • fby/Fby <= 1.0 050<10 OK End Column Donlan Load Case TL Axial Load = 6.83 kips Moment X = -13.68 ft-kips Moment Y = -3.07 ft-kips -.- Combined Axial and Bending X5 Axial Load = 1.24 kips 21.39 ft-kips 1.53 ft-kips Combined Axial and Bending fa/Fa = 0.009 < 0.15 USE EQ. H1-3 EQ. H1-3 fa/Fa + fbx/Fbx + fby/Fby <= 1.33 0.62 < 1.33 OK Combined Axial and Bending fa/Fa = 0.051 < 0.15 USE EQ. H1-3 EQ. H1-3 fa/Fa + fbx/Fbx + fby/Fby <= 1.33 0.53 < 1.33 OK fa = 0.19 ksi fbx = 17.11 ksi fby=I 1.42 ksi Axial Load = 6.92 kips fa = 1.05 ksi Moment X = -13.72 ft-kips fbx = 10.98 Moment Y = 3.95 ft-kips fby = 3.67 Load Case Axial .. My Mz TL 11.21 0.49 -22.09 X6 8.40 0.33 30.54 -9.49 - -0.44 -20.11 REK 30 x X2 60.10 inA4 Width= 6 in „ 38.60 inA4 Thickness = 114 in 15.00 inA3 Fy = 46 ksi 12.90 in^3 Lx= 8 ft , 3.02 in Ly = 8 ft 2.42 in Lb = 8 ft Side Column Design Load Case TL Axial Load = 11.21 kips Moment X = -22.09 ft-kips Moment Y = 0.49 ft-kips X2 • Combined Axial and Bending fa/Fa = 0.082 < 0.15 USE EQ. H1-3 EQ. H1-3 fa/Fa + fbx/Fbx + fby/Fby <=1.0 0.68 <1.0 OK Axial Load = 8.40 kips Moment X = 30.54 ft-kips Moment Y = 0.33 ft-kips Combined Axial and Bending fa/Fa = 0.061 < 0.15 USE EQ. H1-3 EQ. H1-3 fa/Fa + fbx/Fbx + fby/Fby <= 1.33 0.88 < 1.33 OK Axial Load = -9.49 kips Moment X = -20.11 ft-kips Moment Y = -0.44 ft-kips Combined Axial and Bending fa/Ft = 0.052 Member in Tension Use EQ. H2-1 fa = 1.44 ksi fbx = 16.09 Thy = 0.41 EQ. H2-1 fa/Ft + fbx/Fbx + fbylFby <= 1.33 Ft = 27.6 ksi 0.60 < 1.33 OK fa =. 1.27 ksi fbx = 24.43 ksi fby = 0.31 ksi Load Case Axial (P) Mx1 Mxc Mx2 My Lb Lx Ly TL ' 2.60 13.68 16.72 18.45 -4.24 4.33 13.70 4.33 X5 1.57 21.39 15.98 5.97 1.53 4.33 13.70 4.33 Z3 , 2.59 13.72 16.77 18.54 4.57 4.33 13.70 4.33 Thickness • .Cheek for Compact Section End Truss Design Mxc Length = 13.70 A= 8.59 inA2 • Sx = 26.90 'nil lx = 161.00 InA4 rx = 4.33 in Depth r- 12 Width = b/t = 21.00 < 190 = 28.01 Member Loads • Uplift Loads Bending klb/rx = 14.41 Axial klx/rx = 45.56 Fy"1/2 TS12X6X.25 Compact Section 0.66 Fy lox= 1.2 ky = 1.0 Gravity Loads Bending klb/nc = 14.41 kly/ty = 20.55 Axial klx/rx = 45.56 kly/ry = 20.55 Cc = 112.09 „, • Fb = 30.36 ksi • End Truss Design Load Case TL Axial Load = 2.60 kips • Moment X = 18.45 ft-kips Moment Y = -4.24 ft-kips Combined Axial and Bending fa/Fa = 0.013 < 0.15 USE EQ. H1-3 EQ. H1-3 fa/Fa + fbx/Fbx + fbylFby <= 1.0 0.19 < 1.0 OK X5 • Axial Load = Moment X = • Moment Y = 1.57 kips 21.39 ft-kips 1.53 ft-kips Combined Axial and Bending EQ. H1-3 falFa + fbx/Fbx + fby/Fby <= 1.33 0.36 < 1.33 OK fa/Fa = 0.008 < 0.15 USE EQ. H1-3 Z3 Axial Load = 2.59 kips Moment X = 18.54 ft-kips Moment Y = 4.57 ft-kips Combined Axial and Bending fa/Fa = 0.01 < 0.15 USE EQ. H1-3 EQ. H1-3 fa/Fa + fbx/Fbx + fby/Fby <= 1.33 0.38 < 1.33 OK 0.30 ksi fbx = 8.23 ksi thy = -2.77 ksi Fa .= 23.31 ksi fa = 0.18 •ksi • fbx = 9.54 ksi flay= 1.00 ksi Fi = 23.31 • ksi fa = 0.30 ksi fbx = 8.27 ksi flay = 2.98 ksi Fa = 23.31 ksi Load Case Axial (P) Mx1 Mxc Mx2 My Lb Lx Ly TL 4.26 22.09 27.05 29.98 0.38 4.33 13.70 4.33 X6 2.61 6.46 31.34 25.73 0.33 4.33 13.70 4.33 Z3 4.27 _ 22.10 27.06 30.00 0.55 4.33 13.70 4.33 . Side Truss Design II. NI:N. 11111111111111 I I Thickness = 1/4 Compact Section Fb = 0.66 Fy 8.59 inA2 x = 26.90 inA3 lx = 161.00 inA4 ix 4.33 in Depth = 12 Width = Check for Compact Section b/t = 21.00 < 190 = 28.01 Fy"1/2 Member Loads kx = 1.2 Gravity Loads Bending klb/nc = 14.41 Axial klx/rx = 45.56 Uplift Loads Bending klb/rx = 14.41 Axial klx/rx = 45.56 kY = 1.0 kly/ry = 20.55 kly/ry = 20.55 Cc = 112.09 Fb = 30.36 ksi Side Truss Desian TL Axial Load = 4.26 kips Moment X = 29.98 ft-kips Moment Y = 0.38 ft-kips Z3 Combined Axial and Bending fa/Fa = 0.021 < 0.15 USE EQ. H1-3 EQ. H1-3 fa/Fa + fbx/Fbx + fbylFby <= 1.0 0.47 < 1.0 OK Axial Load = 2.61 kips Moment X = 31.34 ft-kips Moment Y = 0.33 ft-kips Combined Axial and Bending fa/Fa = 0.013 < 0.15 USE EQ. H1-3 EQ. H1-3 fa/Fa + fbx/Fbx + fby/Fby <= 1.33 Fa = 23.31 ksi 0.48 < 1.33 OK Axial Load = 4.27 kips Moment X = 30.00 ft-kips Moment Y = 0.55 ft-kips Combined Axial and Bending fa/Fa = 0.01 < 0.15 USE EQ. H1-3 EQ. H1-3 fa/Fa + fbx/Fbx + fby/Fby <= 1.33 0.46 < 1.33 OK fa = 0.50 ksi fbx = .13.37 ksi fby = 0.25 ksi Fa = 23.31 ksi fa = 0.30 ksi fbx = 13.98 ksi fby = 0.22 ksi fa = 0.50 ksi fbx = 13.38 ksi thy = 0.36 ksi Fa = 23.31 ksi Load Case Axial (P) Mx1 Mxc Mx2 My Lb Lx Ly . TL 0.18 3.49 2.98 -5.54 0.38 3.00 20.00 3.00 X4 -0.40 -2.82 -2.57 4.94 -1.00 20.00 20.00 20.00 X6 0.33 3.84 3.35 -6.32 -0.31 20.00 20.00 20.00 artibar Loads loc = 1.2 ky = 1.0 Gravity Loads Bending kib/nc = 12.67 Axial klx/rx = 84.44 Uplift Loads Bending klb/nc = 84.44 Axial klx/rx = 84.44 20.00 kiy/ry = 17.51 kly/ry 116.71 1C30 x Width = 5 Gage Pa = 42.37 kips Max = 189.70 in-kips May = 49.66 in-kips 0.447 < 1.0 OK To = 24.83 kips (Tension) Max = 189.70 in-kips May = 49.66 in-kips Eave Beam Design Load Case TL Axial Load = 0.18 kips Moment X = 66.48 in-kips Moment Y = 4.56 in-kips • Combined Axial and Bending P/Pa = 0.004 < 0.15 USE C5-3. EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.0 Axial Load = -0.40 kips Moment X = 59.28 in-kips Moment Y = -12.00 in-kips Combined Axial and Bending P/Ta = 0.016 < 0.15 USE C5-3 EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.33 X6 Axial Load = 0.33 kips Moment X = 75.84 in-kips Moment Y = -3.72 in-kips Combined Axial and Bending P/Pa = 0.013 < 0.15 USE C5 EQ. C54 P/Pa + Mx/Max + My/May <= 1.33 0.570 < 1.33 OK Pa = 24.83 kips Max = 189.70 in-kips May = 49.66 in-kips 0.338 < 1.33 OK • X .9 00 72 .0 00 00 00 00 X 02 .0 79 .0 00 00 00 00 M Lower Perlin Deakin ARTFUL INNOVATIONS IN STEEL Load Case Axial (P) Mxl Mxc Mx2 My Lb Lx Ly TL 0.02 0.28 6.93 0.00 0.00 3.00 20.00 3.00 1.0 ky = 1.0 Gravity Loads Bending klb/rx = 10,56 Axial klx/rx = 70.37 Uplift Loads Bending klb/rx = 70.37 Axial klx/nc = 70.37 B9X5X14 ' Length = 20.00 kly/ry = 17.51 kly/ry = 116,71 100 x Gage = 14 Lower Purlin Design Load Case • • X1 Axial Load = 0.09 kips Moment X = 86.64 in-kips Moment Y = 0.00 in-kips X6 Axial Load = -0.24 kips Moment X = 95.52 in-kips Moment Y = 0.00 in-kips TL Axial Load = 0.02 . kips Moment X = 83.16 in-kips _ Moment Y = 0.00 in-kips Combined Axial and Bending P/Pa = 0.000 < 0.15 USE C5-3 EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.0 Combined Axial and Bending P/Pa = 0.004 < 0.15 USE C5-3 EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.33 Combined Axial and Bending P/Ta = 0.003 < 0.15 USE C5-3 EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.33 Pa = 48.94. kips Max = 189.70 in-kips May = 49.66 in-kips 0.439 • <1.0 OK 24.96 kips 189.70 in-kips 49.66 in-kips 0.460 < 1.33 OK Ta = 73.44 kips (Tension) Max = 189.70 in-kips May = 49.66 in-kips 0.507 < 1.33 OK ibber Uplift Loads Bending klb/rx Axial klx/rx AlriFUL INNOVATIONS IN STOil. Gravity Loads Upper Purlin Desian Bending klb/nc = 10.56 Axial klx/rx = 70.37 Load Case Axial (P) Mx1 Mxc Mx2 My Lb Lx Ly ‘ Upper Purlin Design Load Case TL Axial Load = -0.85 kips. Ta = 73.44 kips (Tension) Moment X = 99.96 in-kips Max = 189.70 in-kips Moment Y = 0.00 in-kips May = 49.66 in-kips Combined Axial and Bending P/Ta = 0.01 < 0.15 USE C5-3 EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.0 X6 Axial Load = 0.77 kips Moment X = 106.08 in-kips Moment Y = 0.00 in-kips Combined Axial and Bending . . . . • . • . P/Pa = 0.01 < 0.15 USE C5-3 EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.33 Axial Load = -0.72 kips Moment X = 114.84 in-kips Moment Y = 0.00 in-kips Combined Axial and Bending P/Ta = 0.01 < 0.15 USE C5-3 EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.33 0.539 < 1.0 OK Pa = 73.44 kips Max = 189.70 in-kips May = 49.66 in-kips 0.570 < 1.33 OK Ta = 73.44 kips (Tension) Max = 189.70 in-kips May = 49.66 in-kips 0.615 <1.33 OK Load Case Axial (P) Mx1 Mxc Mx2 My Lb Lx Ly TL 1.79 2.91 2.63 -3.90 0.00 3.00 20.00 3.00 X1 -1.60 -2.61 -2.41 3.67 0.16 20.00 20.00 20.00 Z3 1.87 2.70 2.66 -4.07 0.00 20.00 20.00 20.00 Ridge Beam Design • Length = inA2 inA3 i inA4 n Width loc = 1.2 ky = 1.0 Gravity Loads Bending klb/rx = 12.67 Axial klx/rx = 84.44 B9)(5)(14 ' mxc 20.00 Fy= 55 ksi Sy = 3.77 inA3 ly = 943 inA4 ry = 2.06 in Gage = Uplift Loads Bending klb/rx = 8444 kly/ry = 116.71 Axial klx/rx = 84.44 ••, 0.289 < 1.0 OK Pa = 42.37 kips Max = 189.70 in-kips May = 49.66 in-kips Ta = 24.83 kips (Tension) Max = 189.70 in-kips May = 49.66 in-kips Ridge Beam Design • • Load Case TL Axial Load = 1.79 kips Moment X = 46.80 in-kips Moment Y = 0.00 in-kips Combined Axial and Bending P/Pa = 0.042 < 0.15 USE C5-3 EQ. C5-3 PIPa + Mx/Max + My/May <= 1.0 X1 Axial Load = -1.60 kips Moment X = 44.04 in-kips Moment Y = 1.92 in-kips P/Ta = 0.064 < 0.15 USE C5-3 EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.33 Z3 Combined Axial and Bending Axial Load = 1.87 kips Moment X = 48.84 in-kips Moment Y = 0.00 in-kips Combined Axial and Bending P/Pa = 0.075 < 0.15 USE C5-3 EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.33 0.335 < 1.33 OK Pa = 24.83 kips Max = 189.70 in-kips May = 49.66 in-kips 0.333 < 1.33 OK Gravity Loads Bending klb /rx = 14.06 Axial klx/rx = 14.06 Uplift Loads :.. . . Bending kib /rx ::14.06 Axial klx/rx = 14.06 W. H. POWER, MIC. *4240 N. rN MI • NOLLAND, M14P424 2.0 ky = 1.0 Length = 2.00 1.79 in ^2 Fy = 55, ksi 4.63 inA3 Sy 3.04 inA3 20.85. in"4 ly = 7.61 `: inM 3.41 in . ry Y06; in . . kly /ry 11.64 Load Case Axial (P) My Lb . Lx . Ly TL 0.00 0.34 0.00 2.00 2.00 2.00 ' X1 0.00 -0.36 0.00 2.00 2.00 . 2.00 X6 0.00 0.38 0.00 2.00 2.00 ' 2.00 ;• • %.••••• REK 16 x 24 Beam Tails Load Case • TL • Axial Load = 0.00 kips. Pa = 50.80 kips Moment X = 4.08 in-kips Max = 152.49 in-kips Moment Y = 0.00 in-kips May = 40.05 in-kips • X6 Combined Axial and Bending Axial Load = 0.00 kips Moment X = -4.32 in-kips Moment Y = 0.00 in-kips Axial Load = 0.00 kips Moment X = 4.56 in-kips Moment Y = 0.00 in-kips P/Pa = 0.000 < 0.15 USE C5-3 EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.0 X1 Combined Axial and Bending P/Pa = 0.000 < 0.15 USE C5 EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.33 Combined Axial and Bendln P/Pa = 0.000 < 0.15 USE C5-3 EQ. C5-3 P/Pa + Mx/Max + MylMay <= 1.33 0.027 < 1.0 OK Pa = 50.80 kips Max = 152.49 in-kips May = 40.05 • in-kips 0.028 < 1.33 OK Pa = 50.80 kips Max = 152.49 in-kips May = 40.05 in-kips 0.030 < 1.33 OK ARTFUL INNOVATIONS IN STEEL. W. H. PORTER INC. • 4240N. I SOTN III • NMWWD; M149424 Column Baseplate & Anchor Bolt Design tp = 0.77 in Use Baseplate 0.875 Load = 9.49 kips REK 30 x 64 Baseplate Design bw Column Size = 6 x 8 Column Area = 48 sqr. inches Thickness = 0.25 Compression Load = 11.21 kips = comp load /Area Anchor Bolt Design Tension = 9.49 kips Shear = 2.55 kips Use 1.00 Diameter A307 Anchor Bolt Area = 0.7854 sq.inches fv = 2,55 = 3.25 ksi 0.7854 Ft = 26 - 1.8(fv) = 20.16 ksi > 20 ksi use 20 ksi Ft = 20 ksi ft = 9.49 = 12.08 ksi < Ft OK 0.7854 Column to Baseplate Weld Use Load Combination ' Fx Fy Fh Fv Mz TL 4.26 6.84 1.88 7.84 22.09 X1 -4.25 -5.51 -2.29 -6.57 -13.67 Z3 4.27 6.84 1.89 7.84 22.10 Plate Dimensions Lp = 12.65 Wp = 6.00 y= 1.50 x= 1.25 ARTFUL INNOVATIONS IN STEEL Truss To Column Connection Fh Fx Cos A - Fy Sin A Fv = Fx Sin A+ Fy Cos A Controlling Loads 12 A= 18.43 • REK 30 x 64 M Use 0.75 Diameter A325 Bolts Truss To Column Connection Bolt Design • Load Condition • • TL Fbt = (Mz*12)-(Fh*U2) dl X1 Fbb = (Mz*12)-(Fh*L/2) = 16.01 kips dl Fbb' = (Mz*12)-(Fh*L/2) = 22.72 kips dl • Shear = 7.84 - 4.39 (fv)**2 Plate Design dw = 6 inches Load Condition At TL Mpl = Ff/2 * Edge Distance = tp =16 * Mpl N27 * dw fp =\1 * Mpi 36 * dw 1.5 22.71 kips fv = v/Area = 4.43 ksi 43.01 ksi < 44 ksi ft = 25.70 < Ft OK • At Z3 Shear = 7.84 fv = v/Area = 4.44 ksi Ft = v (44)**2 - 4.39 (fv)**2 * 4/3 = 57.34 ksi < 58.67 ksi • ft = 25.71 < Ft OK 12.77 inch-kips tp = 0.69 inches At Z3 Mpl = Ff/2 * Edge Distance = 12.78 inch-kips tp = 0.60 inches Use Plate 0.75 with (4) - 0.75 Diameter A325 Bolts Use Plate 0.625 for Column Flange Plate ARTFUL INNOVATIONS IN STEEL Pae Dmnin d . 96 x = 12 y= 15 26 W Load Combination Fx Fy Fh Fir Mz TL -2.17 -0.58 -1.88 -1.24 29.98 X6 -0.51 1.29 -0.89 1.06 25.73 Z3 -2.17 -0.58 -1.88 -1.24 - 30.00 Fbt 6.32 Fh I " : I IL. 1 111111111111 I I Truss to Ridge Bolt Design • Load Condition TL Fbt, iMz*12)-(Fh*U2) = 33.33 kips • dl X6 Fbb (Mz*121-(Fh*U2) = 28.20 kips d1 Fbb = (Mz*12)-(Fh*U2) = 33.35 kips d1 At TL • Shear = -1.24 fv = v/Area = 2.80 ksi Ft = N /44)**2 - 4.39 (fv)2 = 43.61 ksi < 44 ksi ft = 37.72 < Ft OK At Z3 Shear = 1.24 fv = v/Area = 2.80 ksi Ft = N (44)**2 - 4.39 (fv)2 * 4/3 = 58.14 ksi < 58.67 ksi ft = 37.75 ksi < Ft OK Plate Design dw = 6 inches Load Condition At TL MpI = Ff/2 * Edge Distance = 18.75 inch-kips tp =1 6 * MpI tp = 0.83 inches 27 *dw At Z3 MpI = Ff/2 * Edge Distance = 15.86 inch-kips tp =16 * MpI tp = 0.66 inches \ 36 * dw Use plate 0.875 with (4) - 0.750 Diameter A325 Bolts • Load Combination Fx=Fh Fy Mz TL -0.18 1.60 -5.54 X1 0.22 -1.65 5.72 X6 -0.33 1.81 -6.32 Controlling Loads Side Eave Beam Connection to Column: -= 1.25 y 1.5 dx = 2.5 dy = 6 Bolt Design Load Condition TL At IL ARTFUL INNOVATIONS IN STEEL W. H. PORTER. INC. • 4240 N. 135TH /N • HOLLAND. MI 49424 Side Eave Beam Connection to Column (Mz•12)- (Fh *U2) = Use 0.750 Diameter A325 Bolts REK 30 x 64 M Fbt = 8.97 kips 9.02 kips X6 Fbb = (Mz *12)- (Fh *U2) = 10.31 kips dl Shear = 1.60 fv = v /Area = 3.62 ksi Ft = v(44) * *2 - 4.39 (fv)**2 10.15 ksi < Ft OK 43.34 ksi < 44 ksi At X6 Shear = 1.81 fv = v /Area = 4.10 ksi Ft = v (44)**2 - 4.39 (fv) **2 *4/3 = 57.54 ksi < 58.67 ksi ft = 11.67 ksi < Ft OK Plate Design dw = 5.00 inches Load Condition At TL Mpl = Ff /2 * Edge Distance = 5.05 inch -kips tp - 6 * Mpl tp = 0.47 inches 27 *dw At X6 Mpl = Ff /2 * Edge Distance = 5.80 inch -kips tp - 6 • Mpl tp = 0.44 inches 36 • dw Use plate 0.5 with (4) - 0.750 Diameter A325 Bolts Purlin Connection For #12 - 14 Self Drilling Screws Ultimate Shear = 1875# Ultimate Pullout = 1545# Use a Factor of Safety =4 Shear = 470 Pullout = 386 Fastener Design Use 3 Fasteners along top = 1410 lbs. shear Deduct from Pullout Values (x 4/3 for wind) Pullout Shear At TL Fx = -850 lbs Fy = 1720 lbs Nx = 560 = -2.20 Ny = 1720 = 3.66 386 470 At X6 Fx = -720 lbs Fy = 850 lbs Use 12 ga. plate with 7 #12-14 Self Drilling Screws 3 4 Nx = 1160 = 2.25 Ny = 850 = 1.36 386(4/3) 470(4/3) #12-14 Self Drilling Screws Along the Top #12-14 Self Drilling Screws Along the Side Load Combination Fx Fy Mz TL -1.79 1.26 -3.90 X1 1.60 -1.16 3.67 Z3 -1.87 1.28 -4.07 Ridge Beam Connection Controlling Loads Ridge Beam Connection Bolt Design Load Condition TL Use 0.750 Diameter A325 Bolts REK30x64M Fbt = (Mz *12)- (Fh *U2) = 2.34 kips dl Fbb = (Mz *12)- (Fh *U2) = -2.20 COMPRESSION dl Fbb = (Mz *12)- (Fh *U2) = 2.44 kips dl At TL Shear = 1.26 fv = v /Area = 2.85 ksi Ft = V (44)A2 - 4.39 (fv)A2 = 43.59 ksi < 44 ksi ft = v 2.65 ksi < Ft OK At Z3 Shear = 1.28 fv = v /Area = 2.90 ksi Ft = J (44) 1 2 - 4.39 (fv)A2 *4/3 = 58.11 ksi < 58.67 ksi ft = 2.76 ksi < Ft OK Plate Design dw = 5 inches At TL Mpl = Ff *Edge Distance = 2.63 inch -kips tp =1 6 * Mpl tp = 0.34 inches 27*dw At Z3 Mpl = Ff * Edge Distance = 2.75 inch -kips tp =\1 * Mpl tp = 0.30 inches 36 * dw Use 0.375 Plate with (2) 0.75 Diameter A325 Bolts ALLOWABLE LOADS (ps WIND LOAD LIVE LOAD DEFLECTION (in) 3 ' 4' 5' 6' 7' 8' 3' 4' 5' 6' 7' 8' 3' 4' 5 ' 6' 7' 8' 171 96 61 43 31 24 128 72 46 32 24 18 0.11 0.19 0.3 0.43 0.59 0.77 ARrFUL INNOVATIONS IN STEEL W. H, Po11 o. Mc. • 4240 N. 138TH Av • HoU.AND. MI 49424 Building Type All Types By DSD Poli -Rib Panel Design Data 1 3/16" 12'--•1 Section Properties 36" Cover Width Section View through Panel Notes: 1. All calculations for properties of panels are calculated in accordance with Specifications for the Design of Light Gauge Cold- Formed Steel Structural Members published by the American Iron and Steel Institute (AISI) and guidelines established by the Metal Building Component Manufacturer's Association (MBCMA). Wind loads and deflections are limited by a deflection of L /180. 2. Values Shown as allowable loads are based on panels covering three (3) or more equal spans. Multiply values.shown by 0.8 for two (2) span condition. 3. Allowable loads (deflection) for wind have been increased by 33 1/3 %. 4. For wind load stresses only, multiply live load stress by 1.33. 5. Weight of panels must be deducted from values to obtain net allowable load. Top in Compression Bottom in Compression Panel Gauge Weight (psf) Fy (ksi) Ix (in Se (in Ma (in kips) Ix (in Se (in Ma (in kips) 24 1.20 50 0.0486 0.0499 1.494 0.0286 0.0462 1.382 ARrFUL INNOVATIONS IN STEEL W. H, Po11 o. Mc. • 4240 N. 138TH Av • HoU.AND. MI 49424 Building Type All Types By DSD Poli -Rib Panel Design Data 1 3/16" 12'--•1 Section Properties 36" Cover Width Section View through Panel Notes: 1. All calculations for properties of panels are calculated in accordance with Specifications for the Design of Light Gauge Cold- Formed Steel Structural Members published by the American Iron and Steel Institute (AISI) and guidelines established by the Metal Building Component Manufacturer's Association (MBCMA). Wind loads and deflections are limited by a deflection of L /180. 2. Values Shown as allowable loads are based on panels covering three (3) or more equal spans. Multiply values.shown by 0.8 for two (2) span condition. 3. Allowable loads (deflection) for wind have been increased by 33 1/3 %. 4. For wind load stresses only, multiply live load stress by 1.33. 5. Weight of panels must be deducted from values to obtain net allowable load. • WELDING PROCEDURES WELDING PROCEDURE SPECIFICATION (WPS) Wit Porter Inc By: Orangery Name Wit Deb Mel Souders : 06x03/97 Supporting Procedure eafld(e No.: Wowing Preaee(n) OaAAW fOCEP) (automatic. manual, NO Mode Of transfer for GMAW : Shed Chubb ) COATINO(S) Type: Red Oxide Primer JOINTS (Table t.!) Type of Welded Joints) Squire Groove Backing: Tes 0 No eaekkg Materiel Type : Front Ore tide: ® bob sides: 0 M ateriel spedAc*tien type and grade: Sheet sleet AS704R'SO to Support Steet Thickness Rangt Sheet Steet +� _te 1 I Support Sleet Thfdowss: fine Metal WIPIEW0lr FILLER METAL (Table L1): SPecificeSort AWSSAS Orrafficelom POSMONS 70 able 11): Posleon of Groove: Flat (10 I•oston of Feet OAS (LS) � f C Percent nt M 9Gas: ure 75%/25% ernt be FLUX PA: Audronzed by Fpm A - 2 Naha Thia n ss: .0006 Sketch Of Joint Detail NWI • PIMP 1D Ir6 PREHEAT (1.1.1 and 4.1 .3): Preheat Temperature Min.: Preheat Temperature Max.: Flow Rate: 35 CFH (• -10% This procedure may very due b fabrication sequence. Coup. pass site, etc. within the limitation of variables given in ANStrAWS 01.3 (1969). Stnklursl Welding Code - Sheet Steel. Date: A 2 '7 Date 6 -3 -1 7 . AK %• 3SCFH (• -10%) urSigogo r Cowman Nrnt W H • Welding Specification Procedtyre Watling Process(es): Process(es Mode Of Transfer for GMAW Authorized rth Form A-2 by WELDING PROCEDURE SPECtFICATION (WPS) Porter. ire By: Mel Souders No: WHP4. Rev: _�. 06(03147 peas rstion est aced(:) No.: GNAW (oCEP] Type Send-Automatic (autanstie, manual, etc.) Short CharMng (tttob n (start dnsrlting. spray. etc.) JOINTS (Tabu at) Flare Bevel Groove (PJP) B s Sacking: Y 0 No Is Sacking Mated', Type : Groove Welded From one side: ® be0i sides: 0 SASE METAL (1.2) AS70 GR50 Metered spedlarti and on type grade: Sheet sleet 10G to 160 Support Sleet Thickness SheetS�leet 100 Support Sleet ThIck nsa: Base Meet Pmperaliorc _ FILTER METAL (Table 11) des POSITIONS (Table 1.1): PosMon et Gomm: Position of Met Progressiorc GAS (5$) Flue Rate: Shielding Gas: 75 Percent Motion: . FLUX (Li): b 5.18 ER 70 S3 10.20 None 11G TECHNIQUE COATINGS) Type: Red Oxide Palmer Thi 0006 Sketch Of Joint Detail PREHEAT (1.1.1 and 4.1.3): Preheat Temperature MTh.. Ns Preheat Temperature Max. Pass No. 1 Travel Speed 15IPM Electrode She .035 Weida g (.latent Amperes Volts 150 2 (• - Melting Rate Wire Feed Speed 45 (• • 10 %) This procedure may very due in fsbrkalbn sequence. fit-up. pass size. eta within the limitation of veriabteS given in ANS1IAWS 01.3 (1989), Structural Welding Code - Sheet Steel. Date G - 3 - 97 tic 35 CFH (• .10%) �� Date- 12. 1990 r Authorized by Form A -2 WELDINO PROCEDURE SPECIFICATION (WPS) W.H. Porter Inc By Mn Souders ev.: peffr oofo3/97 Carryon? Name WIN** SPedication No,1NHP-0 Suncellng p e °ueNecatlon at eoore tie.: Wewaning Preemptef): GNAW (DCfP) I tYPe (ntorthskc. S. rtnnual rte.) Mode Of Tans* for GMAW: Stag CircuMn9 (Mobster) (start circuiting. sPaY. ems) COATING(S) Type: Red Oxide Purer JOINTS (Table 6.1) Type of Welded Joint(s): Fleet Lap (PJP) SaWnD: Ye 0 No Bscidrg Materiel Type : Oman Welded From one ode: 0 both sides: O BASE METAL (12) Material a sign type and grade: A570 GR 50 Sheet steer 100 a lOG Support Steet Thiessen Range: Sheet Steet 100 to 180 Support Steel: Thldmest .134 to .0478 Ben Meat Preparation: N011e FILLER METAL (Table Lip Spedfcallort ANS 5.18 Cinsilanort ER 705.3 POSITIONS (Table 1.1): Position of Groove: 2 Poston of Filet Progression GAS Sriek ing Gas: Argon 1 CO2 _f=low Rate: 35 CFH (• -10%) Pervert Mature: 75 %125% FLUX (e.6): TECHNIQUE Sketch Of Joint Detail PREHEAT (1.1.1 and 4.1.3): _ preheat Temperature Mln.: Na Preheat Temperature Max. I Pan Electrode Welds g C S Trav Rat e Sp Wks Feed No. Sae AnhPeTea 15 IPM 45 1 .035 14..10%)20 (..10%) Iles procedure may vary due telabrication sequence. ft. up. peas size. etc. within the imitation of notables given it ANSUAWS D1.3 ( 1989). Structural Welding Code • Sheet Steel. (year) Date: 6-3- t Rate: 35 CFH (• .10%) Date: 6 - 3 - 97 WELDING PROCEDURe SPECIFICATION (WPS) Mel Souders �� Nitric W.N. Potter. Inc Welk* Specification No.: WHP-8 Rev.: Ceti 08103/97 Supgroing Procedure Ouaitliaton Test Record(s) No.: £ Welding Process(es): GNAW (OCEP) type: (automates menus!. eta) Mode Of Transfer for GMAW Short Cka91ln9 (eklpular) (start d culling. spray. etc.) JOINTS (Table SA) COATING(S) Type of Welded Joint(s): Filet V p (PJP1 s: Red Oxide Primer Enduing: Yes 0 No el Thicknes E.d ing Were Type' Sketch Of Joint Oetalt Groove Welded From cal : 0 both sides: 0 BASE METAL (1.Z) Material spedAatbn type and grade: A570 GR SO Sheet stet _ 180 to 103 Supped Sleet Thickness Rage: Sheet Stet .0478 to . 134 Support Steek Thickest ease Metal Preemie= None FILLER METAL (Table Lip 5.18 Spediator[ Crass ER 70 PREHEAT (1.1.1 and 4.1.3): rOEmONS (To 1.1): Preheat Temperature Min.: nisi Position of Groove: Position of Filet 2F Preheat Temperature Max.: Progression: GAS (Sec) Flo Rate: 3S CFH N - 10%) Shielding Gas: Ar9�r f t�2 Pendent Manure: 75%125% FLUX (6.6): TECHNIQUE Pass No. Electrode Ste .035 Welding Cunent Amperes Volts Travel Speed 130 20 (..10%) 151PM Melting Rate Wire Feed Speed 45 (. -10 %) This procedure may vary due ID fabrication sequence. fit-up. pass site. eta within the limitation of variables given in ANSVAWS 01.3 ( 1989). Structural Welding Code - Sheet Steel. (yes) Authorized by Form A -2 Date: .t/ V 3.: x • . Pans veld Upsets) Prowess Fewer Meets aw: San+ S t� M Feed s peee von Teem! 1 GMAW ER705.3 .035 OCEP 0%) (• .10%) 45 1PM (. -1O%) 23 (. WELDING PROCEDURE Inc: .010N (traps) Yee la PREQUAUFIED: ® QUALIFIED TIT TESTING: Q or PROCEDURE QUALIFICATION RECORDS (PQR) Yes O Company Harm W.H. Porter. Inc Wekling P (a) GMAW Supporting PQR No.(s) P.0.(01.1)Fig. 32.3. Identlfieation No. WHP -11 Revision Date 6-4-97 ey MGS Authorized By Mel Souders Date . 6.11 -97 Type - Manual 0 SerW.MAomatic Ca 1111Sec. 3.9 Mad*ie 0 Automatic 0 JOINT DESIGN USED POSITION Type: Filet Skewed Tee Joint Position of Groove: Fleet Sore ® Double Weld 0 Vertical Progression: Up 0 D0wn 0 Baddng: Yes O No ca twang Meteriat ELECTRICAL CHARACTERISTICS Root Opa+eg:0 to 3r16Root Face Dimension Groove Angle: Radius (J1)) Back Gouging: Yes O No ® Method BASE METALS Material Spec.: ASOO to A-36 Type or Oren: Gr. B T7rtdk»ss: Groove. Oamater (Pipe): FILLER METALS AWS Specification: AWS °ossfiication AWS 5.16 ER70 S -3 Fillet 116 to 114 Transfer Mode (GMAWI): Short-Circuiting ❑O Current AC 0 DCEP ® DCEN 0 Pulsed ❑ Other: Tungsten Electrode (GTAW): She: Type: TECHNIQUE Stringer or Weave Bead: Stringer Multl.gss of Single Pan (per eider Single Number ofElectrodes: 1 Electrode Sparing: Lagitudinst L.aterat Mkr SHIELDING F7usc Na Gas: CO2 Composition: 75% 125% Contact Tube to Work Distance: Electrode- Fksx(dass): Flow Rate :35CFH (• -10%) Peening: Gas Cup Site: Interpass Cleaning: PREHEAT POSTWELD HEAT TREATMENT Preheat Temp.. Mm.. Na Temp Na lnterpess Temp.. Min : lime: WELDING PROCEDURE Joint Details PREQAUFIED: ® QUALIFIEDSY U STING: 0 or PROCEDURE QUALIFICATION RECORDS (PQR) Yes 0 Idend6eation No. WHP -12 Revision Date 6-11-97 By MOS Company Name, W.H. Porter. Inc Authorized rMel Souders DetS . 11 Welding Prooesa(es) FCAW Type - Manual O SemlAu1ometle Ca Supporting PQR No.(s) P.Q(01.1)Fla. 3.2 3.118Sea 3.9 Marione 0 Automatic 0 JOINT DESIGN USED POSITION Type: Filet Skewed Tee JoInt Position of Groove: Mat O Single ® Do Weld 0 Vertical Progression: Up Q Down Berg : _Yes Q No ca Backing ELECTRICAL CHARACTERISTICS Root Openkg O to 3176Root Face Dimension Groove Angle Radius() � Transfer Mode(FCAW): SItort.Cituiting O Back Gouging: Yes Q No E) Method BASE METALS Material Spec.: A500 to A-36 Type or Grade: Gr. Thickness: Groove: Fact Ile to 12 Diameter (Pipe): FILLER METALS 5.20 AWLS Spedket om AWS ClassMeatIon: E71 T -1 SHIELDING CO2 Flux: nfe Gas: Composition 100% Contact Tube to Work Distance: Electrode- Flux(dess): Flow Rate:3SCFH (• -10%) Peening: On Cup S : Cleaning: h PREHEAT POSTWELD HEAT TREATMENT Preheat Temp.. MM.: Na Temp.: Na Interpass Temp., Mks.: Time: WELDING PROCEDURE 11 Posen FCAW es vein E71T -1 ( .045 Trpe I Ann awn hewer Feed Speed OCEP 210 amp (• .10%) Joint Details at Saa_ao Gbbulaf IS Spray ❑ Current AC 0 °CEP ® MEN O Prised 0 Other. Tungsten Electrode (GTAVV): Size: Type: TECHNIQUE Stringer or Weave Seed: Stringer Multi -pass of Single Pass (per steer Simla Number of Electrodes: Electrode Spacing: Lorgitidknst Latent AV*: volts trawl Sp••• 26 (• -10%) i Cony Name W.N. Porter. Inc Wek Ang Prooess(es) GMAW Supporting POR No.(s) Fig. 3.3 (0.1.1) 6TC P4•GF JOINT DESIGN USED 1 Type: Single Bevel Groove Sinclie ® Double Weld p Baadng: Yes Q No ® Beddng Matelot ELECTRICAL CHARACTERISTICS Root Opening; 0 Root Face Dimension 1fS min Groove Angie: 00 S Radius (J-U) Bade Gouging: Yes p No ® Method BASE METALS Motorist Spec A500 to /036 Type or Grade: Gr. B TTido ass: Groove: F8-Up Filet Diameter (Piper FILLER METALS AWS Spedltation . AWS 5.18 AWS C assifation: ER70 S-3 SHIELDING Flunc Na E ectode- Fluxtdass): PREHEAT POSTWELD HEAT TREATMENT Preset Temp.. Miry.:, Na Temp.: Na Interpess Temp., May.: Time: Pees or Wei Lords) GMA free Meths Genie Vets cue.^ Ty Peed speed ER70S 3 I .035 I>CEP (• 10%) (.10%) Traver Speed i WELDING PROCEDURE SPECIFICATION (WPS) Yea gia PREQUAUFIED: ® QUALIFIED BY TESTI03: Q or PROCEDURE QUAUFICATION RECORDS (PQR) Yes Q Gas: CO2 Conpossion: 75%125% Contact Tube to Work Distance: Flat Rate:35CFH (• -10%) Peening: Gas Cup Size: .625 Interpass Cleaning: WELDING PROCEDURE Joint Details • IdanSScatIOn No. WHP -13 Revision Date 69-97 By MGS Authorized By Mel Souders Date 611-97 Type - Manual p p ' Semi - Automatic Automatic 0 POSITION Position of Groove: 10 Flier Vertical Progression: Up ❑ Down ❑ Transfer Mode (GMAW): Short-Circuiting Q Globular ® Spray ❑ Current AC Q DCEP ® OCEN p Pulsed ❑ Other Tungsten Electrode (GTAW): Size: Type: TECHNIQUE Stinger or Weave Bead: Stringer Mut6pess of Single Pass (per side): Single Number of Electrodes: Electrode Spacing: Longitudinal: Latarat Angle: , „.. , ,•.' ''-.•-• I M-STRUDL BY CAST / REV. 2.61 SER : a5c TIME - ---------------- 1 TITLE: POLIGON REK 30X64 - ALL STEEL - UBC * * TYPE OF THE STRUCTURE * RESTART STATUS * DESIGNATED UNITS * NO. OF JOINTS DEFINED : *- • • . ' 21) 16,26 10 60 -. 22) $ 23) 17,4.33 11.45 0 24) 18,4.33 11.45 20 25) 19,4.33 11745 40 26) 20,4.33 11.45 60 27) 21,21.67 11.45 0 28) 22,21.67 11.45 20 29) 23,21.67 11.45 40 30) 24,21.67 11.45 60 31) $ 32) 25,8.67 12.89 0 33) 26,8.67 12.89 20 34) 27,8.67 12.89 40 35) 28,8.67 12.89 60 36)29,17.33 12.89 0 f M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : * * * * * * + * * * * * * * * * * * * * * * * * * * * ** * LISTING OF THE INPUT FILE * + * * * * * * * * * * * * * * * * * * * * * * * * * * ** 37) 30,17.33 12.89 20 38) 31,17.33 12.89 40 39) 32,17.33 12.89 60 40) $ 41) 33,13 14.33 .0 42) 34,13 14.33 20 43) 35,13 14.33 40 44) 36,13 14.33 60 45) $ 46) 37,0 10 -2 47) 38,0 10 62 48) 39,26 10 -2 49) 40,26 10 62 50) 41,4.33 11.45 -2 51) 42,4.33 11.45 62 52) 43,21.67 11.45 -2 • r • C4 rr E-I • " E C4. r U) CV CV r E - 0 CV. CV • I %ID 6-1 C) Z iw C.) ' Z •, U1 CA Cn CV CV C.) r C.) nr CA Ol OD OD I VD •r, oo'co • • • • • • CV CV 1 PI 1-4 • •-4 'CV' r-I el el C .) r-I r-I • • Z N • el (V K r K r H ul el ri cn en CD OD u, Kr cy VD coko•Kr cq • U D U D • • 0 04 cy el u) CD r4 K r ul r - CV 01 CV 0.1 en cs1 cY 01 cs1 01 01 ri CV P1 CV • • • r 01 g.4 on r-I r-I r-I r-I r-I 0. 01 Cn CV CD OD 10 Kr ol CD CO 10 cp 0g OD OD'r-Fr-1 r-I jX ri CV ri Cs1 CV 011 CV 01 r4 Cs1 • rr S r S S ri VI OD Cs/ 01 W r- cr VI r- OD CA CD CD r.1 CV PI Kr tia r.• co 01 CD ri 04 01.Kr. • Kr cr.vr Kr•Kr Kr 0 (rr 04 01 c) V) 10 r■ OD cn r4 ri ri 1-1 ri r4 0 09 r4 01 Kr 0 kCs r- CO CA CD r4 CV el K0 U W r■ CO CA CD r4 CV PI Kr un W r - co cn cp r4 cy el Kr in 10 1"` Ul VI VI V) Ul VI U) 1/40 10 10 10 VD V) 10 10 10 10 r- r r- r- r- r- r- r- r- r- oo co OD CO OD CO CO CO •• I I I • • 4 1' 4 4 3 3 4 3 -Is 0-1 * H •II .I. 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CO 0• 0 -I N fr) t.0 I CO 01 0 r-I r-I r-I r-I NNNNNNNN CSI Cr) In 2 .1 7 r-I .1 r-I r-I v-I r-I u- rI r-I r-I r-I r-I r-4 132) 62 25 45 $TAIL- PURLIN2 133) 63 28 46 134) 64 29 47 135) 65 32 48 136) $ 137) 66 33 49 $TAIL -RIDGE 138) 67 36 50 ) M- STRUDL BY CAST / REV. 2.61 SER : a5c 160) $ 161) MATERIAL PROPERTY 162) STEEL E 29000 DEN .000286 G 12000 ALL 163) $ 164) UNIT FEET 165) STIFF ANALYSIS 166) $ 167) LOAD DL 168) DEADLOAD Y -1 $SELFWEIGHT OF FRAME 169) $ 170) LOAD YL 171) MEMBER LOAD 172) 33 TO 38 54 TO 173) 39 TO 44 58 TO 174) 45 TO 50 62 TO 175) 51 TO 53 66 67 176 $ 177) LOAD EQX 178) JOINT LOAD 179) 9 12 FORCE X 16.70 180) 10 11 FORCE X 27.84 181) 17 20 25 28 FORCE X 17.28 182) 18 19 26 27 FORCE X 28.80 183) 33 36 FORCE X 8.64 184) 34 35 FORCE X 14.40 185) $ 186) LOAD EQZ 187) JOINT LOAD 188) 9 13 FORCE Z 5.12 189) 17 21 25 29 33. FORCE • 57 FORCE Y GLOBAL UNIF W ...: 196) 18 19 26 27 FORCE X -28.80 197) 33 36 FORCE X -8.64 198) 34 35 FORCE X -14.40 199) MEMBER LOAD 200) 33 TO 35 54 55 FORCE Y GLOBAL UNIF W M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : . 273) $ 9 - 6.5591 . 1.1397 5 TS8X6X1 /4 2 11.2085 1.8412 10 - 10.9371 1.8412 9 TS12X6X1 /4 9 2.5953 4.2623 17 - 2.5526 -4.1346 10 TS12X6X1 /4 17 2.0029 2.5196 25 - 1.9605 -2.3916 11 TS12X6X1 /4 25 1.3139 0.4412 33 - 1.2715 - 0.3136 21 TS12X6X1 /4 10 4.2649 6.8365 18 - 4.2222 -6.7089 22 TS12X6X1 /4 18 3.3167 4.0476 26 - 3.2743 - 3.9197 23 TS12X6X1 /4 26 2.2092 0.7068 34 - 2.1668 -0.5791 - * * * * ** * * * * * ** * * * ** * * * ** * RESULTS OF ANALYSIS * TYPE OF THE PROBLEM : SPACE FRAME RESTART STATUS ACTIVE UNITS : KIPS FEET DEGREES * ** LOAD INDEX : 9 LOAD TAG : RESULTANT MEMBER FORCES MEMBER NO. 33 39 45 51 54 58 62 66 SECTION TAG. B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X16GA B9X5X16GA B9X5X16GA B9X5X16GA TL * * *: *** LOAD INDEX : RESULTANT MEMBER FORCES MEMBER NO. 33 39 45 SECTION TAG. JOINT NO. B9X5X14GA 9 10.0000 10 B9X5X14GA 17 10.0000 18 B9X5X14GA 25 10.0000 9 LOAD TAG AXIAL FORCE - 0.1837 - 0.1837 -0.1837 - 0.0240 -0.0240 - 0.0240 0.8477 0.8477 TL * * * - 1.3966 0.1023 1.6012 I M-STRUDL BY CAST / REV. 2.61 SER : a5c TIME : 12/21/1998 . - MOMENT MOMENT - -0.3791 -3.4930 -0.0576 2.9781 • 0.2638 -5.5398 0.0000 -0.2797 • 0.0000 • 6.9355 0.0000 0.0000 • 0.0000 -0.3369 • 0.0000 8.3326 • •'; • • 0000 cOCc II 0 000 0 000 c 000 • , . :: . .;:.'::: • ' :51 1 z El . (13 in al cn Cil .. A 43 ii 41 " ' i c4 42, I • CD II H 144 Cs) 41 ii w 4 11 I II il c4til (n0 ' . III ri) III El II g § I,.., ,i 4 44 0 I CI 14 41 E-4 I-1 u) El I H M Fl ,... — it 41 it (1) >4 ( / ) 4 Z4 - 44 re) cn E-1 it 5 ( + it 4 * * ** LOAD INDEX : 10 LOAD TAG : EX * ** RESULTANT MEMBER FORCES MEMBER SECTION JOINT / - -- AXIAL - - - / - -- .LOCAL Y - - / -- - 0.0000 - 0.4278 0.0000 - 0.4189 - 0.0000 0.0644 - 0.0000 0.0715 - 0.0292 0.0083 - 0.0083 - 0.0193 0.0193 - 0.6064 0.0815 - 0.0136 0.0136 0.0228 - 0.0228 0.6346 - 0.0098 0.0147 - 0.0147 - 0.0589 0.0589 0.0311 0.0606 - 0.0111 0.0111 0.0565 - 0.0565 - 0.0032 0.0277 0.0116 - 0.0022 0.0022 - 0.0773 • 3344341 .-. -____. • - 0.0000 - 2.2454 - 0.0000 3.1280 -0.0000 - 3.2454 0.0000 4.4713 2.2454 1.3753 - 1.3753 3.3677 - 3.3677 3.5836 3.1280 0.7589 - 0.7589 3.0462 - 3.0462 3.5836 _ 3.2454 1.9731 - 1.9731 ( 414. ) 4.8643 - 4.8643 5.1864 4.4713 1.1093 - 1.1093 4.4101 - 4.4101 5.1864 0.4752 - 0.7647 0.7035 - 0.7035 0.4829 RESULTANT MEMBER FORCES * ** LOAD INDEX : 12 LOAD TAG : X1 * ** I M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : -0.1346 - 10.9001 r 14 TS12X6X1 /4 29 - 2.8845 0.0351. Y - - / -- LOCAL Z - -/ NO. TAG. NO. FORCE 1 3 5 7 9 10 11 12 13 14 21 22 23 24 25 26 33 34 TS8X6X1 /4 1 9 TS8X6X1 /4 5 13 TS8X6X1 /4 2 10 TS8X6X1 /4 6 14 TS12X6X1 /4 9 17 TS12X6X1 /4 17 25 TS12X6X1 /4 25 33 TS12X6X1 /4 13 21 TS12X6X1 /4 21 29 TS12X6X1 /4 29 33 TS12X6X1 /4 10 18 TS12X6X1 /4 18 26 TS12X6X1 /4 26 34 TS12X6X1 /4 14 22 TS12X6X1 /4 22 30 TS12X6X1 /4 30 34 B9X5X14GA 9 10 B9X5X14GA 10 - 2.5731 2.8445 - 2.4057 2.6771 - 4.9461 5.2175 - 4.4964 4.7678 - 1.3782 1.4209 - 1.7611 1.8036 - 2.0736 2.1160 - 1.6658 1.7085 - 2.0432 2.0857 - 2.3697 2.4122 - 2.4998 2.5426 - 3.1179 3.1603 - 3.6208 3.6633 - 2.9038 2.9466 - 3.5109 3.5534 - 4.0349 4.0773 - 0.1455 0.1455 - 0.1435 SHEAR FORCE 0.1636 - 0.1636 - 0.5537 0.5537 0.3805 - 0.3805 - 0.9169 0.9169 - 1.4719 1.5996 - 0.4199 0.5479 0.8603 - 0.7327 - 1.4923 1.6199 - 0.7429 0.8708 0.1783 - 0.0507 - 2.7143 2.8419 - 0.9028 1.0308 1.2851 - 1.1574 - 2.6550 2.7827 - 1.3416 1.4695 0.2550 - 0.1273 - 0.8295 - 0.9568 - 0.8931 - 0.0068 - 3.0478 RESULTANT MEMBER FORCES MEMBER NO. 11 36 B9X5X14GA 13 14 37 B9X5X14GA 14 15 * ** LOAD INDEX : 14 LOAD TAG : RESULTANT MEMBER FORCES MEMBER NO. 1 TS8X6X1 /4 3 TS8X6X1 /4 5 TS8X6X1 /4 7 TS8X6X1 /4 9 TS12X6X1 /4 10 TS12X6X1 /4 11 TS12X6X1 /4 12 TS12X6X1 /4 13 TS12X6X1 /4 14 TS12X6X1 /4 21 TS12X6X1 /4 22 TS12X6X1 /4 23 TS12X6X1 /4 SECTION JOINT / - -- AXIAL - -- TAG. NO. FORCE SECTION JOINT / - -- TAG. NO. 0.1435 - 0.0494 0.0494 0.0173 - 0.0173 - -- LOCAL Y -- SHEAR FORCE X3 * ** - 0.8931 - 0.6014 - 0.6849 - 0.6432 - 0.6432 - MOMENT -0.0068 0.2990 0.2510 - 0.0151 0.0151 - 0.0000 1.2666 0.0000 - 1.5513 - 0.0000 0.2190 - 0.0000 0.2373 - 0.2649 0.0509 - 0.0509 - 0.0818 0.0818 - 2.0784 0.1282 - 0.0253 0.0253 0.0712 - 0.0712 1.9958 - 0.2011 0.0351 - 0.0351 - 0.1747 0.1747 MOMENT 3.0478 - 1.5216 2.3569 - 2.2059 2.2059 LOCAL ,Y - - / -- LOCAL Z - -/ MOMENT MOMENT 0.0000 - 8.5996 - 0.0000 6.2588 - 0.0000 - 13.3151 - 0.0000 10.0970 8.5996 1.3314 - 1.3314 8.1053 - 8.1053 11.1103 6.2588 3.6257 - 3.6257 9.6613 - 9.6613 11.1103 13.3151 2.1823 - 2.1823 12.8497 - 12.8497 34 0.2990 -0.9954 24 TS12X6X1 /4 14 1.5555 3.4873 22 - 1.5127 - 3.3596 25 TS12X6X1 /4 22 0.5833 2.1774 30 - 0.5409 -2.0495 26 TS12X6X1 /4 30 - 0.4635 0.6080 34 0.5060 -0.4804 33 B9X5X14GA 9 0.0587 0 : 0.2039' - 2.3011 - LOCAL Y - - / -- LOCAL Z -- MOMENT MOMENT - 0.0000 - 1.4052 0.0000 2.8549 0.0000 -0.0000 19.1306 - 0.0000 15.9012 0.0000 10 0.4004 - 2.2813 0.0364 2.3180 1.9382 MEMBER NO. 11 36 B9X5X14GA 13 14 37 B9X5X14GA 14 15 RESULTANT MEMBER FORCES - 0.5738 -0.4037 0.4037 - 0.6295 0.6295 * ** LOAD INDEX : 16 LOAD TAG : X5 * ** 0.5809 - 1.1836 - 1.3957 - 1.2897 - 1.2897 - 0.0364 - 0.8891 - 0.9998 0.0262 -0.0262 LOCAL Y MOMENT - 0.0000 - 2.7282 0.0000 1.5319 - 0.0000 0.2338 0.0000 - 0.0389 0.9352 - 0.1736 0.1734 0.0447 - 0.0447 - 0.2907 1.1097 - 0.2103 0.2101 0.1146 - 0.1146 1.5264 1.0190 0.0985 - 0.0985 - 0.1421 0.1421 0.5918 1.1359 0.0627 - 0.0627 0.0151 - 0.0151 0.6288 - 1.9382 - 2.8182 4.9393 -4.3621 4.3621 LOCAL Z - -/ MOMENT - 0.000° 13.6450 0.0000 21.3868 - 0.0000 18.2724 0.0000 29.8883 - 13.6450 18.3594 - 18.3594 16.1961 - 16.1961 5.9707 21.3868 - 15.9760 15.9760 - 7.0905 7.090 5.9707 - 18.2724 26.8347 - 26.8347 24.4377 - 24.4377 9.1262 29.8883 - 23.3508 23.3508 - 10.7343 10.7343 9.1262 • I M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : -0.0842 19.8347 MOMENT 11 TS12X6X1 /4 25 0.2377 -0.7963 .' - 0.0346 - 19.8347 15.9098 20.2743 - 4.1316 4.1316 8.1914 - 8.1914 15.9098 6.4621 19.6593 - 19.6593 31.3386 - 31.3386 25.7299 30.542!° - 5.4334' 5.4334 13.7526 - 13.7526 25.7299 3.8368 - 6.3182 5.7448 - 5.7448 1.8444 - 2.6895 2.5947 - 2.5947 * * * * * * * * * * * * * * * * * * * * * ** * RESULTS OF ANALYSIS * * * * * * * * * * * * * * * * * * * * * * ** TYPE OF THE PROBLEM : SPACE FRAME RESTART STATUS ACTIVE UNITS : KIPS FEET DEGREES * ** LOAD INDEX : 10 LOAD TAG : RESULTANT MEMBER FORCES MEMBER NO. 39 B9X5X14GA 40 B9X5X14GA 42 B9X5X14GA 43 B9X5X14GA 45 B9X5X14GA 46 B9X5X14GA 48 B9X5X14GA 49 B9X5X14GA 51 B9X5X14GA 52 B9X5X14GA RESULTANT MEMBER FORCES EX * ** SECTION JOINT / - -- AXIAL - - - / - -- LOCAL Y -- TAG. NO. FORCE SHEAR FORCE 17 18 18 19 21 22 22 23 25 26 26 27 29 30 30 31 33 34 34 35 * ** LOAD INDEX : 12 LOAD TAG : - 0.0015 0.0015 - 0.0186 0.0186 0.0069 - 0.0069 0.0030 - 0.0030 - 0.1226 0.1226 - 0.0868 0.0868 - 0.1261 0.1261 - 0.0982 0.0982 0.2627 - 0.2627 0.2299 - 0.2299 0.2001 0.1965 0.1983 0.1983 0.2001 0.1965 0.1983 0.1983 0.2263 0.2221 0.2242 0.2242 0.2263 0.2221 0.2242 0.2242 0.1713 0.1877 0.1795 0.1795 -- LOCAL .Y - - / -- LOCAL Z = - MOMENT MOMENT 0.0000 . 0.0366 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0366 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0418 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0418 0.0000 0.0000 0.0000 .0.0000 0.0000 0.0000 - 0.0268 0.4245 - 0.0269 -0.5886 0.0004 0.5776 - 0.0004 - 0.5776 MEMBER NO. 39 40 42 43 MEMBER NO. 45 46 48 49 51 52 SECTION TAG. B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA JOINT / - -- AXIAL - -- NO. FORCE 17 18 18 19 21 22 22 I M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : MEMBER NO. 39 40 42 43 45 46 48 49 51 52 SECTION TAG. B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA * ** LOAD INDEX : 14 LOAD TAG : RESULTANT MEMBER FORCES MEMBER NO. SECTION TAG. 17 18 18 19 21 22 22 23 25 26 26 27 29 30 30 31 33 34 34 35 39 B9X5X14GA 17 JOINT / - -- AXIAL NO. FORCE 0.0011 - 0.0011 0.0769 - 0.0769 - 0.0317 0.0317 - 0.0320 0.0320 0.3921 - 0.3921 0.2488 - 0.2488 0.4078 - 0.4078 0.3124 - 0.3124 - 0.8369 0.8369 - 0.7010 0.7010 0.0178 X3 * ** - - - / - -- "LOCAL Y - - SHEAR FORCE - 0.8445 - 0.8275 - 0.8360 - 0.8360 - 0.6069 - 0.5946 - 0.6007 - 0.6007 - 1.0409 - 1.0199 - 1.0304 - 1.0304 - 0.7526 - 0.7374 - 0.7450 - 0.7450 - 0.5635 - 0.6279 - 0.5957 - 0.5957 " "Y - -/- 'LOCAL "Z -- MOMENT MOMENT 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.1567 0.1571 - 0.0023 0.0023 0.1703 0.0000 0.0000 0.0000 - 0.1231 0.0000 0.0000 0.0000 - 0.2091 0.0000 0.0000 0.0000 - 0.1520 0.0000 0.0000 0.0000 - 1.3652 2.0097 1.9353 1.9353 0.0000 0.1155 40 42 43 45 46 48 49 51 52 B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA * ** LOAD INDEX : 15 LOAD TAG : X4 * ** RESULTANT MEMBER FORCES MEMBER NO. SECTION TAG. 39 B9X5X14GA 40 B9X5X14GA 42 B9X5X14GA 43 B9X5X14GA 45 B9X5X14GA 46 B9X5X14GA 48 B9X5X14GA 49 B9X5X14GA 51 B9X5X14GA 18 18 19 21 22 22 23 25 26 26 27 29 30 30 31 33 34 34 35 JOINT / - -- NO. 17 18 18 19 21 22 22 23 25 26 26 27 29 30 30 31 33 34 - 0.0178 0.0083 - 0.0083 0.0015 - 0.0015 - 0.0462 0.0462 - 0.4085 0.4085 - 0.3385 0.3385 - 0.4007 0.4007 - 0.3067 0.3067 0.8593 - 0.8593 0.7913 - 0.7913 0.5880 0.5937 0.5937 0.7183 0.7044 0.7114 0.7114 0.7108 0.6970 0.7039 0.7039 0.8549 0.8383 0.8466 0.8466 0.5446 0.5827 0.5637 0.5637 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0783 0.0785 - 0.0012 0.0012 - LOCAL Y -- MOMENT 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 - 1.1725 - 1.1755 0.0000 0.0000 0.0000 0.1391 0.0000 0.0000 0.0000 0.1377 0.0000 0.0000 0.0000 0.1662 0.0000 0.0000 0.000` 1.3954` -:` - 1.7 1.7908 - 1.7908 LOCAL Z -. -/ MOMENT 0.1078 0.0000 0.0000 0.0000( - 0.2454'x. 0.0000 0.0000 0.0000 0.1275 0.0000 0.0000 0.0000 - 0.2997 0.0000 0.0000 0.0000 -0.6234 0.8841 • RESULTANT MEMBER FORCES MEMBER NO. RESULTANT MEMBER FORCES * ** LOAD INDEX : 16 LOAD TAG : X5 52 B9X5X14GA 34 - 0.3275 0.2664. -1.1755 - 0.7743 52 B9X5X14GA RESULTANT MEMBER FORCES MEMBER NO. MEMBER NO. 45 46 48 49 51 SECTION TAG. 39 B9X5X14G& 40 B9X5X14G& 42 B9X5X14G& 43 B9X5X14GA RESULTANT MEMBER FORCES SECTION TAG. B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA 34 35 17 LOAD TAG : JOINT NO. 17 18 18 19 21 22 22 23 25 26 26 27 29 30 30 31 33 34 0.3566 -O.35S6 FORCE -0.0423 0.0423 -0.2384 0.2384 0.0803 -0.0803 0.1692 -O.l692 - D.GS52 0.6652 -O.4l68 0.4168 - 0.7238 0.7238 -O.GS4G 0.6546 1.4692 -l'4692 X6 +*+' 0.2481 O: MOMENT MOMENT 0.3797 0.0000 0.0000 0.0000 0.1661 0.0000 ' 0.0000 0.0000 2.3880 -3.1682 y '����� �^^ '--� '- 0 0 CNECV . , U") CrI Cr) Cr) „ Cr) , II ■ 1-1 2 z cn 0 PI H i-1 l.0 II 1-1 fli 0 •. E-4 1-4 (N II • Z E-4 I H * * * * * * * * * * * * * * * * * * * * * ** * RESULTS OF ANALYSIS * * * * * * * * * * * * * * * * * * * * * * ** TYPE OF THE PROBLEM : SPACE FRAME RESTART STATUS : MOMENT e 56 B9X5X16GA 13 - 0.0000 - 0.2610 39 0.0000 0.0000 58 B9X5X16GA 17 - 0.0000 - 0.2919 41 0.0000 -0.0000 60 B9X5X16GA 21 0.0000 - 0.2449 43 - 0.0000 - 0.0000 62 B9X5X16GA 25 - 0.0000 - 0.3567 45 0.0000 0.0000 64 B9X5X16GA 29 0.0000 - 0.2997 47 - 0.0000 - 0.0000 66 B9X5X16GA 33 0.0000 - 0.2251 RESULTANT MEMBER FORCES 49 - 0.0000 - 0.0000 * ** LOAD INDEX : 13 LOAD TAG : X2 RESULTANT MEMBER FORCES * ** • - 0.0000 0.0000 62 B9X5X16GA 25 0.0000 - - 0.0000 0.0000 0.0000 0.0000 - 0.0000 0.0000 0.0000 - 0.0000 - 0.0000 0.0000 0.0000 0.0000 - 0.0000 0:0000 0.1222 0.0000 0.1472 0.0000 0.1157 0.0000 0.1392 0.0000 0.1377 - 0.0000 0.1663 - 0.0000 0.1097 - 0.0000 MEMBER NO. 54 56 58 60 62 64 66 MEMBER NO. SECTION TAG. B9X5X16GA B9X5X16GA B9X5X16GA B9X5X16GA B9X5X16GA B9X5X16GA B9X5X16GA * ** LOAD INDEX : 16 LOAD TAG : RESULTANT MEMBER FORCES SECTION TAG. 54 B9X5X16GA 56 B9X5X16GA 58 B9X5X16GA 60 B9X5X16GA 62 B9X5X16GA 64 B9X5X16GA 66 B9X5X16GA * ** LOAD INDEX : 17 LOAD TAG : X6 JOINT / - -- AXIAL - - - / - -- LOCAL Y -- 0.0000 - LOCAL Z -- MOMENT 0.1131 0.0000 - 0.2610 0.0000 0.1072 - 0.0000 - 0.2449 - 0.0000 0.1274 0.0000 - 0.2997 - 0.0000 - 0.0563 - 0.0000 LOCAL.Z -- MOMENT 0.2424 0.0000 - 0:1317 0.0000p"••■\ 0.2288 •-, 0.0000 - 0.1232 0.0000 0.2750 - 0.0000 - 0.1521 - 0.0000 0.0466 0.0000 I M- STRUDL BY CAST / REV. 2:61 SER : a5c TIME : ; • , U3 64 124 [33 Cal 0 0 Ell 4 44 ts3 1-1 0 * * 4. 44 U) 4 (/) 4 H * rn 1 al 0 4 44 3 crl * . • r 4.1 • * : Z 0 0 it g.s.1 • >4 2 I. 3 .01: 1 Cil ts) 0 4. it 4. 0 Z X •3 .1 3 14 '' 404 a+ 4 H E-, 4 Cl) 4, U) 4 43 E - 1 0 0 4 H * E-1 3 0 H a F-4 $ .4 .1. E- Z • 0 it 4 * 0 * .1 • $3 Cl) • 4. CA t IZ 4 43 H (;) 14 > it M 4. 4. it 4 4. * 04 E4 H 4 MEMBER NO. 33 34 SECTION TAG. JOINT NO. B9X5X14GA 9 10.0000 10 B9X5X14GA 10 10.0000 11 36 B9X5X14GA 13 10.0000 14 37 B9X5X14GA 14 10.0000 15 39 B9X5X14GA 17 10.0000 18 40 B9X5X14GA 18 10.0000 19 42 B9X5X14GA 21 10.0000 22 43 B9X5X14GA 22 10.0000 23 45 B9X5X14GA 25 10.0000 26 I M- STRUDL BY CAST / REV. / - -- AXIAL - - - / - -- LOCAL Y. -- FORCE SHEAR FORCE - 0.0311_ - 0.0311. - 0.0311 - 0.0268 -0.0268 - 0.0268 - 0.0200 - 0.0200 - 0.0200 -0.1914 0.0145 0.2204 - 0.2059. 0.0000 0.2059 - 0.1922. 0.0137 0.2196 - 0.0032 - 0.2059 - 0.0032 0.0000 - 0.0032 0.2059 0.0015 - 0.2001 0.0015 - 0.0018 0.0015 0.1965 0.0186 - 0.1983 0.0186 - 0.0000 0.0186 0.1983 - 0.0069 - 0.2001 - 0.0069. - 0.0018 - 0.0069 0.1965 - 0.0030 - 0.1983 - 0.0030 - 0.0000 - 0.0030 0.1983 0.1226 -0.2263 0.1226 - 0.0021 0.1226 0.2221 46 B9X5X14GA 26 0.0868 - 0.2242 -- - 0.0277 - 0.0081 0.0116 0.0022 0.0022 0.0022 0.0773 0.0078 - 0.0616 - 0.0041 - 0.0041 - 0.0041 0.0000 0.0000 0.0000 0.0000. 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 LOCAL ' Z. - -/. MOMENT. -0.4752 0.4095. - 0.7647 - 0.7035. 0.3260. -0.7035 - 0.4829 0.4092 0.7578 - 0.7055'°'` 0.3240 - 0.7055 - 0.0366 0.9731 0.0000 0.0000 0.9914 0.0000 - 0.0366 0.9731 0.0000 0.0000 0.991 0.000 - 0.0418 1.1001 0.0000 0.0000 1 TITLE: POLIGON REK 30X64 - ALL STEEL - UBC RESULTANT MEMBER FORCES * ** LOAD INDEX : 12 LOAD TAG : X1 * ** - 0.0167 5.2596 1.1210 0.0000 - 0.0418:. .% 1.1001 0.0000 0.0000 1.1210 0.0000 - 0.4245 0.3910 - 0.5886 - 0.5776 0.3199 - 0.5776 36 B9X5X14GA 13 0.1285 1.2038 * ** LOAD INDEX : 13 LOAD TAG : X2 * ** RESULTANT MEMBER FORCES MEMBER NO. I M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : 12/21/1998 34 B9X5X14GA 10 0.1435 -0.1567 1.3652 10.0000 0.8369 0.0322 34 0.8369 - 0.6279 1 M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME . - 2.5669 lO'ODOD 15 39 89X5X14GA 17 1O'OOOO 18 40 89X5X14GA 18 10.0000 19 42 B9X5X14GA 21 lD'OOOO 22 43 B9X5X14GA 22 10.0000 23 45 B9X5X14G& 25 10.0000 26 -0.0845 - O'DB45 - O'O178 - 0.0178 -0.0178 -0.0083 -O.0083 - O.0083 -0.0015 - D.0O16 -O.U0l5 0.0462 0.0462 0.0462 0.4085 0.4085 0.4085 0.0000 0.7511 _0,5995 - 0.0058 O'588U 2 0.(1g0 -7 0 0.5937 -0.7183 -0.0070 0.7044 -O.7ll4 - 0.0000 0.7114 - O - 0'DOG9 0.6970 - MOMENT MOMENT 0.0000 3.5195 '' 0.0000 -O.l662 4.1498 0.0000 "-' 49 B9X5X14GA 30 0.3067 - 0.8466 10.0000 0.3067 0.0000 0.3067 0.8466 51 B9X5X14GA 33 - 0.8593 - 0.5446 10.0000 - 0.8593 0.0190 34 - 0.8593 0.5827 52 B9X5X14GA 34 - 0.7913 - 0.5637 10.0000 - 0.7913 0.0000 35 - 0.7913 0.5637 * ** LOAD INDEX : 15 LOAD TAG : RESULTANT MEMBER FORCES X4 * ** 33 B9X5X14GA 9 - 0.3150 - 0.5233 10.0000 - 0.3150 0.0576 10 - 0.3150 0.6384 34 B9X5X14GA 10 - 0.5738 - 0.5809 10.0000 - 0.5738 0.0000 11 - 0.5738 0.5809 36 B9X5X14GA 13 0.4037 1.1836 10.0000 0.4037 - 0.1061 14 0.4037 - 1.3957 37 B9X5X14GA 14 0.6295 1.2897 10.0000 0.6295 - 0.0000 15 0.6295 -1.2897 39 B9X5X14GA 17 0.1297 - 0.5565 10.0000 0.1297 - 0.0054 �. . �.._ 1.0499 - 0.0281 - 1.1062 - 0.0364 - 0.0364 - 0.0364 0.8891 - 0.0554 - 0.9998 - 0.0262 -0.0262 - 0.0262 0.0000 0.0000 - 1.1667 1.1620 - 2.3180 - 1.9382 0.9662 - 1.9382 2.8182 , -2.5696 4.3621 - 2.0862 4.3621 - 0.1078 2.7019 I M- STRUDL BY CAST / REV. 2.61 SER a5c TIME : - 0.0175 -0.4712 35 0:3275 0.2669 - 0.0530 - 0.9928 - 0.0265 - 0.0265 - 0.0265 1.0522 - 0.0305 - 1.1133 - 0.0362 - 0.0362 - 0.0362 0.0000 0.0000 2.4464 - 4.7073 -4.1499 1.9869 - 4.1499 1.3112 -1.2852 2.5500 2.1504 - 1.0654 2.1504 - 0.2294 5.6831 18 0:1191 1:1481 NO. TAG. NO. FORCE SHEAR FORCE MOMENT MOMENT - 1.1755 -0.7743 - 0.0175 - 0.7858 - 0.0175 0.4547 - 0.0175 -0.7858 MEMBER NO. 10.0000 23 45 B9X5X14GA 25 I M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : z H RESULTANT MEMBER FORCES MEMBER NO. 1 2 5 6 9 10 11 15 16 17 21 22 23 27 28 29 TS8X6X1 /4 1 9 TS8X6X1 /4 4 12 TS8X6X1 /4 2 10 TS8X6X1 /4 3 11 TS12X6X1 /4 9 17 TS12X6X1 /4 17 25 TS12X6X1 /4 25 33 TS12X6X1 /4 12 20 TS12X6X1 /4 20 28 TS12X6X1 /4 28 36 TS12X6X1 /4 10 18 TS12X6X1 /4 18 26 TS12X6X1 /4 26 34 TS12X6X1 /4 11 19 TS12X6X1 /4 19 27 TS12X6X1 /4 27 35 1.5071 - 1.2357 1.5173 - 1.2459 2.1270 - 1.8556 2.1247 - 1.8533 0.5306 - 0.4878 0.4112 - 0.3687 0.2844 - 0.2419 0.5304 - 0.4877 0.4110 - 0.3686 0.2843 - 0.2418 0.7653 - 0.7225 0.5951 - 0.5527 0.4123 - 0.3698 0.7650 - 0.7222 0.5948 - 0.5523 0.4119 - 0.3695 * ** LOAD INDEX : 18 LOAD TAG : Z1 * ** - - LOCAL Y MOMENT - 0.0000 - 0.3754 0.0000 0.4710 - 0.0000 0.1419 - 0.0000 0.0059 - 0.0514 0.0197 - 0.0197 - 0.0017 0.0017 - 0.6043 0.0601 - 0.0025 0.0025 0.0409 - 0.0409 0.6405 - 0.0246 0.0225 - 0.0225 - 0.0390 0.0390 0.0424 0.0465 - 0.0033 0.0033 0.0763 - 0.0763 0.0113 -- LOCAL Z -- MOMENT - 0.0000 - 2.7026 0.0000 - 2.7075 - 0.0000 - 3.8885 - 0.0000 - 3.8879 2.7026 1.060(( - 1.0600 3.2223 - 3.2223 3.6351 2.7075 1.0603 - 1.0603 3.2278 - 3.2278 3.6457 3.8885 1.5296 - 1.5296 4.6669 - 4.6669 5.2801 3.8879 1.529 -1.529 4.6662 - 4.6662 5.2787 1 M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : 12/21/1998 Y -= / -- MOMENT - 0.0000 1.3429 0.0000 2.1881 - 0.0000 2.7961 - 0.0000 2.6593 0.1051 0.3277 - 0.3274 0.7029 - 0.7030 0.0457 0.2166 0.3050 - 0.3047 0.7454 - 0.7456 1.2906 0.3689 0.3665 - 0.3665 0.6299 - 0.6299 1.0062 0.4401 0.3405 - 0.3405 0.7452 - 0.7452 0.9750 LOCAL Z - -I MOMENT 0.0000 - 2.6147 0.0000 - 2.7955 - 0.0000 - 3.9002 - 0.0000 - 3.8762 2.6147 1.0552 - 1.0552 3.1248 - 3.1248 3.4449 2.7955 1.0651 - 1.0651 3.3254 - 3.3254 3.8359 3.9002 1.5303 - 1.5303 4.6799 - 4.6799 5.3055 3.8762 1.5289 - 1.5289 4.6531 4.6531 5.2533 n RESULTANT MEMBER FORCES RESULTANT MEMBER FORCES MEMBER SECTION JOINT / - -- AXIAL - - - / - -- LOCAL.Y - - / -- " - 5.1818 - 0.4033 26 - 1.9197 -2.2736 23 TS12X6X1 /4 26 1.3170 0.4552 34 - 1.2745 -0.3276 27 TS12X6X1 /4 11 2.5087 4.0406 19 - 2.4659 -3.9130 28 TS12X6X1 /4 19 1.9495 2.3960 27 - 1.9071 - 2.2681 29 TS12X6X1 /4 27 1.3043 0.4497. 35 - 1.2619 -0.3220 * ** LOAD INDEX : 20 LOAD TAG : RESULTANT MEMBER FORCES RESULTANT MEMBER FORCES Z3 * ** MEMBER SECTION JOINT / - -- AXIAL - - - / - -- LOCAL Y - - / -- " - 0.0000 - 2.1863 0.0000 3.9518 -0.0000 1.8565 - 0.0000 0.8713 - 0.3194 0.2291 - 0.2289 0.2130 - 0.2130 -3.9026 - 0.0000. 13.6311 - 0.0000 - 13.7215 0.0000 - 22.0999 - 0.0000_ - 22.0879 13.6311 5.4927 - 5.4927 16.6738 16.6738" 18.3483 `-- MEMBER SECTION JOINT / - -- AXIAL - -- NO. TAG. NO. FORCE 15 TS12X6X1 /4 12 2.5941 20 -2.5513 16 TS12X6X1 /4 20 2.0016 28 -1.9592 17 TS12X6X1 /4 28 1.3127 36 - 1.2702 21 TS12X6X1 /4 10 . 4.2681 18 - 4.2253 22 TS12X6X1 /4 18 3.3199 26 - 3.2774 23 TS12X6X1 /4 26 2.2124 34 - 2.1699 27 TS12X6X1 /4 11 4.2617 19 - 4.2190 28 TS12X6X1 /4 19 3.3136 27 -3.2711 29 TS12X6X1 /4 27 2.2061 35 - 2.1636 - -- LOCAL 0.4802 0.0872 - 0.0872 0.5112 0.5113 4.5707 - 0.0515 0.2634 - 0.2634 0.0425 0.0425 0.5469 0.4561 0.0901 - 0.0901 0.7301 - 0.7301 0.4437 13.7215 5.4977 - 5.4977 16.7741 - 16.7741 18.5438 22.0999 8.8329 - 8.8329 27.0551 - 27.0551 29.9953 22.0879'` 8.8321 -8.8321 27.0417 27 .. 29.9692 4.2727 -4.1451 2.5300 - 2.4021 0.4517 -0.3240 6.8379 - 6.7103 4.0490 - 3.9211 0.7082 - 0.5805 6.8351 - 6.7075 4.0463 - 3.9183 0.7054 - 0.57 J M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : 1 RESULTANT MEMBER FORCES RESULTANT MEMBER FORCES 26 0.1215 0.2221 0.0000 " 0.0000 41 45 46 47 51 52 53 B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA 19 19 20 25 26 26 27 27 28 33 34 34 35 35 36 * ** LOAD INDEX : 19 LOAD TAG : Z2 * ** RESULTANT MEMBER FORCES MEMBER NO, 33 B9X5X14GA 34 B9X5X14GA 35 B9X5X14GA 39 B9X5X14GA 40 B9X5X14GA 41 B9X5X14GA 45 B9X5X14GA 46 B9X5X14GA 47 B9X5X14GA TAG. NO. 9 10 10 11 11 12 17 18 18 19 19 20 25 26 26 27 27 28 - 0.0172 - 0.0653 0.0653 - 0.0929 0.0929 - 0.0681 0.0681 - 0.1062 0.1062 0.4213 - 0.4213 0.2564 - 0.2564 0.1557 - 0.1557 0.1900 - 0.1900 0.0845 - 0.0845 0.0674 - 0.0674 0.1312 - 0.1312 - 0.0004 0.0004 - 0.0547 0.0547 - 0.4544 0.4544 - 0.3456 0.3456 - 0.4677 0.4677 - / - -- LOCAL Y -- 0.0635 - 0.0271 - 0.2193 - 0.1929 0.3279 - 0.3685 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000:. - 0.0375_ 0.0423 0.0000: 0.0000 0.0000 0.0000 - 0.0412 0.0040 - 0.9258 0.2897. - 0.8646 0.2484. - 0.8474 - LOCAL Z - -/ MOMENT 0.1689 - 4.7079 1.6171 - 4.2153 1.5938 - 3.8019 0.1572 0.0000 0.0000. 0.0000 0.0000 - 0.1591 0.1898 0.0000 0.0000 0.0000 0.0000 - 0.1888 f RESULTANT MEMBER FORCES MEMBER NO. 51 52 53 * ** LOAD INDEX : 20 LOAD TAG : RESULTANT MEMBER FORCES MEMBER NO. 33 34 35 39 40 41 45 46 47 SECTION TAG. B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA B9X5X14GA 33 34 34 35 35 36 1.1854 - 1.1854 0.9405 - 0.9405 0.9197 - 0.9197 9 0.2264 10 - 0.2264 10 0.1181 11 - 0.1181 11 0.1651 12 - 0.1651 17 0.0829 18 - 0.0829 18 - 0.0304 19 0.0304 19 - 0.0100 20 0.0100 25 - 0.8318 26 0.8318 26 - 0.6357 27 0.6357 27 - 0.8384 28 0.8384 1 M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : 12 / LOCAL Y MOMENT 0.3028 0.1751 - 0.1262 - 0.0799 - 0.3526 - 0.4553 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 LOCAL Z. - -/ MOMENT 2.5844 - 6.3185 4.4784 5.7775 4.7614 - 4.4010 0.2793 0.0000 0.0000 0.0000 0.0000 - 0.2802 0.3371 0.0000 0.0000 0.0000 0.0000 - 0.3366 1.1399 1.2771 1.1941 1.2229 1.2391 1.1779 NONE * RESULTS OF ANALYSIS * TYPE OF THE PROBLEM : SPACE FRAME RESTART STATUS : ACTIVE UNITS : KIPS FEET DEGREES * ** LOAD INDEX : 11 LOAD TAG : RESULTANT MEMBER FORCES MEMBER SECTION NO. TAG. 54 B9X5X16GA 9 37 55 B9X5X16GA 12 0.0000 - 0.0000 - 0.0000 0.0381 - 0.0000 0.0381 38 0.0000 - 0.0000 . - o . 0000 .. - 0 " -0.0000 0 - 0.0000 -0.0000 0.0000 -0.0000 - 0.0000 - 0.0000 0.0000 - 0.0000 - 0.0000 0.0000 0.0366 0.0000 0.0366 0.0000 0.0418 0.0000 0.0418 0.0000 0.0328 0.0000 0.0328 0.0000 MEMBER NO. 66 67 SECTION TAG. B9X5X16GA B9X5X16GA 46 33 49 36 50 * ** LOAD INDEX : 19 LOAD TAG : RESULTANT MEMBER FORCES MEMBER NO. MEMBER NO. SECTION JOINT TAG. NO. 54 B9X5X16GA 55 B9X5X16GA 58 B9X5X16GA 59 B9X5X16GA 62 B9X5X16GA 63 B9X5X16GA 66 B9X5X16GA 67 B9X5X16GA RESULTANT MEMBER FORCES 9 37 12 38 17 41 20 42 25 45 28 46 33 49 36 50 54 B9X5X16GA 9 37 JOINT / - -- AXIAL - - - / - -- LOCAL Y - - /. -- - 0.0000 - 0.0000 0.0000 - 0.0000 - 0.0000 0.0000 - 0.0000 - 0.0000 0.0000 - 0.0000 - 0.0000 - 0.0000 - 0.0000 0.0000 0.0000 - 0.0000 - 0.0000 .0.0000 - LOCAL Z - -/_ MOMENT.' 0.0000 0.0000 0.0000 . . 0.0328 - 0.0000 0.0000 - 0.0000. 0.0328 - 0.0000 0.0000 MOMENT" 0.1674 0.0000 0.1674 0.0000 0.1583 0.0000 0.1583 0.0000 0.1894 - 0.0000 0.1894 - 0.0000 0.1357 ("', 0.0000 0.1357 0.0000 0.2967__ 0.0000 55 B9X5X16GA 12 - 0.0000 38 0.0000 58 B9X5X16GA 17 - 0.0000 41 0:0000 59 B9X5X16GA 20 0.0000 42 - 0.0000 - RESULTANT MEMBER FORCES MEMBER SECTION JOINT 1 - -- AXIAL - - - / - -- LOCAL 0.0000- - 0.4142 MEMBER NO. 1 M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : MEMBER NO. 39 B9X5X14GA 17 10.0000 18 40 B9X5X14GA 18 10.0000 19 41 B9X5X14GA 19 10.0000 20 45 B9X5X14GA 25 10.0000 26 RESULTANT MEMBER FORCES 46 B9X5X14GA 26 10.0000 27 47 B9X5X14GA 27 10.0000 28 51 B9X5X14GA 33 10.0000 34 52 B9X5X14GA 34 10.0000 -0.1206 - 0.1206 - 0.1206 -0.0172 - 0.0172 -0.0172 0.0653 0.0653 0.0653 0.0929 0.0929 0.0929 0.0681 0.0681 0.0681 0.1062 0.1062 0.1062 -0.4213 - 0.4213 -0.4213 - 0.2564 -0.2564 - 0.2001 - 0.0018 0.1965 -0.1983 - 0.0000 0.1983 -0.1964 0.0019 0.2002 - 0.2242 - 0.0000 0.2242 -0.2221 0.0021 0.2263 MOMENT MOMENT 0.0000 0.0000 0.0000 1.1210 0.0000 0.0000 0.0000 0.0000 0.0000 1.1004 0.0000 -0.0412 - 0.0000 -0.2897 0.0000 0.3204 -0 0356 . , - - 09136 .- •0.0000 , 0.9914 •0.0000 0.0000 0.9727 • - 0.0375 - 0.0423 - - 1.0999 -0.0000 -0.0040 - 0.0000 0.4326 0.0000 • -0.9258 35 - 0.2564 0.2082 53 B9X5X14GA 35 - 0.1557 0.1496 10.0000 - 0.1557 0.0299 36 0.1557 0.2094 * ** LOAD INDEX : 19 LOAD TAG : Z2 * ** RESULTANT MEMBER FORCES MEMBER SECTION JOINT / - -- AXIAL - - - / - -- LOCAL Y - - / -- - 0.8646 - 0.2484 0.3496 0.8474 - 0.1689 1.8236 - 4.7079 - 1.6171 1.3458 - 4.2153 - 1.5938 1.5641 - 3.8019 - 0.1572 3.9548 0.0000 0.0000`' 4.0334 0.0000 MEMBER SECTION JOINT / - -- AXIAL - - - / - -- LOCAL Y.: - - / -- 0.1751 0.0000 3.9539 - 0.1591 - 0.1898 4.7161 0:0000 e 0.0000 4.8110 0.0000 0.0000 . 4.7166 - 0.1888 - 1.2474 1.5542 - 2.5842 - 1.9363 1.2463 - 2.5112 34 B9X5X14GA 10 - 0.1181 -1.4339 - 0.0000 - 0.2793 6.9358 0.0000 0.0000 7.0754 0.00 0.0000 6.9353 - 0.2802 - 0.3371 8.3324 0.0000 0.0000 8.5010 0.0000 52 B9X5X14GA 34 -1.6121 - 1.6121 35 - 1.6121 * * * * * * * * * * * * * * * * * * * * * ** * RESULTS OF ANALYSIS * * * * * * * * * * * * * * * * * * * * * * ** 0 .0168` TYPE OF THE PROBLEM : SPACE FRAME RESTART STATUS ACTIVE UNITS : KIPS FEET DEGREES * ** LOAD INDEX : 9 LOAD TAG : JOINT REACTIONS AT SUPPORTS JOINT / GLOBAL REACTIONS NO. X FORCE Y FORCE•. Z FORCE 1 M-STRUDL BY CAST / REV. 2.61 SER : a5c TIME : * ** LOAD INDEX : 13 LOAD. TAG.: JOINT REACTIONS AT SUPPORTS JOINT / 1 - 0.1636 - 2.5731 2 - 0.3805 - 4.9461 3 - 0.3805 - 4.9461 4 - 0.1636 - 2.5731 5 0.5537 - 2.4057 6 0.9169 - 4.4964 7 0.9169 - 4.4964 8 0.5537 -2.4057 JOINT REACTIONS AT SUPPORTS * ** LOAD INDEX : 14 LOAD TAG : JOINT REACTIONS AT SUPPORTS NO. X FORCE Y FORCE : .: �r, 2 1.1096 5.4019 -0.0183 • • . • • • • . • •••".: JOINT REACTIONS AT SUPPORTS JOINT / NO. X FORCE Y FORCE 1 - 1.1371 2.4949 0.2274 2 - 1.5227 4.4123 - 0.0195 3 - 1.5227 4.4123 0.0195 4 - 1.1371 2.4949 - 0.2274 5 - 1.7822 1.2419 - 0.1277 6 - 2.4907 1.0471 0.0032 7 - 2.4907 1.0471 - 0.0032 8 - 1.7822 1.2419 0.1277 TOTAL - 13.8654 18.3924 - 0.0000 * ** LOAD INDEX : 17 LOAD TAG : JOINT REACTIONS AT SUPPORTS JOINT / NO. X FORCE 1 0.2299 2 0.5385 3 0.5385 4 0.2299 5 - 1.6895 6 - 2.5452 7 - 2.5452 8 - 1.6895 TOTAL - 6.9327 Y FORCE 5.9923 10.0811 10.0811 5.9923 5.3658 8.3985 8.3985 5.3658 59.6751 * ** LOAD INDEX : 18 LOAD TAG : JOINT REACTIONS AT SUPPORTS JOINT / NO. X FORCE 1 0.2179 1.3244 - 0.1119 GLOBAL-.REACTIONS Z FORCE. JOINT / NO. 2 0.3250 2.1693 -0.2330 3 0.3230 2.0825 -0.2216 4 0.2330 1.6998 - 0.1823 5 - 0.2179 1.3244 -0.1119 6 - 0.3250 2.1693 - 0.2330 7 - 0.3230 2.0825 -0.2216 8 - 0.2330 1.6998 - 0.1823 1 M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME: * ** JOINT REACTIONS AT SUPPORTS JOINT / NO. X FORCE Y FORCE 1 2 3 4 5 6 7 TOTAL LOAD INDEX f 20 LOAD 1.1359 1.8417 1.8407 1.1435 - 1.1359 - 1.8417 - 1.8407 - 1.1435 0.0000 * * * * * * * * * * * * * * * * * * * * * * * * RESULTS OF ANALYSIS * * * * * * * * * * * * * * * * * * * * * ** TAG': GLOBAL` REACTIONS Z FORCE X :. TYPE OF THE PROBLEM : SPACE FRAME RESTART STATUS : ACTIVE UNITS : KIPS INCHES DEGREES * ** LOAD INDEX : 9 LOAD TAG : RESULTANT JOINT DISPLACEMENTS JOINT / NO. X DIRECTION Y DIRECTION 1 - 0.0000000 2 - 0.0000000 3 - 0.0000000 4 - 0.0000000 5 0.0000000 6 0.0000000 7 0.0000000 8 0.0000000 9 - 0.1488548 10 - 0.2407223 11 - 0.2407223 12 - 0.1488548 13 0.1488548 14 0.2407223 15 0.2407223 16 0.1488548 17 - 0.0798666 18 - 0.1292657 19 - 0.1292657 20 - 0.0798666 21 0.0798666 22 0.1292657 23 0.1292657 24 0.0798666 25 - 0.0215210 26 - 0.0348707 27 - 0.0348707 28 - 0.0215210 29 0.0215210 30 0.0348707 31 0.0348707 32 0.0215210 33 - 0.0000000 34 - 0.0000000 35 - 0.0000000 36 0.0000000 37 - 0.1604903 - 0.0000000 - 0.0000000 - 0.0000000 - 0.0000000 - 0.0000000 - 0.0000000 - 0.0000000 - 0.0000000 - 0.0050445 - 0.0083433 - 0.0083433 - 0.0050445 - 0.0050445 - 0.0083433 - 0.0083433 - 0.0050445 - 0.2128404 - 0.3441156 - 0.3441156 - 0.2128404 - 0.2128404 - 0.3441156 - 0.3441156 - 0.2128404 - 0.3900737 - 0.6309166 - 0.6309166 - 0.3900737 - 0.3900737 - 0.6309166 - 0.6309166 - 0.3900737 - 0.4556866 - 0.7372949 - 0.7372949 - 0.4556866 0.0321588 TL * ** GLOBAL DISPLACEMENTS Z DIRECTION - 0.0000000 0.0000000 - 0.0000000 0.0000000 - 0.0000000 0.0000000 - 0.0000000 0.0000000 0.0008780 0.0001967 - 0.0001967 - 0.0008780 0.0008780 0.0001967 - 0.0001967 - 0.0008780 0.0000094 - 0.0000794 0.0000794 - 0.0000094 0.0000094 - 0.0000794 0.0000794 - 0.0000094 - 0.0043449 - 0.0012018 0.0012018 0.0043449 - 0.0043449 - 0.0012018 0.0012018 0.0043449 0.0096080 0.0029654 - 0.0029654 - 0.0096080 0.0008780 X I M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : I M- STRUDL BY CAST / REV. 2.61 SER : a5c 39 0.0608390 0.0040102 0.0000803 RESULTANT JOINT DISPLACEMENTS JOINT / NO. X DIRECTION Y DIRECTION 16 0.0294036 17 - 0.0157394 18 - 0.0227143 19 - 0.0227098 20 - 0.0157743 21 0.0157394 22 0.0227143 23 0.0227098 24 0.0157743 25 - 0.0042570 26 - 0.0061493 27 - 0.0061480 28 - 0.0042678 29 0.0042570 30 0.0061493 31 0.0061480 32 0.0042678 33 - 0.0000000 34 - 0.0000000 35 - 0.0000000 36 0.0000000 37 - 0.0307985 38 - 0.0311561 39 0.0307985 40 0.0311561 41 - 0.0259299 42 - 0.0267923 43 0.0259299 44 0.0267923 45 - 0.0163174 46 - 0.0168607 47 0.0163174 48 0.0168607 49 - 0.0000000 50 0.0000000 GLOBAL DISPLACEMENTS - 0.0010410 - 0.0420117 - 0.0605041 - 0.0604924 - 0.0420935 - 0.0420117 - 0.0605041 - 0.0604924 - 0.0420935 - 0.0768912 - 0.1108304 - 0.1108090 - 0.0770455 - 0.0768912 - 0.1108304 - 0.1108090 - 0.0770455 - 0.0898750 - 0.1295935 - 0.1295677 - 0.0900617 0.0049688 0.0032374 0.0049688 0.0032374 - 0.0110214 - 0.0111141 - 0.0110214 - 0.0111141 - 0.0405623 - 0.0407332 - 0.0405623 - 0.0407332 - 0.0803271 - 0.0809538 * ** LOAD INDEX : 12 LOAD TAG : Z RESULTANT JOINT DISPLACEMENTS JOINT / GLOBAL DISPLACEMENTS NO. X DIRECTION Y DIRECTION Z DIRECTION 1 0.0000000 2 0.0000000 3 0.0000000 4 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 - 0.0000000 0.0000000 - 0.0000000 I M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : 26 - 0.2261512 0.4941770 NO. X DIRECTION Y DIRECTION Z DIRECTION Y DIRECTION Z DIRECTION 0.0270852 - 0.0040345 0.0040345 - 0.0270852 0.0189530 - 0.0033788 0.0033788 - 0.0189530 - 0.0551316 0.0077515 - 0.0077515 0.0551316 - 0.0380864 0.0067959 - 0.0067959 0.0380864 - 0.3078459 - 0.0049688 0.0049688 0.3078459 - 0.2221405 - 0.0044066 0.0044066 0.2221405 - 0.3859807 - 0.0055151 0.0055151 0.3859807 - 0.2830200 - 0.0049712 0.0049712 0.2830200 - 0.0709136 - 0.0055181 0.0055181 0.0709136 - 0.0534787 0.0534787 - 0.0368883 0.0368883 - 0.3062970 0.3062970 - 0.2210196 0.2210196 - 0.3840781 - 0.0191690 0.0335789 0.0020405 0.0224106 - 0.0020405 0.0224106 0.0191690 0.0335789 0.0099099 0.1492379 - 0.0045655 , 0.2321420 0.0045655 1 0.2321420 - 0.0099099 0.1492379 - 0.0191690 0.0893253 0.0020405 0.1521136 - 0.0020405 0.1521136 0.0191690 0.0893253 0.0099099 - 0.0394818 - 0.0045655 - 0.0803693 0.0045655 - 0.0803693 - 0.0099099 - 0.0394818 - 0.1043028 0.0772615 - 0.0023922 0.1381716 0.0023922 0.1381716 0.1043028 0.0772615 0.0760791 - 0.0648197 0.0026655 - 0.1194540 - 0.0026655 - 0.1194540 - 0.0760791 - 0.0648197 - 0.1295992 0.0279100 - 0.0007344 0.0550980 0.0007344 0.0550980 0.1295992 0.0279100 0.0960224 - 0.0465802 0.0009572 - 0.0824676 - 0.0009572 - 0.0824676 - 0.0960224 - 0.0465802 - 0.0008231 - 0.0156086 - 0.0007037 - 0.0231603 0.0007037 - 0.0231603 0.0008231 - 0.0156086 - 0.0191690 0.0893253 0.0191690 0.0893253 0.0099099 - 0.0394818 - 0.0099099 - 0.0394818 - 0.1043028 0.0772615 0.1043028 0.0772615 0.0760791 - 0.0648197 - 0.0760791 - 0.0648197 - 0.1295992 0.0279100 I M- STRUDL BY CAST / REV. 2.61 SER : .- 16 - 0.0041895 - 0.0025666 - 46 - 0.1410102 - 0.0924422 _ RESULTANT JOINT DISPLACEMENTS JOINT / GLOBAL DISPLACEMENTS NO. X DIRECTION Y DIRECTION Z 3 0.0000000 - 0.0000000 - 33 1.3031073 - 0.1319143 0.0020807 3 - 0.0000000 - 0.0000000 - 50 0.6502637 - 0.3330452 I M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : + ► 26 - 0.0061739 - 0.1112146 RESULTANT JOINT DISPLACEMENTS JOINT / GLOBAL DISPLACEMENTS NO. X DIRECTION Y DIRECTION Z RESULTANT JOINT DISPLACEMENTS JOINT / NO. X DIRECTION Y DIRECTION 35 - 0.0000000 36 0.0000000 37 - 0.0891376 38 - 0.1023336 39 0.0891376 40 0.1023336 41 - 0.0749145 42 - 0.1067450 43 0.0749145 44 0.1067450 45 - 0.0553133 46 - 0.0753658 47 0.0553133 48 0.0753658 49 - 0.0000000 50 0.0000000 GLOBAL DISPLACEMENTS * ** LOAD INDEX : 20 LOAD TAG : RESULTANT JOINT DISPLACEMENTS JOINT / NO. X DIRECTION Y DIRECTION Z RESULTANT JOINT DISPLACEMENTS I M- STRUDL BY CAST / REV. 2.61 SER : 0.0: M W: M. W 0 0 m: N. N;N :r:O:.0; '.:. 1,CD.ON, .; OI,N!O ; ;O 10:01.` M.0, `- .; Cn. ; O .W, -4 1p r-1 m :0 , .-1.00 O ll) tf) r- 1:r-I, rl..r- I . O . r-l;'.. 'N.Nu1 11").111. In, 1p C . O`O O..O.o•O o c•1 rl.t11 01 r- " • a T N ('4 N N CV C N • • ' r ; . : - , 0 ; cr.Vr;CI'...cr't 1 r-; - cr-N..--1 tD' ri. l0 CD In: ''CD'CO m W. co m. ,. O O:O,.O,O O 0,0- in. rnr'ton'N m'wwowo "N to N m' ' m.�r 0 .,. • V N. M nr M yr. M rn : :CO Wtnmtnm " .�0 N 00t-11-11-11--1C001 00r- Irl,r11riM,c*) • 0 0.0 0' O • ` . 1 I I I I I walmr -lm■-100'. N.1'- �O M t0 M 0, O : yr U) N. 0 N. 0 0.0 .'M N 0 r-I. r-I O.0 N.M rn.mol ON' 0.0 .- cr W 0 r-I 0 I 0 0, '. r r r-1 r-1 r-1 r1 0 0. 00000000 1 1 : yr U)WN m010 v� a yr ra sr.ar ter u7 Geo Engineers Family Fun Centers 29111 SW Town Center Loop West Wilsonville, Oregon 97070 Attention: John Huish and Scott Huish GeoEngineers. Inc. 8410 154th Avenue N.E. Redmond. WA 98052 Telephone (425► 861 6000 Fas (425) 861.6050 www.geoengtneers.com P•in1110 M 'are *d nor November 4, 1998 Geotechnical Engineering Services Addendum to Soils Report Family Fun Center Site Tukwila, Washington File No. 5925 -003 -03 Consulting Engineers and Geoscientists Offices in Washington. Oregon. and Alaska INTRODUCTION This letter is an addendum to the geotechnical engineering report for the Family Fun Center project dated June 30, 1997. The proposed Family Fun Center is located in Tukwila, Washington. The site is situated northeast of the intersection between Interurban Avenue South and Southwest Grady Way, south of the Green River and west of the Burlington Northern Railroad. We understand through our conversations with Chandler Stever with Mulvanny Partnership that the City of Tukwila has requested we update the geotechnical recommendations provided in our June 30, 1997 soils report to accommodate any subsequent changes to the proposed structures and site conditions. We understand that the proposed building will be a 2 -story steel framed structure. Through our conversations with Mulvanny Partnership and Engineers Northwest, we understand that the interior column loads are estimated to be 350 kips. We understann that perimeter footings will be subjected to minimal loading. SCOPE OF GEOTECHNICAL SERVICES The purpose of our geotechnical engineering services are to update the recommendations in our June 30, 1997 soils report to accommodate to the proposed structures and site conditions since the report was completed. The specific scope of services provided by GeoEngineers, Inc. consists of: fleetIVID FEB 031999 PERMIT CEt R ocr Family Fun Centers • November 4, 1998 �.. Pane 2 1. Review existing subsurface soil and ground water information for the site. 2. Provide revised foundation design recommendations for shallow foundations including allowable soil bearing pressures and settlement estimates. 3. Provide revised recommendations for exterior PCC slab subgrade support, which includes the fire lane, go -kart and miniature golf areas. 4. Provide revised recommendations for seismic design criteria and re- evaluate the liquefaction and lateral spreading potential for the site soils. These recommendations will include information regarding methods to reduce potential damage to the proposed building resulting from the design earthquake. 5. Provide a written addendum to our report presenting our conclusions and recommendations. EXISTING CONDITIONS Existing subsurface conditions are consistent with those described in the June 30, 1997 soils report. No additional geotechnical subsurface explorations have been performed since the June 30, 1997 soils report was released. Grading and fill placement has taken place across Parcels 1, 2 and 3. The site grades have been modified as follows: • Parcel 1 site grades have been raised from Elevation 20 to 22 feet to approximately Elevation 23 to 26 feet. • Parcel 2 site grades have been raised from Elevation 20 to 25 feet to approximately Elevation 24 to 26 feet. • A 7- to 8 -foot high preload fill was placed and has been subsequently removed from the Family Fun Center building pad area. Structural fill is present in the Family Fun Center building pad from approximately Elevation 20 to 21 feet to Elevation 28.5 to 29 feet. • The stockpiles in the Parcel 3 east parking area has been removed and site grades currently range from Elevation 25 to 27 feet. • The Parcel 3 south parking area site grades have been raised from Elevation 20 to 22 feet to approximately Elevation 25 to 27 feet. • The site grades in the Parcel 3 miniature golf course and go -kart track areas were raised from Elevation 20 to 26 feet to approximately Elevation 24 to 29 feet. The compaction criteria presented in our June 30, 1997 soils report was modified by the owner in several locations throughout the site. Mr. Huish established that the compaction criteria for Parcels 1, 2 and the parking areas be 90 percent of the maximum dry density (MDD) per the ASTM D -1557 test procedure. Mr. Huish also established that dry densities of less than 90 percent of the MDD were acceptable in the Parcel 3 miniature golf course and go -kart track areas. Fill placement has been monitored by a representative of GeoEngineers, Inc. The fill placed for the Family Fun Center building and the Parcel 3 maintenance building was generally compacted to dry densities of at least 95 percent of the MDD per the ASTM D -1557 test procedure. GeoEngineers File No. 5925 .03 .03.1130 ti Family Fun Centers November 4, 1998 Page 3 The proposed fire lane coincides with the location of a haul road that has been constructed on the north and west sides of the Family Fun Center Building. This haul road was constructed to provide construction access through Parcel 3. The construction of the haul road generally involved placing a woven geotextile fabric on compacted subgrade. Approximately 6 to 10 inches of imported sand and was placed and compacted on the geotextile. The imported sand was then overlain with 4 to 6 inches of recycled concrete. The northern portion of the east parking area has generally been stripped of wet, loose material to depths of up to 3.5 feet below finished subgrade elevation. Woven geotextile fabric was placed in several areas at depths of 2 to 3 feet below finish subgrade elevation. On -site soils were generally placed and compacted to dry densities of at least 90 percent of the MDD over the majority of the northern portion of the east parking area to within one to two feet of finish subgrade elevation. Recycled concrete was then placed and compacted to approximately 0.2 feet above finish subgrade elevation in the northern half of the east parking area. Based on our observations, it is our opinion that fill placed in the northern portion of the Parcel 3 east parking area has generally been placed in general accordance with compaction criteria established by Mr. Huish for parking areas. The upper foot of soil below finish subgrade elevation for the southern portion of the Parcel 3 east parking area and the Parcel 3 south parking area is currently scheduled to be treated with cement. The cement treatment will take place following installation of site utilities in these areas. CONCLUSIONS AND RECOMMENDATIONS GENERAL The following conclusions and recommendations cover items that have been modified to reflect the current site conditions and the revised expected loads. Items which are not addressed specifically in the following sections are included in our June 30, 1997 soils report. FOUNDATION SUPPORT Shallow Foundations As stated previously, there is between 8 and 9 feet of structural fill compacted to dry densities of at least 95 percent of the MDD within the footprint of the Family Fun Center building. For these conditions, we recommend that footings be proportioned using an allowable bearing value of 2,500 psf. The allowable bearing values presented above apply to the total of dead and long- term live loads exclusive of the weight of the footing and any overlying backfill. An increase in these values of one -third may be used when considering wind or seismic loading. All isolated column and continuous footings should have minimum widths of 2 feet and 1.5 feet respectively. Exterior footings should be founded at least 18 inches below the lowest adjacent grade while interior footings have a minimum embedment depth of 12 inches. Based on the allowable bearing values presented above we estimate that total settlements will not exceed 1 inch for isolated interior column footings. GeoEngineers File No. 5925 -03 -03.1130 Family Fun Centers November 4, 1998 C_. Page 4 Soft or disturbed soil not removed from the footing excavations prior to pouring concrete will result in increased settlement. We recommend that the condition of the footing excavations be observed by a qualified geotechnical engineer prior to placement of concrete or structural fill to confirm that the bearing soils are consistent with our recommendations and to provide recommendations for overexcavation of unsuitable soils. If foundation construction is done during wet weather it may be necessary to protect foundation subgrade soils by placing a "mud mat" consisting of lean concrete or a layer of crushed rock about 6 inches thick. EXTERIOR PCC SLAB SUBGRADE We understand that sidewalk on the west and north sides of the building will also be used as a fire lane. The sidewalk and other PCC slabs should be underlain by a minimum thickness of 12 inches of structural fill, which is essentially free of organic materials. We recommend that the upper two inches of the structural fill consist of crushed surfacing, conforming to Section 9- 03.9(3) of the 1998 WSDOT Specifications to provide uniform support and a working surface. As indicated in the Existing Conditions section the structural fill placed in the go -kart track and miniature golf areas has been compacted to dry densities of less than 90 percent of MDD. For these subgrade support conditions, slabs in the go -kart and miniature golf course areas may experience premature cracking and differential settlement. SEISMICITY Liquefaction- Induced Ground Settlement Because of the presence of potentially liquefiable soils at the site, ground settlement may be expected if liquefaction occurs. The potential ground settlement caused by liquefaction will vary depending on the actual levels of ground shaking, the duration of shaking, and site - specific soil conditions. We estimate that total liquefaction induced ground settlements may be on the order of 1 to 4 inches on Parcel 3. We estimate that the total differential settlement across the building may be on the order of Y2-inch to 2 inches because of the presence of an approximate 20 -foot thick zone of non - liquefiable soils below the ground surface. We further estimate that differential settlement between adjacent isolated column footings spaced at 25- feet -on- center may be up to %s inch. Lateral Spreading Lateral spreading involves lateral displacements of large volumes of liquefied soil. Lateral spreading can occur on near -level ground as blocks of surface soils displace relative to adjacent blocks. Lateral spreading also occurs as blocks of surface soils are displaced toward a nearby slope (free face) by movement of the underlying liquefied soil. The bank of the Green River represents a free face condition for this site. Therefore, the topography of the site and underlying soil conditions indicate that lateral spreading is a possibility at the site. We have evaluated the lateral spread potential using an empirical model that incorporates earthquake, geological, topographical and soil factors that affect ground displacement. The GeoEngineers File No. 5925 43 -03.1130 Family Fun Centers November 4, 1998 5 r' a�nwo:, nrw�n< �.: rw. �r:+ rr>r ra�rr. r.. r. w.: H��w.,,«......,....-,... r. �.,-.....,.....«............,..,....,...«....«...,.... ........,w..,..«.......,....... - model was developed from compiled data collected at sites where lateral spreading was observed. The magnitude of the lateral spreading depends on Richter magnitude, horizontal ground acceleration, thickness of the liquefied soil zone, train size distribution of the liquefied deposit, and the ratio of the free face height to the distance between the structure and the toe of the free face. We have evaluated the potential for lateral spreading following a seismic event based on the expected subsurface conditions. The results of our analysis indicate that lateral spreading may occur at the site during an earthquake with a Richter magnitude of 7.5 or greater. We estimate that the total horizontal movement towards the Green River will be on the order of 4 to 6 feet in the area of the Family Fun Center building. We estimate that the differential horizontal movement within the Family Fun Center building footprint will be on the order of 6 to 12 inches. Conclusions and Recommendations Regarding Seismicity The potential for liquefaction and lateral spreading at the site is moderate to high during an earthquake event with a Richter magnitude of 7.5 and a peak horizontal ground acceleration of 0.3g. Liquefaction and lateral spreading may result in some structural damage to the building. If the levels of differential settlement and lateral spreading movement presented above are too large to ensure that life/safety requirements are met, or if the owner wishes to maintain a higher level of serviceability of the building following an earthquake, mitigation measures as outlined in the subsequent paragraphs may be employed. Several mitigation techniques are available to reduce the potential for structural damage. These measures should be given consideration in the design of the building. However, it should be noted that these measures will not mitigate all of the potential liquefaction and lateral spreading damages and do not preclude damage to the building resulting from other earthquake characteristics, such as inertial forces that occur during severe ground shaking. One mitigation technique is to support the footings and floor slab on several feet of clean crushed rock placed over a strong non -woven geotextile fabric. The crushed rock pad and geotextile fabric provide a more rigid base for the foundations and thus reduces the effects of differential settlement. It also allows pore water pressures from the lower soil units to dissipate in the zone of crushed rock thus reducing the potential for loss of strength of the near- surface soils. We estimate that the with the crushed rock and geotextile fabric, the differential horizontal movement within the Family Fun Center building will be on the order of 2 to 4 inches. A second mitigation technique is to structurally connect the individual column footings and continuous footings using grade beams or a continuous mat foundation. This will also further increase the rigidity of the foundation system for the building. We estimate that with grade beams or a continuous mat foundation, the differential horizontal movement within the Family Fun Center building will be less than 2 inches. GeoEn5ineers File No. 5925 43 -03.1130 Family Fun Centers - November 4, 1998 ( .: Page 6 . It should be noted that the two mitigation techniques described above will not prevent lateral spreading from occurring. These two measures are intended only to reduce the magnitude of differential movement within the building footprint. A third mitigation technique involves the use of ground improvement techniques such as stone columns or soil densification. These methods can be implemented to reduce the risk of lateral spreading from occurring within the immediate area of the proposed building. We are available to assist in the evaluation of groundimprovement techniques, as necessary. LIMITATIONS We have prepared this report for use by Family Fun Centers, Mulvanny Partnership Architects and other members of the design team for use in the design of a portion of this project. We have relied on information provided in reports prepared by others in forming some of our conclusions and recommendations . The conclusions and recommendations in this report should be applied in their entirety. The data and report should be provided to prospective contractors for bidding or estimating purposes; but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are any changes in the grades, location, configuration or type of construction planned, the conclusions and recommendations presented in this report might not be fully applicable. If such changes re made, we should be engaged to review our conclusions and recommendations and to provide written modification or verification, as appropriate. When the design is finalized, we recommend that we be engaged to review those portions of the specifications and drawings that relate to geotechnical considerations to see that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the locations of explorations and also with time. Some contingency for unanticipated conditions should be included in the project budget and schedule. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. Goo Engincers 4o► Filo No. 3925 •3 43.1130 We trust that this letter provides the information that you require at this time. Please contact us should you have any questions concerning the information presented within this letter, or should you require additional information G e o E n g i n e e r s File No. 592543 43-1130 N. ; • • . , g o E-n 'infers; • " • File No; 59254101.37.1130/063097 .4 • ••••,, ' • • • Family Fun. Centers c/o Mulvaney Partnership Architects P.S. 11820 Northup Way, No E300 Bellevue, Washington 98005 une 30, 1997 Consulting Engineers and Geoscientists Offices in Washington. Oregon. and Alaska Attention: Chandler Stever We are pleased to submit eight copies of our report presenting the results off our geotechnical engineering services for the proposed Family Fun Center to be located in Tukwila, Washington. The scope of services for this study is described in our proposal dated June 2, 1997. Authorization to proceed with our services was provided by Scott Huish of Family Fun Centers on June 12, 1997. Portions of our preliminary conclusions and recommendations have been discussed with you as our findings were developed. We also are providing Phase I Environmental Site Assessment services for the site. The results of that study are being prepared as a separate report and will be transmitted under separate cover. We appreciate the opportunity to provide geotechnical engineering services on this interesting project. We will be pleased to respond to any questions you have, to provide further consultation during design, and to assist you during construction of this facility. DJM:vvl Document ID: P:15925001.R File No. 5925001.37.1130 GeoEngmeers. Inc. 841011 rth Avenue X.E. Redmond. VA 98052 Telephone (4251861.6000 Fax t .125) 8611050 www.geoengineers.com Yours very truly, GeoEngineers, Inc. t1 4$ f' &'It Mary S. Rutherford, P.E. Associate . .... . . . INTRODUCTION . .... . ... . . . ... . . . . . . . . . . . . . . SCOPE OF GEOTECHNICAL SERVICES • Alluvial Deposits GROUND WATER CONDITIONS GeoEnglneers PREVIOUS STUDIES SITE CONDITIONS SURFACE CONDITIONS Parcel 1 Parcel 2 Parcel 3 SUBSURFACE SOIL CONDITIONS 5 General 5 Stockpile Fill 5 Site Grade Fill 6 Slag 6 • 6 6 CONCLUSION AND RECOMMENDATIONS 7 GENERAL 7 EARTHWORK 8 General 8 Clearing and Site Preparation 8 Subgrade Preparation 9 Structural Fill Material 9 On-Site Soils 10 Site Grade Fill 10 Stockpile Fill 10 Slag 11 Fill Placement and Compaction 11 Temporary Cut Slopes 12 Permanent Slopes 12 SETTLEMENT CONSIDERATIONS 13 General 13 Parcel 1 13 Parcel 3 14 PRELOAD PROGRAM 14 General 14 Preload Configuration 14 Preload Fill Material 15 Preload Fill Placement 15 Settlement Monitoring 15 File No, 5925401-374130/063097 . FOUNDATION SUPPORT General Shallow Foundations General Overexcavation Footing Design Lateral Resistance Settlement Pile Foundations General Axial Pile Capacities Pile Downdrag Lateral Pile Capacity Pile Settlements Pile Installation Considerations FLOOR SLAB SUPPORT RETAINING WALLS Design Parameters Backdrainage Construction Considerations PAVEMENT RECOMMENDATIONS Asphalt Concrete Pavements PCC Pavements DRAINAGE CONSIDERATIONS Temporary Drainage Permanent Drainage SEISMICITY General Uniform Building Code (UBC) Site Coefficients Design Earthquake Levels Liquefaction Potential Ground Settlement Lateral Spreading Conclusions and Recommendations Regarding Seismicity OTHER CONSIDERATIONS Methane Gas Collection Soil Corrosivity LIMITATIONS 27 FIGURES Vicinity Map Site Plan Settlement Plate Detail Geo Engineers Pace No • 16 16 16 16 17 17 18 18 18 18 18 19 19 19 20 20 21 21 21 21 22 22 22 23 23 23 23 23 24 24 24 25 25 25 26 26 27 Figure No. 1 2 3 II File No. 5925-001•37-1130/063097 • Appendix B - Logs of Borings and Test Pits by Geotech Consultants, Inc., and Applied Geotechnology, Inc. GooEnsineors iii Filo No. 5925-001-374130/063097 REPORT GEOTECHNICAL ENGINEERING SERVICES FAMILY FUN CENTER TUKWILA, WASHINGTON FOR FAMILY FUN CENTERS INTRODUCTION This report presents the results of our geotechnical engineering services for the proposed Family Fun Center to be located in Tukwila, Washington. The site is located northeast of the intersection between Interurban Avenue South and Southwest Grady Way, south of the Green River and west of the Burlington Northern Railroad. The site is shown relative to surrounding physical features on the Vicinity Map, Figure 1. Our understanding of the project is based on information provided by Mulvaney Partnership Architects including a Concept Site Plan dated June 17, 1997. The site is separated into three parcels. Parcel 1 encompasses approximately 2.1 acres near the northwest corner of the site. Parcel 2 encompasses approximately 2.8 acres near the center of the north portion of the site. The remaining 8 to 9 acres comprise Parcel 3. The site has a relatively complex history of grading activities that reportedly began as early as 1904. Currently, a large soil stockpile is located on the east portion of Parcel 3. A former milk bottling plant, several residences, a barn and other ancillary buildings are located on the south and central portions of Parcels 2 and 3. We understand that the existing structures will be demolished prior to construction. Most of Parcel 1 and the north portion of Parcel 2 are open pasture areas or overgrown with brush. We understand that site grades are planned to be raised to about Elevation 26 feet. Accordingly, fills on the order of 3 to 6 feet will be necessary across much of the site with the exception of the soil stockpile area. The intent is to utilize as much of the existing soil stockpile material as possible for fill in other areas of the site. We understand that general site grading is planned to be begin in August 1997, pending permits. The development will include a restaurant on Parcel 1, a four -story hotel on Parcel 2 and a Family Fun Center building on Parcel 3. Locations of the planned facilities are shown on the Site Plan, Figure 2. The restaurant will be situated near the northwest corner of Parcel 1 and encompass about 11,900 square feet. We anticipate the that restaurant will be a single -story structure with column loads on the order of 70 kips. Paved parking areas will be located to the south, east and west of the restaurant. The Family Fun Center building will be located near the southeast corner of Parcel 3 and encompass approximately 35,500 square feet. The building will have a second and third story encompassing approximately 20,000 and 10,000 square feet, respectively. Current planning indicates that the lowest level of the Family Fun Center building will be constructed of concrete. G c o Engine e r s 1 File No. 5925-001 -37. 1130/063097 The second and third levels of the building are Iikely to be steel- framed. Column loads for the Family Fun Center building are expected to be about 180 kips in areas with two stories and up to about 280 kips in areas with three stories. Paved parking will be located to the south and east of the Family Fun Center building. We also understand that the parking area grades may be raised to provide a second -story 'ground level' entrance to the Family Fun Center building. Additional facilities to be located on Parcel 3 will include an 18 -hole miniature golf course and a go-cart race track. The hotel will be situated on the central portion of Parcel 2. We understand that the development of Parcel 2, including the design and construction, will be coordinated by the ownership of the hotel. Accordingly, this report addresses the geotechnical considerations relative only to the development of Parcels 1 and 3, and does not apply to Parcel 2. SCOPE OF GEOTECHNICAL SERVICES The purpose of our geotechnical engineering services is to explore subsurface conditions at the site as a basis for developing geotechnical recommendations and design criteria for Parcels 1 and 3. Our specific scope of services included the following tasks: 1. Review available subsurface soil and ground water information for the site. This information includes reports prepared by Geotech Consultants, Inc. and Applied Geotechnology. Also, review available in -house subsurface information for surrounding sites. 2. Explore subsurface soil and ground water conditions within the footprint of the Family Fun Center building by drilling one boring to a depth of about 49 feet below the existing ground surface using truck- mounted, hollow -stem auger drilling equipment. 3. Explore subsurface soil and ground water conditions at the proposed location of the restaurant building by drilling one boring to a depth of about 44 feet below the existing ground surface using truck- mounted, hollow -stem auger drilling equipment. 4. Explore shallow subsurface soil and ground water conditions in building and pavement areas by excavating 12 test pits to depths of about 8.5 to 13.5 feet below the existing ground surface. 5. Evaluate the physical and engineering characteristics of the soils based on laboratory tests performed on samples obtained from the explorations. The laboratory tests included moisture content and dry density determinations, and consolidation tests. Also, specific gravity tests and expansion tests were performed on slag samples. 6. Provide recommendations for site preparation and earthwork including stripping requirements, recommendations for any imported borrow needed, and fill placement and compaction criteria. This will also include an evaluation of the effects of weather and/or construction equipment on the on -site soils. 7. Evaluate the suitability of on -site materials, including the soil stockpile materials, for use in structural fills or landscape fills, as appropriate. G e o E n g i n e e r s 2 File No. 5925-001.37- 1130/063097 8. Provide recommendations for the use of preload fills as a means of reducing postconstruction settlement of structures supported on shallow foundations, if appropriate. 9. Provide foundation design recommendations including allowable soil bearing pressures for shallow foundations and recommendations for the coefficient of friction and passive soil pressures to resist lateral loads. 10. Provide preliminary foundation design recommendations including allowable soil bearing pressures for shallow foundations to support the restaurant. 11. Provide recommendations for support of slab -on -grade floors. 12. Provide settlement estimates for fills, spread footings and floor slabs. 13. Provide design parameters for loading dock walls and/or other retaining walls including lateral soil pressures and drainage requirements. 14. Provide recommendations for the depth of frost penetration. 15. Provide an opinion regarding the presence of potentially expansive, deleterious, chemically active or corrosive materials, including the on -site slag or the presence of gas, including methane gas. 16. Provide recommendations for temporary and permanent surface and subsurface drainage requirements including temporary dewatering during construction. 17. Provide recommendations for pavement subgrade support and design pavement sections for auto traffic areas, truck traffic areas, and go -cart and miniature golf areas. 18. Provide recommendations for seismic design criteria and evaluate the liquefaction potential of the site soils. 19. Prepare a written report presenting our conclusions and recommendations along with supporting field and laboratory data. PREVIOUS STUDIES Several studies have been completed for the site and surrounding area. Site specific subsurface information is presented in the reports listed below. The information presented in these reports was incorporated into our geotechnical evaluation of the subsurface conditions at the site. • "Supplemental Phase 2 Environmental Characterization Study, Nielsen Property, Southwest Grady Way and Interurban Avenue, Tukwila, Washington" by Geotech Consultants, Inc., dated January 24, 1997. • "Phase 2 Environmental Site Assessment, Tukwila Park and Ride /Nielson Property, South Grady Way and Interurban Avenue, Tukwila, Washington" by Geotech Consultants, Inc., dated June 17, 1994. • "Environmental Audit and Preliminary Geotechnical Evaluation, Nielson and Homewood Properties, Tukwila, Washington" by Applied Geotechnology, Inc., dated April 26, 1989. G e o E n g i n e e r s 3 File No. 5925-001.37. 1130/063097 SITE CONDITIONS SURFACE CONDITIONS The site is irregularly shaped and encompasses approximately 14 acres. The site has dimensions of roughly 600 feet by 1,000 feet in plan. Interurban Avenue South and Grady Way border the west and south property boundaries, respectively. The Green River and Burlington Northern Railroad tracks border the north and east property boundaries, respectively. Access to the site is provided near the southwest corner of the site from Monster Road. A gravel /asphalt road extends from Monster Road to the east and north to the approximate center of the site. The gravel road then extends in the east -west direction approximately bisecting the property. The site is separated into three parcels, as described below. Parcel 1 Parcel 1 encompasses approximately 2.1 acres near the northwest corner of the site. The bank of the Green River forms the north boundary of the parcel. The bank of the Green River is inclined at about 1H:1V (horizontal to vertical) in the vicinity of Parcel 1. Most of the ground surface south of the bank varies between Elevation 20 feet and Elevation 25 feet. Interurban Avenue South, located along the west property boundary, is approximately 7 to 10 feet higher than the ground surface of most of the parcel. A steel tower for high- voltage power lines is located near the center of the north portion of the parcel. A wooden building, formerly the J.G. Nursery, is located on the south portion of the parcel. The ground surface is generally vegetated with tall grass, patches of dense brush and occasional trees. Parcel 2 Although geotechnical recommendations for Parcel 2 are not considered part of this report, a site description is included for completeness. Parcel 2 encompasses approximately 2.8 acres near the center of the north portion of the site. The bank of the Green River forms the north boundary of the parcel. The inclination of the bank varies between about 1H:1V and 2.3H: 1V in the vicinity of Parcel 2. Most of the ground surface south of the bank varies from about Elevation 19 feet to about Elevation 25 feet. A large wooden barn and horse stable is located near the southwest corner of the parcel. Stockpiles of shredded bark, barkdust and manure are located in the vicinity of the barn. Most of the parcel is vegetated with tall grass, patches of dense brush and occasional trees. Parcel 3 Parcel 3 encompasses approximately 8.1 acres and occupies the east and south portions of the site. The bank of the Green River forms the north boundary of a portion of the parcel. The inclination of the bank is about 2H:1V. The ground surface of the west one -half of the parcel, south of the bank, varies from about Elevation 20 feet to about Elevation 26 feet. A large soil stockpile occupies much of the east one -half of the parcel. The soil stockpile is reportedly from G e o E n s i n e e re 4 File No. 5925-001.37- 1130/063097 .- .. a topsoil mixing operation which formerly occupied the parcel. The ground surface of the east one -half of the parcel varies from about Elevation 20 feet to about Elevation 55 feet. Several wooden structures are located on the west one -half of the parcel. A concrete masonry unit (CMU) building, reportedly a former milk bottling operation, is located near the center of the south portion of the parcel. Several automobiles, boats and other mechanical equipment in various states of repair are located along the gravel road bisecting the site. Debris including concrete ecology blocks, tires, plastic and steel drums and machine parts also are located across the parcel. The ground surface on much of the east one -half of the parcel is relatively bare with the exception of areas of short grass and patches of brush. The west one -half of the parcel is vegetated with grass, brush and trees. The area around the former milk bottling plant is paved with asphalt and portland cement concrete. SUBSURFACE SOIL CONDITIONS General Subsurface soil and ground water conditions at Parcels 1 and 3 were explored by drilling two borings (GB -1 and GB -2) and excavating twelve test pits (GT -1 through GT -12). The borings were drilled to depths ranging from about 44 to 49 feet below the existing ground surface at the proposed locations of the Family Fun Center building and restaurant building. The test pits were excavated to depths ranging from about 8.5 to 13.5 feet below the existing ground surface. The approximate locations of the explorations are shown on the Site Plan, Figure 2. Descriptions of the exploration program, geotechnical laboratory testing program and logs of the explorations are presented in Appendix A. The locations of the explorations previously completed by others are also shown on Figure 2. The logs of these explorations are included in Appendix B. The site is located within an alluvial valley of sediments deposited by the Green River. It is likely that several meander channels existed at the site prior to filling of the site. As a result of the meander channels and filling, subsurface conditions vary both horizontally and vertically throughout the site. Based on our explorations and those completed by others, the site is generally underlain by variable fills and alluvial silt and sand deposits. These soil units are described in more detail below. Stockpile Fill A large soil stockpile is located on the east portion of Parcel 3. Test pits GT-4, GT -5, GT-6, GT -9, GT -10 and GT -11 were excavated in the stockpile. Test pits in the stockpile were also reported by others. In general, the stockpile material consists mostly of silty sand, silty gravel, and silt with variable amounts of sand and gravel. Much of the stockpile material contains fine organic matter. Portions of the material contain abundant fine organic matter. Debris was also encountered in the material. The debris includes wood, concrete, brick, metal, G e o E n g i n e e r s 5 No No. 5925-001 -37- 1130/063097 Slag wire, slag, drums and other items. Layers of fibrous wood material were also encountered. In general, most of the stockpile material was in a medium dense to dense condition. Site Grade Fill Site grade fill extends over the majority of the site. Based on our explorations and those reported by others, the site grade fill extends to depths of zero to 21 feet, corresponding to about Elevation 17.5 feet to Elevation 9 feet. In general, the site grade fill consists mostly of sand, sand with silt, silty sand, and silt with variable amounts of sand. Debris was also encountered in portions of the site grade fill. The debris includes wood, concrete, brick, slag and railroad ties. In general, the site grade fill is typically loose. Slag was encountered at a depth of about 1.5 feet in boring GB -1. Slag was also observed at the ground surface in the vicinity of boring GB -1, along the gravel road which bisects the site and on many of the driveways to the residential buildings at the site. Slag was reported by others within the existing site grade fill in borings AB -3, GCW -16 and GCW -17 and test pits AT-4, AT -5, and AT-6. Based on the description reported in these explorations, the slag appears to be mixed with the site grade fill in the areas these explorations were completed. Alluvial Deposits Alluvial sand and silt deposits underlie the existing site grade fill. Our explorations and those completed by others indicate that the Family Fun Center (Parcel 3) is underlain by soft silt interbedded with loose sand to depths corresponding to about Elevation +4 feet to Elevation -6 feet. The explorations also indicate that the thickness of soft silt is variable and ranges from about 4 feet to 15 feet thick. Medium dense to dense sand underlies the soft silt interbedded with loose sand. The explorations indicate that the restaurant (Parcel 1) is underlain by loose sand below the existing site fill. The loose sand extends to depths of about 20 to 30 feet, corresponding to about Elevation zero to -9 feet. Below about Elevation -9 feet, the sand becomes medium dense. GROUND WATER CONDITIONS Ground water was encountered in borings GB -1 and GB -2 at depths of about 23.0 and 16.5 feet, respectively, during drilling. A zone of perched ground water was encountered at a depth of 2.0 feet in GB -1 during drilling. Slow ground water seepage was observed at depths ranging from about 7.0 to 13.0 feet in test pits GT -2, GT -3, GT -9 and GT -10. Ground water seepage was not encountered in the other test pits completed by GeoEngineers. Water levels were measured at depths of about 10.9 and 14.0 feet in monitoring wells GCW -16 and GCW -17, respectively, on June 17, 1997. In general, ground water conditions at the site should be expected to fluctuate in response to the water level of the Green River and as a function of season, precipitation and other factors. G e o E n s i n e e r s 6 File No. 5925-001 -37- 1130/063097 CONCLUSION AND RECOMMENDATIONS GENERAL Based on the explorations completed at the site, it is our opinion that development of the site as planned is feasible from a geotechnical standpoint. A summary of the primary geotechnical considerations for the development is provided below. The summary is presented for introductory purposes only and should be used in conjunction with the complete recommendations presented in this report. Portions of the development were in the preliminary planning stages at the time this report was prepared. We expect that additional consultation and /or modification to the recommendations presented below will be necessary as elements of the development are finalized. • The subsurface conditions at the site include a thickness of several feet of loose fill overlying loose sand and soft silt deposits. The imposition of loads, including new site grade fill and building loads, will result in settlement. • With proper site preparation, the restaurant building (Parcel 1) and Family Fun Center building (Parcel 3) may be supported on shallow foundations bearing on a minimum thickness of structural fill. • Debris was encountered in a number of the explorations completed within the vicinity of the Family Fun Center building at depths below the planned finished floor elevation (Elevation 26 feet). It will be necessary to overexcavate the areas of debris and replace the material with structural fill to provide suitable conditions for use of shallow foundations. • It will also be necessary to preload the footprint of the Family Fun Center building to reduce the post construction settlement of shallow foundations to within tolerable limits. Alternatively, the family Fun Center building may be supported on piles. • The restaurant building area is underlain by potentially liquefiable sand that will likely settle and spread laterally during a moderate to strong earthquake. To resist lateral spreading, the structure may be supported on spread footings that are structurally connected or on a continuous mat foundation. Alternatively, the building may be supported on piles. • Most of the on -site soils, including the stockpiled soil, contain sufficient fines to be moisture sensitive and also contain fine organic matter. These soils will only be suitable for use as structural fill in pavement and recreation areas and during extended periods of dry weather. • Imported material will likely be necessary for use as structural fill in building areas and during periods of wet weather. • Site grade fill and/or preload fill will need to be placed far enough in advance of erection of the buildings so that the majority of settlement due to these loads will have occurred before footings are constructed. We estimate that a period of up to about 3 weeks may be necessary. Our specific geotechnical recommendations are presented in the following sections. G e o E n g i n e e r s 7 File No. 5925-001 - 37.1130/063097 EARTHWORK General Based on the subsurface soil conditions encountered at the site and those reported by others, we expect that the soils at the site may be excavated using conventional construction equipment. Debris was encountered in the existing fill soils on the site and may present some difficulty if encountered in excavations. The existing near - surface soils at the site consist mostly of silty sand and silt soils. These soils contain sufficient fines (material passing the U.S. standard No. 200 sieve) to be moisture - sensitive and are susceptible to disturbance when wet. Ideally, earthwork should be done during extended periods of dry weather when the surficial soils will be less susceptible to disturbance and provide better support for construction equipment. Dry weather construction will help reduce earthwork costs. We understand that the current project schedule dictates that general site grading be accomplished during the month of August 1997. We suggest that a contingency be included in the project schedule and budget to account for increased earthwork difficulties if construction begins in late fall or winter. Trafficability at the site will be difficult, especially during wet weather. We anticipate that temporary haul roads will be required for construction vehicles during extended wet weather. We anticipate that the existing gravel road bisecting the site may be used as one such road. Stripping and overexcavation should be done using a track- mounted excavator with a smooth - edged bucket or wide - tracked dozers. Following placement of structural fill, construction traffic on prepared floor slab and pavement subgrade areas should be kept to a minimum. Clearing and Site Preparation We understand that the existing structures located on the site will be demolished. We recommend that the foundation systems, septic systems, utilities, pavements and other improvements associated with the demolished structures be removed from within the proposed building, pavement and recreation (i.e., the go -cart and miniature golf) areas. Any depressions created by the removal of these facilities should be cleaned free of loose material and filled with structural fill compacted as described in a subsequent section of this report. We recommend that trees, stumps, brush, sod, debris, and topsoil be cleared from the proposed building and pavement areas, and areas that will receive new fills. It will also be necessary to clear areas of shredded bark, barkdust and manure from these areas. The cleared material should be removed from the site. The topsoil, shredded bark and barkdust materials can be separated and stockpiled for use in areas to be landscaped. The depth of stripping necessary is expected to be variable across the site. Stripping depths on Parcel 1 are expected to be in the range of about 2 to 6 inches. Stripping depths on the east portion of Parcel 3, in the vicinity of the soil stockpile, is expected to range from zero to 6 inches. Stripping depths on the remaining portion of Parcel 3 and most of Parcel 2 is expected to range from about 2 inches to 12 inches. Greater stripping depths may be required to remove G e o E n e i n e e r s 8 File No. 5925-001 -37- 1130/063097 C G e o E n g i n e e r s 9 localized zones of soft or organic soils, and /or debris. Actual stripping depths should be determined based on field observations at the time of construction. Care must be taken to minimize softening of the subgrade soils during stripping operations. Areas of the exposed subgrade which become disturbed should be compacted to a firm, nonyielding condition, if practical, prior to placing any structural fill necessary to achieve design grades. If this is not practical, the disturbed material must be excavated and replaced with structural fill. Subgrade Preparation Following clearing operations, exposed subgrade areas should be evaluated prior to placing structural fill or pavement materials. If site preparation is done during extended periods of dry weather, we recommend that exposed subgrade areas be proofrolled with heavily loaded rubber - tired construction equipment. Proofrolling should only be done during periods of extended dry weather. If site preparation is done during wet weather, the exposed subgrade areas should be evaluated by probing with a steel hand probe. Particular attention should be directed to areas where our test pit excavations where located. If soft or otherwise unsuitable areas revealed during proofrolling or probing cannot be compacted to a firm, nonyielding condition, the soft soils should be excavated and replaced with structural fill. We recommend that a representative of our firm observe the proofrolling or probing and subgrade preparation to evaluate whether subgrade disturbance or progressive deterioration is occurring. Structural Fill Material We recommend that fill placed at the site be placed and compacted as structural fill except in areas to be landscaped. In general, structural fill material should be free of debris, organic materials and particles larger than 6 inches. Much of the soil stockpile material contains fine organic matter. We anticipate that this material may be selectively used as structural fill in pavement and recreation areas, as discussed below. However, we recommend that the pavement and recreation areas be capped with a minimum thickness of 12 inches with structural fill which is free of any organic materials. Imported structural fill will likely be necessary for use as structural fill in the building areas. The workability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing U.S. Standard No. 200 sieve) increases, soil becomes increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During extended periods of dry weather, granular material containing up to about 30 percent fines should be suitable, provided it is at a suitable moisture content to achieve the required compaction. If the material is too wet when excavated or delivered to the site, it must be aerated and dried out prior to placement. During wet weather conditions, structural fill should consist of pit run granular material containing less than 5 percent fines by weight relative to the File No. 5925-001 -37- 1130/063097 fraction passing the 3/4 -inch sieve. This material will need to be imported from a suitable borrow source. On -Site Soils Site Grade Fill. With the exception of the soil stockpile on Parcel 3, the ground surface at the site is relatively flat. The site grades are planned to be raised an average of about 3 to 6 feet. Therefore, we anticipate that excavations into the on -site soils will mostly be limited to utility trench excavations. The materials within the anticipated excavation depth for utilities consist mostly of existing site grade fill. The existing site grade fill typically consists of sand, sand with silt, silty sand, and silt with variable amounts of sand. Debris, including wood, concrete, brick, slag and railroad ties were also encountered in portions of the existing site grade fill. The silt with variable amounts of sand is extremely moisture - sensitive. In our opinion, these materials will generally not be suitable for use as structural fill. Most of the sand contains an appreciable amount of silt (fines) to be moisture - sensitive. This material, if free of deleterious materials, may be selectively used for structural fill provided that adequate compaction can be achieved. Where debris is encountered during grading or excavation, the debris must be picked out or otherwise separated from the soil prior to use as structural fill. Laboratory tests indicate that the moisture content of the existing site grade fill is typically greater than the optimum moisture content for compaction. Therefore, varying degrees of moisture conditioning (aeration) will likely be required prior to use, depending on the moisture content and silt content of the material. If construction is undertaken during periods of wet weather, it is likely that only the portion of the existing site grade fill containing minor amounts of silt will be suitable for use as structural fill. Stockpile Fill. We understand that the soil stockpile material located on the east portion of Parcel 3 will be used to raise grades to the extent possible. The soil stockpile material consists mostly of silty sand, silty gravel and silt with variable amounts of sand and gravel. Much of the stockpile material contains fine organic matter. Portions of the material contain abundant fine organic matter. Debris was also encountered in the material. The debris includes wood, concrete, brick, metal, wire, slag, drums and other items. In our opinion, the portion of the stockpile material which contains an appreciable amount of organic matter will not be suitable for use as structural fill. We recommend that this material be separated and used in landscape areas, if possible, or removed from the site. Much of the stockpile material which contains minor amounts of fine organic matter may be suitable for use as structural fill in pavement and recreation areas during extended periods of dry weather and provided that adequate compaction can be achieved. The stockpile material is moisture sensitive and even minor amounts of precipitation will make these soils unworkable. G e o E n g i n e e r s 10 File No. 5925001 -37. 1130/063097 Where debris is encountered in the material, the debris must be picked out or otherwise separated from the soil prior to use as structural fill. If this is not possible, the material should not be used as structural fill. Laboratory tests indicate that the moisture content of the stockpile material is typically greater than the optimum moisture content for compaction. Therefore, varying degrees of moisture conditioning (aeration) will likely be required prior to use, depending on the moisture content and silt content of the material. Slag. Slag was encountered at a depth of about 1.5 feet in boring GB -1. Slag was also observed at the ground surface in the vicinity of boring GB -1, along the gravel road bisecting the site and on many of the driveways to the residential buildings. Slag was reported by others in borings AB -3, GCW -16 and GCW -17 and test pits AT-4, AT -5, and AT-6. Specific gravity tests on the slag suggest the material may be expansive. Additional testing is currently underway to further evaluate the expansive characteristics of the slag. The result of this testing will be presented in an addendum to this report. Slag encountered during grading should be separated to the extent possible. Where the slag is mixed with soil and cannot effectively be separated, we recommend that the mixed material be removed from building areas. We anticipate that the slag material may be used as structural fill in pavement and recreation areas where these areas will be capped with an impervious surface. We have not conducted environmental testing of the slag to determine its inherent properties or the potential affect on soil and ground water. Our recommendations on the placement of slag are based on an assumption that the slag does not pose a threat to human health or the environment if it is capped by an impervious surface. Specific recommendations for the placement of slag may need to be developed based on the results of the expansion tests described above and additional environmental study. Fill Placement and Compaction We recommend that fill placed within building foundation areas and within a depth of 2 feet of pavement subgrade areas be compacted to at least 95 percent of the maximum dry density as determined in accordance with ASTM D -1557. Structural fill placed more than 2 feet below pavement subgrade areas, including utility trench backfill, should be compacted to at least 90 percent of the same standard. Fill placed outside of foundation and pavement areas should be compacted to at least 90 percent of the maximum dry density. Structural fill should be mechanically compacted to a firm and nonyielding condition. Structural fill to be compacted by heavy equipment should be placed in horizontal lifts which are 10 inches or less in loose thickness. Loose lifts should not be thicker than 6 inches when lighter hand - operated equipment is used. Each lift should be uniformly compacted as recommended before placing additional lifts of fill. G e o E n g i n e e r s 11 File No. 5925-001 -37- 1130/063097 We recommend that the appropriate lift thickness, and the adequacy of subgrade preparation and structural fill compaction be evaluated by a field representative from our firm during construction. A sufficient number of in -place density tests should be performed as the fill is being placed to evaluate whether the required compaction is being achieved. Temporary Cut Slopes Temporary cut slopes are anticipated for construction of underground utilities, removal of existing foundations and utilities associated with structures to be demolished and possibly for construction of retaining walls. Temporary cut slopes and shoring must comply with the provisions of Title 296 WAC, Part N, "Excavation, Trenching and Shoring." The contractor performing the work must have the primary responsibility for protection of workmen and adjacent improvements, deciding whether or not to use shoring, and for establishing the safe inclination for open -cut slopes. Temporary unsupported cut slopes more than 4 feet high may be inclined at 11/2H: IV or flatter within the existing fill soils or new structural fill. Flatter slopes may be necessary if seepage is present on the cut face. Some sloughing and ravelling of the cut slopes should be expected. Temporary covering with heavy plastic sheeting should be used to protect these slopes during periods of wet weather. If temporary cut slopes experience excessive sloughing or ravelling during construction, it may become necessary to modify the cut slopes to maintain safe working conditions and protect adjacent facilities or structures. Slopes experiencing excessive sloughing or ravelling can be flattened, regraded to add intermediate slope benches, or additional dewatering can be provided if the poor slope performance is related to ground water seepage. Permanent Slopes We recommend that permanent cut and fill slopes be inclined no steeper than 2H: 1V. To achieve uniform compaction, we recommend that fill slopes be overbuilt slightly and subsequently cut back to expose well compacted fill. Flatter cut slopes may be necessary in areas where persistent ground water seepage is encountered and/or where the slope may be subject to submergence such as the sidewalls of storm detention ponds. To minimize erosion, newly constructed slopes should be planted or hydroseeded shortly after completion of grading. Until the vegetation is established, some sloughing and raveling of the slopes should be expected. This may require localized repairs and reseeding. Temporary covering, such as clear heavy plastic sheeting, jute fabric, loose straw or excelsior matting should be used to protect unvegetated slopes during periods of rainfall. Go o En g in e e r s 12 File No. 5925-001 -37. 1130/063097 Increase in Site Grade (feet) Estimated Settlement (inches) Parcel 1 Parcel 3 2 0.5 2.0 5 1.0 3.5 10 2.0 5.5 .,...,... ��.. ............».. SETTLEMENT CONSIDERATIONS General The existing site grade fill is relatively loose /soft and the alluvial silt deposits beneath the fill are compressible. The placement of fill above existing site grades and the imposition of building loads will cause consolidation and settlement of these soils. Ground settlement resulting from the raising of site grades will depend, in part, on the thickness of fill placed and the variability in the compressibility and thickness of the existing site grade fill and alluvial silt deposits. Because soft alluvial silt deposits were not encountered on Parcel 1, we expect the settlement on Parcel 1 will generally be less compared to Parcel 3. The estimated settlement for various increases in site grades is presented below. Estimating the magnitude of settlement based on field and laboratory data is not a precise procedure. Under reasonably good conditions the magnitude of settlement can often be estimated within an order of accuracy of about plus or minus 25 percent of the actual settlement. Accordingly, the values presented above should only be considered accurate to within these tolerances. The majority of this settlement is expected to occur within about one to three weeks. Foundation installation should not be undertaken until settlement from the placement of site grade fill and/or preload fill is essentially complete and verified by settlement monitoring data. Parcel 1 We have evaluated the potential settlement of shallow isolated column footings for the restaurant building. Our analyses indicate that settlement of isolated column footings will be less than about 3/4 inch, based on a design column load of 70 kips. Settlement resulting from a floor load of 200 pounds per square foot (psf) may be on the order of 1/2 inch. Therefore, we expect the restaurant building may be supported on shallow foundations without major ground improvement such as preloading. However, because the restaurant building will be underlain by potentially liquefiable soils and will be in relative close proximity to the bank of the Green River, the building will be subject to additional settlement during a moderate to strong earthquake. This is discussed in more detail in the "Seismicity" section of this report. G o o En g i n e e r s 13 File No. 5925-001.37. 1130/063097 Parcel 3 We have evaluated the potential settlement of shallow isolated column footings for the Family Fun Center building. Our analyses indicate that without preloading, settlements on order of 2 and 21 inches could occur below isolated column footings, based on a design column load of 180 and 280 kips, respectively. Settlement resulting from a floor load of 200 psf could be as much as 1 inch. We also expect that differential settlement may approach the total settlement because of the variability in the compressibility and thickness of the existing site grade fill and alluvial silt deposits, and because a portion of the Family Fun Center building area has effectively been preloaded by the existing soil stockpile. In our opinion, settlements of this magnitude are likely to be detrimental to the structure. To mitigate the settlement potential, we recommend that the Family Fun Center building area either be preloaded or the building be supported on piles. PRELOAD PROGRAM General If shallow foundations will be used to support the Family Fun Center building, it will be necessary to place a preload fill over the building area to induce a major portion of the settlement that would otherwise occur when building and floor loads are applied. A preload program involves placing a temporary soil fill over the area of the proposed structure to induce a major portion of the settlement that would otherwise occur when building and floor loads are applied. Such a preload program will reduce the amount of postconstruction settlement that the structure will experience from the imposition of building loads. The preload program will also reduce potential differential settlement due to variability in the thickness and compressibility of the underlying soils. The thickness of preload fill and the area covered by the fill are evaluated on the basis of the soil properties, the foundation loads and size, the time available to accomplish the preload program and the allowable postconstruction settlement that the structure can tolerate. We evaluated a preload program for the Family Fun Center building based on a design load of 180 kips and 280 kips on interior column footings, combined dead and long -term live loads. Design floor loads of 200 psf were assumed. We also assumed that finished floor will be at Elevation 26 feet. If the design loads and grades vary from those assumed we should be given the opportunity to review the preload recommendations and provide any necessary modifications. Preload Configuration We recommend using a minimum preload height of 6 feet for building areas with column loads of 180 kips and 8 feet of preload fill for building areas with column loads of 280 kips to simulate the weight of the new structure. The preload fill should not be placed until overexcavations to remove debris from within the building area are completed, as described in a subsequent section of this report. The thickness of preload fill should be measured from the design finished floor elevation at the completion of the preload program. We estimate that up to 3 to 4 inches of settlement may occur as a result of placing the preload fill. Settlement will G e o E n g i n e e r s 14 File No. 5925-001 -37- 1130/063097 also occur as a result of raising site grades, as discussed in a previous section of this report. An additional amount of preload fill should be placed to compensate for these settlements such that the recommended thickness of preload fill (6 feet or 8 feet) will need to be removed when preloading is complete. The crest of the preload fill should extend to full height for a horizontal distance of at least 5 feet beyond the perimeter of the proposed building areas. The preload surface should be crowned slightly to promote drainage of surface water. Preload Fill Material Preload fill may consist of existing material in the soil stockpile located on the east portion of Parcel 3. We recommend that material imported for preload fill consist of structural fill quality material, as described above in the "Earthwork" section of this report, so that it can be used in filling and grading other portions of the site. Use of structural fill quality material will also minimize difficulties in rehandling and compaction if the fill must be removed during inclement weather. We recommend that at least the lowest 2 feet of the preload fill consist of imported structural fill quality material which is free from any organic materials. Preload Fill Placement The preload fill should be placed after the completion of overexcavations to remove debris from within the building area and after placing structural fill to raise the building pad or adjacent site grade. We also suggest that overexcavations and placement of structural fill required below footings be completed prior to placing preload fill. We recommend that the lowest 2 feet of the preload fill be placed and compacted as structural fill, as recommended above in the "Earthwork" section of this report. The remaining preload fill need be compacted only to the extent necessary to support construction equipment. Following the preloading period, structural fill quality material can be removed from the building area and used as structural fill in other areas. We recommend that the upper 12 inches of the building pad fill be recompacted to the minimum standard described above after the preload has been removed and before the floor slab or footings are constructed. Settlement Monitoring To evaluate the magnitude and time rate of settlement of the building pad and preload fill, we recommend that settlement monitoring plates be installed prior to placing any fill in the building areas. We estimate that the preload fill will need to be left at full height a minimum of one to three weeks. If settlement monitoring data indicates that settlement is occurring at a rate greater than that estimated, the duration of preloading may be reduced appropriately. We recommend that settlement plates be placed approximately 25 feet in from each corner of the building. An example of a suitable settlement plate and a description of monitoring procedures are presented in Figure 3. Initial elevation readings of the settlement plates must be obtained when they are installed and before any fill is placed. If this is not done, the initial (3 e o E n g i n e e r s 15 File No. 5925.001.37- 1130/063097 settlement behavior of the fill pad will not be recorded and the value of the observations diminished in that the total magnitude of settlement will be unknown. This may result in a longer preload period than would otherwise be necessary. The elevations of the plates and the adjacent ground surface should be determined to within ±0.005 feet every other day during filling and once a week after completion of filling. We recommend that the readings be taken by the project civil engineer and the results forwarded to our office promptly after each reading for evaluation. The presence of the measurement rods which extend from the settlement plates through the fill will inhibit the mobility of earthmoving equipment to some extent. The contractor will have to exercise care to avoid damaging the rods. The construction documents should emphasize the importance of protecting the settlement plates and measuring rods from disturbance. FOUNDATION SUPPORT General Based on our analyses, it is our opinion that the restaurant building (Parcel 1) may be supported on shallow foundations. The Family Fun Center building (Parcel 3) may also be supported on shallow foundations provided that (1) a preload program is completed to induce a major portion of the settlement that would otherwise occur when building loads are applied, and (2) debris located within the Family Fun Center building footprint is overexcavated and replaced with structural fill. The overexcavation of debris may represent a substantial additional cost of development. Consideration may be given to moving the proposed location of the Family Fun Center building to the west of the location currently planned to avoid the areas of debris. However, we understand that this may not be possible with the current development plans. Alternatively, consideration may also be given to supporting the building on pile foundations. Recommendations for shallow foundations and pile foundations are presented below. Shallow Foundations General. The Family Fun Center building (Parcel 3) may be supported on conventional spread footings provided that the overexcavation of debris described below and the preload program described previously are completed. Spread footings for the Family Fun Center building should bear on a zone of compacted structural fill extending to a depth of at least one -half the footing width or 2 feet, whichever is greater, below bottom of footing grade. The restaurant building (Parcel 1) may also be supported on conventional spread footings. In our opinion, it will not be necessary to preload the restaurant area. Spread footings for the restaurant building should bear on a zone of compacted structural fill extending to a depth of at least 2 feet below bottom of footing grade. Additional recommendations for reducing the impact of liquefaction on the restaurant building are presented in the "Seismicity" section of this report. G e o E n g i n e e r s 16 File No. 5925-001.37.1130 /063097 • For both the Family Fun Center building and restaurant building, the zone of compacted structural fill placed below footings should extend laterally beyond the edges of the footings a minimum distance equal to the thickness of structural fill placed. Overexcavation. Debris was encountered in a number of the explorations completed within the vicinity of the Family Fun Center building at depths below the planned finished floor elevation (Elevation 26 feet). These explorations include test pits GT-4, GT -7, GT -8 and GT -10 where debris was encountered to depths corresponding to about Elevation 22, 18.5, 23, and 17 feet, respectively. Debris was also reported by others in test pits GCT -1, GCT-4 and GCT -6 to depths corresponding to about Elevation 25, 15 and 13 feet, respectively. The debris includes concrete, brick, wood, wire, plastic pails and a 25- gallon drum. If the Family Fun Center building is supported on shallow foundations and the debris is left below the building area, extremely large total and differential settlements may result. Therefore, we recommend that the areas of debris within the Family Fun Center building be overexcavated and replaced with structural fill prior to preloading. If the Family Fun Center building is supported on piles, it will not be necessary to overexcavate the debris. The extent of debris is difficult to define. Based on the explorations, overexcavations up to about 14 feet below the existing ground surface will be required. We also anticipate that additional areas of debris, other than those identified by the explorations, are likely to be encountered. In general, we anticipate that significant overexcavation over a substantial portion of the building area may be necessary to remove the debris. Under these circumstances, we suggest performing a "mass excavation" within the areas of debris. This should allow more efficient use of equipment, make it easier to identify the extent of the area requiring overexcavation and result in a more uniform subgrade for shallow foundations. Proper removal of the debris and replacement with structural fill is essential to the performance of shallow foundations. We recommend that the overexcavation and placement of structural fill be monitored by a field representative from our firm during construction. Footing Design. Continuous strip footings should be at least 18 inches wide and isolated column footings should be at least 24 inches wide. Exterior footings should be founded at least 18 inches below the lowest adjacent finished grade. Interior footings should be at least 12 inches below the adjacent finished floor grade. Based on available published information and our experience in the area, these recommended footing embedment depths are below depths affected by average frost penetration for this area. An allowable bearing pressure of 2,500 psf may be used for footings designed in accordance with the above recommendations. This recommended bearing pressure applies to the sum of all dead and long -term live loads, excluding the weight of the footings and any overlying backfrll. This value may be increased by one -third when considering short-term live loads such as wind or seismic forces. G e o E n g i n e e r s 17 File No. 5925-001 -37- 1130/063097 We recommend that all prepared footing excavations be observed by a representative from our firm prior to placing structural fill for footing support to confirm that subsurface conditions are as expected. We also recommend that the prepared footing subgrades be observed by a representative from our firm prior to placing reinforcing steel and structural concrete to confirm that the bearing surface has been prepared in a manner consistent with our recommendations. Lateral Resistance. Lateral loads may be resisted by passive resistance on the sides of the footings and by friction on the base of the footings and slabs. Passive resistance may be evaluated using an equivalent fluid density of 300 pounds per cubic foot (pcf) provided that the footings are surrounded by undisturbed existing soil or structural fill, compacted to at least 95 percent of the maximum dry density (ASTM D -1557) and extending laterally a distance of at least twice the depth of the footing. Passive resistance should be calculated from the bottom of the adjacent floor slabs, or at a depth of 1 foot below the ground surface if the adjacent area is unpaved. Frictional resistance of footings and slabs may be evaluated using 0.35 for the coefficient of base friction. The above values incorporate a factor of safety of about 1.5. Settlement. For the Family Fun Center building, we estimate that postconstruction settlement of footings supported as recommended on preloaded ground will be less than 1 inch for the column loads assumed. Maximum differential settlement should be less than about 3/4 inch measured along 50 feet of continuous wall footing or between adjacent, comparably loaded column footings. For the restaurant building, we estimate that . post construction settlement of footings supported as recommended will be less than about 3/4 inch. Maximum differential settlement should be less than about 1/2 inch measured along 50 feet of continuous wall footing or between adjacent, comparably loaded column footings. Pile Foundations General. Pile foundations may also be considered for support of either of the buildings. We anticipate that 14-inch- diameter augercast piles will be appropriate. Alternative pile diameters and pile types, such as driven steel, concrete and timer piles may also be considered but may not be as economical given the anticipated loads. Axial Pile Capacities. Pile capacity in compression will be developed primarily from friction and end - bearing in the medium dense to dense alluvial sand deposits underlying the fill and silt deposits. Piles should be designed to extend through the fill and silt deposits and be embedded in the medium dense to dense alluvial sand deposits. We recommend that piles penetrate at least 20 feet into this bearing layer. This generally corresponds to a pile tip elevation of about -25 feet. Based on our analysis, 14-inch- diameter augercast piles may be designed for an allowable downward capacity of 50 tons for the embedment depth described above. An G e o E n g i n e e r$ 18 File No. 5925-001.37- 1130/063097 allowable uplift capacity of 20 tons may be used. These values are based on the strength of the supporting soils and include a factor of safety of about 2.5 and may be increased by one -third when considering design loads of short duration such as wind or seismic forces. The allowable capacities presented above apply to single piles. If piles within groups are spaced at least 3- pile - diameters on center, no reduction for pile group action is required. We should be consulted for an appropriate pile reduction factor if closer pile spacing is desired. We recommend that a minimum of two piles be installed to support each major building column. The characteristics of pile materials and structural connections might impose limitations on pile capacities and should be evaluated by your structural engineer. Full length steel reinforcing will be required to develop the full uplift capacity. Pile Downdrag. Pile downdrag forces occur when soils surrounding a pile settle relative to the pile, thus interacting with and adding load to the pile. Fill placed to raise site grades will result in settlement of the underlying soils. Therefore, pile downdrag forces can be expected if pile installation is undertaken prior to or shortly following the placement of site grade fill. We recommend that the placement of site grade fill be undertaken sufficiently in advance of pile installations (i.e., several weeks) such that the settlement resulting from the placement of site grade fill will be essentially complete prior to pile installation. If this is not possible, we should be consulted to provide appropriate downdrag loads which will act on the piles. Lateral Pile Capacity. The lateral load resisted by a vertical pile is a function of the soils surrounding the pile, the length and stiffness of the pile, the degree of fixity at the pile head, and the magnitude of deflection that can be tolerated by the structure. We recommend an allowable lateral pile capacity of 6 tons for 14-inch diameter augercast piles. This value applies to single piles and is based on a deflection of 1/2 inch at the pile head which is assumed to be fixed against rotation. The corresponding maximum bending moment for this lateral load and deflection is about 60,000 foot - pounds. We recommend that reinforcing sufficient to resist these bending moments be installed to a depth of at least 25 feet (point of fixity) below the bottom of the pile cap. If piles within groups are spaced at least six pile diameters, center -to- center, no reduction for pile group action is necessary. We should be consulted for an appropriate group reduction factor if closer pile spacings are desired. Pile Settlements. We estimate that the settlement of augercast piles designed and installed as recommended will be approximately 1/2 inch or less, excluding elastic compression of the pile. Most of this settlement is expected to occur rapidly as loads are applied. Postconstruction differential settlement between adjacent pile - supported columns is expected to be less than 1/2 inch. G e o E o g i o e e r s 19 File No. 5923-001.37. 1130/063097 Pile Installation Considerations. We recommend that augercast piles be installed by an experienced contractor to the recommended penetration using a continuous -flight hollow -stem auger. The presence of debris in the fill may obstruct the installation of piles. The contractor should be prepared to utilize drilling methods which will penetrate through obstructions where encountered. If it is not possible to penetrate through the debris, it may be necessary to alter the location of individual piles. The pile is formed by pumping grout under pressure through the hollow stem as the auger is withdrawn. Reinforcing steel for bending and uplift loads is placed in the fresh grout column immediately after withdrawal of the auger. A centering device should be used to accurately center the reinforcing cage within the grout - filled hole. We recommend that a waiting period of at least 12 hours be maintained between installation of piles spaced closer than 6 feet center -to- center in order to avoid disturbance of fresh grout in a previously cast pile. We also recommend that a minimum 3,000 pounds per square inch (psi) grout strength be used for augercast piles. Grout pumps must be fitted with a volume- measuring device and pressure gauge so that the volume of grout placed in each pile and the pressure head maintained during pumping can be determined. A minimum grout line pressure of 100 psi should be maintained. The rate of auger withdrawal should be controlled during grouting such that the volume of grout pumped is equal to at least 115 percent of the theoretical hole volume. A minimum head of 10 feet of grout should be maintained above the auger tip during withdrawal of the auger to maintain a full column of grout and prevent hole collapse. We recommend that pile installation be monitored by a member of our staff who will observe the drilling operations, record indicated penetrations into the supporting soils, monitor grout injection procedures, record the volume of grout placed in each pile relative to the calculated volume of the hole, and evaluate the adequacy of individual pile penetrations. FLOOR SLAB SUPPORT In our opinion, the restaurant floor slab may be supported on- grade. The Family Fun Center floor slab may also be supported on -grade provided that the preload program and • overexcavation of debris located within the building footprint described previously is completed prior to construction. Alternatively, the Family Fun Center floor slab should be pile - supported. On -grade slab subgrade areas should be prepared as described in the previous sections of this report. We recommend that on -grade floor slabs be underlain by a minimum thickness of 12 inches of structural fill. This structural fill should consist of free - draining sand and gravel with less than 5 percent fines and be free of any organic materials. The top 6 inches should be 3 /4-inch minus material. A vapor retarder is recommended in areas where moisture in the slab cannot be tolerated such as areas that will have vinyl, tile or carpeted finishes. The vapor retarder should consist of a layer of polyethylene sheeting overlaid by 2 inches of fine sand containing less than 3 percent fines. G e o E n g i n e e r s 20 File No. 5925-001 -37. 1130/063097 t Settlement of on -grade floor slabs will depend on the duration and distribution of loading. For both the Family Fun Center and restaurant buildings, we estimate that settlement of on -grade floor slabs will be less than 1/2 inch based on design floor load of 200 psf. Building footings may be subject to the settlements induced by floor loads in addition to settlements due to footing loads since the footings will lie above the compressible soils. It is possible that differential settlement of interior columns could occur because of variations in floor loads. Differential settlements could affect the roof drainage gradient. The potential for differential settlement between columns should be taken into consideration in design. RETAINING WALLS Design Parameters We understand that a portion of the lowest level of the Family Fun Center building may be below the adjacent parking grade. The proposed structures may also include dock -high walls at truck loading areas. These walls should be designed as retaining walls. We recommend that retaining walls be designed for lateral pressures based on an equivalent fluid density of 35 pcf. If the tops of the walls will be structurally restrained, the walls should be designed for lateral pressures based on an equivalent fluid density of 55 pcf. Walls are assumed to be restrained if the top movement during backfilling is less than H /1000, where H is the height of the wall. Surcharge effects from equipment, traffic or floor loads should be considered where appropriate. Backdrainage The wall pressures presented above assume the walls are fully backdrained and hydrostatic pressures are prevented from building up behind the walls. This may be accomplished by placing a 24 -inch -wide zone of free- draining sand and gravel containing less than 5 percent fines against the back of the walls. A 4 -inch- diameter perforated heavy wall collector pipe should be installed within the free -draining material at the base of the wall. The pipe should be laid with a minimum slope of one percent and discharge into the stormwater collection system to convey the water off site. We recommend against discharging roof downspouts into the perforated pipe providing wall backdrainage. Alternatively, outside walls can be provided with weep holes to discharge water from the free - draining material. The weep holes should be 3 -inch diameter, and spaced about every 6 feet center -to- center along the base of the walls. The weep holes should be backed with galvanized heavy wire mesh to prevent loss of the backfill material. Construction Considerations Measures should be taken to prevent overcompaction of the backfill behind the wall. This can be accomplished by placing the zone of backfill located within 5 feet of the wall in lifts not exceeding 6 inches in loose thickness and compacting this zone with hand - operated equipment such as a vibrating plate compactor. In settlement - sensitive areas (e.g., beneath on -grade slabs), the upper 2 feet of backfill for retaining walls should be compacted to at least 95 percent of the maximum dry density G e o E n g i n e e r s 21 File No. 5925-001 -37. 1130/063097 determined in accordance with ASTM D -1557. At other locations and below a depth of 2 feet, wall backfill should be compacted to between 90 and 92 percent of ASTM D -1557. PAVEMENT RECOMMENDATIONS Asphalt Concrete Pavements We recommend that the pavement subgrade be prepared in accordance with the previously described recommendations in "Earthwork" section of this report. The prepared subgrade should be evaluated by proofrolling with a grader or fully- loaded dump truck during dry weather or by probing during wet weather. Soft or loose areas that are disclosed during the evaluation should be recompacted, if practical, or the materials should be excavated to firm soils and replaced with compacted structural fill. We recommend that a qualified geotechnical engineer be present during the evaluation to aid in identifying any areas which may need additional compaction or other remedial work. We recommend that pavement areas be underlain by a minimum thickness of 12 inches of structural fill which is essentially free of organic materials. We recommend a minimum pavement section of at least 2 inches of asphalt concrete over a minimum of 4 inches of densely compacted crushed surfacing for pavement areas limited to passenger vehicle parking and traffic and for the go-cart area. We recommend a minimum pavement section of at least 3 inches of asphalt concrete over at least 6 inches of densely compacted crushed surfacing for road access areas and truck traffic areas within the parking lot area. The applicability of this pavement section is based on our recommendation that the subgrade preparation and pavement construction be done during a period of extended dry weather. We recommend that the asphalt concrete consist of Class A or B asphalt concrete as specified in the 1996 Washington Department of Transportation Standard Specifications for Road, Bridge and Municipal Construction. The crushed surfacing should conform to Section 9 -03.9(3) of the 1996 WSDOT Specifications. PCC Pavements We expect that portland cement concrete (PCC) pavements may be used in the recreation areas such as the miniature golf course. PCC pavement should be underlain by a minimum thickness of 12 inches of structural fill which is essentially free of organic materials. We recommend that the upper 2 inches of the structural fill consist of crushed surfacing, conforming to Section 9 -03.9(3) of the 1996 WSDOT Specifications, to provide uniform support and a working surface. PCC pavements may be designed using a value of 100 pounds per cubic inch (pci) for the modulus of subgrade reaction. G e o E n g i n e e r$ 22 File No. 5925-00147. 1130/063097 DRAINAGE CONSIDERATIONS Temporary Drainage We recommend that measures be implemented to remove surface water from proposed grading areas prior to the start of grading. Surface water runoff in graded areas should be controlled by careful control of grading to maintain positive gradients, strategic location of berms to divert flow to drainage swales and collection basins, as appropriate. We expect that zones of seepage from perched water in the fill soil may be encountered during grading, foundation installation and excavations. We anticipate that this water can be temporarily controlled during construction by ditching and pumping from sumps, as necessary. Permanent Drainage We recommend that all surfaces be sloped to drain away from the proposed building areas. Pavement surfaces and open space areas should be sloped such that surface water runoff is collected and routed to suitable discharge points. We recommend that the perimeter footings be constructed with drains. The drains should consist of perforated pipe a minimum of 4 inches in diameter enveloped within a minimum thickness of 4 inches of washed gravel drain rock. A nonwoven geotextile fabric such as Mirafi 140N, Polyfelt TS600 or Trevira 1112 should be placed between the drain rock and the existing soils to prevent movement of fines into the drainage material. All roof drains and footing drains should be connected to tightlines that discharge into the storm sewer disposal system. The roof drain pipes should be kept separate from the footing drain pipes. SEISMICITY General The Puget Sound area is a seismically active region and has experienced thousands of earthquakes in historical time. Seismicity in this region is attributed primarily to the interaction between the Pacific, Juan de Fuca and North American plates. The Juan de Fuca plate is subducting beneath the North American Plate. Each year 1,000 to 2,000 earthquakes occur in Oregon and Washington. However, only 5 to 20 of these are typically felt because the majority of recorded earthquakes are smaller than Richter magnitude 3. In recent years two large earthquakes occurred which resulted in some liquefaction in loose alluvial deposits and significant damage to some structures. The first earthquake, which was centered in the Olympia area, occurred in 1949 with a Richter magnitude of 7.1. The second earthquake, which occurred in 1965, was centered between Seattle and Tacoma and had a Richter magnitude of 6.5. G e o E n g i n e e re 23 File No. 5925. 001.37.1130/063097 L Uniform Building Code (UBC) Site Coefficients The Puget Sound region is designated as a Seismic Zone 3 in the 1994 edition of the Uniform Building Code (UBC). For Zone 3 locations, a Seismic Zone Factor (Z) of 0.30 is applicable based on UBC Table 23 -I. In our opinion, the soil profile at the site is best characterized as Type S2, based on UBC Table 23 -J. The Site Coefficient (S Factor) for this soil profile type is 1.2. Design Earthquake Levels The key seismic design parameters are the peak acceleration and the Richter magnitude of the earthquake. In general, a design earthquake is chosen based on a probability of exceedence (the probability that the design earthquake will not be exceeded over a given time period). The level of seismicity recommended in the 1994 edition of the UBC for human occupancy buildings is an earthquake with a 10 percent probability of exceedence in a 50 -year period. The design earthquake event which corresponds to this probability of exceedence is an earthquake with a Richter magnitude of 7.5 and a peak horizontal ground acceleration of approximately 0.3g. Liquefaction Potential Liquefaction is a condition where soils experience a rapid loss of internal strength as a consequence of strong ground shaking. Ground settlement, lateral spreading and/or sand boils may result from soil liquefaction. Structures supported on liquefied soils can suffer foundation settlement or lateral movement that may be severely damaging to the structures. Conditions favorable to liquefaction occur in loose to medium dense, clean to moderately silty sand, that is below the ground water level. Loose to medium dense sand below ground water is present at the site. Therefore, we performed an engineering evaluation of the liquefaction potential of the site soils. The evaluation of liquefaction potential is dependent on numerous parameters including soil type and grain size distribution, soil density, depth to ground water, in -situ static ground stresses, and the earthquake induced ground stresses. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio induced by an earthquake with the cyclic shear stress ratio required to cause liquefaction. The cyclic shear stress ratio required to cause liquefaction was estimated using an empirical procedure based on the in -situ static ground stresses, the blow count data obtained during sampling in the borings, and the design earthquake magnitude. To evaluate potential liquefaction at this site, we evaluated the earthquake induced cyclic shear stress ratio using the design earthquake event presented above. The results of our analyses indicate that the loose to medium dense sand below the ground water level has a moderate to high potential for liquefaction during an earthquake with a Richter magnitude of 7.5 or greater. G e o E n¢ in e e r s 24 File No. 5925-001 - 37.1130/063097 Is Ground Settlement Because of the presence of potentially liquefiable soils at the site, ground settlement may be expected if liquefaction occurs. The potential ground settlement caused by liquefaction will vary depending on the actual levels of ground shaking, the duration of shaking, and site - specific soil conditions. We estimate that total liquefaction induced ground settlements may be on the order of 8 inches on Parcel 1 and on the order of 1 to 4 inches on Parcel 3. We estimate that differential settlements may be on the order of one -half of the total settlement because of the presence of an approximate 20 -foot thick zone of non - liquefiable soils at the ground surface. Lateral Spreading Lateral spreading involves lateral displacements of large volumes of liquefied soil. Lateral spreading can occur on near -level ground as blocks of' surface soils displace relative to adjacent blocks. Lateral spreading also occurs as blocks of surface soils are displaced toward a nearby slope (free face) by movement of the underlying liquefied soil. The bank of the Green River represents a free face condition for this site. Therefore, the topography of the site and underlying soil conditions indicate that lateral spreading is a possibility at the site. We have used two simple models to predict free -field ground displacements which might be associated with lateral spreading at the site. Free -field ground displacements are those that are not impeded by structural resistance, ground modification, or a natural boundary. The first model is based on a single- degree -of- freedom system that incorporates the residual strength of the liquefied deposits. The primary parameters used in the analysis are the residual strength and limiting strain of the liquefied soil, the thickness of the liquefied zone and the slope angle measured between the structure and the toe of the free face (i.e., Green River). The residual shear strength and limiting shear strain of the liquefied soils were estimated using an empirical relationship that is based on the blow count data obtained from the explorations. The second model is an empirical model that incorporates earthquake, geological, topographical and soil factors that affect ground displacement. The model was developed from compiled data collected at sites where lateral spreading was observed. The key parameters are the Richter magnitude, the horizontal ground acceleration, the thickness of the liquefied zone, the grain size distribution of the liquefied deposit, and the ratio of the free face height to the distance between the structure and the toe of the free face. The results of our analysis indicate that lateral spreads may develop in the loose to medium dense sand below the site during an earthquake with a Richter magnitude of 7.5 or greater. We estimate that free -field lateral displacements at the proposed restaurant building may be on the order 10 feet or more. We estimate that free -field lateral displacements at the proposed Family Fun Center building may be on the order of 4 to 6 feet. Conclusions and Recommendations Regarding Seismicity The potential for liquefaction and lateral spreading at the site is moderate to high during an earthquake event with a Richter magnitude of 7.5 and a peak horizontal ground acceleration G e o E n g in e e r s 25 File No. 5925-001 -37- 1130/063097 C of approximately 0.3g. Liquefaction and lateral spreading may result in structural damage to the buildings. Several mitigation techniques are available to reduce the potential for structural damage. These measures should be given consideration in the design of the buildings. However, it should be noted that these measures will not mitigate all of the potential liquefaction and lateral spreading damages and do not preclude damage to the building resulting from other earthquake characteristics, such as inertial forces during severe ground shaking. Several measures are available to reduce differential settlements below footings and floor slabs caused by liquefaction at depth and to reduce damage to the building resulting from liquefaction and lateral spreading. One alternative is to support the footings and floor slab on several feet of clean crushed rock placed over a strong geotextile. The crushed rock pad and geotextile provides a more rigid base for the foundations and thus reduces the effects of differential settlement. It also allows pore water pressures from the lower soil units to dissipate in the zone of crushed rock thus reducing the potential for loss of strength of the near - surface soils. A second alternative is to structurally connect the individual column footings and continuous footings using grade beams or a continuous mat foundation. This will also further increase the rigidity of the foundation system for the building. This option is particularly recommended for the restaurant building where relatively large liquefaction induced ground settlement may be expected. Placement of a crushed rock pad and/or use of grade beams or mat foundation as recommended should reduce the effects of liquefaction settlement on the building and provide increased rigidity to the foundation system to reduce the damage associated with lateral spreading. However, differential ground settlement and lateral displacements will likely still occur during a design level earthquake and some damage to the floor slabs and/or structure should be expected. A third alternative is to support the building foundations and floor slabs on deep foundations. This will significantly reduce the amount of differential settlement and to some extent lateral spreading. At the restaurant site, piles may not significantly reduce lateral spreading unless a significant number of closely spaced piles are used. If the potential for seismically induced structural damage is unacceptable, ground improvement techniques such as stone columns or soil densification can be implemented to alter the susceptibility of the underlying soils to liquefaction. We are available to assist in the evaluation of these options further. OTHER CONSIDERATIONS Methane Gas Collection Borings GB -1 and GB -2 were monitored for methane gas using with a combustible gas indicator. Combustible vapors, presumed to be methane, were measured at concentrations of up to 1 percent, which is the upper level of significance of the equipment used, in boring GB -1. Combustible gas vapors were not detected in boring GB -2. Combustible gas concentrations in the range of 2.5 to 5 percent were reported in borings completed by others. The potential for G e o E n g i n e e r s 26 File No. 5925-001 -37- 1130/063097 accumulation of methane gas should be evaluated further during the Phase II Environmental Site Assessment. Adequate ventilation is the key to preventing buildup of methane to potentially explosive or dangerous concentrations. A venting system to mitigate this potential beneath floor slabs and buildings may be appropriate. A passive system for venting methane gas could consist of perforated PVC pipe embedded in washed rock placed below the floor slabs and vented to the exterior of the building. Active ventilation systems may also be appropriate. Confined spaces below grade (e.g., vaults) may also require ventilation passively or actively. Soil Corrosivity No soil samples were tested for resistivity as an indicator of corrosivity. The fill soils on the site may be considered mildly to moderately corrosive to uncoated steel and concrete. In our opinion, no special treatment need be made to the concrete. Buried, unprotected steel pipes should likely have a greater wall thickness than typically used. Coating or cathodic protection is likely not considered necessary for unprotected steel pipes; however, use of a greater than typical wall thickness or polyethylene encasement of steel pipes may be appropriate. LIMITATIONS We have prepared this report for use by Family Fun Centers, Mulvanny Partnership Architects and other members of the design team for use in the design of a portion of this project. We have relied on information provided in the reports listed under the "Previous Studies" section of this report in forming some of our conclusions and recommendations. The conclusions and recommendations in this report should be applied in their entirety. The data and report should be provided to prospective contractors for bidding or estimating purposes; but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are any changes in the grades, location, configuration or type of construction planned, the conclusions and recommendations presented in this report might not be fully applicable. If such changes are made, we should be engaged to review our conclusions and recommendations and to provide written modification or verification, as appropriate. When the design is finalized, we recommend that we be engaged to review those portions of the specifications and drawings that relate to geotechnical considerations to see that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the locations of explorations and also with time. Some contingency for unanticipated conditions should be included in the project budget and schedule. Unanticipated conditions may include, but are not limited to, encountering petroleum - contaminated soil associated with previous site activities. We strongly recommend that sufficient monitoring, testing and consultation be provided by our firm during construction to (1) determine if the conditions encountered are consistent with those indicated by the explorations, (2) provide recommendations for design changes should the conditions revealed G e o E n g i n e e r s 27 File No. 5925-001.37.1130 /063097 ^ uring the work differ from those anticipated, and (3) evaluate whether or not earthwork and foundation installation activities comply with the contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. 0 so. e trust this provides the information you require at this time. We appreciate the rtunity to be of service to you on this project. Please contact us should you have any - questions concerning our findings or recommendations, or should you require additional information. Respectfully submitted, GeoEngineers, Inc. z 4 , 1 b Douglas J. Morgan Project Engineer later) I Mary S. Rutherford, P.E. Associate 28 File No, 5925401-37-1130/063097 • : : Geo COEngineers SCALE IN FEET 2000 4000 VICINITY MAP FIGURE 1 Reproduced with permission granted by THOMAS BROS. MAPS. This mop is copyrighted by THOMAS BROS. MAPS. It is unlawful to copy or reproduce all or any port thereof, whether for personal use or resole, without permission. it N 0 in t0 0 EXPLANATION: GB -1 .4 GT -1 EP GCB -18 + GCW-14 O OCT -1 * AB -2 4- AT-4 ' MONSTER ROAD 4- GT -7 PARCEL TWO \�-�- GT -2 • PARCEL THREE 0 BORING COMPLETED BY GEOENGINEERS (CURRENT STUDY) TEST PIT COMPLETED BY GEOENGINEERS (CURRENT STUDY) BORING COMPLETED BY GEOTECH CONSULTANTS (STUDY DATED JANUARY 24, 1997) MONITORING WELL COMPLETED BY GEOTECH CONSULTANTS (STUDY DATED JANUARY 24, 1997) TEST PIT COMPLETED BY GEOTECH CONSULTANTS (STUDY DATED JANUARY 24, 1997) BORING COMPLETED BY APPLIED GEOTECHNOLOGY (STUDY DATED APRIL 26, 1989) TEST PIT COMPLETED BY APPLIED GEOTECHNOLOGY (STUDY DATED APRIL 26, 1989) 100 SCALE IN FEET 200 11 11 • na - OR Reference: Drawing entitled - Concept Site Plan" • provided by Mulvanny Partnership Architects,! doted June 17, 1997. owim Gcit4 w'c" — — Note: The locations of all features shown Geo Engineers or approximate. —7 SITE PLAN FIGURE 2 S X , i PARCEL TWO PARCEL THREE GT -2 -- Note: The locations of all features shown ar., approximate. SITE PLAN FIGURE 2 :D BY GEOENGINEERS 1ED BY GEOENGINEERS 11 BY GEOTECH CONSULTANTS VUARY 24. 1997) COMPLETED BY GEOTECH CONSULTANTS VUARY 24. 1997) ED BY GEOTECH CONSULTANTS 'VARY 24, 1997) :D BY APPLIED GEOTECHNOLOGY RIL 26. 1989) 'ED BY APPLIED GEOTECHNOLOGY RIL 26. 1989) 200 r icept Site Plan" Partnership Architects. Existing Ground Surface Measurement Rod, 1/2 -inch- diameter Pipe or Rebar • Sand Pad, if Necessary Geo O Eng (Not to Scale) Casing, 2- inch - diameter Pipe (set on plate, not fastened) Coupling Welded to Plate Settlement Plate, 16" x 16' x 1/4" NOTES: 1. Install settlement plates on firm ground or on sand pads if needed for stability. Take initial reading on top of rod and at adjacent ground level prior to placement of any fill. 2. For ease in handling, rod and casing are usually installed in 5 -foot sections. As fill progresses, couplings are used to install additional lengths. Continuity is maintained by reading the top of the measurement rod, then immediately adding the new section and reading the top of the added rod. Both readings are recorded. 3. Record the elevation of the top of the measurement rod at the recommended time intervals. Record the elevation of the adjacent fill surface every time a measurement is taken. 4. Record the elevation of the top of the measurement rod to the nearest 0.01 foot, or 0.005 foot, if possible. Record the fill elevation to the nearest 0.1 foot. 5. The elevations should be referenced to a temporary benchmark located on stable ground at least 100 feet from the area being filled. SETTLEMENT PLATE DETAIL FIGURE 3 ' ' APPENDIX A FIELD EXPLORATIONS AND GEOTECHNICAL LABORATORY TESTING FIELD EXPLORATION Subsurface conditions at the site were explored during the period of June 16, 1997 to June 17, 1997. Two borings designated GB -1 and GB -2 were drilled at the proposed location of the Family Fun Center building and restaurant building, respectively. The borings were drilled to depths ranging from about 44 to 49 feet below the existing ground surface using truck - mounted hollow -stem auger drilling equipment. Twelve test pits designated GT -1 through GT -12 were excavated on Parcel 3 using a rubber -tired backhoe. The test pits were excavated to depths ranging from about 8.5 to 13.5 feet below the existing ground surface. The locations of the explorations were determined in the field by taping distances from existing site features. Ground surface elevations indicated on the exploration logs are based on interpretation of topographic data provided by Mulvanny Partnership relative to the exploration locations. Locations of the explorations are shown on the Site Plan, Figure 2. A geotechnical engineer or engineering geologist from our firm continuously observed the drilling and test pit excavations, prepared a detail log of the borings and test pits, and visually classified the soils encountered. Representative soil samples were obtained from the borings using a 2.4- inch -ID, split- barrel sampler driven into the soil using a 300 -pound hammer falling approximately 30 inches. The number of blows required to drive the sampler the final 12 inches is recorded on the boring logs. Where hard driving conditions restricted penetration of the sampler to less than 18 inches, the blows are shown for the actual penetration distance. Grab samples were collected from the various soil horizons encountered in the test pits. The exploration logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. They also indicate the depths at which these soils or their characteristics change, although the change might actually be gradual. If a change occurred between samples in the borings, it was interpreted. Soils were classified in general accordance with the classification system presented in Figure A -1. A key to the boring log symbols is presented in Figure A -2. Logs of the borings are presented in Figures A -3 and A-4. Logs of the test pits are presented in Figures A -5 through A -10. GEOTECHNICAL LABORATORY TESTING Soil samples obtained from the explorations were transported to our laboratory and examined to confirm or modify field classifications. Representative samples were selected for geotechnical laboratory testing including moisture content and dry density determinations, specific gravity tests and consolidation tests. G e o E n g i n e e r s A - 1 File No. 5925. 001.37- 1130/063097 GeoBnaineers A - 2 File 14o, 5925-001-37-1130/063097 Th restilti'of the moisture cOntent and dry from th :borings are presented on the boring iriaiiOns performed on -samples- from the eterm consolidation test results are presented in Figu SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS COARSE GRAINED SOILS More Than 50% Retained on No. 200 Sieve FINE GRAINED SOILS More Than 50% Passes No. 200 Sieve GRAVEL More Than 50% of Coarse Fraction Retained on No. 4 Sieve SAND More Than 50% of Coarse Fraction Passes No. 4 Sieve SILT AND CLAY Uquid Limit Less Than 50 SILT AND CLAY Uquid Limit 50 or More CLEAN GRAVEL GRAVEL WITH FINES CLEAN SAND SAND WITH FINES INORGANIC ORGANIC INORGANIC ORGANIC HIGHLY ORGANIC SOILS Geo Engineers GROUP SYMBOL GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT GROUP NAME WELL-GRADED GRAVEL. FINE TO COARSE GRAVEL POORLY -GRADED GRAVEL SILTY GRAVEL CLAYEY GRAVEL WELL-GRADED SAND, FINE TO COARSE SAND POORLY -GRADED SAND SILTY SAND CLAYEY SAND SILT CLAY ORGANIC SILT, ORGANIC CLAY SILT OF HIGH PLASTICITY, ELASTIC SILT CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC CLAY, ORGANIC SILT PEAT NOTES: 1. Field classification is based on visual examination of soil in general accordance with ASTM D2488 -90. 2. Soil classification using laboratory tests is based on ASTM D2487.90. 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and /or test data. SOIL MOISTURE MODIFIERS: • Dry - Absence of moisture, dusty, dry to the touch Moist - Damp, but no visible water Wet - Visible free water or saturated, usually soil is obtained from below water table SOIL CLASSIFICATION SYSTEM FIGURE A -1 LABORATORY TESTS AL CP CS DS GS %F HA SK SM MD SP TX UC CA Atterberg Limits Compaction Consolidation Direct shear Grain size Percent fines Hydrometer Analysis Permeability Moisture Content Moisture and density Swelling pressure Triaxial compression Unconfined compression Chemical analysis BLOW COUNT /SAMPLE DATA Blows required to drive a 2.4 -inch I.D. — split -barrel sampler 12 inches or other indicated distances using a 300 -pound hammer falling 30 inches. Blows required to drive a 1.5 -inch I.D. (SPT) split - barrel sampler 12 inches or other indicated distances using a 140 -pound hammer falling 30 inches. "P" indicates sampler pushed with weight of hammer or against weight of drill rig. Geo .r Engineers 12 ® Location of disturbed sample 7 0 Location of sampling attempt with no recovery SOIL GRAPH: SM Soil Group Symbol (See Note 2) Distinct Contact Between Soil Strata Gradual or Approximate Location of Change Between Soil Strata Water Level Bottom of Boring 22 , Location of relatively undisturbed sample 10 0 Location of sample obtained in general accordance with Standard Penetration Test (ASTM D -1586) procedures 26 m Location of SPT sampling attempt with no recovery B Location of grab sample NOTES: 1. The reader must refer to the discussion in the report text, the Key to Boring Log Symbols and the exploration logs for a,proper understanding of subsurface conditions. 2. Soil classification system is summarized in Figure A -1. KEY TO BORING LOG SYMBOLS FIGURE A -2 MD 9 129 50/4' Ob. l'..-1011 GM XX GM SM ML Gray to brown silty coarse gravel with sand (dense, moist) (fill) Slag with fine to coarse sand (fill) Brown silty fine to coarse gravel with fine to coarse sand and occasional wood chips (dense, moist) (fill) Brown silty fine to medium sand with occasional gravel (dense. moist) (fill) Brown fine sandy silt (soft. moist) (fill) I• :c : MD 15 83 3 ■ SP -SM Brown fine to medium sand with silt (very loose, moist) (fill ?) 2 . ■ ML Brown mottled fine sandy silt (very soft, moist) MD 44. its 2 ■ MD 37 83 2 ■ Becomes wet / ML Gray silt with a trace of fine sand (very soft, wet) MD, 44 78 1 ■ CS 9 SP Black fine to medium sand (loose, wet) MD 19 105 38 ■ Becomes dense J • Geo N O Engineers LOG OF BORING FIGURE A -3 0 5 10 15 W LL z p 20 25 — 30 35-- 40 TEST DATA Moisture Dry Content Density Blow Group Lab Tests (Se) (act) Count Samples Symbol Note: See Figure A -2 for explanation of symbols BORING GB -1 DESCRIPTION Surface Elevation (ft.): 29.0 0 —5 — 10 —15 20 —25 —30 —35 40 ` 'Moisture Dry Content .Density Blow ; Group Lab Tests (%) (pcf) , Count Samples. Symbol DESCRIPTION Boring completed at 49.0 . feet on 06/16/97 Perched ground water encountered at 2.0 feet during drilling Ground water encountered at 23.0 feet during drilling 80— Note: See Figure A -2 for explanation of symbols LOG OF BORING FIGURE A -3 — 70 — 75 — 80 TEST DATA •) -ae!p Geo%Engineers LOG OF BORING FIGURE A-4 5 — 1 0 — 15 — u. z it 20— Moisture Dry _ Content. Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol • • • i SP-SM :: • 25 — 30— 35 — 40— MD 18 79 MD 8 87 MD 20 108 3 2 3 8 9 18 29 I 3 3 0 I I SP I Note: See Figure A-2 for explanation of symbols BORING GB-2 c DESCRIPTION Surface Elevation (ft.): 21.0 Brown fine sand with silt (very loose, moist) (fill) Becomes medium dense Black fine to medium sand with a trace of silt (very loose. moist) 0 5 1 0 15 20 25 30 36 40 BORING GB-2 (Continued) Moisture Dry Content Density Blow Group (51) (pcf) Count Samples Symbol DESCRIPTION Boring completed at 44.0 feet on 06/16/97 Ground water encountered at 16.5 feet during drilling us U. 60 — Geok -.Atp Engineers LOG OF BORING FIGURE A-4 65— 75— 80— Note: See Figure A-2 for explanation of symbols -40 - 50 - 55 - 60 65 70 75 80 DEPTH BELOW GROUND SURFACE (FEET) SOIL GROUP CLASSIFICATION SYMBOL 0.0 - 1.0 1.0 -2.0 2.0 - 12.5 12.5 - 13.0 LOG OF TEST PIT 0 ) DESCRIPTION TEST PIT GT I Approximate ground surface elevation: 2 2.0 feet Brown silt with a trace of fine sand (soft, moist) (fill?) Brown silt with sand (soft, moist) (fill ?) Brown silty fine sand (loose, moist) (fill ?) Brown fine to medium sand with a trace of silt (loose, moist) Test pit completed at 12.5 feet on 06/17/97 No ground water seepage observed No caving observed TEST PIT GT -2 Approximate ground surface elevation: 20.0 feet Sod and topsoil SM Brown silty fine sand (loose, moist) (fill) ML Brown silt with a trace of fine sand (soft, moist) (fill ?) SP -SM Brown fine sand with silt (medium dense, wet) Test pit completed at 13.0 feet on 06/17/97 Slow ground water seepage observed at 13.0 feet No caving observed Disturbed soil samples obtained at 1.0 and 3.0 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo Engineers LOG OF TEST PIT FIGURE A -5 DEPTH BELOW GROUND SURFACE (FEET) 0.0 - 3.0 3.0 - 8.0 8.0 - 8.5 8.5 - 10.0 10.0 - 13.5 8.0-110 SOIL GROUP CLASSIFICATION SYMBOL SM GM SM LOG OF TEST PIT TEST PIT GT-4 DESCRIPTION TEST PIT GT -3 Approximate ground surface elevation: 20.0 feet ML Brown silt with sand (soft, moist) (fill) SP Brown fine sand with a trace of silt (loose, moist) (fill ?) SM Brown silty fine sand (loose, wet) ML Gray silt with fine sand (medium stiff, wet) Gray silty fine to coarse sand (loose, wet) Test pit completed at 13.5 feet on 06/17/97 Slow ground water seepage observed at 8.0 feet Slight caving observed at 2.0 to 6.0 feet Dismrbed soil samples obtained at 1.0, 2.0, 3.5. 4.5. 8.0 and 10.0 feet Approximate ground surface elevation: 35.0 feet Gray silty fine to coarse gravel with fine to coarse sand, a trace of fine organic matter and occasional 12 -inch to 24-inch concrete debris (medium dense, moist) (fill) Black and brown silty fine to medium sand with fine gravel, abundant fine organic matter and occasional 12 -inch to 24 -inch concrete debris (medium dense, moist) (fill) Gray silt with fine to medium sand, occasional fine to coarse gravel, fine organic matter and occasional 12 -inch to 24 -inch concrete debris (stiff, moist) (fill) Test pit completed at 13.0 feet on 06/17/97 No ground water seepage observed No caving observed Disturbed soil samples obtained at 2.0, 5.0 and 8.0 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo < 14Ai % Eng LOG OF TEST PIT FIGURE A -6 Geo f Engineers LOG OF TEST PIT FIGURE A -7 DEPTH BELOW GROUND SURFACE (FEET) SOIL GROUP CLASSIFICATION SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GT -5 Approximate ground surface elevation: 45.0 feet 0.0 - 0.5 SM Gray silty fine to coarse sand with gravel (dense. moist) (fill) 0.5 - 1.0 PT Brown fibrous wood miner (soft, moist) (fdl) 1.0 - 4.0 GM Gray silty fine to coarse gravel with fine to coarse sand with abundant fine organic matter (dense, moist) (fill) 4.0 - 8.0 SM Brown silty fine to medium sand with gravel, coarse sand and fine organic matter (dense, moist) (fill) 8.0 - 11:0 ML Gray fine sandy silt with fine organic matter (very stiff, moist) (fill) 11.0 - 12.5 SM Gray silty fine to medium sand with abundant fine organic miner (medium dense. moist) (fill) Test pit completed at 12.5 feet on 06/16/97 No ground water seepage observed No caving observed Disturbed soil samples obtained at 1.0, 2.0, 4.0, 8.0 and 12.0 feet TEST PIT GT-6 Approximate ground surface elevation: 50.0 feet 0.0 - 8.0 GM Brown silty fine to coarse gravel with fine to coarse sand (dense, moist) (fill) Grades to green, occasional wood debris and wood fibers at 6.0 feet 8.0 - 9.0 SW -SM Brown fine to coarse sand with silt, gravel and occasional fine wood debris (dense, moist) (fill) 9.0 - 12.5 SM Brown silty fine to coarse sand with occasional gravel, cobbles and organic matter (dense, moist) (fill) Grades to gray at 10.5 feet Grades to yellow at 12.5 feet Test pit completed at 12.5 feet on 06/17/97 No ground water seepage observe No caving observed Disturbed soil sample obtained at 1.0 foot THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL TEST PIT GT -7 Approximate ground surface elevation: 27.0 feet 0.0 - 2.0 Tree limbs, bricks, wire, concrete blocks, debris and boulders (loose, moist) (fill) 2.0 -3.0 5.0 -`8.5 SM 3.0 - 5.0 ML Gray silt with fine to medium sand, occasional gravel and organic matter (soft, moist) (fill) TEST PIT GT4 Approximate ground surface elevation: 26.0 feet 0.0 - 2.5 GW -GM Brown fine to coarse gravel with silt and sand (dense, moist) (fill) 2.5 - 3.0 PT Fibrous wood debris (soft, moist) (fill) 3.0 - 3.5 ML -SM Yellow silt with fine sand (hard, moist) (fill) 3.5 - 4.0 SM Brown silty fine to coarse sand (medium dense, moist) (fill) 4.0 - 9.0 ML Brown silt with fine sand (stiff, moist) (fill) 9.0 - 12.0 SP Brown fine sand with a trace of silt (loose, moist) Test pit completed at 12.0 feet on 06/17/97 No ground water seepage observed No caving observed Disturbed soil samples obtained at 3.0 and 4.5 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo ,,, Engineers LOG OF TEST PIT DESCRIPTION Brown silty fine to medium sand with occasional gravel and abundant fine organic matter (medium dense, moist) (fill) Brown silty fine to coarse sand with gravel and concrete debris (medium dense. moist) (fill) Test pit completed at 8.5 feet on 06/17/97 due to refusal on concrete debris No ground water seepage observed No caving observed Disturbed soil samples obtained at 2.0, 3.0, 5.0 and 8.5 feet LOG OF TEST PIT FIGURE A -8 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT ( Geo En ' eers DESCRIPTION TEST PIT GT -9 Approximate ground surface elevation: 51.0 feet 0.0 - 0.5 GP Brown coarse gravel (dense, moist) (fill) 0.5 - 3.0 GM Brown silty fine to coarse gravel with fine to coarse sand and occasional roots (dense, moist) (fill) 3.0 - 12.0 SM Black silty fine to medium sand with gravel and abundant organic matter (medium dense, moist) (fill) Becomes wet at 7.0 feet Test pit completed at 12.0 feet on 06/17/97 Slow ground water seepage observed at 7.0 feet No caving observed Disturbed soil samples obtained at 2.0 and 7.0 feet TEST PIT GT1 Approximate ground surface elevation: 24.0 feet 0.0 - 0.5 Wood debris (fill) 0.5 - 1.5 ML Gray silt with fine sand, occasional gravel and fine organic matter (stiff, moist) (fill) 1.5 - 5.0 SM Brown silty fine to coarse sand with gravel (medium dense, moist) (fill) 4- foot -diameter concrete debris and wire encountered at 2.0 to 7.0 feet 5.0 - 6.0 SW -SM Gray fine to coarse sand with silt and occasional gravel (medium dense, moist) (fill) 6.0 - 9.0 ML Gray silt with fine sand (medium stiff, moist) (fill) 9.0 - 12.0 SM Gray silty fine to medium sand (medium dense, moist) Test pit completed at 12.0 feet on 06/17/97 Slow ground water seepage observed at 7.0 feet No caving observed Disturbed soil samples obtained at 2.0, 3.0 and 12.0 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. LOG OF TEST PIT FIGURE A -9 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT TEST PIT GT -11 Approximate ground surface elevation: 48.0 feet 0.0 - 1.0 SP -SM Brown fine to medium sand with silt and organic matter (loose, moist) (fill) 1.0 - 4.0 SM Brown silty fine to medium sand with occasional organic matter (loose, moist) (fill) 4.0 - 6.0 SP Brown fine to medium sand with a trace of silt, occasional gravel and occasional organic matter (medium dense, moist) (fill) 6.0 - 13.0 SM Gray silty fine to medium sand with gravel and occasional organic matter (medium dense, moist (fill) TEST PIT GT -12 Approximate ground surface elevation: 21.0 feet 0.0 - 0.2 2 inches asphalt concrete 0.2 - 1.5 SP Brown fine to medium sand (medium dense, moist) (fill) 1.5 - 3.0 SM Brown silty fine sand with fine organic matter (medium dense, moist) (fill) 3.0 - 6.0 SM Brown silty fine sand (medium dense, moist) (fill) Becomes wet at 5.5 feet 6.0 - 12.0 ML Gray silt (soft, wet) Test pit completed at 12.0 feet on 06/17/97 No ground water seepage observed Minor caving observed at 4.0 to 6.0 feet Disturbed soil samples obtained at 2.0, 4.0 and 6.0 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo % Engineers Test pit completed at 13.0 feet on 06/17/97 No ground water seepage observed No caving observed Disturbed soil samples obtained at 1.0 and 6.() feet DESCRIPTION LOG OF TEST PIT FIGURE A -10 • • • .•',' • C) MOISTURE CONTENT DATA Test Pit Number 2 3 4 4 5 • 5 . 5 6 7 9 10 11 12 12 Depth of Sample (feet) 3.0 2.0 2.0 5.0 2.0 4.0 8.0 1.0 8.0 7.0 3.0 1.0 4.0 6.0 Soil Classification ML ML GM SM GM SM ML GM SM SM SM SM SM ML Moisture Content (%) 20 22 10 20 11 15 22 11 18 17 10 21 23 44 -<0 . Geo%Engineers MOISTURE CONTENT DATA FIGURE A-11 • KEY GB -1 BORING NUMBER 28 SAMPLE DEPTH (FEET) • Gray silt (ML) (very soft, wet) SOIL CLASSIFICATION t INITIAL MOISTURE CONTENT 78 DRY DENSITY (LBS/FT 01 -37 -1130 DJM:MSR:wW 06/23/97 (CONSOL1.PRE) CD tTI O -s O fJ CD CD O N -a O O O A O J Co) 0 N O J O O CONSOLIDATION (inches/inch) O O P O O °m 0 °v N O S 0 w O O C 8 • zfrv milieu 1 I 1 I ■ I 01 -37 -1130 DJM:MSR:wW 06/23/97 (CONSOL1.PRE) CD tTI O -s O fJ CD CD O N -a O O O A O J Co) 0 N O J O O CONSOLIDATION (inches/inch) O O P O O °m 0 °v N O S 0 w O O C 8 • zfrv milieu Exploration S Depth of F Field Screening Results Headspace Vapors (ppm) S Sheen GB -1 1 1.0 - -- S SS 5.0 - -- S SS GB -2 1 18.0 - -- N NS GT -1 3 3.0 - -- S SS 7.0 - -- S SS 9.0 - -- S SS 11.5 - -- S SS GT -3 0 0.5 - -- N NS 1.0 - -- N NS 3.5 - -- N NS 4.5 - -- N NS 8.5 < <100 S SS 10.0 - -- S SS GT -5 0 0.5 - -- N NS 1.5 — — S SS 8.0 6 600 N NS 11.5 - -- N NS ) SUMMARY OF SOIL FIELD SCREENING Notes: 'Approximate exploration locations are shown on Figure 2. ppm = part per million l% Geo J i Engineers SUMMARY OF SOIL FIELD SCREENING FIGURE A -13 • ' • 5 10 15 20 25 30 35 40 1.• WOO USCS BORING 14 ND GEOTECH CONSULTANTS, INC. • • • Descrintion ••• Gray to gray/brown SILT non-plastic (5.: very fine-grained SAND in layers, moist, loose I ND Dark gra■Alack, fine-grained SAND, saturated, loose _ . Test boring was terminated at 16.5 feet below grade on 5-3-94 and completed as a monitoring well. Note: -ND denotes non-detected hydrocarbon concentrations as measured during field work in the headspace of a glass jar with a combustible gas indicator. TEST BORING LOG NIELSON PROPERTY TUKWILA, WA Job No: 94158E IDato: ogged by: I Plate: JUNE 1994 I L FC 6 10 15 sc PEW e 15 15 30 a 50 30 • • • • • •• •.• • • • • • .. • •�• " Boring drilled to 17.5 feet and sampled to 19.0 feet on November 1, 1996. a No olfactory indication of contamination in soil. • A monitoring well was completed in this boring. * Groundwater depth measured at 11.52 feet below ground surface on November 4, 1996. " Well completed with locking above - ground monument. " Headspace measured using Photovac 2020 PID. B(RI N G B- 16/MW -1 Pasture, grass, and bare soil GEOTECH CONSULTANTS .rt Desc; rp:ion - Grayish brown, silty SAND, fine- grained, with organics, some slag, gravel, moist, medium dense. (FILL) - Brown SAND, fine- to medium - grained, moist, medium dense. - Dark brown SAND, medium - to coarse - grained, with silt, wet, dense. - Dark gray to black SAND, coarse - grained, wet, very dense. Comr7 enrs No by:::azrho odor d_te tcKl. No hydrocarbon odor detected throughout boring. BORING LOG B- 16/MW-16 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON 1Job es : I Lo DEC C 111.11 w A b Iflale: 4 i I I 1 4, 10 15 20 ^ G • ; =Vi a` nC 33 14 30 • � • I . • • • • • . • • BORING B-17/MW-1 - • G EOTEC H CONSULTANTS Description Pasture, grass, concrete rubble, and bare soil - Dark brown. silty SAND, fine- to medium - grained, with slag and gravel, moist, dense. (FILL) - Grayish ish brown, silty SAND, fine - grained, with gravel and organs, moist, very loose ('FILL) - Dark gray to black SAND, fine- to medium- grained, with silt, wet, medium dense - Dark gray to black SAND, coarse - grained, wet, very dense * Boring drilled to 17.5 feet and sampled to 19.0 feet on November 1, 1996. * No olfactory indication of contamination in soil. " A monitoring well was completed in this boring. " Groundwater depth measured at 17.24 feet below ground surface on November 4, 1996. * Well completed with locking above - ground monument. * Headspace measured using Photovac 2020 P1D. C orr; n e r,; s No hvd :o:iriw'r min: dztt: tc No hydrocarbon odor detected throughout boring. BORING LOG B- 17/MW -17 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON ! lob No: , I Deft Lolled by; I Pma,e: 9638TE 1 DEC 111116 TAJ 6 ~ — — ~ ~ S ~ .,, _ ~ � - > 50 >50 45 22 20 > so 35 >50 1 . - 2 ! 3 • 4 L 5 I 6 I 7 1 8 C ' . 1 : . ; : ' . I . I . S • r I . . I ' ! : ! ■ i Bare soil - No sample - rock in auger - Brownish gray, silty SAND, fine- to medium- grained. with gravel, moist, very dense. (FILL) -14ith wood fragments, moist, dense (FILL) - becomes less silty. (FILL) - Upper 4'; Dark brown, silty SAND, fine- to medium - grained, - Lower 8'; Greenish gray, SILT, with organics, moist, very stiff. - Dark gray to black SAND, medium - to coarse - grained, with gravel, moist, very dense - Dark gray SILT, with sand, moist, hard. - No sample recovered. SM 1 - ..-..-..- .-.......--■•• -....- a -............—...—•.-. -•...-....-.-...-......-.......- •......-.......-.,..--........- ML SP • I� • ML . I I 20 30 40 V BORING B -18 * Boring drilled to 37.5 feet and sampled to 38.5 feet on November 1, 1996. • No visual or olfactory indication of contamination in soil. • No groundwater encountered in boring. • Headspace measured using Photovac 2020 PID. GEOTECH CONSULTANTS A Descr �paon Commer:s No hydrocarbon odor detected th:ougnout boring. BORING LOG B -18 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON 'Job No: iTE I : t:1Qi6 I to p* IPiale: 6 i i I I 1 I TEST PIT 3 Depth (feet) TEST PIT LOGS I TEST PIT 1 Death (feet) Observations 0.0- 5.0 - Brown, gravelly, silty SAND, medium- to coarse - gained, with wood concrete, and asphalt fragments, oil filter at 3 feet, moist. (FILL) 5.0 -15.0 - Blue -gray, silty SAND, fine- to medium - grained wood fragments, bricks, ceramic tile, black plastic fragments at 9 feet, wire fragments at 13 feet, moist (FILL) 15.0 -15.0 - Gray, silty SAND, coarse - grained, damp, peculiar odor, light- weight, moist. (FILL) - Test Pit terminated at 18 feet on 11/12/96. No groundwater noted, no caving. (FILL) TEST PIT 2 Depth (feet) Observations 0.0 - 5.0 - brown, silty SAND, medium- to coarse - grained, with cobbles, rubber, sheet metal, and pipe fragments, moist (FILL) 5.0 - 8.0 - Blue -gray, silty SAND, fine- to medium - grained, slight seepage at 7 feet. (FILL) 8.0 - 9.0 - Brown layer of chipped bark moist (FILL) 9.0 -15.0 - Gray, gravelly, silty SAND, medium - grained, slight hydrocarbon odor at 10 feet, water at 13 feet (FILL) - Test Pit terminated at 15 feet on 11/12/96. Groundwater noted at 13 feet, caving at 14 feet Observations 00.80 - Brown, silty SAND, medium -to coarse- grained, with gravel and cobbles, one - foot -thick bark layers at 3 and S feet, slight seepage at 7 feet (FILL) 8.0 -13.0 - Gray-brown, silty SAND, fine - to medium - grained, concrete rubble, metal fragments at 10 feet, moist (FILL) - Test Pit terminated at 13 feet on 11/12/96. No groundwater noted, no caving. TEST PIT LOGS NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON Job No: j Dab: 91317E I DEC 199$ Logged by: 'Piste: TAJ 7 TEST PIT 4 Depth (feet) 0.0 - 5.0 5.0 - 9.0 9.0 -10.0 10.0 -14.0 14.0-110 TEST PIT 5 Depth (feet) .TEST PIT 6 Depth (feet) 0.0 -7.0 7. 0 - 110 110-17.0 Observations - Gray - brown, gravelly SAND, medium - grained, moist (FILL) - Dark gray, silty SAND, fine- to medium - grained with cobbles, moist (FILL) - Brown to black, WOOD CHI'S, T- diameter plastic pipe, damp. (FILL) - Dark gray to black, silty SAND, fine- to medium - grained, with several plastic pails of lubricants, one 25- gallon drum of heavy lubricants, strong hydrocarbon odor. (FILL) - Dark gray SILT with sand, slight hydrocarbon odor, moist (FILL) - Test Pit terminated at 15 feet on 11/12/96. No groundwater noted, no caving. Observations C TEST PIT LOGS 0.0 - 3.0 - Grayish brown SAND, medium - grained, with silt, moist. (FILL) 3.0 - 6.0 - Gray, silty SAND, fine- to medium - grained, with gravel, moist. (FILL) 6.0- 7.0 - Brown layer of chipped bark, moist (FILL) 7.0 -11.0 - Brownish gray SILT, with sand and gravel, moist (FILL) - Test Pit terminated at 11 feet on 11/12/96. No groundwater noted, no caving. Observations - Brown, silty SAND, medium - to coarse - grained, with cobbles and wood fragments, some bricks, moist (FILL) - Brown WOOD CH PS and wood fragments, metal fragments at 11 feet, moist (FILL) - Gray, silty SAND, medium - to coarse- grained, with cobbles and gravel, some bricks asphalt, moist (FILL) - Test Pit terminated at 17 feet on 11/12/96. No groundwater noted, no caving. GEOTECH CONSULTANTS TEST PIT LOGS NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON r ob Nc: I DEC 1191 Logg� 'Plate: ! i I Becomes saturated. Sod. BROWN SAND (SP) very loose to loose. moist; fine to grained. Groundwater encountered at approwL imately 12-foot depth during drilling. liiii AppliedGeolochnologyInc. Geo technical Engineering Geology a Hydrogeology JOIINumeaft comited 15.339.002.01 ECM Log of Boring B-2 Hillman Properties NW Tukwila Development DATE REVISED DATE 12 April 89 PLATE 4 Laboratory Tests Joe wuweER ORAww 15,339.002.01 ECR 16 18 33 25.1 101 Applied Geotechnoiogy Inc. Geotechnicel Engineering Geology & Hydrogeology U 0. _ • 0 Equipment Mob i l e B-61 0 a Z iu d ee 00 .0 EA 0 - -- amo ma. au assaras -. T+;ft.. ■ � V • 10- a al 25 - 30- ad 35 - 40- APPROVED Elevation Not measured Becomes dark gray. Date With some concrete pieces. 1/ BROWN AND GRAY MOTTLED SILTY SAN: (S" loose, moist to we fine tc medium grained, with some gravel, and trace burned wood and brick fragments (Fill). With some slag fragments and wood debris. • BROWN SILTY SAND (SM) loose, moist to wet; fine to medium grained, with trace to some fine gravel. Becomes gray, wet, with trace decayed organics. GRAY SAND (SP) loose, saturated; fine to medium grained, with occasional silt interlayering. Becomes medium dense. Log of Boring B -3 (0 -40') Hillman Properties NW Tukwila Development DATE RIMED DATE 12 April 89 KATE 5 Laboratory Tests • • 37 16.2 113 Elevation Equipment Mobile B-61 - Not measured Date 3/31/R9 LIGHT BROWN SANDY SILT (ML) hard, moist; very fine to fine grained, with trace to some clay (Weathered Siltstone?). Groundwater encountered at approxi- Mately 18-foot depth during drilling. JOS Winn DRAWN 15,339.002.01 ECR Iiiii AppOWOInotimillutkogyInc. Geotechnical Engineering Geology & Hydrogeology Log of Boring B-3 (40-74') Hillman Properties NW Tukwila Development . APTDOW4S 1 3CrY DATE 12 April 89 REVISED DATE PLATE 6 36 Appleed Geolechnology Inc. Geolachnical Engineering Geology l Hydrogeology JOa ►MMUU MUMM 15.339.002.01 ECR d � .) oc o n 9.9 118 22.3 98 65.3 60 25 30 35 * % Lower explosive limit, measured using MSA 361 Explosimeter. 40 NM MOD MIS MA MEM .1 MED MM. 11•1 MM MEM • IMM MIM M. MIN AAl1OVED ouf Equipment no0l a e -u Elevation, Not measured Date 3/3 MOTTLED GRAY AND BROWN SILTY SAND (S;1) loose to medium dense, moist; fine to medium grained, with some °ravel and trace burned wood chips (Fill). GRAY AND BROWN MOTTLED SANDY SILT (111 medium stiff, wet; with trace organics (Fill). With some organics. GRAY SILT (ML) medium stiff, wet; with layers of saturated gray fine sand. DARK GRAY SAND (SP) medium dense, saturated; fine grained. Groundwater encountered at approxi- mately 21 -foot depth during drilling. Log of Boring B -4 Hillman Properties NW Tukwila Development DATE 11EViiEO DATE 12 AprIl 89 RATE 7 Laboratory Tests 18 31:6 95 50/6 "=: 21 ANNo el■ ENS Mim MN. Mmr OMB ONES MINIM INN OMB Equipment M o b i l e 8 -61 Elevation Not measured Date 1 R3O/ 80 Sod. BROWN SANDY SILT (ML) medium stiff, wet; with some silty sand layers (Fill ?). Becomes soft, wet to saturated, some organics. GRAY -BROWN SILT (ML) very soft, saturated. With trace fine gravel. Becomes fine grained. DARK GRAY SAND (SP) medium dense, saturated; fine to medium grained. Iii0 Applied Geotechnoiogy Inc. Geolechnical Engineering Geology & Hydrogeology .1011 NUMBER DAWN 15,339.002.01 ECR Log of Boring B -5 (0 -40') lillman Properties NW Tukwila Development APPROVED DATE ADAM DATE 12 April 89 PLATE 8 oe Nuking 15,339.002.01 Laboratory Tests .44* z- ez >. • Z1 cp . -6, * O o3 1 1 it co 2t.) Do 0 U) 40 .17,5 115 3 1 29 21.4 105 23 onAww ECR Iliii ApplledGeotechnologyinc. Geotechnical Engineering Geology & Hydrogeology (-: • , • "g 45— 0— •• 55: 60— 65— . 74* 70— . IOW 75— 60— APPROVED 9 TEST PIT 4 Depth (Feet) :.;Classification Description ML Brown Sandy Silt (ML); soft, moist to wet; fine to medium - grained, with some slag to 2 -foot diameter, concrete to 5- foot diameter; bricks and wood debris (Fill). 0 to 5 9 ,to 11 JOB NUMBER 15,339.002 iii;) Applied Geotechnology Inc. Geological Engineering Geology & Hydrogeology DRAWN SM /MI. SM ..LOG OF TEST PITS (Continued) Gray Silty Sand (SM); Dark Brown Sand (SP); to medium - grained. • Dark Brown Sand (SP); loose, wet; fine to medium - grained, with some silt. Test Pit completed April 3, 1989. Seepage noted at approximately 9 -foot depth during excavation. Bulk samples obtained at 2- and 2-1/2 - foot depths. Brown and Gray Sandy Silt and Silty Sand (SM /ML); soft, loose, wet; fine - grained, with trace gravel, concrete and slag to 6 -inch diameter (Fill). Brown Silty Sand (SM); loose, saturated, fine to coarse - grained, with some gravel (Fill). Gray Silty Sand (SM); loose, saturated; with some gravel and concrete (Fill). Test Pit terminated due to caving April 3, 1989. Groundwater encountered at approximately 5 -foot depth during excavation. Bulk sample obtained at 3 -foot depth. Test Pits 4 -5 Hillman Properties NW Tukwila Development APPROVED 4/25/89 interlayered with loose, wet; fine REVISED SATE PLATE 11 • TEST PIT 8 0 to 4 4.5 to 7 7 to 9 JOB NUMBER 15,339.002 iii;) Applied Geotechnology Inc. Geological Engineering Geology & Hydrogeotogy DRAWN SM SP LOG. OF TEST PITS (Continued) Description Brown Silty Sand (SM); loose, moist to wet; fine to medium - grained, with some gravel, railroad ties, slag, and concrete (Fill). Gray Silty Sand (SM); loose, saturate fine to medium- grained. Dark Gray to Black Sand (SP); loose, saturated; medium to coarse - grained. Test Pit completed April 3, 1989. Slight seepage noted at approximately 4- 1/2 -foot depth during excavation. Bulk sample obtained at 3 -foot depth. Brown Silty Sand (SM); loose, moist; fine - grained, with some organics. Brown Sand (SP); loose, moist; fine to medium - grained. Test Pit completed April 3, 1989. No groundwater encountered during excavation. Bulk sample obtained at 3 -foot depth. Brown Sandy Silt (ML); soft, moist to wet; with some organics. Brown Silty Sand (SM); loose, moist to wet; fine - grained. Dark Brown Sand (SP); loose, moist to wet; fine to medium - grained, with some silt. Test Pit completed April 3, 1989. No groundwater encountered during excavation. Bulk sample obtained at 5 -foot depth. Test Pits 6 -8 Hillman Properties NW Tukwila Development AMROVED DATE REVISED PATE srt? 4/25/89 RATE 12 GALVALUME STANDING SEEM METAL ROOF SIDE ELEVATION SCALE: 1/8 " =1-0" FRONT ELEVATION RECEIVES SCALE: 1/8 " =1' -0" CITY OF TUKWILA P -1 P -2 I P -3 I P -5 I i FEB 2 4 1999 0 rt_nMff CENTER 5 J __._. pROlfj TLKWILA FAMILY FUN CENTER DgE 2/23/99 ow gy SHANE Sail: 1/8" =1' -0" sisr ENTE�' C R 1 GALVALUME STANDING SEEM METAL ROOF SIDE ELEVATION SCALE: 1/8 " =1-0" FRONT ELEVATION RECEIVES SCALE: 1/8 " =1' -0" CITY OF TUKWILA P -1 P -2 I P -3 I P -5 I i FEB 2 4 1999 0 rt_nMff CENTER GALVALUME STANDING SEEM METAL ROOF SIDE ELEVATION SCALE: 1/8" =1' -O" FRONT ELEVATION P -1 RECEIVE SCALE: 1/8 " =1' -0" CITY OF TUKWILA FEB 2 4 1999 ri r CENTER P -2 P -3 P -5 -4 -c March 11, 1999 Chandler Stever Mulvanny Partnership 11820 Northup Wy, #E -300 Bellevue, WA 98005 Dear Mr. Stever: City of Tukwila Department of Community Development John W Rants, Mayor Steve Lancaster, Director RE: CORRECTION LETTER #1 Development Permit Application Number D99 -0036 Family Fun Center - Pit Shelter 7300 Fun Center Wy This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Building Division. At this time, the Fire Department, Planning Division and Public Works Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3672. Sincerely, n tall/J-1-0k Brenda Holt Permit Coordinator encl xc: File No. D99 -0036 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax. (206) 431-3665 March 3, 1999 REVIEWER: Contact Bob Benedicto at (206) 431-3670 if you have questions regarding the following comments. : Sheet SD-1: Provide a site plan that provides dimensions to locate the pit structure on the site and dimensions that establish the distance between the pit stru cture and the maintenance building. , • '• . • • - • •• : City of Tukwila February 12, 1999 Chandler Stever Mulvanny Architects 11820 Northup Wy, #E -300 Bellevue, WA 98005 Dear Mr. Stever: SUBJECT: LETTER OF INCOMPLETE APPLICATION #1 Development Permit Application Number D99 -0036 Family Fun Center - Pit Shelter 7300 Fun Center Wy This letter is to inform you that your permit application received at the City of Tukwila Permit Center on February 3, 1999, was determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Building Division; Contact Nora Gierloff, Associate Planner, at (206)431 -3670, if you have any questions regarding the following: The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation please submit four (4) copies of each document. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3671. Sincerely, Brenda Holt Permit Technician end File: D99 -0036 John W. Rants, Mayor Department of Community Development Steve Lancaster, Director 1. Provide exterior elevations, materials and color schedule similar to what was provided for the maintenance building 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 ACTIVITY NUMBER: D99 -0036 DATE: 4 -1 -99 PROJECT NAME: FAMILY FUN CENTER — PIT SHELTER Original Plan Submittal XX Response to. Correction Letter .# 1 Response to Incomplete Letter Revision # After Permit Is Issued DEPARTMENTS: Bu din Divi v� Works Complete ag \PR•ROUTE.DOC 6/98 RAO- ioatil lopr.� PLAN REVIEW /ROUTING SLIP Fire Prevention 11 1& Structural DETERMINATION OF COMPLETENESS: (Tues, Thurs) Incomplete z Planning Division 111 - Z6 - Permit Coordinator DUE DATE: 4 -6 -99 TUES /THURS ROUTING: Please Route No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) Not Applicable ❑ Comments: REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 5 -4 -99 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION. DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: DEPARTMENTS: A B i Div J ,'`-it,-a TUES /THURS ROUTING: Please Route LD WR.ROUTE.DOC 6/98 Prevention Fire Ito t-o Structural E Pe.irwi+ Cool. CON PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D99 -0036 DATE: 2 -24 -99 PROJECT NAME: FAMILY FUN CENTER — GO —KART PIT SHELTERS Original Plan Submittal Response to Correction Letter # XX Response to Incomplete Letter Revision # After Permit Is Issued DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 9 -25 -99 Complete j Incomplete ❑ Not Applicable ❑ Comments: Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) Planning Division g 116.. 2.-2500 Permit Coordinator No further Review Required REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 3 -25 -99 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments)Z Calnee41 L WI cP 5-11-m REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions Not Approved (attach comments) REVIEWERS INITIALS: DATE: ACTIVITY, NUMBER: D99 -0036 PROJECT NAME: Original Plan Submittal FAMILY FUN CENTER —PIT SHELTER DATE: 2 -3 -99 Response to Incomplete Letter Response'to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division e Public Works \PR.ROUTE.DOC 6/98 P# ,r,,,n;+ Coord. Copq LAN REVIEW /ROUTING LIP Fire Prevention Structural x Planning Division lg Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 2 -9 -99 Complete ❑ Incomplete RI Not Applicable El Comments: U v ► tintriVie, btv kvigi4cI TUES /THURS ROUTING: Please Route ❑ No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) E REVIEWERS INITIALS. DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 3 - - 99 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ REVIEWERS INITIALS. DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS. DATE: Date: 4-1-99 O Response to Incomplete Letter Response to Correction Letter ❑ Revision after Permit Issued Sheet Number(s) S 1 ❑ Entered in Sierra on CITY OF TUKWILA Department of Community Development Permit Center 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: Dom- 0034, Project Name: fLJNALy T � ' 5fr14e& Project Address: 7300 W y Contact Person: 01W sitovek/ Phone Number: 4i5 - $22- - c;44z{ Summary of Revision: S E-i= N F-�.� SP-1 S rrl- Q"� A f• 41 PIT ' rnucoga. ITI RF�c uet -r ? 0iwtr i L- Curl - n p r - , RECEIVED CITY OF TUKWILA "Cloud" or hJghlieht all areas of revisions and date revisions. APR 0 1 1999 Submitted to City of Tukwila Permit Center PERMIT CENTER 3/4/99 ! March 3, 1999 OJECT NAME Family Fun Center, Pit structure AN CHECK NO: D99-0036 LAN REVIEWER: Contact Bob Benedicto at (206) 431-3670 if you have questions regarding the following comments. TUKWILA BUILDING DIVISION PLAN REVIEW COMMENTS • Department of Community Development Steve Lancaster, Director •.. March 11, 1999 Chandler Stever Mulvanny Partnership 11820 Northup Wy, #E-300 Bellevue, WA 98005 Dear Mr. Stever: • • .•,' , ••••,„„•,, •"•„ RE: CORRECTION LETTER #1 Development Permit Application Number D99-0036 Family Fun Center - Pit Shelter 7300 Fun Center Wy This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Building Division. At this time, the Fire ' Department, Planning Division and Public Works Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other docuonentation, please submit four (4) copies of each document. John W. Rants, Mayor In order to better expedite your resubmittal, a 'revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accented through the mail or by a messenger service. If you have any questions, please contact me at (206)431-3672. Sincerely, Brenda Holt Permit Coordinator encl xc: File No. D99-0036 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fa v (206) 4313665 DATE: Z -ZC+- 71 CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL PLAN CHECK/PERMIT NUMBER: D ? QO3(D . PROJECT NAME: E c &_•C car\ E PROJECT ADDRESS: 7300 l'u\'Th CENT �� �-✓►A ' CONTACT PERSON: S\--WN(1( Hut S1-4 PHONE: 1 1ZS - 2 - ' -kov REVISION SUMMARY: Gcc[.02EO a c'F= &W AR. T 'P\T S�IC�( IA-v\ C ("3 cv,pa SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: C1CAR(A la 1 Ci2L -o F RECEIVED CITY OF TUKWILA FEB 2 4 1999 PPRMIT CENTER , 3/19/96 i3 3 , , • • • „ • . • . , , FROM SD,DEACON 425;454;•;4E52•: •,• • ' 1 .7'. 99 Al i53/5T..11 :52/NO, 4261572129, P.: • ., .....••• F625432-000 (itt97) , ' REGISTERED AS PROVIDED 8Y LAW AS CONST CONT . GENERAL • - ', * • ' , REGIST. # EX . p . D ATE Please' Remove CCO 1 SDDEACW108NT 06/01/1 999 And Sign EFFECTIVE ;DATE . 0 • • • • • • • Identification S.D DEACON :CORP OF WASHINGTON. Card Before PO BOX iTio;.,. _ . .. -.., .. - . Placina In BELLEVUE. WA ::, 98069 '...• • '• ' .‘ Billfold •;•• F625-052-000(8/97) ..... . ... • ; •: • : • • BUILDING TYPE: JOB NUMBER: DRAWING NOTES llli11iliii i111111ii hiiiiiiiiilll REK 30 X 64I. M 34468 ASTM DESIGNA1' :ON A -500 GRADE B A -570 GRADE 55 A -36 A -446 MATERIALS TUBE STEEL LIGHT GAGE COLD FORMED STRUCTURAL STEEL PLATE ROOF PANELS (STEEL) HIGH. STRENGTH BOLTING ALL HIGH STRENGTH BOLTS ARE A -325 WITH HEAVY HEX NUTS AND ARE TO BE INSTALLED BY THE TURN -OF -THE -NUT" METHOD SPECIFIED IN THE. NIN Ni EDITION OF. THE AISC "SPECIFICATION FOR STRUCTURAL -. JOINTS USING ASTM A325 OR A490 BOLTS" PER SECTION 8 D (1). A -325 BOLTS MAY BE INSTALLED. WITHOUT WASHERS WHEN TIGHTENED BY THE 'TURN -OF- THE -NUT" METHOD. IT IS THE RESPONSIBILITY OF THE ERECTOR TO INSURE PROPER TIGHTNESS. IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO THE MATERIALS SUPPLIED BY POLIGON AND W.H. PORTER, INC. AND IS NOT INTENDED AS THE SEAL OF THE ENGINEER OF RECORD FOR THE ENTIRE PROJECT. PARTS SHOWN MAY BE UPGRADED DUE TO STANDARDIZED FABRICATION. REFER TO THE SHIPPING BILL OF MATERIALS FOR POSSIBLE SUBSTITUTIONS. SHEET CD SHEET 1: SHEET 2: SHEET 3: SHEET 4: SHEET 5: l C A Division of W. H. PORTER, INC. 4240 N. 136th AVE HOLLAND, MI 49924 (616) 399 -1963 Designs and calculations of poligon buildings are protected under copyright laws and pates is anc may not be used in the construction or design of a building that is not supplied Copyright laws protect the style and visual appearance of the structure while patents may protect other parts of the design. DRAWING LIST 384 SHEET WIDTH 36 COVER WIDTH 1 2 I— 1 24 ga. Fy = 50 ksi POLL —RIB METAL ROOF PANEL JOB NAME: COVER DRAWING ANCHOR BOLT LAYOUT AND FOUNDATION DESIGN FRAME ASSEMBLY AND MEMBER SPECIFICATIONS FRAME CONNECTION DETAILS METAL PANE!.. LAYOUT METAL PANEL CONNECTION DETAILS JOB LOCATION: CODE: UBC t54 LIVE /SNOW LOAD: 30 p.s.f. Dqq- OO' o FAMILY FUN CENTERS TUKWILA, WA DESIGN LOADS CITY OF TIlR ILA WIND SPEED: 100 m.p.h, ExposumeRoa APR 0'71999 SEISMIC ZONE: 4 AS hIIIiD 3UILDINC DIMS I LOS ANGELES CITY APPROVED FABRICATOR #1596 CITY OF HOUSTON APPROVED FABRICATOR #470 ENGINEER SEAL RECEIVED CITY OF TUKWILA FED - 8 1999 PERMIT CENTER E Ci! utS 9, ; . by Pougon 'HEE1 CD LOAD COMBRNTON AXIAL (F,,) SHEAR (Ey) SHEAR (Fx) MOMENT (Mx) MOMENT (My) LOAD COMBINATION MIAL (N) SHFM (Fy) SHEAR (N) MOMENT (Mx) MOMENT (My) DEAD + LIVE 8.83 -1.14' 0.26 0 0 DEAD + ICE 11.21 -1.84 -0,04 0 0 DEAD 4 WIND -X -0,23 -LDl -azz 0 0 DEAD + WIND -x -B 49 -LOB 0.04 0 0 DEAD +WIND - +.z O 0 DEAD + WINO -z 2.17 '0,53 -o 2S 0 WASHER PLATE- ANCHOR BOLT (8) PLCS. ANCHOR DETAIL D11-003/4 Mo 20' E 1 FILL WITH NON— SHRINKING GROUT I" x 24" ANCHOR WITH 3" HOOK NOTES: PER MO 12/21/98 60' LOADS TO EDIFICATION (KIPS, Fr. KIPS) REAMONS END COLUMNS DESIGN OF FOUNDATION TO BE PERFORMED BY AN ENGINEER OR ARCHITECT. THIS DRAWING IS NOT INTENDED AS A FOUNDATION DESIGN, R IS SUBMITTED AS A REFERENCE TO MINIMUM SLAB DIMENSIONS MO ANCHOR BOLT LOCATIONS. IF WALLS ARE TO BE SPECIFIED, CONSULT FACTORY FOR REVISED SCAB DIMENSIONS. - EDGE OF CONCRETE (NOT BY W.H. PORTER) 20' ,M Fx LOADS TO FODNDATON (KIPS, Fr. KIPS) RE0G11ONS SIDE COLUMNS Y 12" NOTES: PER D50 12/21/90 DESIGN OF FOUNDATION TO BE PERFORMED BY AN ENGINEER OR ARCHITECT. THIS DRAWING IS NOT INTENDED AS A FOUNDATON DESIGN. R IS SUBMITTED AS A REFERENCE TO MINIMUM STAB DIMENSIONS AND ANCHOR BOLT LOGTONS. IF WALLS ARE TO BE SPECIFIED, CONSULT FACTORY FOR REVISED SLAB DIMENSIONS. z N C' d N N CITY OF TUIWILA APPROVED APR (1 7 1999 ROrtu EILDINCi ONfirer Set RECEIVED CITY OF TUKWILA FED _ 8 1999 PERMIT CENTER r oT p H CD s 0 u 7 W 9 > } K CO N N SHEET 10 9 e 2 2 12 4 6 3 8 1 8 30002988 COLUMN 20' r 30002994 30002993 RIDGE BEAM TAIL PURLIN 30002996 PURLIN TAILS 30002995 TENSION MEMBER TAILS 30002992 COMPRESSION MEMBER 30002991 TENSION MEMBER 30002990 RIDGE BEAM 30002989. TRUSS NO QTY PART NUMBER I DESCRIPTION BOX 9x5x16 GA BOX 9x5%16 GA BOX 9x5x16 GA BOX 9x5x14 GA. TS 6x6x1 /2. BOX 9x5x14 GA BOX 9x5x14 GA TS 12x6x1/4 TS 8x6x1/4 MEMBER SIZE 60' 20' FRAME PLAN FRAME ELEVATION 20' NOTES All high strength bolts are A -325 bolts and are to he installed by the 'Turn Of The Nut" method as specified in the 9th edition of the AISC "Specification For Structural Joints Using ASTM A325 or A490 Bolts ", Section 8 D (1). A -325 bolts may be installed without washers when tightened by the "Turn Of The Nut" method. It is the responsibility of the erector to insure proper tightness. Inspection of high strength bolting, if required to be per chapter 17 of the Uniform Building Code (UBC), Standard Building Code (SBCCI) or the National Building Code (BOCA). Erection of the framing members will require the main columns to be plumb, square and tightened before installing the purlins. Purlins, iif required, Must be parallel to the eave beams and tension members, Unless the building has a factory applied powdercoat paint or galvanizing, the frame will be prime painted and will be required to be finish painted in the field with all the paint, materials and labor not by W.H. Porter, Inc. CITY OF TUKWIIA ,APPROVED APR 0 7 1999 AS NOTED — 117it UIf Y3 DIVISION CITp FEB - 8 1999 ,ERMII' CENTER [axe,ge® BYY1� , C) n_ 0 H a Co O U 3 U SHEET 2 TRUSS EAVE BEAM - RIDGE BEAM Ng -co vo 2 0 TRUSSES O CONNECTOR TUBE 2 O EAVE BEAM 0 COLUMN. 3/4" x 2" BOLT // (4) PLCS TRUSS Q RIDGE BEAM © O CONNECTOR TUBE CONECTOR TUBE 3/4" x 2" BOLT j (4) PLCS / - COLUMN 3/4" x 2 1/2" BOLT (2) PLCS - CONECTOR TUBE COVER PLATE ASSEMBLY 3/4" NUT (4) PLCS 0 COLUMN Q BASE 2 22 TRUSS © COLUMN 2 NUT WITH WASHER „---WASHER PLATE 4 ' a a y - FILL WITH NON- SHRINKING GROUT 0 -- - ANCHOR BOLT w F- F 0 0 a SHEET 3 CITY OF TUKWILA MPROVED APR 0 7 1999 AS NOTED - evu.oitic orn`s� RECEIVED CITY OF TUKWIIA FEB - 8 1999 PERMIT CENTER vgiter FASTENER SCHEDULE - ----?° . C 1 n T FASTENER SCHEDULE ® TRUSSES and RIDGES FASTENER SCHEDULE ® EAVE REAM ALL ROOFING SCREWS ARE b12/14x1 SELF- TAPPING TEK /� GASKET HEAD SCREWS. a ROOF PANEL LAYOUT / 4 " =1' - 0 ° RIDGE BEAM- - -. METAL ROOF PANEL PURLIN FRAME BELOW / PANEL NO. 211 -632 -4 PURLIN DEPENDS ON TOP ALIGNMENT OF PANELS ROOF SECTION A —A 1/4' 1 —0" EAVE BEAM —/ 5; -- PANELS OVERLAP CITY OF TUKWIIA APPROVED APR 0'71999 AS Ni) MW RECEIVED CITY OF TUKWILA FEB - 191999 'RMIT CENTER F- DO 2 xl ce O M J LU a a SHEET OVERLAPPING PANEL - -1 12" • 24" i I . ROOF P EL #12/14 - 1" TEK /2 SCREWS OUTSIDE OF RIB 12" O.C. TRUSS FIELD CUT CORNER COVER TO ANGLE AT RIDGE PEAK TRIM "3" CHANNEL STRAIGHT ba q - oo?e 5 \ SECTION @ RAKE WITH / OVERLAP CHANNEL RAKE "J" CHANNEL \t VE»J \ "NEST" ONE "J" CHANNEL INTO OTHER POP RIVET g DETAIL - RAKE TO EAVE / "J" CHANNEL TRIM 'J" CHANNEL TRIM (COLOR OUTSIDE) - RAKE "J" CHANNEL DETAIL - RAKE @ RIDGE "J" CHANNEL TRIM #12/14 -1" TEK /2 SCREWS C 12" O.C. - EAVE "J" CHANNEL #12/14 BOTH SCREWS OTH SIDES OF EACH RIB AND HALF WAY BETWEEN EACH RIB #12/14 -1" TEK /2 SCREWS - AT TOP OF RIBS/ "J" CHANNEL TRIM (COLOR OUTSIDE) ROOF PANEL #12/14 - 1" TEK /2 SCREWS OUTSIDE OF RIB 12" O.C. ROOF PANEL- TRUSS RIDGE CAP SCREW TO RIBS RIDGE BEAM 4 l #12/14 - 1" TEK /2 SCREWS - BOTH SIDES OF EACH RIB PURLIN EAVE BEAM -- SECTION @ EAVE 4 SCREW 12" 0.0.1 End "J" CHANNEL TRIM (COLOR OUTSIDE) SECTION @ RAKE PANEL END CAP (COLOR INSIDE) RIVET TO RIBS 3 \ SECTION @ RIDGE (4j SECTION @ PURLIN #12/14 - 1" TEK /2 SCREWS BOTH SIDES OF EACH RIB ROOF PANEL CITY OF TUKWIIA APPROVED APR B 7 1999 AS AWED `rOUILDiNG DIv!O!ON RECEIVED CITY OF TIKWILA FEB -- Q 1999 PERMIT CENTER v OC Zinn., TOTAL ALLOWABLE AREA 54p00 SF 32 SF 0,000 SF ACTUAL WILDING AREA 32)66 SF 3,600 SF 3040 SF WILDING AREAS: 04S)50MENT WILDING MAINTENANCE WILDING FIT SHELTER TOTAL FIRST FLOOR LEVEL 23202 50 5000 SF 3040 SF SECOND FLOOR LEVEL 8,964 SF TOTAL WILDING AREA 32,166 SF 5000 SF I i 5040 5P 39,232 SF OCCUPANT LOADS AND EXITING RELIIIIREMENTS (LEO TABLE 10-A, SEC. 1003.2) L NI NET FLOOR OCCUPANT OCCUPANTS NUMBER OCCUPANTS REQUIRED PROVIDED REQUIRED PROVIDED FLU AREA LOAD PER OR OF EXITS PER EXIT EXIT WIDTH EXIT WIDTH STAIR WIDTH STAIR WIDTH (PER FLOOR FACTOR . (002) (005) AMUSEMENT . WILDING 2ND 19R OFFICE 1,642 5F I:ICT 16.4 ASSEMBLY 3,464 5F 1:15 230.4 GAMING 1517 5F I:II 1.9 STORAEE£ 5215F 1:300 1.1 TOTAL 2ND FLOOR 386.9 2 1435 58" 611" AMSEMENT WILDING 15T FLR OFFICE 5215F 1:100 5.21 RESTAURANT 3720 NIS 249 GAMING 14,3415F 1,11 3043 STORAGE 295 5F 1:30:7 KITCHEN 2680 SF 6200 13.4 TOTAL 15T FLOOR 1510.1 2 314° 460" TOTAL FOR WILDING 1951/2 x O2 = Mmi. OF 146 LIN. OF EX T AT MAR ENTRANCE 216 LIN. INCHHES ARE PROVIDED AT SOUTHEAST ENTR' MAINTENANCE _ WILDING 3600 SF MOO 36 I 3b 1.2" 108" ® is �� PIT STRUCTURE 3p40 SF 1:200 0.2 I 152 2 OPEN llllllllllllll m ifoil- as ■�I� i :�./I� 614=4.6616 m a.614=4.6616 W �r monsfo ;'.SY1.34th St'f ACOUS. ACOUSTICAL ADJ ADJUSTABLE, ADJACENT ALUM ALU4R&M ANOD. ANODIZED APPROX. APPROXIMATE ED. BOARD BLDG. WILDING ELK BLOCK ELK'.. BLOCKING BM. BEAM ECM BOTTOM STK BETKEEN CB CATCH 13.IN G.I. CAST IRON C.I.P. CAST IN PLACE CL CENTER LINE, CLEAR, CL6. CEILING CMAU CONCRETE MASONRY UNIT UJM1 COL. CON GONG. CONCRETE CONT. CONTINUOUS CONSTR CONSTRUCTION CONTR CONTRACTOR G.T. CERAMIC TILE DB- DOUBLE DTL DETAIL D.F. DRINKING FOUNTAIN D5. DOWNSSPOUT DRAG. DRAWING EA EACH E.F.S. EXTERIOR FINISH SY5T34 E.IFS. EXTERIOR INSULATION d FINISH SYSTEM E .G., ELEVATION, ELEVATOR ELECTRICAL E74GL. ENCLOSURE EQ. EQUAL VICINITY MAP EXH. EXHAUST EXIST. EXISTING EXP. EXPANSION EXT. EXTERIOR FD. FLOOR DRAIN FDIC FOUNDATION FF FACTORY FINISH EW FHS FLATHEAD SCR FL. FLOOR F.I.O. FURNISHED d INSTALLED BY OWNER FRPP. FIBER REINFORCED PLASTIC PATEL.) Fie FOOTING 6A. GAUGE 6ALV. GALVANIZED 6.1. GALVANIZED IRON 6LP 6YP51N LA ASTE TH d PLR 6N)0 GYPSUM WALIBO.ARD, GYPSUM BOARD HB. HOSE BIG H.G. HANDICAPPED HM. HOLLOW METAL HORIZ. HORIZONTAL HT. HEIGHT HT . HEATER 11151.L. INSULATION JTJJTS. JOINT,JOINTS L LONG, LENST4 LAM. LAMINATE, LAMINATED LP. LINEAR FOOT, LINEAL FOOT L.. LT.W7 MAS. MAX MBE. MEO4. MEZZ. LIQUID LIGHT WEIGHT MASONRY UM MAXIM METAL WILDING SUPPLIER MECHANICAL MEZZANINE SITE Sw r (th(t LEGAL DESCRIPTION ADJ(5T37 PARCELS I, I, 2 AND 3 OF CITY OF TUT., BOUNDARY LINE ADJJSTMSM NO. L90 -0020, AS RECORDED UNDER RECORDING NO. 9806309017, RECORDS OF KING COUNTY, WASHINGTON ABBREVIATIONS FAMILY FUN CENTERS NEW PIT SHELTER BUILDING GENERAL NOTES FIELD VERIFICATION AND COORDINATION: I. SURVEY DIMENSIONS: DR7Q510N5 OF SITE CONDITIONS ARE FROM SURVEY BY OTHERS. TE ARCHITECT BEARS NO RESPONSIBILTY FOR ACCLRM1GY OF SAME 2 EXIST. UTILITY LOCATIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF NE SIZE AND LOCATION OF ALL .X1511. UNDER6ROLND AND ABOVE GROUND D UTILITIES. EXISTING URES SHOWN HAVE BEEN OBTAIN® FROM AVAILABLE RECORDS AND ARE 9FDWN FOR CONVEI1ENCE O.Y. THE CONTRACTOR SHALT- BE R 5181'6 FOR ANY ADDITIONAL UTILITY LOCATIONS NOT 5HONW. CARE SHOULD BE TAKEN TO AVOID DAMAG00.100 NG MUTES E OR DISTURBANCE TO EXISTIUTMUTES THE CONTRACTOR SHALL ME RGfPON51BLE FOR REPAIR. ANY DAMAGE TO THE UTTLIN. TITHE 3. E CONTRACTOR SHALL CONSULT T DRAWINGS OF ALL TRADES FOR OPENINGS THIRD.. SLABS, NAILS CEILINGS, AND ROOFS FOR DUCTS, PIPES, CONDUIT, CABINETS, AND EOMIPNE3NT AND SHALL VERIFY TE 512.5 AND LOCATIONS WITH SUBCONTRACTORS. DIMEN510N5: I. DO Nor SCALE THE DRAWING TO OBTAIN DIMENSIONS. WRITTEN DIMENSIONS 60VERI1 USE ACTUAL FIELD MEASUREMENTS. NOTIFY THE ARCHITECT IF ANY DISCR6'ANGES ARE FOUND. DIMESIONS ARE TO - CENTERLINE OF COLL.. OR GRID E - CENTERLI OF OPENING - CENTERLNE OF PARTITIONS - FACE of CONCRETE OR MASONRY (NOMINAL) - FACE OF SHEATHING AT EXTERIOR STUD WALLS - FACE OF FINISH AT EXISTING FINS,. ALL DOORS NOT LOCATED BY D111 51015 ON PLANS OR METALS SHALL BE 6' FROM THE FACE OF INTERSECTING WALL TO ED. O' DOOR OPE NG. 4. ALL DIMENSIONS NOTED " CLEAR° SHALL BE MAINTAINED AND SHALL ALLOW FOR THICKNESS OF ALL FINSIHES INCLUDING CARPErME, TILE, AND TRIM. 5. ALL HEIGHTS ARE DIMENSIO TTHE LW ED FROM E TOP OF T SLAB .MS NOTED OTHERWISE b. ROLG44 IN 0(0000)010: VERIFY ALL 501.641-IN 0(00061 FOR EQUIPMENT 97RNIWED AND /OR IN55AUm BY THE CONTRACTOR, SUBCONTRACTORS, 050500 OR 071025. GENERAL RERUIREhiENT I. VERTCAL 010555NLr5: PLACE NO MAINS, PIPING, CONDUIT OR O35TIaUCTION5 OF ANY KM 50 AS TO IMPAIR 6MBN CEILING HEIGHTS AND CLEARANCES. GOVERNING AUTHORITY REGUIREMENT5: I. POST 51611 ABOVE MAIN DOORS .°TRY DOORS WITH I" 111. LETTERING STATING "7415 DOOR TO REMAIN W50 UNLOCKED CUR. ES5 HOURS.° DEFERRED SUBMITTALS: 1. 516NAGE DRAWINGS UNDER 0054 ATE SUBMITTAL AND PERMI1T. MI ME L. TAL RECD. REWIRED MFG. MAWFACTRINS RD. ROIUSH OPENING MFR CE® MANUFACTURER S. SGEDULE M.H. MANHOLE S.C. SOLID CORE MIN UM MINIM SET. SHEET MISC. MISCELLANEOUS 051 5114. 50411. MO. MASONRY OPENING 510. SUPPLIED d INSTALLED BY 014. MR MOISTURE RESISTANT 5.0.1.C. SUPPLIED BY OWNER MILL. MULLION INSTALLED BY CONTRACTOR MID. MOUNTED SPEED. SPECIFIED MI6. MOUNTING 50. SQUARE N.I.C. NOT IN CONTRACT 55. SERVICE SINK, SANITARY SENER NOM. NOMINAL 557 STAINLESS STEEL N.T.S. NOT TO SCALE STD. STANDARD OA OVERALL 511_ STEEL 0.C. ON C.TER STRICT. STRUCTURE, STRUCTURAL 034. OVERHEAD S)5P. SUSPENDED OP'6. OPENING SYS. SYSTEM OPP. OPPOSITE T TREAD, TOP FIN. PARTITION 7415 TOP d 8017014 PERP. PERPENDICULAR TEL. TELEPHONE PL. PLATE, 1001(5 TEMPERED tt LINE TEMP. PLAS3AM. PLASTIC LAMINATE Td6 TONGUE 6 d GROOVE PLYWD. P1001000 116. TEMEBZED 6LA5S PLB6. PLUMEIN6 TYP. TYPICAL PNL. PANEL, PANELING UTIL. UTILITY PR PAIR IBC. UNIFORM WILDING CODE PROD. PROJECT VC., VINYL COMPO3ITON TILE PRV PRESSURE REDUCING VERT. VERTICAL VALVE W/ NTH FT. POINT 51/0 WITHOUT' O.T. OUARRY TILE WO. WOOD oTR. GARTER VOW. WINDOW R RADIUS WP. WATERPROOF KR RD. ROOF DRAIN R WATER RESISTANT RI. RAIN LEADER WIT. WEIGHT RECD. RECEIVED VON. WELDED 11. MESH RSF REF. S16434ATOR KELP. WELDED H. FABRIC REINF. REINED.. YD. YARD DRAIN CIF NORTH ARROW c - SHEET WERE DRAWN BUILDING SECTION .TAIL IoENrlFlurlON ' - SHEET WERE DRAWN 7300 FUN CENTER WAY TUKWILA, WASHINGTON PROJECT DIRECTORY DEVELOPER: FAMILY F CENTERS 29111 Sit TOWN LIR_ LOOP I9. W11�NJILLE OR 41010 CONTACT JOHN ie. P5 E03) 662-1142 FAX (505) 6824694 TENANT: FAMILY FUN a NTERS 24111 SW. TOWN GTR LOOP It 4IJ� WILSO OR 4!010 CONTACT JOHN HAEW P. (503). 6824142 FAX. (563) 682 1611 ARCHITECT: MILVASOSYPARTNERSHIP ARCHITECTS PIS. 11.620 tDRTHUP WAY, rc -300 5J. EVIIE TVA' 4.0055 CONTACT CHAMAHZSTEV - F TELL (425) 822 -0444 FAX (425) 822 STRUCTURAL ENGINEER CIVIL ENGINEER ANC SURVEYOR LANDSCAPE. ARCHITECT WETLAND CONSULTANT .511E RS NOR/WE. 6869 H400DIAWN AVE. E SEATTLE WA.. 16 CONTACT: DAN LAKE ,, T (206) 52 -1560 FAX 48 (206) 525-66 BARSHAUSEQEN6.10. 1825 -121.0 AVERIE SCUTH KENT, WA 98032 CONTACT DAN 13.MEL I I TEL: (425)251 -6222 FAX (425)251 -6162 EN GEOTECHNICAL 6E9- 5I1EER5 ENGINEERS 84)0 - 5474 A040 NE F D.. WA 98052 KURT RT ANDES. CONTACT- MARY RUTHE RFORD TEL, (429) 064.000 FAX: (4) 861 -6050 WE B4AN DEB6N GROUP 829 EAST SEATTLE, . 4802 CONTACT MARK WEISfAN TEL: (206) 322-4132 FAX (206) 522 -1744 F_ =NOES 95 WETLAND R 05 - 19TH AV134E SE, 5TE. ICS E/ERETT, WA 98208 CONTACT: BILL RALTON TIE: (425) 331-3114 FAX (4251 MECHANICAL/ DESIEN / BUILD ELECTRICAL/ AL/ FUMING ENGINEER 5TRUCTI IRE P0JSON PARK 44014100500 MANUFACTURER 4240 N 66114 AVE. HOLLAND, MO 44424 COACT TEA.: (616) 344 -1963 LEGEND OF SYMBOLS IMENS ION INCANDESCENT DOOR MARK LI GHT GHT FIXTURES L OR uASUnr DDOIt CODE 4,51111 BOARD , REFER 14 WINDO MARK TE To sCD c ,, NE 6 0 1 w .0 wort. srRUCrLnE, Wv.L 6E, DE EFio..00 2 SCREEN /LOUVER GRADE ELEVATION RECE.sm I= Plum s LATH SKEET WERE DRAWN MARK FLUORESCENT ' TE.w OR TWIST 4540E )45 26 ce Bala � - n3 T4lOSlNC CMDE ROOM MARK '. 0 LIGHT FIXTURES ® PLTwoo WALL SECTION ~'P0°N Nam ups PARE M RIGID INSULATION ® BATT INSULATION COLUMN GRID - . DETAIL IDENTIFICATION 107E l�j( -ROOM 02460 �4 j REVISION FENCE ® SPEAKER - - - - - Q5D SNd(E DETECrpa ------- FINISHED FINISHED ® E5IT 4141 CONTOURS ELEVATION - ELEV. IDENTIFICATION ° . L ET W1EAE DaAxN '`o' WORK, CONTROL EXISTING Isr f1 OR DATUM POINT CONTOURS El SUPPLY DIFFUSED SPRINKLER MAIN PROPERTY LINE =REZGI5m r al SPRINKLER HEAD 6W.V. HEAD WO® NORM MOD BLOCKING FINIS. WOOD ACOUSTICAL TILE STEEL ALWINIY INDEX OF DWGS 15 COVER SHEET SD 0VLRAL 517E FLAN A PIT SHELTER FLOOR FLAN FIT ° .TER ROOF RAN STRUCTURAL DRAWINGS 5-0 FOUDATION RAN; DETAILS 4 66 E66 NOT 14AN)FAGTURER DRAWINGS OD EWER SHEET ANCHOR BOLT PLAN 2- ROOF M.. 004110 1- ROOF PANG- LAYOUT 5 ROOF DETAILS NOTE: ELECTRICAL UNDER SEPARATE PERMIT (DESIGN WILD) CITY OF TUKWILA APPROVED APR U 7 199 AS NU E1._. EUILDINC1 DINTS =IQ omiosions of .s pla coos not authorize the violation of adopted code or Dr1915 4S. 144Ce6t of contracto c11 o1 approved SEPARATE PERMIT REQUIRED FOR: El MECHANICAL CeELECTRICAL ❑ PLUMBING ❑ GAS PIPING CITY OF TUKWILA BUILDING DIVISION REVISIONS NO CHANGES SHALL BE MADE TO THE SCOPE OF WORK WITHOUT PRIOR APPROVAL OF TUKWILA BUILDING DIVISION. MATE REVISIONS WILL REQUIRE A NEW PLANQUENNTTAL CODE AND BLDG. IN FORM ATI O PROJECT NAME: FAMILY FIN CENTER PROJECT LOCATION: 15031 GRADY WA-7 SOUTH TUKWILA, WASHINGTON DESIGN REVIEW: L91 -0064 CONDITIONAL USE PERMIT- AMEEMTa1T PARK : 1,41 -0.68 WR ENVIROENTAL REVIEW: EIG -0024 SHORELINE SUBSTANTIAL DEVE OPMENT PERMIT: 1,41 -0048 SEPA DETERMINATION: DETERMINATION OF NON-5 .E IGNIFICANCE ISSD APRIL 6, 1998. SPECIAL FERM.ION 51. L411-0064 4 70NINS CODE DATA: TAX PARCEL WM.. 242304-4063 ZONING 517E AREA MAX ,L01640 0 WILD616 FOOTPRINT • X. WILDING HEIGHT MAX NEW BUILDING AREA MIN PARKINS - L11 -0071 SPECIAL PERMISSION PARKS DETERMINATION BICYCLE PARKING LL A OWABLEAREQUIRED COM1MERC1ALAJGHT INDUSTRIAL NA. NA 4 STORIES OR 45 FT NA 505 STALLS (MAX % YAM1 50T'ACT) 1:50 STALLS, MIN 2 PROVIDED U COMMERCIAU6HT 1NV.61RAL 0000 ACRES 23202 5F 45 FT AT MIDPOINT OF PITCHED ROOF NA 303 STALLS lb STALLS BUILDING CODE DATA: APPLICABLE WILDING AND ZONING COPPS: I. OTY 6 TUKWILA ZONING CODE PRIMED NO.V. 1997 2. UNIFORM BUILDING CODE AND ASS,LIATED I0/ NB M1 CODES C, 1997 EDITION) 5. NATIONAL ELECTRICAL CODE (NEC, 996 EDRI , (U 4. WA5H NE NGTON STATE ENERGY CODE (W5EC, 144EEDTTION) 5. WASHINGTON STATE REGULAR°. FOR BARRIER -FREE FACILITIES (WIT EDITION WAC 51-40) SEISMIC Z.O. : 3 PE: OCCUPANCY TY 'IlUSE MAINTENNANCE WI�IN6 1A21 53.' PIT SN3.TBR CONSTRUCTION TYPE: TYPE II .1E-HOUR, FULLY SPRNKLERED TYPENTENANCE BUILDING ' FIT s ELTER V. FIRE RESISTIVE REQIIREM ENTS: IT'Bd5 IN OUTLINE ARE INCLUSIVE IN THIS PERMIT ONLY TIME TYPE II -0NE HOUR V -N TYPE V -N AMUSEMENT WILDING. MAINTENANCE W HB BUILDING PIT S.7ER I. BEARING 1.15 - EXTERIOR HOUR N 2. BEARING WALLS-INT RIOR HOUR N N 3. NONBEARING WALLSEXTERIoR HOUR N N 4. STRUCTURAL FRAME HOUR N N 5. PARTITION (TO ANENT R N 6. SHAFT ENCLOSURES 1.45 R I HOUR I HOUR T. FLOORS ARP FLOOR- CEILIN65 HOUR FS N N S. ROO AND ROOPGEILIN55 HOUR N N 4. (EXTERIOR DOORS AND WINDOWS NEC 5EC. 605321 NBC SEC. 6065) ( 5E0. 6063) 10. STAIRWAY CONSTRUCTION NBC SEC. 605.41 (IBC SEC. 606.4) MEC SEC. 606.4) AREAS OF EVACUATION ASSISTANCE: REQU BY E WASHINGTON SATE REGULATIONS FOR BARRIER -FREE FACILITIES (WAG 51-40 SEC. 1104.1) MEN QUICK RESPONSE SPRINKLER HEADS ARE WED. TE STAIRWAY WIDTH NEEDS NOT BE 48 INCHES BETWEEN HANDRAILS. WILDING HEIGHT: 2 STORIES FOR AMSEMENT WILDING 2 STORES ALLOWED FOR TYPE U ONE -HOUR CONSTRUCTION 2 STORIES FOR MAINTENANCE a ILDIN6 2 STORIES FOR TYPE V. CONSTRUCTION AREA PER MUD!. (LBO %. 504-505, TABLE 5.5): 2 STORIES FOR PIT ENTER 2 STORIES FOR TYPE V -N CONSTRUCTION PARKINS STATIST CIS: SERFAGE PARKING COMPACT 1S 25'. ACCE55143. / VAN AGCE5518LE TOTAL 308 pqqoo3co z m TS -1 S5 CC 0 QZ 111 ix J W Z W F- _ F" Z 3�3 W 0 Z 5 5 ) 2 T\ ECEIV CITY R OF FEB -S PERMIT CEN AMUSEMENT WILDING M MAINTENANCE WILDING P PIT SHELTER BASK ALLOWABLE FLOOR AREA NEC TABLE 5-5) 1 10500 SF 8 8pCO SF 3 3 ... 5E, 100% INCREASE FOR SEPARATION ON FOR SIDES. ADD: NBC SEC. 505.1) 1 15,500 SF SUBTOTAL 2 27000 SF 8000 SF TER. SIDES. ADD: (BBC 5E0. 505.15) 1 16000 SF . 1111 O WILDING AREAS: 04S)50MENT WILDING MAINTENANCE WILDING FIT SHELTER TOTAL FIRST FLOOR LEVEL 23202 50 5000 SF 3040 SF SECOND FLOOR LEVEL 8,964 SF TOTAL WILDING AREA 32,166 SF 5000 SF I i 5040 5P 39,232 SF OCCUPANT LOADS AND EXITING RELIIIIREMENTS (LEO TABLE 10-A, SEC. 1003.2) L NI NET FLOOR OCCUPANT OCCUPANTS NUMBER OCCUPANTS REQUIRED PROVIDED REQUIRED PROVIDED FLU AREA LOAD PER OR OF EXITS PER EXIT EXIT WIDTH EXIT WIDTH STAIR WIDTH STAIR WIDTH (PER FLOOR FACTOR . (002) (005) AMUSEMENT . WILDING 2ND 19R OFFICE 1,642 5F I:ICT 16.4 ASSEMBLY 3,464 5F 1:15 230.4 GAMING 1517 5F I:II 1.9 STORAEE£ 5215F 1:300 1.1 TOTAL 2ND FLOOR 386.9 2 1435 58" 611" AMSEMENT WILDING 15T FLR OFFICE 5215F 1:100 5.21 RESTAURANT 3720 NIS 249 GAMING 14,3415F 1,11 3043 STORAGE 295 5F 1:30:7 KITCHEN 2680 SF 6200 13.4 TOTAL 15T FLOOR 1510.1 2 314° 460" TOTAL FOR WILDING 1951/2 x O2 = Mmi. OF 146 LIN. OF EX T AT MAR ENTRANCE 216 LIN. INCHHES ARE PROVIDED AT SOUTHEAST ENTR' MAINTENANCE _ WILDING 3600 SF MOO 36 I 3b 1.2" 108" ® is �� PIT STRUCTURE 3p40 SF 1:200 0.2 I 152 2 OPEN llllllllllllll m ifoil- as ■�I� i :�./I� 614=4.6616 m a.614=4.6616 W �r monsfo ;'.SY1.34th St'f ACOUS. ACOUSTICAL ADJ ADJUSTABLE, ADJACENT ALUM ALU4R&M ANOD. ANODIZED APPROX. APPROXIMATE ED. BOARD BLDG. WILDING ELK BLOCK ELK'.. BLOCKING BM. BEAM ECM BOTTOM STK BETKEEN CB CATCH 13.IN G.I. CAST IRON C.I.P. CAST IN PLACE CL CENTER LINE, CLEAR, CL6. CEILING CMAU CONCRETE MASONRY UNIT UJM1 COL. CON GONG. CONCRETE CONT. CONTINUOUS CONSTR CONSTRUCTION CONTR CONTRACTOR G.T. CERAMIC TILE DB- DOUBLE DTL DETAIL D.F. DRINKING FOUNTAIN D5. DOWNSSPOUT DRAG. DRAWING EA EACH E.F.S. EXTERIOR FINISH SY5T34 E.IFS. EXTERIOR INSULATION d FINISH SYSTEM E .G., ELEVATION, ELEVATOR ELECTRICAL E74GL. ENCLOSURE EQ. EQUAL VICINITY MAP EXH. EXHAUST EXIST. EXISTING EXP. EXPANSION EXT. EXTERIOR FD. FLOOR DRAIN FDIC FOUNDATION FF FACTORY FINISH EW FHS FLATHEAD SCR FL. FLOOR F.I.O. FURNISHED d INSTALLED BY OWNER FRPP. FIBER REINFORCED PLASTIC PATEL.) Fie FOOTING 6A. GAUGE 6ALV. GALVANIZED 6.1. GALVANIZED IRON 6LP 6YP51N LA ASTE TH d PLR 6N)0 GYPSUM WALIBO.ARD, GYPSUM BOARD HB. HOSE BIG H.G. HANDICAPPED HM. HOLLOW METAL HORIZ. HORIZONTAL HT. HEIGHT HT . HEATER 11151.L. INSULATION JTJJTS. JOINT,JOINTS L LONG, LENST4 LAM. LAMINATE, LAMINATED LP. LINEAR FOOT, LINEAL FOOT L.. LT.W7 MAS. MAX MBE. MEO4. MEZZ. LIQUID LIGHT WEIGHT MASONRY UM MAXIM METAL WILDING SUPPLIER MECHANICAL MEZZANINE SITE Sw r (th(t LEGAL DESCRIPTION ADJ(5T37 PARCELS I, I, 2 AND 3 OF CITY OF TUT., BOUNDARY LINE ADJJSTMSM NO. L90 -0020, AS RECORDED UNDER RECORDING NO. 9806309017, RECORDS OF KING COUNTY, WASHINGTON ABBREVIATIONS FAMILY FUN CENTERS NEW PIT SHELTER BUILDING GENERAL NOTES FIELD VERIFICATION AND COORDINATION: I. SURVEY DIMENSIONS: DR7Q510N5 OF SITE CONDITIONS ARE FROM SURVEY BY OTHERS. TE ARCHITECT BEARS NO RESPONSIBILTY FOR ACCLRM1GY OF SAME 2 EXIST. UTILITY LOCATIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF NE SIZE AND LOCATION OF ALL .X1511. UNDER6ROLND AND ABOVE GROUND D UTILITIES. EXISTING URES SHOWN HAVE BEEN OBTAIN® FROM AVAILABLE RECORDS AND ARE 9FDWN FOR CONVEI1ENCE O.Y. THE CONTRACTOR SHALT- BE R 5181'6 FOR ANY ADDITIONAL UTILITY LOCATIONS NOT 5HONW. CARE SHOULD BE TAKEN TO AVOID DAMAG00.100 NG MUTES E OR DISTURBANCE TO EXISTIUTMUTES THE CONTRACTOR SHALL ME RGfPON51BLE FOR REPAIR. ANY DAMAGE TO THE UTTLIN. TITHE 3. E CONTRACTOR SHALL CONSULT T DRAWINGS OF ALL TRADES FOR OPENINGS THIRD.. SLABS, NAILS CEILINGS, AND ROOFS FOR DUCTS, PIPES, CONDUIT, CABINETS, AND EOMIPNE3NT AND SHALL VERIFY TE 512.5 AND LOCATIONS WITH SUBCONTRACTORS. DIMEN510N5: I. DO Nor SCALE THE DRAWING TO OBTAIN DIMENSIONS. WRITTEN DIMENSIONS 60VERI1 USE ACTUAL FIELD MEASUREMENTS. NOTIFY THE ARCHITECT IF ANY DISCR6'ANGES ARE FOUND. DIMESIONS ARE TO - CENTERLINE OF COLL.. OR GRID E - CENTERLI OF OPENING - CENTERLNE OF PARTITIONS - FACE of CONCRETE OR MASONRY (NOMINAL) - FACE OF SHEATHING AT EXTERIOR STUD WALLS - FACE OF FINISH AT EXISTING FINS,. ALL DOORS NOT LOCATED BY D111 51015 ON PLANS OR METALS SHALL BE 6' FROM THE FACE OF INTERSECTING WALL TO ED. O' DOOR OPE NG. 4. ALL DIMENSIONS NOTED " CLEAR° SHALL BE MAINTAINED AND SHALL ALLOW FOR THICKNESS OF ALL FINSIHES INCLUDING CARPErME, TILE, AND TRIM. 5. ALL HEIGHTS ARE DIMENSIO TTHE LW ED FROM E TOP OF T SLAB .MS NOTED OTHERWISE b. ROLG44 IN 0(0000)010: VERIFY ALL 501.641-IN 0(00061 FOR EQUIPMENT 97RNIWED AND /OR IN55AUm BY THE CONTRACTOR, SUBCONTRACTORS, 050500 OR 071025. GENERAL RERUIREhiENT I. VERTCAL 010555NLr5: PLACE NO MAINS, PIPING, CONDUIT OR O35TIaUCTION5 OF ANY KM 50 AS TO IMPAIR 6MBN CEILING HEIGHTS AND CLEARANCES. GOVERNING AUTHORITY REGUIREMENT5: I. POST 51611 ABOVE MAIN DOORS .°TRY DOORS WITH I" 111. LETTERING STATING "7415 DOOR TO REMAIN W50 UNLOCKED CUR. ES5 HOURS.° DEFERRED SUBMITTALS: 1. 516NAGE DRAWINGS UNDER 0054 ATE SUBMITTAL AND PERMI1T. MI ME L. TAL RECD. REWIRED MFG. MAWFACTRINS RD. ROIUSH OPENING MFR CE® MANUFACTURER S. SGEDULE M.H. MANHOLE S.C. SOLID CORE MIN UM MINIM SET. SHEET MISC. MISCELLANEOUS 051 5114. 50411. MO. MASONRY OPENING 510. SUPPLIED d INSTALLED BY 014. MR MOISTURE RESISTANT 5.0.1.C. SUPPLIED BY OWNER MILL. MULLION INSTALLED BY CONTRACTOR MID. MOUNTED SPEED. SPECIFIED MI6. MOUNTING 50. SQUARE N.I.C. NOT IN CONTRACT 55. SERVICE SINK, SANITARY SENER NOM. NOMINAL 557 STAINLESS STEEL N.T.S. NOT TO SCALE STD. STANDARD OA OVERALL 511_ STEEL 0.C. ON C.TER STRICT. STRUCTURE, STRUCTURAL 034. OVERHEAD S)5P. SUSPENDED OP'6. OPENING SYS. SYSTEM OPP. OPPOSITE T TREAD, TOP FIN. PARTITION 7415 TOP d 8017014 PERP. PERPENDICULAR TEL. TELEPHONE PL. PLATE, 1001(5 TEMPERED tt LINE TEMP. PLAS3AM. PLASTIC LAMINATE Td6 TONGUE 6 d GROOVE PLYWD. P1001000 116. TEMEBZED 6LA5S PLB6. PLUMEIN6 TYP. TYPICAL PNL. PANEL, PANELING UTIL. UTILITY PR PAIR IBC. UNIFORM WILDING CODE PROD. PROJECT VC., VINYL COMPO3ITON TILE PRV PRESSURE REDUCING VERT. VERTICAL VALVE W/ NTH FT. POINT 51/0 WITHOUT' O.T. OUARRY TILE WO. WOOD oTR. GARTER VOW. WINDOW R RADIUS WP. WATERPROOF KR RD. ROOF DRAIN R WATER RESISTANT RI. RAIN LEADER WIT. WEIGHT RECD. RECEIVED VON. WELDED 11. MESH RSF REF. S16434ATOR KELP. WELDED H. FABRIC REINF. REINED.. YD. YARD DRAIN CIF NORTH ARROW c - SHEET WERE DRAWN BUILDING SECTION .TAIL IoENrlFlurlON ' - SHEET WERE DRAWN 7300 FUN CENTER WAY TUKWILA, WASHINGTON PROJECT DIRECTORY DEVELOPER: FAMILY F CENTERS 29111 Sit TOWN LIR_ LOOP I9. W11�NJILLE OR 41010 CONTACT JOHN ie. P5 E03) 662-1142 FAX (505) 6824694 TENANT: FAMILY FUN a NTERS 24111 SW. TOWN GTR LOOP It 4IJ� WILSO OR 4!010 CONTACT JOHN HAEW P. (503). 6824142 FAX. (563) 682 1611 ARCHITECT: MILVASOSYPARTNERSHIP ARCHITECTS PIS. 11.620 tDRTHUP WAY, rc -300 5J. EVIIE TVA' 4.0055 CONTACT CHAMAHZSTEV - F TELL (425) 822 -0444 FAX (425) 822 STRUCTURAL ENGINEER CIVIL ENGINEER ANC SURVEYOR LANDSCAPE. ARCHITECT WETLAND CONSULTANT .511E RS NOR/WE. 6869 H400DIAWN AVE. E SEATTLE WA.. 16 CONTACT: DAN LAKE ,, T (206) 52 -1560 FAX 48 (206) 525-66 BARSHAUSEQEN6.10. 1825 -121.0 AVERIE SCUTH KENT, WA 98032 CONTACT DAN 13.MEL I I TEL: (425)251 -6222 FAX (425)251 -6162 EN GEOTECHNICAL 6E9- 5I1EER5 ENGINEERS 84)0 - 5474 A040 NE F D.. WA 98052 KURT RT ANDES. CONTACT- MARY RUTHE RFORD TEL, (429) 064.000 FAX: (4) 861 -6050 WE B4AN DEB6N GROUP 829 EAST SEATTLE, . 4802 CONTACT MARK WEISfAN TEL: (206) 322-4132 FAX (206) 522 -1744 F_ =NOES 95 WETLAND R 05 - 19TH AV134E SE, 5TE. ICS E/ERETT, WA 98208 CONTACT: BILL RALTON TIE: (425) 331-3114 FAX (4251 MECHANICAL/ DESIEN / BUILD ELECTRICAL/ AL/ FUMING ENGINEER 5TRUCTI IRE P0JSON PARK 44014100500 MANUFACTURER 4240 N 66114 AVE. HOLLAND, MO 44424 COACT TEA.: (616) 344 -1963 LEGEND OF SYMBOLS IMENS ION INCANDESCENT DOOR MARK LI GHT GHT FIXTURES L OR uASUnr DDOIt CODE 4,51111 BOARD , REFER 14 WINDO MARK TE To sCD c ,, NE 6 0 1 w .0 wort. srRUCrLnE, Wv.L 6E, DE EFio..00 2 SCREEN /LOUVER GRADE ELEVATION RECE.sm I= Plum s LATH SKEET WERE DRAWN MARK FLUORESCENT ' TE.w OR TWIST 4540E )45 26 ce Bala � - n3 T4lOSlNC CMDE ROOM MARK '. 0 LIGHT FIXTURES ® PLTwoo WALL SECTION ~'P0°N Nam ups PARE M RIGID INSULATION ® BATT INSULATION COLUMN GRID - . DETAIL IDENTIFICATION 107E l�j( -ROOM 02460 �4 j REVISION FENCE ® SPEAKER - - - - - Q5D SNd(E DETECrpa ------- FINISHED FINISHED ® E5IT 4141 CONTOURS ELEVATION - ELEV. IDENTIFICATION ° . L ET W1EAE DaAxN '`o' WORK, CONTROL EXISTING Isr f1 OR DATUM POINT CONTOURS El SUPPLY DIFFUSED SPRINKLER MAIN PROPERTY LINE =REZGI5m r al SPRINKLER HEAD 6W.V. HEAD WO® NORM MOD BLOCKING FINIS. WOOD ACOUSTICAL TILE STEEL ALWINIY INDEX OF DWGS 15 COVER SHEET SD 0VLRAL 517E FLAN A PIT SHELTER FLOOR FLAN FIT ° .TER ROOF RAN STRUCTURAL DRAWINGS 5-0 FOUDATION RAN; DETAILS 4 66 E66 NOT 14AN)FAGTURER DRAWINGS OD EWER SHEET ANCHOR BOLT PLAN 2- ROOF M.. 004110 1- ROOF PANG- LAYOUT 5 ROOF DETAILS NOTE: ELECTRICAL UNDER SEPARATE PERMIT (DESIGN WILD) CITY OF TUKWILA APPROVED APR U 7 199 AS NU E1._. EUILDINC1 DINTS =IQ omiosions of .s pla coos not authorize the violation of adopted code or Dr1915 4S. 144Ce6t of contracto c11 o1 approved SEPARATE PERMIT REQUIRED FOR: El MECHANICAL CeELECTRICAL ❑ PLUMBING ❑ GAS PIPING CITY OF TUKWILA BUILDING DIVISION REVISIONS NO CHANGES SHALL BE MADE TO THE SCOPE OF WORK WITHOUT PRIOR APPROVAL OF TUKWILA BUILDING DIVISION. MATE REVISIONS WILL REQUIRE A NEW PLANQUENNTTAL CODE AND BLDG. IN FORM ATI O PROJECT NAME: FAMILY FIN CENTER PROJECT LOCATION: 15031 GRADY WA-7 SOUTH TUKWILA, WASHINGTON DESIGN REVIEW: L91 -0064 CONDITIONAL USE PERMIT- AMEEMTa1T PARK : 1,41 -0.68 WR ENVIROENTAL REVIEW: EIG -0024 SHORELINE SUBSTANTIAL DEVE OPMENT PERMIT: 1,41 -0048 SEPA DETERMINATION: DETERMINATION OF NON-5 .E IGNIFICANCE ISSD APRIL 6, 1998. SPECIAL FERM.ION 51. L411-0064 4 70NINS CODE DATA: TAX PARCEL WM.. 242304-4063 ZONING 517E AREA MAX ,L01640 0 WILD616 FOOTPRINT • X. WILDING HEIGHT MAX NEW BUILDING AREA MIN PARKINS - L11 -0071 SPECIAL PERMISSION PARKS DETERMINATION BICYCLE PARKING LL A OWABLEAREQUIRED COM1MERC1ALAJGHT INDUSTRIAL NA. NA 4 STORIES OR 45 FT NA 505 STALLS (MAX % YAM1 50T'ACT) 1:50 STALLS, MIN 2 PROVIDED U COMMERCIAU6HT 1NV.61RAL 0000 ACRES 23202 5F 45 FT AT MIDPOINT OF PITCHED ROOF NA 303 STALLS lb STALLS BUILDING CODE DATA: APPLICABLE WILDING AND ZONING COPPS: I. OTY 6 TUKWILA ZONING CODE PRIMED NO.V. 1997 2. UNIFORM BUILDING CODE AND ASS,LIATED I0/ NB M1 CODES C, 1997 EDITION) 5. NATIONAL ELECTRICAL CODE (NEC, 996 EDRI , (U 4. WA5H NE NGTON STATE ENERGY CODE (W5EC, 144EEDTTION) 5. WASHINGTON STATE REGULAR°. FOR BARRIER -FREE FACILITIES (WIT EDITION WAC 51-40) SEISMIC Z.O. : 3 PE: OCCUPANCY TY 'IlUSE MAINTENNANCE WI�IN6 1A21 53.' PIT SN3.TBR CONSTRUCTION TYPE: TYPE II .1E-HOUR, FULLY SPRNKLERED TYPENTENANCE BUILDING ' FIT s ELTER V. FIRE RESISTIVE REQIIREM ENTS: IT'Bd5 IN OUTLINE ARE INCLUSIVE IN THIS PERMIT ONLY TIME TYPE II -0NE HOUR V -N TYPE V -N AMUSEMENT WILDING. MAINTENANCE W HB BUILDING PIT S.7ER I. BEARING 1.15 - EXTERIOR HOUR N 2. BEARING WALLS-INT RIOR HOUR N N 3. NONBEARING WALLSEXTERIoR HOUR N N 4. STRUCTURAL FRAME HOUR N N 5. PARTITION (TO ANENT R N 6. SHAFT ENCLOSURES 1.45 R I HOUR I HOUR T. FLOORS ARP FLOOR- CEILIN65 HOUR FS N N S. ROO AND ROOPGEILIN55 HOUR N N 4. (EXTERIOR DOORS AND WINDOWS NEC 5EC. 605321 NBC SEC. 6065) ( 5E0. 6063) 10. STAIRWAY CONSTRUCTION NBC SEC. 605.41 (IBC SEC. 606.4) MEC SEC. 606.4) AREAS OF EVACUATION ASSISTANCE: REQU BY E WASHINGTON SATE REGULATIONS FOR BARRIER -FREE FACILITIES (WAG 51-40 SEC. 1104.1) MEN QUICK RESPONSE SPRINKLER HEADS ARE WED. TE STAIRWAY WIDTH NEEDS NOT BE 48 INCHES BETWEEN HANDRAILS. WILDING HEIGHT: 2 STORIES FOR AMSEMENT WILDING 2 STORES ALLOWED FOR TYPE U ONE -HOUR CONSTRUCTION 2 STORIES FOR MAINTENANCE a ILDIN6 2 STORIES FOR TYPE V. CONSTRUCTION AREA PER MUD!. (LBO %. 504-505, TABLE 5.5): 2 STORIES FOR PIT ENTER 2 STORIES FOR TYPE V -N CONSTRUCTION PARKINS STATIST CIS: SERFAGE PARKING COMPACT 1S 25'. ACCE55143. / VAN AGCE5518LE TOTAL 308 pqqoo3co z m TS -1 S5 CC 0 QZ 111 ix J W Z W F- _ F" Z 3�3 W 0 Z 5 5 ) 2 T\ ECEIV CITY R OF FEB -S PERMIT CEN ;'.SY1.34th St'f ACOUS. ACOUSTICAL ADJ ADJUSTABLE, ADJACENT ALUM ALU4R&M ANOD. ANODIZED APPROX. APPROXIMATE ED. BOARD BLDG. WILDING ELK BLOCK ELK'.. BLOCKING BM. BEAM ECM BOTTOM STK BETKEEN CB CATCH 13.IN G.I. CAST IRON C.I.P. CAST IN PLACE CL CENTER LINE, CLEAR, CL6. CEILING CMAU CONCRETE MASONRY UNIT UJM1 COL. CON GONG. CONCRETE CONT. CONTINUOUS CONSTR CONSTRUCTION CONTR CONTRACTOR G.T. CERAMIC TILE DB- DOUBLE DTL DETAIL D.F. DRINKING FOUNTAIN D5. DOWNSSPOUT DRAG. DRAWING EA EACH E.F.S. EXTERIOR FINISH SY5T34 E.IFS. EXTERIOR INSULATION d FINISH SYSTEM E .G., ELEVATION, ELEVATOR ELECTRICAL E74GL. ENCLOSURE EQ. EQUAL VICINITY MAP EXH. EXHAUST EXIST. EXISTING EXP. EXPANSION EXT. EXTERIOR FD. FLOOR DRAIN FDIC FOUNDATION FF FACTORY FINISH EW FHS FLATHEAD SCR FL. FLOOR F.I.O. FURNISHED d INSTALLED BY OWNER FRPP. FIBER REINFORCED PLASTIC PATEL.) Fie FOOTING 6A. GAUGE 6ALV. GALVANIZED 6.1. GALVANIZED IRON 6LP 6YP51N LA ASTE TH d PLR 6N)0 GYPSUM WALIBO.ARD, GYPSUM BOARD HB. HOSE BIG H.G. HANDICAPPED HM. HOLLOW METAL HORIZ. HORIZONTAL HT. HEIGHT HT . HEATER 11151.L. INSULATION JTJJTS. JOINT,JOINTS L LONG, LENST4 LAM. LAMINATE, LAMINATED LP. LINEAR FOOT, LINEAL FOOT L.. LT.W7 MAS. MAX MBE. MEO4. MEZZ. LIQUID LIGHT WEIGHT MASONRY UM MAXIM METAL WILDING SUPPLIER MECHANICAL MEZZANINE SITE Sw r (th(t LEGAL DESCRIPTION ADJ(5T37 PARCELS I, I, 2 AND 3 OF CITY OF TUT., BOUNDARY LINE ADJJSTMSM NO. L90 -0020, AS RECORDED UNDER RECORDING NO. 9806309017, RECORDS OF KING COUNTY, WASHINGTON ABBREVIATIONS FAMILY FUN CENTERS NEW PIT SHELTER BUILDING GENERAL NOTES FIELD VERIFICATION AND COORDINATION: I. SURVEY DIMENSIONS: DR7Q510N5 OF SITE CONDITIONS ARE FROM SURVEY BY OTHERS. TE ARCHITECT BEARS NO RESPONSIBILTY FOR ACCLRM1GY OF SAME 2 EXIST. UTILITY LOCATIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF NE SIZE AND LOCATION OF ALL .X1511. UNDER6ROLND AND ABOVE GROUND D UTILITIES. EXISTING URES SHOWN HAVE BEEN OBTAIN® FROM AVAILABLE RECORDS AND ARE 9FDWN FOR CONVEI1ENCE O.Y. THE CONTRACTOR SHALT- BE R 5181'6 FOR ANY ADDITIONAL UTILITY LOCATIONS NOT 5HONW. CARE SHOULD BE TAKEN TO AVOID DAMAG00.100 NG MUTES E OR DISTURBANCE TO EXISTIUTMUTES THE CONTRACTOR SHALL ME RGfPON51BLE FOR REPAIR. ANY DAMAGE TO THE UTTLIN. TITHE 3. E CONTRACTOR SHALL CONSULT T DRAWINGS OF ALL TRADES FOR OPENINGS THIRD.. SLABS, NAILS CEILINGS, AND ROOFS FOR DUCTS, PIPES, CONDUIT, CABINETS, AND EOMIPNE3NT AND SHALL VERIFY TE 512.5 AND LOCATIONS WITH SUBCONTRACTORS. DIMEN510N5: I. DO Nor SCALE THE DRAWING TO OBTAIN DIMENSIONS. WRITTEN DIMENSIONS 60VERI1 USE ACTUAL FIELD MEASUREMENTS. NOTIFY THE ARCHITECT IF ANY DISCR6'ANGES ARE FOUND. DIMESIONS ARE TO - CENTERLINE OF COLL.. OR GRID E - CENTERLI OF OPENING - CENTERLNE OF PARTITIONS - FACE of CONCRETE OR MASONRY (NOMINAL) - FACE OF SHEATHING AT EXTERIOR STUD WALLS - FACE OF FINISH AT EXISTING FINS,. ALL DOORS NOT LOCATED BY D111 51015 ON PLANS OR METALS SHALL BE 6' FROM THE FACE OF INTERSECTING WALL TO ED. O' DOOR OPE NG. 4. ALL DIMENSIONS NOTED " CLEAR° SHALL BE MAINTAINED AND SHALL ALLOW FOR THICKNESS OF ALL FINSIHES INCLUDING CARPErME, TILE, AND TRIM. 5. ALL HEIGHTS ARE DIMENSIO TTHE LW ED FROM E TOP OF T SLAB .MS NOTED OTHERWISE b. ROLG44 IN 0(0000)010: VERIFY ALL 501.641-IN 0(00061 FOR EQUIPMENT 97RNIWED AND /OR IN55AUm BY THE CONTRACTOR, SUBCONTRACTORS, 050500 OR 071025. GENERAL RERUIREhiENT I. VERTCAL 010555NLr5: PLACE NO MAINS, PIPING, CONDUIT OR O35TIaUCTION5 OF ANY KM 50 AS TO IMPAIR 6MBN CEILING HEIGHTS AND CLEARANCES. GOVERNING AUTHORITY REGUIREMENT5: I. POST 51611 ABOVE MAIN DOORS .°TRY DOORS WITH I" 111. LETTERING STATING "7415 DOOR TO REMAIN W50 UNLOCKED CUR. ES5 HOURS.° DEFERRED SUBMITTALS: 1. 516NAGE DRAWINGS UNDER 0054 ATE SUBMITTAL AND PERMI1T. MI ME L. TAL RECD. REWIRED MFG. MAWFACTRINS RD. ROIUSH OPENING MFR CE® MANUFACTURER S. SGEDULE M.H. MANHOLE S.C. SOLID CORE MIN UM MINIM SET. SHEET MISC. MISCELLANEOUS 051 5114. 50411. MO. MASONRY OPENING 510. SUPPLIED d INSTALLED BY 014. MR MOISTURE RESISTANT 5.0.1.C. SUPPLIED BY OWNER MILL. MULLION INSTALLED BY CONTRACTOR MID. MOUNTED SPEED. SPECIFIED MI6. MOUNTING 50. SQUARE N.I.C. NOT IN CONTRACT 55. SERVICE SINK, SANITARY SENER NOM. NOMINAL 557 STAINLESS STEEL N.T.S. NOT TO SCALE STD. STANDARD OA OVERALL 511_ STEEL 0.C. ON C.TER STRICT. STRUCTURE, STRUCTURAL 034. OVERHEAD S)5P. SUSPENDED OP'6. OPENING SYS. SYSTEM OPP. OPPOSITE T TREAD, TOP FIN. PARTITION 7415 TOP d 8017014 PERP. PERPENDICULAR TEL. TELEPHONE PL. PLATE, 1001(5 TEMPERED tt LINE TEMP. PLAS3AM. PLASTIC LAMINATE Td6 TONGUE 6 d GROOVE PLYWD. P1001000 116. TEMEBZED 6LA5S PLB6. PLUMEIN6 TYP. TYPICAL PNL. PANEL, PANELING UTIL. UTILITY PR PAIR IBC. UNIFORM WILDING CODE PROD. PROJECT VC., VINYL COMPO3ITON TILE PRV PRESSURE REDUCING VERT. VERTICAL VALVE W/ NTH FT. POINT 51/0 WITHOUT' O.T. OUARRY TILE WO. WOOD oTR. GARTER VOW. WINDOW R RADIUS WP. WATERPROOF KR RD. ROOF DRAIN R WATER RESISTANT RI. RAIN LEADER WIT. WEIGHT RECD. RECEIVED VON. WELDED 11. MESH RSF REF. S16434ATOR KELP. WELDED H. FABRIC REINF. REINED.. YD. YARD DRAIN CIF NORTH ARROW c - SHEET WERE DRAWN BUILDING SECTION .TAIL IoENrlFlurlON ' - SHEET WERE DRAWN 7300 FUN CENTER WAY TUKWILA, WASHINGTON PROJECT DIRECTORY DEVELOPER: FAMILY F CENTERS 29111 Sit TOWN LIR_ LOOP I9. W11�NJILLE OR 41010 CONTACT JOHN ie. P5 E03) 662-1142 FAX (505) 6824694 TENANT: FAMILY FUN a NTERS 24111 SW. TOWN GTR LOOP It 4IJ� WILSO OR 4!010 CONTACT JOHN HAEW P. (503). 6824142 FAX. (563) 682 1611 ARCHITECT: MILVASOSYPARTNERSHIP ARCHITECTS PIS. 11.620 tDRTHUP WAY, rc -300 5J. EVIIE TVA' 4.0055 CONTACT CHAMAHZSTEV - F TELL (425) 822 -0444 FAX (425) 822 STRUCTURAL ENGINEER CIVIL ENGINEER ANC SURVEYOR LANDSCAPE. ARCHITECT WETLAND CONSULTANT .511E RS NOR/WE. 6869 H400DIAWN AVE. E SEATTLE WA.. 16 CONTACT: DAN LAKE ,, T (206) 52 -1560 FAX 48 (206) 525-66 BARSHAUSEQEN6.10. 1825 -121.0 AVERIE SCUTH KENT, WA 98032 CONTACT DAN 13.MEL I I TEL: (425)251 -6222 FAX (425)251 -6162 EN GEOTECHNICAL 6E9- 5I1EER5 ENGINEERS 84)0 - 5474 A040 NE F D.. WA 98052 KURT RT ANDES. CONTACT- MARY RUTHE RFORD TEL, (429) 064.000 FAX: (4) 861 -6050 WE B4AN DEB6N GROUP 829 EAST SEATTLE, . 4802 CONTACT MARK WEISfAN TEL: (206) 322-4132 FAX (206) 522 -1744 F_ =NOES 95 WETLAND R 05 - 19TH AV134E SE, 5TE. ICS E/ERETT, WA 98208 CONTACT: BILL RALTON TIE: (425) 331-3114 FAX (4251 MECHANICAL/ DESIEN / BUILD ELECTRICAL/ AL/ FUMING ENGINEER 5TRUCTI IRE P0JSON PARK 44014100500 MANUFACTURER 4240 N 66114 AVE. HOLLAND, MO 44424 COACT TEA.: (616) 344 -1963 LEGEND OF SYMBOLS IMENS ION INCANDESCENT DOOR MARK LI GHT GHT FIXTURES L OR uASUnr DDOIt CODE 4,51111 BOARD , REFER 14 WINDO MARK TE To sCD c ,, NE 6 0 1 w .0 wort. srRUCrLnE, Wv.L 6E, DE EFio..00 2 SCREEN /LOUVER GRADE ELEVATION RECE.sm I= Plum s LATH SKEET WERE DRAWN MARK FLUORESCENT ' TE.w OR TWIST 4540E )45 26 ce Bala � - n3 T4lOSlNC CMDE ROOM MARK '. 0 LIGHT FIXTURES ® PLTwoo WALL SECTION ~'P0°N Nam ups PARE M RIGID INSULATION ® BATT INSULATION COLUMN GRID - . DETAIL IDENTIFICATION 107E l�j( -ROOM 02460 �4 j REVISION FENCE ® SPEAKER - - - - - Q5D SNd(E DETECrpa ------- FINISHED FINISHED ® E5IT 4141 CONTOURS ELEVATION - ELEV. IDENTIFICATION ° . L ET W1EAE DaAxN '`o' WORK, CONTROL EXISTING Isr f1 OR DATUM POINT CONTOURS El SUPPLY DIFFUSED SPRINKLER MAIN PROPERTY LINE =REZGI5m r al SPRINKLER HEAD 6W.V. HEAD WO® NORM MOD BLOCKING FINIS. WOOD ACOUSTICAL TILE STEEL ALWINIY INDEX OF DWGS 15 COVER SHEET SD 0VLRAL 517E FLAN A PIT SHELTER FLOOR FLAN FIT ° .TER ROOF RAN STRUCTURAL DRAWINGS 5-0 FOUDATION RAN; DETAILS 4 66 E66 NOT 14AN)FAGTURER DRAWINGS OD EWER SHEET ANCHOR BOLT PLAN 2- ROOF M.. 004110 1- ROOF PANG- LAYOUT 5 ROOF DETAILS NOTE: ELECTRICAL UNDER SEPARATE PERMIT (DESIGN WILD) CITY OF TUKWILA APPROVED APR U 7 199 AS NU E1._. EUILDINC1 DINTS =IQ omiosions of .s pla coos not authorize the violation of adopted code or Dr1915 4S. 144Ce6t of contracto c11 o1 approved SEPARATE PERMIT REQUIRED FOR: El MECHANICAL CeELECTRICAL ❑ PLUMBING ❑ GAS PIPING CITY OF TUKWILA BUILDING DIVISION REVISIONS NO CHANGES SHALL BE MADE TO THE SCOPE OF WORK WITHOUT PRIOR APPROVAL OF TUKWILA BUILDING DIVISION. MATE REVISIONS WILL REQUIRE A NEW PLANQUENNTTAL CODE AND BLDG. IN FORM ATI O PROJECT NAME: FAMILY FIN CENTER PROJECT LOCATION: 15031 GRADY WA-7 SOUTH TUKWILA, WASHINGTON DESIGN REVIEW: L91 -0064 CONDITIONAL USE PERMIT- AMEEMTa1T PARK : 1,41 -0.68 WR ENVIROENTAL REVIEW: EIG -0024 SHORELINE SUBSTANTIAL DEVE OPMENT PERMIT: 1,41 -0048 SEPA DETERMINATION: DETERMINATION OF NON-5 .E IGNIFICANCE ISSD APRIL 6, 1998. SPECIAL FERM.ION 51. L411-0064 4 70NINS CODE DATA: TAX PARCEL WM.. 242304-4063 ZONING 517E AREA MAX ,L01640 0 WILD616 FOOTPRINT • X. WILDING HEIGHT MAX NEW BUILDING AREA MIN PARKINS - L11 -0071 SPECIAL PERMISSION PARKS DETERMINATION BICYCLE PARKING LL A OWABLEAREQUIRED COM1MERC1ALAJGHT INDUSTRIAL NA. NA 4 STORIES OR 45 FT NA 505 STALLS (MAX % YAM1 50T'ACT) 1:50 STALLS, MIN 2 PROVIDED U COMMERCIAU6HT 1NV.61RAL 0000 ACRES 23202 5F 45 FT AT MIDPOINT OF PITCHED ROOF NA 303 STALLS lb STALLS BUILDING CODE DATA: APPLICABLE WILDING AND ZONING COPPS: I. OTY 6 TUKWILA ZONING CODE PRIMED NO.V. 1997 2. UNIFORM BUILDING CODE AND ASS,LIATED I0/ NB M1 CODES C, 1997 EDITION) 5. NATIONAL ELECTRICAL CODE (NEC, 996 EDRI , (U 4. WA5H NE NGTON STATE ENERGY CODE (W5EC, 144EEDTTION) 5. WASHINGTON STATE REGULAR°. FOR BARRIER -FREE FACILITIES (WIT EDITION WAC 51-40) SEISMIC Z.O. : 3 PE: OCCUPANCY TY 'IlUSE MAINTENNANCE WI�IN6 1A21 53.' PIT SN3.TBR CONSTRUCTION TYPE: TYPE II .1E-HOUR, FULLY SPRNKLERED TYPENTENANCE BUILDING ' FIT s ELTER V. FIRE RESISTIVE REQIIREM ENTS: IT'Bd5 IN OUTLINE ARE INCLUSIVE IN THIS PERMIT ONLY TIME TYPE II -0NE HOUR V -N TYPE V -N AMUSEMENT WILDING. MAINTENANCE W HB BUILDING PIT S.7ER I. BEARING 1.15 - EXTERIOR HOUR N 2. BEARING WALLS-INT RIOR HOUR N N 3. NONBEARING WALLSEXTERIoR HOUR N N 4. STRUCTURAL FRAME HOUR N N 5. PARTITION (TO ANENT R N 6. SHAFT ENCLOSURES 1.45 R I HOUR I HOUR T. FLOORS ARP FLOOR- CEILIN65 HOUR FS N N S. ROO AND ROOPGEILIN55 HOUR N N 4. (EXTERIOR DOORS AND WINDOWS NEC 5EC. 605321 NBC SEC. 6065) ( 5E0. 6063) 10. STAIRWAY CONSTRUCTION NBC SEC. 605.41 (IBC SEC. 606.4) MEC SEC. 606.4) AREAS OF EVACUATION ASSISTANCE: REQU BY E WASHINGTON SATE REGULATIONS FOR BARRIER -FREE FACILITIES (WAG 51-40 SEC. 1104.1) MEN QUICK RESPONSE SPRINKLER HEADS ARE WED. TE STAIRWAY WIDTH NEEDS NOT BE 48 INCHES BETWEEN HANDRAILS. WILDING HEIGHT: 2 STORIES FOR AMSEMENT WILDING 2 STORES ALLOWED FOR TYPE U ONE -HOUR CONSTRUCTION 2 STORIES FOR MAINTENANCE a ILDIN6 2 STORIES FOR TYPE V. CONSTRUCTION AREA PER MUD!. (LBO %. 504-505, TABLE 5.5): 2 STORIES FOR PIT ENTER 2 STORIES FOR TYPE V -N CONSTRUCTION PARKINS STATIST CIS: SERFAGE PARKING COMPACT 1S 25'. ACCE55143. / VAN AGCE5518LE TOTAL 308 pqqoo3co z m TS -1 S5 CC 0 QZ 111 ix J W Z W F- _ F" Z 3�3 W 0 Z 5 5 ) 2 T\ ECEIV CITY R OF FEB -S PERMIT CEN SD-1 FAMILY FUN CENTER M U L V ft f 1 f 1 Y PERT f 1 E R S H I P A R C H I T E C T S PROFESSIONAL SERVICE CORPORATION Jerry Quinn Lee • Mitchell C. Smith • Ronald L Maddox 11820 Northup Way .E300. Bellevue, WA 98005 (925)822 -0449 FAX (925)822 -9129 2 -3 -99 SUBMITTED FOR OWNEWTENANT APPROVAL 3760 REGISTERED HITECT lE Y QUINN LEE STATE OF WASHINGTON 2 B -99 SUBMITTITTED ED FOR BU ILDING PERMIT SUBM FOR B OWNER/TENANT/BID CORRECTIONS A NEW PIT SHELTER 7300 FUN CENTER WAY TUKWILA, WASHINGTON BUILDING PERMIT CORRECTIONS CONSTRUCTION DRAWINGS AS - BUILT DRAWINGS d IIIIII1111 II II I \ 1 ROJEOT NO. G Mulvanny Parinerahl a :All rights reserved. Na port of this document moy he produced in an form orb ns without permission in wnhnq tram �ulvanny Par�nersynlp. ea u0 :31VG a -y.1 FAMILY FUN CENTER f l f 1 Y PART ( 1 E� R S H I P M U L V fr . A R C H I T E C T S rnorfssioeu SERVICE conrowenon Jerry Quinn ee • Mitchell C. S mith • Ronald L. Maddox 1820 N orfhup Way E300, Bellevue, WA 98005 (925)822 0494 FAX (925)822 4129 2 -3 -qq 2 -3 qq SUBMITTED FOR OWNER/TENANT APPROVAL wBMITTED FOR BUILDING PERMIT ;- SUB FOR BID OWN ER/TENANTBID CORRECTIONS �6C REGISTERED T A f / T if ��^``�{. Rv QUINN LEE STATE OF WASHINGTON NEW PIT SHELTER 7300 FUN CENTER WAY TUKWILA, WASHINGTON BUILDINSPERMIrCORRECn CONSTRUCTION ORAw1N55 A5 - BUILT DRAWIN55 --1 PROJECT NO. F - 1 -I12 PIT SHELTER. " 5 PROJECT MGR.: C35 DRAWN BY: CHECKED BY: PLOTTED DATE: 5 /Iq / dwyanny ebsni a :ail �e9�,i^ � vv �ed No r tnis s witho�ul permisson in fram�Mulvanny nPortners�nip. ea r J I : LIJ SHRINKAGE L J I _J I I' a 3 SLAB B W x O MID DEPTH I I I JOINTS I - I - - - -j ? L- _ -_ r L II I t,fiZ r -_J e L- -__ SECTION A -1 Pcici 003(0 FOUNDATION PLAN }' = 1 -0- 1 BOLT PLAN VIEW SECTION B -1 i � • = 1• -0' GENERAL NOTES RE FOLLOW.. NOTES APPLY UNLESS NOTED OTHERWISE CODE UNWORN &'.:,AWG CODE — 1997 ORION - .TIPS LATEST EDITION LIVE LOADS ROOF , S PSF (DRIFTING SNOW BASED ON 20 PSF GROUND SNOW) WIND a0 MPH EXPOSURE C AFT] TDO PSF SESAPC ZOFE.3 FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 2500 PSF IN ACCORDANCE WTH SOILS REPORT 5925- 001 -37- 1130/063097 DATED 6 -30 -97 PREPARED BY GEOIECHNCAA. ENGINEERING SERVICES. PREPARE THE SITE PER SOILS ENGINEER'S RECOY10.Ri10NS. BEAR ALL F000NGS AND SLABS ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL. SEE SOILS REPORT. COMPACT ALL STRUCTURAL FILL ATM B.KFIL. PER SONS ENGBIEERS RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY ASTM D-1557. EXIEND ALL EXTERIOR FOOTINGS 1B' MIN. BELOW FINAL FINISHED GRADE. SEE ARCM AND SO. REPORT FOR SLAB ON GRADE UNDERLAYMENT. SLABS ON GRADE THE SLAB ON GRADE FOR THIS PROJECT IS TYPICAL OF THAT IN OTHER BUILDINGS CONSTRICTED IN THIS AREA WITH SIMILAR FLOOR LOADINGS AND SOIL CONDITIONS. THE SLAB HAS NOT BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD (INCLUDING CONSTRUCTION LOADS) AND HAS BEEN DETAILED TO MEET LOCAL INDUSTRY STANDARDS FOR SIMILAR BUILDINGS. THE OWNER W S HIS HAVING REERED THESE DRAWINGS PRIOR TO STARE OF CONSTRUCTION IS AWARE OF THE PROBLEMS WHICH MAY ARISE WITH THESE SLAPS AND ACCEPTS THE RESPONSIBILITY THEREOF. REVEW WRH THE SOILS ENGINEER ANY CONSTRUCTION LOADINGS ON THE SLAB AND SOILS B TAKE NECESSARY MEASURES TO INSURE THAT THE SLAB AND SOILS BELOW WILL NOT BE E AFFECTED AFFECTED ES OR DAMAGED BY THE CONSTRUCTION LOADING. CAST -Rd- PLACE - CONCRETE F'c = 3000 P9 FOR ALL CAST -ON- PLACE- CONCRETE ULTIMATE STRENGTH DESIGN METHOD USED. CONCRETE MAY BE PROPORTIONED ON THE BASIS OF FIELD EXPERIENCE AND TRIAL MIXTURES OR BY WARN- CEMENT RATIO AS DESCRIBED IN CODE. SUBMIT MIX DESIGN AND DATA AS REQUIRED FOR EACH METHOD. IF WATER - CEMENT RATIO METHOD IS USED, MAXIMUM WATER -C..1T RATIO SHALL CONFORM WITH TABLE 19 -A -2 OF UBC. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX MTH 4" RAMAN SURE WHICH CAN BE PLACED WTHOUT SEGREGATION OR EXCESS FREE ORFACE WATER SEE S.IFICATLONS FOR ADMIXTURES. PROVIDE 5% 3 1 -1/2X TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. UNIT WATER - CENENT RATIO TO .45 AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTA9WW WATERS SOLUBLE SULFATE'. IN EXCESS. OF 2X. ADD NO WATER AT SITE. WATER REDUCING OR SUPfPJnR.CENG ADMCDORES MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASPE WATER 4T RATIO OF DESIGN MIX SUBMITTAL SEE SPECIFICATIONS FOR Cum. 3/4 CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INTIMATED OTHERWSE ON ARCMdTEel.. DRAWINGS. RERWORCNG STEEL USE DEFORMED CONCRE. REMlFORCPiG STEEL CONFORMING WITH ASTM A615, GRADE 60 ((Or- 60.00O. Urn). LAP. CONTINUOUS REINFORCING BARS 36 BAR DIAMETERS, 2' -0' MINIMUM, UNLESS NOTED ODERWISE PROVIDE CORNER BARS (2' -Ir MIN. BEND) FOR ALL HORIZONTAL RE&ffORCEf@IT_ DETAIL STEEL IN ACCORDANCE WITH 'ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES'. WELDED WIRE FMBIBC. (WWF) TO CO FORM WITH ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS: COVER TO REINFORCEMENT: NONPRESTRfSSED CAST-IN-PUCE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ........................3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER ......._. $6 AND LARGER..........2 I5 AND SMALLER..., -1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WDH GROUND SLABS, VI, S• JOISTS......._........._.. /14 AND LARGER.... -1 -1/2 .11 AND SMAU ER......3 /4 BEDS, COLUMNS P.AARY REINFORCEMENT, RES, STIRRUPS, SPIRALS 1-1/2 PRESTRESSED CAST -IN -PLACE CONCRETE (PPLIES TO PRESTRESSED AND NONSTRESSED REINFORCEMENT. DUCTS AND END FITTINGc') CAST AGAINST AND PERMANENTLY EXPOSED TO EAR TH ..........................3 FORCED SURF.. EXPOSED TO EARTH OR WEATHER OTHER NOT E TO WEATHER OR IN CO S_....: ._.....__..,._ ................. 1 -1/2 EXPOSED TO MACT WITH GROUND BEAMS UM E 1 . N. FO ICEMEN :....... ......._..........._..... -1/2 TES. ST I.PS, SPIRALS INSPECTIONS INSPECTIONS ARE TO BE PER UBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT TESTING LAB. FOUNDATION: CONCRETE [ASPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS. TAKE CONCRETE CYLINDERS AS REQUIRED BY CODE, VERIFY SLUMP, STRENGTH, AIR - CONTENT, PLACEMENT OF CONNECTIONS AND ANCHOR BOLTS. REINFORCING: VERIFY THAT ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE, GRADE, AND SPACING. CONC. EXPANSION & COPY OF ICBO. REPORT FCR ANCHORS OR ADHESIVE SYSTEM USED MUST MASONRY ANCHORS & BE AVAILABLE AT Joe SITE VERIFY ANCHORS OR ADHESIVE SYSTEM DRILLED IN DOWELS: INSTALLATION IS IN ACCORDANCE WITH REPORT. WELDING: PER ADS, SECTION 6. INCLUDES WELDING OF REINFORCING AND DECK INSPECT THE FOLLOWING PRIOR TO WELDING: PERSONNEL QUALIFICATIONS, WELDING PROCEDURES, WELDING EQUIPMENT, WELDING ABLES, BE METAL QUALITY, JOINT PREPARATION AND FIT-UP, PREHEAT, AS WELDING CONDITIONS. DURING WELDING INSPECT THE FOLLOWING: TACK WED QUALITY, WELD PROCEDURES, INTERPASS TEMPERATURES, CONSUMABLE CONTROLS, INTERPASS AFTER EAN NS CLING, VISUAL IPECTION, NOT, IF REQUIRED.. AFTER WELDING INSPECT THE FOLLOWING, IF REQUIRED: CONFORM, TO PLANS AND SPECIFICATIONS, CLEANING, VISUAL INSPECTION, NOT, REPAIRS INSPECTION, POST WELD HEAT. TREATMENT, DOCUMENTATION. NOT F REQURED FOR ALL COMPLETE PENETRATION WELDS - SHOP A FIELD. VISUAL INSPECTION IS REQUIRED FOR ALL OTHER FIELD WELDS. ROOF DECK VERIFY THAT DECK SIZE AND GAGE IS PER PLAN. INSPECT ALL PUDDLE WELDS AND SIDE SEAM CONNECTIONS. VERIFY CERTIFICATION OF WELDERS. WELDHEAD SODS: VERIFY THAT STUDS ARE PROPERLY INSTALLED BOTH IN FIELD AND ON SHOP FA...CATIONS. INSPECTION SHALL INCLUDE BENDING A MINIMUM OF TWO STUDS AT EACH SET UP IN ACCORDANCE WITH TRW NELSON'S NSON'S RECOMMENDATIONS. USER GAGE VERIFY SIZE, GAGE AND SPACING. INSPECT WELDING. VERIFY STEEL FRAMING: CERTIFICATION OF WELDERS. MASONRY: VERIFY. THAT ALL REINFORCING, CONNECTONS, AND ANCHOR BOLTS ARE PLACED IN ACCORDANCE WITH APPROVED PLANS. INSPECT GROUT SPACE IMMEDIATELY PRIOR TO CLOSING OF CLEANOUT: INSPECT GROUTING OPERATIONS. VERIFY MORTAR IS BEING MIXED TO SPECIFIED PORTIONS. TEST MASONRY PRISMS BEFORE AND DURING CONSTRUCTION AS REQUIRED BY CODE TEST GROUT SAMPLES. SPRAY - APPLIED AS REQUIRED BY U.B.C. STANDARD FIRE PROOFING: SHOP DRAWINGS SUBMIT 3 SETS OF PRINTS OF SHOP DRAWINGS AND 1 SET OF REPRODUCIBLE SEPIAS OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED A STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: STEEL JOISTS, STRUCTURAL STEEL MISCELLANEOUS STEE., AND REINFORCING STEEL WHEN SHOP DRAWING SUPPUER MAKES A CHANGE FROM THE CONTRACT DRAWINGS IT IS TO BE CLEARLY FLAGGED AND CLOUDED. CHANGES NOT FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE EVEN WITHOUT BEING COMMENTED ON IN THE SHOP DRAWING REVIEW PROCESS. THE SUPPUER OF THE ITEM CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE REM BACK TO AGREE WITH THESE DRAWINGS AT NO COST TO THE OWNER AT EN.W.'S OPTION. PRE-ENGINEERED METAL BUILDING SYSTEM (INCLUDING CANOPIES) PROJECT DEFINITION: THE. METAL BUILDING SUPPLIER (M.B.S:) IS TO PROVIDE AND INSTALL ALL MEMBERS TO CARRY AND DISTRIBUTE VERTICAL AND LATERAL LOADS TO THE FOUNDATION. PREREQUISITE TO FABRICATION: THE M.B.S. IS TO PROVIDE ENW A LAYOUT DRAWING SHOWING MAXIMUM DOWNWARD, UPLIFT AND LATERAL LOADS USING CODE REQUIRED LOAD COMBINATIONS AT ALL FOOTING LOCATIONS AT LEAST 3 WEEKS PRIOR TO THE CASING OF ANY FOOTING, IN ORDER TO ADJUST FOOTING SIZES IF NECESSARY TO ACCOMMODATE THE ACTUAL BUILDING LOADS. M.B.S. TO PROVIDE COMPLETE DRAWINGS AND CALCULATIONS (INCLUDING COMPONENTS DESIGNED AND /OR FABRICATED BY OTHERS) BOTH STAMPED AND SIGNED BY THE SAME ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS TO BE BUILT. THE DRAWINGS SUBMITTED ARE TO BE COMPLETE ENOUGH TO ERECT THE STRUCTURE FROM, SHOWING ALL CONNECTIONS WTH THE NUMBER, SIZE. SPACING AND EDGE DISTANCES OF FASTENERS, ETC. THE CALCULATIONS ARE TO INCLUDE ALL CONNECTIONS (IF A COMPUTER OR IN -HOUSE METHOD IS USE A SAMPLE HAND CALCULATION IS TO BE SUBMITTED). FABRICATION IS NOT TO BEGIN UNTIL THE ARCHITECT, ENW AND THE BUILDING DEPARTMENT HAS REVIEWED AND ACCEPTED THE DRAWINGS. DESIGN DEAD LOADS ARE TO BE ITEMIZED AND JUSTIFIED. SEE SPRINKLER SUPPORT NOTES' FOR SPRINKLER REQUIREMENTS. LATERAL ANALYSIS AND DESIGN: THE ROOF FRAMING MUST PROVIDE DIAPHRAGM ACTION TO DISTRIBUTE LATERAL LOADS TO RIGID FRAMES, BRACED FRAMES OR SHEARWALLS. ROOF AND WALL DIAPHRAGMS TO BE COMPUTER ANALYZED WITH CLEAR DESCRIPTION OF ALL INPUT AND OUTPUT ITEMS. THE ANALYSIS IS TO TAKE INTO ACCOUNT UNBRACED BAYS. WHERE ROOF JOISTS ARE INCORPORATED INTO THE DIAPHRAGM LATERAL SYSTEM, INCLUDE ONLY THE TOP OR BOTTOM. CHORD OF (STRUT) JOISTS THAT HAVE ROD BRACES DIRECTLY ATTACHED TO THEM AND THE APPROPRIATE STRUT JOIST DIRECTLY IN -LINE. THE ANALYSIS IS TO INCLUDE THE EFFECTS OF AXIAL LOAD ON MEMBER LENGTHS, AND IS TO INCLUDE ROOF DEFLECTION. THE INTERMEDIATE BRACING OF COMPRESSION MEMBERS IS TO BE PROVEN. ROOF OR WALL PANELS ARE NOT TO BE USED FOR DIAPHRAGM ACTION UNLESS THEY ARE WELDED TO THE FRAMING AND HAVE CODE DIAPHRAGM APPROVAL. COORDINATION: 'THE METAL ROOF SUPPLIER IS TO PROVIDE ROOF FRAMING PLANS FOR THAT CLEARLY SHOW WHICH JOISTS SUPPORT 3' AND LARGER SPRINKLER UN., MECHANICAL UNITS, DRAFT CURTAINS AND OTHER CONCENTRATED LOADS. THE LOCATIONS OF THESE LOADS ARE TO BE COORDINATED WITH THE GENERAL AND SPRINKLER CONTRACTORS PRIOR TO SUBMTRAL NO CHANGES FROM ARCHITECTURAL OR STRUCTURAL DRAWINGS ARE TO OCCUR WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT. THE MAGNTNDES OF THE JOIST DESIGN LOADS ARE TO BE CLEARLY INDICATED ON THE PLANS AND THE JOIST CALCULATIONS. THE M.B.S. IS TO PROVIDE CALCULATIONS AND CLEAR DETAILS OF THE SPRINKLER AND MECHANICAL UNIT VERTICAL AND LATERAL SUPPORTS. WIND MAY CONTROL MECHANICAL LATERAL DESIGN. THE M.B.S. IS TO SUBMT TWO WET STAMPED AND SIGNED COMPLETE SETS OF PLANS AND CALCULATIONS TO THE BUILDING DEPARTMENT AND TO E.N.W. FOR REVIEW PRIOR TO FABRICATION. SEE THE ANCHOR BOLT NOTE ON DRAWING S1 FINAL INSPECTION: THE M.B.S. ENGINEER IS TO DOA FINAL INSPECTION OF THEIR STRUCTURE. THE INSPECTION IS TO INCLUDE VERIFICATION THAT THE SPRINKLER LINES, MECHANICAL UNITS, DRAFT CURTAINS AND ANY OTHER CONCENTRATED LOADS HAVE BEEN PLACED PER THE CONTRACT DRAWINGS AND THAT THE HANGERS, PLATFORMS AND LATERAL BRACES HAVE BEEN INSTALLED TO PROPERLY RESOLVE ALL THE VERTICAL AND LATERAL FORCES WITHOUT OVERSTRESSING THE STRUCTURE. VERIFICATION: WHEN THE BUILDING HAS BEEN COMPLETED, INCLUDING ANY NECESSARY FIXES, 'THE M.B.S. WILL PROVIDE MULVANNY -LEE A LETTER CERTIFYING THAT 'THEIR STRUCTURE AS -BUILT COMPLIES WITH THEIR DRAWINGS, THE CODE UNDER WHICH THE BUILDING WAS CONSTRUCTED AND ALL EXTRA REQUIREMENTS INDICATED ON THE CONTRACT DRAWINGS' THE M.B.S. TO ACCOUNT IN THEIR DESIGN FOR THE FOUNDATION SETTLEMENTS AND DIFFERENTIAL SETTLEMENTS INDICATED IN THE SOILS REPORTS. ABBREVIATIONS ARCH. - ARCHRECT BAIL. - BALANCE BTVN. - BETWEEN B. OR BOT. = BOTTOM BLDG. - BUILDING B.O.CA = BUILDING OFFICIALS CODE ADMINISTRATORS BIG. = BEARING C.M.U. = CONCRETE MASONRY LINT COL = COLUMN CONC. = CONCRETE C.I.P. = CAST IN PLACE CLR. = CLEAR CONT. = CONTINUOUS C.J. = CONSTRUCTION JOINT C.S.J. = CLOSURE STRIP JOINT D.S. = DRAG STRUT DWGS. = DRAWING EA. = EACH E.E. = EACH END EL OR ELEV. = ELEVATION E.N.W. OR ENW = ENGINEERS NORTHWEST E.F. = EACH FACE E.J. = EXPANSION JOINT EQ. = EQUAL E.S. = EACH SIDE E.W. = EACH WAY F.O.C. = FACE OF CONCRETE F.O.S. = FACE OF STUDS F.O.W. = FACE OF WALL FIG. = FOOTING GA = GAGE GALA. = HOT DIP GALVANIZED G.W.B. = GYPSUM WALL BOARD H. OR HORIZ. = HORIZONTAL I.C.B.O. = INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS I.F. = INSIDE FACE INC. = INCLUDING I.S. = INSIDE FACE K = KIP (1000 POUNDS) L.W. = LONG WAY M.B.S. = METAL BUILDING SUPPLIER M.R.S. = METAL ROOF SUPPLIER N.F. = NEAR FACE N S. = NOT TO SCALE o ON CENTER O.F. = OUTSIDE FACE 0.S. = OUTSIDE O.T.O. = OUT TO OUT REINF. = REINFORCING REM. = REMAINDER R.O. = ROUGH OPENING SECT. = BECKON SIM. = SIMILAR S.J. = SHRINKAGE JOINT STL = STEEL SYMM. = SYMMETRICAL S.W. = SHEAR WALL OR SHORT WAY T. = TOP T.O.B. = TOP OF BEAM T.O.S. = TOP OF STEEL TOP OF SLAB T.O.F. = TOP OF FOOTING OR (FRAMING) = TYPICAL AT ALL SIMILAR PLACES ='UNIFORM BUILDING :CODE U.N.O. = UNLESS NOTED OTHERWISE VFW. = VERIFY V. OR VERT. V.F.F. V.E.F. V.I.F. TY, U.B.C. V.N.F. V.O.F. w/o W.H.S. 0 = VERTICAL = VERTICAL FAR FACE = VERTICAL EACH FACE = VERTICAL INSIDE FACE = VERTICAL NEAR FACE = VERTICAL OUTSIDE FACE = WTH = WITH OUT = WELD HEAD STUD = AT = CENTER LINE = PLATE pECEIVED CITY OF TUKWILA FEB - 8 1999 PERMIT CENTER CITY OF T11RIiIUA APR 8 7 1999 AS NJILU OUIL7I.0 Di \'�i10 "d E M cr w 1— Z w z U- U 0 0 M JOB NO: 98088 ENGINEER: P.V.H. DRAWN: R.P. DATE 2 -2 -98 SHEET N0: S1 FFCPSHS1 FAMILY FUN CENTER _. FOUNDATION PLAN & GENERAL NOTES BUILDING PERMIT CORRECTIONS CONSTRUCTION DRAWINGS AS-BUILT DRAWINGS 40 80 40 Lf EXERGENCY SHUT-OFF GATE VALVE PAVEMENT SWALE NEW BULDMO BSCO X1.0 SAMPIldi PONT NEW OLIWATER SEPARATOR UV MODE_ /0-PA O'ER DET R9A =28.5 IE =24.91 6" IN) IE =24.81 6' OlT7) 10 IF 6 PVC SDR -35 O 2.0% SPILL CONTROL DETAIL N.T.S. PLAN VERY - 4' COMPACTED DEPTH CRUSHED SURFACING TOP COURSE OVER COMPACTED SUB GRADE PER j77 OF TUKWILA SIDS (IYP.) !EW COBFBCNNG PLATE SIRUCILFE MODEL 5f0ECP8 VAULT CO_ R■.25D IE =T8�3 (72 Nj 5 LF 12 At - PA42 O O80% TIES INTO PROPOSED SANITARY SEWER UNE (SEE SHE. 6) 2 5 42 LF 30` ADS N -12 O 0.50 %. CONCRETE HEADWALL DETAIL RIM =25.00 IE =14.40 IE= 17.34 18' Id) SHT 6) SCALE: 1' =20' HORI, 1 " =5' VERT. FLAPGATE TO BE SPRING LOADED "DRAINAGE GATE" MODEL F -10 OR APPROVED EQUAL. PROVIDE ADAPT° FOR FLAP GATE CONNECTION. CONCRETE SPILLWAY IA SLOPE 9- 13. ENERE:Y�DISSIPAt Mn 610 SEC �OF nk, STAN SPECIFICATIONS: REASONABLY WELK GRADED GRADATIONS AS FOLLOWS: MAX. STONE SI2E #24' MEDIUM STONES 12E =16" MIN. STONE SIZ 44 - , MIN. DEPTH-24 W ENERGY DISSIPATOR ROCK SPILLWAY (PER SPECIFICATIONS LISTED BELOW) EX. - SLOPE' OF "RNER3ANK /408'0.C. SCE VEW H.W M. EL 20.90 EL 18.30 EL =14.30 EL =13.30 EL =1230 O.H. W.M. EL =8.4 L CONCRETE HEADWALL (SEE DETAIL IRIS SHEET). D STORM DRAIN OUTFALL PROFILE FLAP GATE MODEL F -10, AS PROVIDED BY WATERMAN INDUSTRIES, OR APPROVED EQUAL PROVIDE ADAPTOR FOR FLAP GATE CONNECTION. 15 O 12" O.C. File. PLSDSKPROJ ,61'F\ENGINEERMCT6125 -FM1 DWG Date /TIrc, 02/02/1999 1247 4464 1=40 m44eb 0, Z6125- TZ6 -C 26125. 5.261 -B3, GRADING AND STORM DRAINAGE PLAN ENERGY DISSIPATOR ROCK (TYP.) RIP RAP SHALL BE IN ACCORDANCE WITH SECTION 9 -13.1 OF THE WSDOT /APWA STANDARD SPECIFICATIONS. RIP RAP TO BE REASONABLY WELL GRADED WITH ROCK GRADAPONS AS FOLLOWS: �\ MAX. STONE SIZE =24" MEDIUM STONE SIZE =16' MIN. STONE SIZE =4" MIN. DEPTH 24" DGCO(p i WATER WATER MAMX DELTA) PSP & L TRANSMISSION EASEMENT REC. NO. 5760092. STATE R u -7 / REAM MOH WATER MATTE 0370 r) WOOD 81AGS - C mac_ � / / / GREEN RIVER 100 YEAR MAX W8 - 210 500 YEAR MAX WB - 220 BASER SBICH PSP & L TRANSMISSION EASEMENT - NEC: HQ. 6564888 & 6564889. w Z 4' MIN 2.0% J ▪ 2 NEW CONCRETE V CURB AND GUTTER, TYPE (PER Cln OF TUKWIIA STOS.) LF " 6 ADS N-12 O 0.85% NEW ASPHALT PAVBAB6T (BY OTHERS) 2' MIN. SHC'JIDER 3 MAY 4 2 NOT 10 SCALE SEE SPILL CONTROL BLOW UP THIS SHEET TYPE I-4W RIM =25.5 • IE =21.99 65 IF 6" ROOF DRAIN X. LIGM 0 BE REMOVED) IE O BLDG =28.5 60 LF 6" ROOF DRAIN RI IE =22.30 37 LF 6" ADS N -12 0 11.58% 112 LF 18' ADS N -12 0 0.25% APPROXIMA LOCAION VACATED 5. TE 753RD ST. 2x6 PRESSURE TREATED FLOW SPREADER NOTE PROPOSED PARKING AREA SHOWN EXTENDING BEYOND PROPERTY LINE INTO CITY RIGHT -OF -WAY SHALL NOT BE CONSTRUCTED UNTIL PROPER AGREEMENTS HAVE BEEN PROCESSED FOR RIGHT - OF -WAY ENCROACHMENT NOTE ALL FILL IN R.O.W. SHALL BE TESTED AND CERTIFIED BY A LICENSED GEOTECHNICAL ENGINEER TO BE FREE OF CONTAMINATES. CITY TO APPROVE SAMPLING PLAN PRIOR TO TESTING. FNEsT)41 3/8" MINUS CRUSHER 12' WIDE ASPHALT 3 BIKE /PEDESTRIAN PATH 1 2.0% ' °�k:•P.'74.:iR EX. GRADE VEE SWALE DETAL NOT TO SCALE UPPER 12" SUB BASE COMPACTED TO 90% 3 COMPACTED DEPTH CLASS '0' A.C. PAVEMENT (PLACED BY CITY OF TUKWILA PARKS AND RECREATION DEPT.) 4 COMPACTED DEPTH 1 1/4" MINUS, WELLGRADEO CRUSHED ROCK BASE COURSE (PLACED BY DEVELOPER) NOT TO SCALE 2. R ,PER DETAIL SHT 7) O 2 WATE11 DUALITY SWALE NOT TO SCALE NOT TO SCALE 15' CITY ENGINEER 19' EX. GROUND VARIES I R VARIES 2.0% 3" COMPA CTED DEPTH CL 'B' AC. PAVEM 6" COMPACTED DEPTH CRUSHED ROCK BASE COURSE SUBGRADE COMPACTED TO 90% NOTE DETAILED GRADING OF ATTRACTION AREAS ARE DESIGNED BY AN ATTRACTION SPECIALIST. GRADES SHOWN ARE GENERAL IN NATURE. REFER TO ATTRACTION DESIGN PLANS TOR SPECIFIC DETAIL INFORMATION. 2' 2 MIN. HOUWER (3 THICK 3/8 MINUS / �RUSNER FINES) 1 B APPROX. MIN. PL 2 MAX II LOW POINT OF SWALE (SEE DESIGN GRADES) F FUN CENTER ENTRANCE APPROVED FOR CONSTRUCTION: DATE 0_5' 2.0% NEW 4" THI SIDEWA OVER 4" CRUSH ED ROC K BASE (PER CITY OF iUKWILI STDB.) RECEIVED CIn OF TUKWILA r F A A 1999 PERMIT CENTER LL