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HomeMy WebLinkAboutPermit D99-0040 - Family Fun Center - Bumper Boat• • , • 1: • D99-0040 Family Fun Center Bumper Boat : • City of Tuktivila Cepr yTh (206) 431-3670 / • 6300 Suite • 98188 ~~^~'~' Public -------- Boulevard, Tukwila, Washington DEVELOPMENT D PERMIT Parcel No: 242304_9063 Address: 7300 FUN CENTER WY S u i t e No: � Location: Category: NOT ' DEVPERM Zoning: Const Type: V-N ` ` � ` � � � '�`` ` Occupancy: PRIVATE Gas/Elec.: �� ' � � �� ' �'�� � ` '� ' � � ' UBC: 1997 Units: 001 . ' �� ` `` � � ' Fire Protection: NA Setbacks: North: South: East: 'O West: .O Water: TUKWILA _ ��r���~ ` - wat�r� |V�wlA� - �� p|�|�wlLA�� Wetlands: ` �� ':'y�-'�-�~~'��' .�� � �Stroams ` ` ' � ����'vP�� ` �!' ` ^� Contractor � � ' '�� - . �ontrao��r L1oonse����>'��L��Q�Ul�DK ^ ` � OCCUPANT F FU ` � NT - R - BUMPER BOAT ` 7J00 .� UN^C.-RWY,�TU�W. `WA98188 ^��� � ' OWNER F N"CENT _ -���� �� Phone: 509 682-9744 TOWN CENTER WILSONVILLE OR %A E�� R �'� '�'' ' o� CONTACT 425-822-0444 _' STEVER -��^^ , / ' � s '^~^^'' ! ' NORTHUP BELLEVUE WA 98005 �,`' `�.'' ' ' WY, . CONTRA D�V`@ CONTRACTING INC ~ Phone :.208-898-0800 --� .- . ' ' . 2OO-898-OBO0 1030, DIAN 83680 ` ^ ,r�,� 1. Permit D���rit�n� e � - -� - � � � CONSTRUCTION R . BOAT *****m*** **+**^********�*******k******* � � Construction , .DO' ��'- � ,�� ` , PUBLIC 4, 6dater Meter Permits Listed Separate) Eng, Appr/ ' Curb C i eWalk/C38z N ," on� Hydrant: N ���(n O� p ` � ' '-� ' ' ^ �+ Control Zone; N '� ' Si ' ` ' ,Haul inB' Start N St� 'Time:: - End Time: � � ^ , `� � | , Land Altering; N ��' �� Cut: ` � / ` � Fill Landscape Trr��+�nn ' N � ~'' '�~'~'' '` Movinb:3Varsioed Load: N Start Time: �`'' �^,` -End ,Time: ^ �-' Sanitary Side Sewer: N No: -''�. ', . Sewer n Extension: `� Private;'�`N �`'.'' �'Public: N Storm Drainage: N :` ^ ~ '~ ^~�~' , N/ .` '�� � Water Main Extension: N[� � Private; N Public: N x*ak*w**w************* **a***`^*/****°****x* *°**.**''.*w^k************ TOTAL DEVELOPMENT PER $ 211.16 Permit Center Authorized Signature: ��� r� 8�a urp: `�.° Signature:_ Print Name: WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Permit No: D99-0040 Status: ISSUED Issued: 03/16^1999 Expires: 09/12/1999 ' �'`` 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. \t/N Data: 4 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. GARAGE Date: 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 si8n'for and obtain this development permit City of Tukwila !L Community Development / Public Works . • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 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 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. License SDDEACW108NT OCCUPANT FAMILY FUN CENTER BUMPER BOAT 7 30;0FUN CENTER WY, : TUKWILA ` WA 98188 OWNER HUISH FAMILY FUN CENTERS Phone: 503 682 -9744 29111 SW TOWN CENTER LOOP W, WILSONVILLE OR 97070 CONTACT - CHANDLER STEVER Phone: `:,425 -822 -0444 11820 NORTHUP WY, #E -300, BELLEVUE WA 98005 CONTRACTO > D CORP' OF WASHINGTON Phone:': 425 -454 -5038 P : O. BOX 3070, BELLEVUE' WA 98009 k** k* ****** * **k•kkk•k*•k* ******** ************ *k**** **** k***** **•k*'k***** k•k *k•k***•k*A** *k Permit Description: ` CONSTRUCTION OF A NEW QUE ROOF SHELTER: FOR BUMPER BOAT ATTRACTION * *•k * * * *k * * k` ** k*** k*** * '. , k***** * ** ** * * * *****•k * k* *** ***k•kk ***•k *•k* *** ** * *k * ** k* k * *•k* Construction . ,Val uat i on '5,760:00 :. PUBLIC WORKS PERMITS *(Water Meter. Permits Listed Separate) Eng. Appr: Curb Cut/ Access %Sidewalk /CSS::... N " Fire :Loop Hydrant: N No: Size(in) .00 da'd.Control Zone: N Hauling: N Start Time End Time Land Altering: N Cut: ; Fill: Landscape Irri gation: N Moving`;:,Overs<ized Load: N Start Time: End Time Sanitary Side Sewer: N No Sewer „Main Extension N Private; N Public: Storm Drainage: N ','Street Use: N Water Main Extension: N Private: N Public: N ******** k** k*• k* k**** k****** * * * * * *•k * *k ** * * ** ****k * * * **k sir* * * * *k•k* *k * * * * * * **k * * *•k * * * * *A TOTAL DEVELOPMENT PERMIT FEES $ 211.16 ***• k*** k********** k********** k k************** k** * *k * * * **k * * * * *•k * *k* * * * *•k *A Print N Permit Center Authorized Signature: I hereby certify that I have read and examined his 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. S i g n a t u r Date :_ 3/ DEVELOPMENT PERMIT Fire South: .0 East: Sewer :, TUKWILA Slopes: N ...... This pe ot shall become null and void 180 days from the date of issuance, or for a period of 180 days from the last Permit No: Status: Issued: Expires: Occupancy: UBC: Protection: .0 West: Streams: es,ck. (206) 431 -3670 D9.9 -0040 ISSUED 03/16/1999 09/12/1999 PRIVATE GARAGE 1997 NA .0 Date: Jtl =qa if the work is not commenced within if the work is suspended or abandoned inspection. Address,: 7300 FUN . CENTER WY Permit.. No: D99- 0 0 40 Suite Tenant •Status ISSUED: Type, .. UEVPERM App - i ied •: 02(98/.1999.... a'rc' E' : 1: ; # ' 242 -9t16B Issued : 0 3/;l 6%'1999. * *.* * ;li k * k * k' *' k ik •k ' *.•k k'k •k * k k k k •k * •4 4 •k "k;•k * •k •k -k *k *.* * •k * k •k •k •k *k ck'•k h •k •k k, 'k •k k •k:-k'*k k..k k 4 it k * * 4 k k: * 1;44e, k" Fe rmi t i t i ons: • 1 No than es.. w,i i l niade. to the. `plan: unleS� app brr• the` Archi:tect ".or Eny.inee►r •and they Tut w11a B,ui lding Uivi s.ion. • E1.ectric.ai . pe.rmit: sh .l;l>i e t� ihe'd nruugh the Washington'. • .tate `Uivisi "ori of •;Labor:an °d "Indus tr ie: °." a =1 e1ectrica1 work :will .tre iris}�eu bv that. agency (24B 63OE) A'l1 permits y inspectton ; r`e c`rd� etid • app sowed • `P shall availab ` a;t1;:t`ti e a c b. . i t ` } r�i r Yj to the s tea r t 5 ,o str uc t,ic�n , *�7h document ar e t be inai'nt ir�ed anti ratvai 1 - able unttl.f. t ina ang{:∎ect,ion gran:t"ec{ 2 1 c ons tritic t ots ai?c�t. be i' one %i n,`; c•o ei with } approved , ans -,;ai d' r equt4 . eMentS of the Utl�9i�?rni Bu i l ding 0471, e• 997, i t i on) a4s ` a me h:d eytt , Unit iorini Mechan l ,Code on>, and' asfrrngton aira:te Etlergv. Code. t ( "1997 Ed,stion) ,.11 3 tr uc.iaii al con et shair1 , be special : inspect • . t rir ` ctural' ' . wei;di g'' "shat ^i; be donebV.W. certi,fler � s ar1 " ii k ?pe c i a F l: : � ln:; ,ectr'ci (uBrti,:.,,f {pock• }06('43 ? 5) Y r Ali - :righ strRrigth b.oIti -ng'r Ea e,s'pe irispec.te�3 (UI3C 3c1. \ { t� b A �`. ,5,..,1 .. !3 s. yy ins 1:1'V in "concr te;,�h be<<spec�a in p euteii • �.UI3C S ec .1 7 01 . / Wh ,r�ispet�`ia1 r p ec t - lo re uir d e the. owner , ,. arch.1 tec t. or n i ne'er "sha` i 1 •notify the ukwi Li a B i i ci n g a ppointinent of the pewt ion a ge.nci'esr pr {o t h 'inapecti ;Copie of a11, speora1 inspectl ,r;eports a ha 1 1 be suboiitted to „ ithe..Cciil.dirrgi; Givrs� cn itt a tinrely manner. • R,e.ports con,tain add'rrers �. pro0 eck0name, perm °it`n Limb e'r and t yp e. , . of, iirs,,pec..1on being • .the: the', inspector's 'kribi'411 edge, in confor,menfce • any requi rements. o Spec ial iri'spect 12 Validity of Permit; The iisuanre of” "a permit or approval of plans, specification, and co-mputati,ons shall not be .con trued to b :, e a permit tor•, or an approval of, any violation ..of any of the pr ov, i s i ons of the •bu i l d i rig code or of any other ordinance of. the .1urisdiction. No permit presuming to give.authority to violat'e.or cancel the provisions of this code shall be valid. Project Name/Tenant: /1 l'114/ C �2 J7 — g o ki, eo4r �e_s .Yrk. Value of Construction: 75 /5 oo t1 Site Address: City State /Zip: '76C fi mJ 0 «J'7Yc�- 6t./A- I - J1Lok- 0J4 Tax Parcel Number: 24 l z30 'V 706 Propert Owner: r f 1 Fv „l C.f J/7 6,e Phyne: (.D?�� 'Coro)S - So oo Street Address: City State/ p: 21Jl/ r J, IDw 4 tea (At 4J/ 4 / ha,� 070 Fax � iD37Co 9 S- 4 76 , 71 Contractor: �... d_ �AcorJ Phone:, (� Z - ) 444 C a 30 City State /Zip: S Address; /�-, // '/ C l / ' ii L /Y tile, ��, , SYY /Z F7 - �p�G LLe Voc , tmci- locos Fa ' / • l� 4 / ( "'( S4 .”. ego Architect: v� 4i ,4i111-r-W t j /z-C,�'I i DEC.. (5 Ph /2 . ) 'e30Z -6 " / Street Address: / City State /Zip: / / 4 7U Na/zr LAM , lac 1• getavoe U/- '70coS Fax #: ( 1. /z - ' ) • z 2 4t z Engineer:. � r /t�C��r>! 2 S Q�o� 1 s �t ho : � 2ocv � 6 5- 7 SCoG' Street Address: //__ City State /Zip: 6 "? l ikeDG4LLGIJ Azi& �tic s 20 : .777,_ Gth1g- 98 //5 Fax #•_ 7oc;) 52 7 - G,C' 9e Contact Person: 1 /j,f, - ,J s�- ..,/F�- Pho e: 426 ? - 6 ill Street Address City State /Zip: 1 /SP >zo / a ltP4 oP AMA . -' 3 c.. 131.1-1-AlOt, / t),r- qe6 o c Fa #: r e z z -1/12 i Description of work to be done: Z .5,772_,, e.--770-A,./ c• / /il,Cki) 62.0 .f- . /2e c f 5 /1,41.--y .f� rZ 131)2A.P . /.-, - A-7 7 77e)w' • , r) Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office El School /College /University ❑ Other Hospital Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office El School /College /University p Other 1Zr -r • GQtJlz L- ❑Hospital Will there be a change of use? ❑ yes 7-no If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm none ❑ other (specify) Building Square Feet: existing �i5ew Area of Construction: .8/ S Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes ❑ no quantities & Material Safety Data Sheets CITY OF TUIjVILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 NCPERMIT.DOC 1/29/97 New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT REQUEST. FOR PUBLIC WORKS SITE/CIVIL. REVIEW;OF THE FOLLOWING: (Additional reviews may determined by the: Public Works'Department)i. . ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: El 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 it Size(s): ❑ Water Meter Temp It 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: Date application expires: S - Applcation taken by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM •' BUILDING OWNE AUTHORIZED AGENT: Signature: J Date: 2 . e cJ Print name: "" ,/�i?A.1 D �-2- � Ci - r-' C,C ' J / Phon r /25) 'i?7 -dI / Fax t1. y 4 - z,,,.--)i..372_ V / 7 7 Addre s: 4277 City /State /Zip . ALL NEW COMMERCIAL/ADDITION/MP I- FAMILY PERMIT APPLICATIONS MU T BE SUBMITTED WITH THE ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARC ENGINEER D ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN D 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 -11 a). 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 State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ❑ ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant Is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND / AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCPERM1T.DOC 1 /29/97 i EDT' STRUCTURAL ENGINEER OR CIVIL transmit .' 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'''':": "'"''''''''";"''''''' •••••• '''''''' '''';',''','-'' :'''''''':-.: ' 4 r 4 s .... . 44. * . **.*. .*•-, ,..:, ...,•,:... - -..... -- um t • —, , ...•,.,.-.. „ '. .,'..-.':':-•`" --•?•'.'' ' ' '' '! :.•.' '.• -• :- ...: • ••• -:--'-- ''. '..... • '-''' .:-.•••••;•'•''' .' • - • . ' ' • -••.- ..'-' ' = ,;;- ..), 4i.*,4,(4.eStc,i.i....'1,,,,,,,,,:, •-.:,,-•,..,•,...,..::,,'..;,,,,,,,‘,:,::,;•,....--;,3,0piii.:;s14,61,4•.,,r,:::ci li p, E , el:,,OK : . , ....•.,.: N .- 0 0 li:g R.,,,,,•,,,....;:-:::.,:,.y.,,..: ,,,::::::-.::. ..,::.......1•...,,,,.':•...••:......'•...' 4 1 ' ••• •- :. • c • . J ''''"' ' '1:i i.:1 C t' ;:''' -,'.':'•, ..- -,•,..• 0302 02/09 9717 TOTAL 81.41 xs I NSPECTION NO. ITY OF TUKWILA BUILDING DIVISION `6300: Southcenter Blvd, #100, Tukwila, WA 9818 ;Special instructions: `Proje . Date ed: Date wa Requester: Phone: pproved per applicable codes. Cnrrec ' . ns required prior to approval. OMMENTS: INSPECTION RECO Retain a copy with permit PERMIT NO. (206)431 -3670 $47.0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection Receipt No: Date: oject. 1 ti ruri _ pe of Ins ectipr m r n c/4r wy . Date calle : 8 i ll Special instructions: .. . .: .. Date wanted: ak , 690 , 9 c Requester: (c.,• Phorfe; ..... _ r 1 1 2:5- ' .2-01 f — 9/00 INSPECtION,REC INSPECTION NO:, CITY Of.tUKWILA BUILDING DIVISION 6300 Southcenter Blvd #100 TUkwila,'VVA 9818 , 0 Approved per applicable codes do eorrections required prior to approval. 4 t C ' 011110 Retain a copy with t PERMIT NO. (206)431-3670 COMMENTS: .spaf,aeK t &np $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee m St be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: A -1"r^ - : u-e..l l r17"? 76 6i/A ft 1. 7Z--." 7 , ss. ov�, l f ti 4 .,.c �4* s 1-2/S l �avt/ e 4— <e c G4iv - t i ‚i-c- 2-^ e 5- Gain /7'e!vi 1,111 k,0-1— 0 1 C J� cif' -04 .4°'—i.. e, 2,61, ee �7 �41 1 • /2 4 � / 7 4-) - ..- U e /4 ipo )d..)-r eh Y -, / h `J ph -- Gf/)--), /.97Y 5 ,5 s.•e, 1 rise 0e) ./ X4 7 , Tfoject: /{/ C / Typ�of,(gsp�ctiO /(f / /ib( 7 , ss. ov�, l Date called: 4 9 Special instructions: Date wanted: a.m. Requester:_ Phon � 0q_ ,2700 INSPECTION NO. • INSPECTION .REC Retain a copy with permit CITY. OF,TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMZNO \\ (206)431 -3670 0 Approved per applicable codes. Corrections required prior to approval. $ 7.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: r • , . 1 , . • • , • • • . • . . 1 . • . , , , ' , . ■ . . • • • . • • ■ . . • , • . , • . . • . • • , . • • • • • . , . . • • :! ..!, . ,.• Nz ''......:II :.. ; 0 \r- / • .z.. •-;".,, , dAit . , ' ....;'!»... .. : ... . .-". 190S " " . .. ,--, r. - .1. - ry . ra.7.•• • • ;'• • •. . ' • '• ;:-.•:!•--4,-LA.' . • - - - • 4 . . . , . .........., . .....•.....:....3-4Z,.....•-:,,::::4.::,. . . ..• ., .. . . . . . , . . • . .., . . '.;.' ... ; • . .. . , , . - . ,," . - . • • . ... • . • • • • • • ' . . . .• . . . . . - • • • • TUIt'WILA FIRE DEPARTMENT - • FINAL APPROVAL FORM... • s ' • • • • • • • • . . . • , ■ =,"'Ciefti e-A/r , - • .„ . :. • 7 73 OC ?1/4/4676.. tAi ";. -• • "1 •• • ' . . . .. ; •:•,:•-•-••:. - •••=iti , - A, •, . .., , ,' . - • • ,, ...1 1 .;,4111 44... - ,, .-...„;.!.• - : rrI- - - •• , .. . . . ,. .. ..... .„ ..... ._ .. , .., • : ' ,s, •••••- 4 •' - '" - ''''' - - - ' . , • .. .. . , ... , ,,..--.,.....T. - ... - 4,1.4, , , , .. - 7 . :.:47;..t.1;t14, , L , .. 4..: -, , Retain current:'-inSp6dticirt2i:sChedule . - . - L•‘ .... . • :. . .......... • - . ........._ ?•• • , ." -•-••• Needs shift inspec.i.orrz. - 7 t.71 '' : -- Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: Authorized Signature ,FINALAPP.FRM " • . " ••-• ikr Headquarters Station: 444 Andover'Pa • Approved without correction _notice Approved with correction „notice issued • . , . •1Rev.. 2/18/58. - • , •-,"' • " , • - - • • -7 7 •‘•.: " , . • ••-• .T.F.D. Form P.P. 85 . • . 4%14 in • TuiewilaiWashington'9818& Phonei(206) 57$4404 • Fax (206) 575.4439- Krazan & ASSOCIATES, INC. 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: GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION In accordance with your request and authorization, we have performed special testing and inspection services for the projects referenced ■ Amusement Buildin • Maintenance Buil • Pit Shelter — P • Bumper Boat Ki • Reinforced Concrete • Welding raw K 0.444.'s B. Adams Project Manager Pacific Northwest Region FA\DA\ch cc: Mulvanny Putnership SD Deacon City of Tukwila Engineers Northwest The special inspections s . ' • • ' - ere. 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 & ASSOCIATES, INC. 19 •�7 i.J. # .Jj yj � 'I • Bolting JAG O Dean Alexander Principal Engineer R.P.E. #30508 With Ten Offices Serving The Western United States 25418- 74th Avenue South • Kent, WA 98032 • (253)854-1330 Fax: (253) 854.1757 Project No. 066 -99031 99031.doc Aug -05 -99 08:54A 1Kraza.n & ASSOCIATES, INC. August 5, 1999 Mr. John Huish 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 ins pection services for the projects referenced below: • Amusement Building — Permit D99 -0382 ▪ Maintenance Building — Permit D99 -0343 • Pit Shelter — Permit D99 -0036 Bumper ; Boat: Kiosk' Permd D99 `: 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. 46e) .12 Frank B. Adams Project Manager Pacific Northwest Region FA\\DAUh 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 • Bolting 2r-. 854 1757 Dean Alexander Principal Engineer �~ R.P.E. #30508 15 With Ten Offices Serving The Western United States 25438 .74th Avenue South • Kent, WA 98032 • (253) 854-1330 • Fax: (253) 854 -1757 Project No. 066 -99031 99031.doc P.02 W. H. PORTER, INC. 4240 N. 136th AVENUE HOLLAND, MI 49424 PROFESSIONAL MEMBER ' 1 .•P pARK CALCULATIONS FOR: REK 16 x 14 BUILDING METAL ROOF PANEL (OPEN) .1994 UNIFORM BUILDING CODE elumeeK ftkrr 6z cc•vo-K. Thumit,y f-oP cehrTER REK1624MU 08/31/98 PREPARED UNDER THE DIRECT CONTROL AND SUPERVISION OF: ARCHITE FILE. COPY !r;r1 nre - • (616) 399-1963 /B I\ N.N. W. N. PORTER. MC. • 4240N MTN N1► • HOLLAND. 111 49424 ARTFUL INNOVATIONS IN STEEL Structural Analysis Description Design Criteria ..' Building Materials Loads to the Foundation 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 Building Type REK 16 z 24 M Building Type REK 16 x 24 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. Pacion ARTFUL INNOVATIONS IN STEEL W. H. POW. INO. • 4240 N. I SOTH Av • HOLLAND. NI 49424 Building Type . REK 16 x 24 M Building Code : Design Loads: Dead Loads: Live/Snow Loads: Wind Loads: Basic Wind Speed = 100 mph Exposure P = (Ce) (Cq) (qs) (1) 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 1= 1.4 On Windward Roof - Case H = -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 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 Seismic Loads: Sesimic Zone 4 Structure Type: Ordinary Moment Resisting Frame (Steel) V= (Z) (I) (C /.Rw) (W) 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 Dead Load plus Snow Load Dead Load plus Wind Load Dead Load plus wind Load plus 1/2 Snow Load Dead Load plus Snow Load plus 1/2 Wind Load Dead Load plus Snow Load plus Seismic " UBC, Sec 1628.2.1 Z = 0.4 UBC,Table 16 -1 1= 1 UBC, Table 16 -K C = 2.75 (Max value) UBC, Sec. 1628.2.1 Rw = 6 UBC, Table I6 -N W = 6.0 psf Seismic Load = 1.1 psf **Snow Loads of 30 psf or less need not be combined with Seismic Loads. • W. It PONIVI.. WC. • 4240N.1311NN IN • WILLARD, MI 49424 Building Type REK 16124 M • Member Type Member Number Columns 1-4 Trusses 5-8 Eave Beams 9-10 Ridge Beams 11 Beam Tails 12-17 BUILDING MATERIALS Member Size TS6x6x3/16 B10x5x14 ga B9x5x16 ga B9x5x14 ga B9x5x16 ga Steel Fy (ksi) 46 55 55 55 55 Connection Plates: ASTM A36 Connection Bolts: ASTM A325 Welding Process: Gas Metal Arc Welding Welding Electrode: E70xx Load Combination Axial Fx Shear Fy Shear Fz Moment My Moment Mz Dead + Snow Load . 3.46 0.27 0.57 0 0 Dead + Wind Load - X-Dir -3.38 -0.1 -0.66 0 0 Dead + Wind Load - Z-Dir -3.18 -0.18 0.77 0' 0 ../1411110■:\ Building Type REK 16 x 24 M • Loads to the Foundation i Fz Truss • Q My j MZ Fy . Units - Kips, Foot-Kips Imam W. N. PolackMic •424ON. 1BATHAv• U149424 Building Type . REK 16 x 24 - Pt..,D,J Vhew T" oth.emstczNS 06 OR 0 V G IZ, C4 4 a lb 4 L e o,. uµ. Q 1t F 4 W V J 2 ea 0 O 43 u : t :0 7 N • • • • • • • • • • • • • . • • ; ARTFUL INNOVATIONS IN STEEL W. H. PORTEN. INC. • 4240N. 1344114v • IMMO. MI 49424' Building Type REK 16 x 24 - REV, 110 x24 - 6 SG Gm's cok.1 --VW? Tap Op u ut.4"r so *4 tad Building Type REK 16 x 24 W. H. POWER. WC. • 4240 N. 136TH ON • 140LUND. M'49424 'REV. u 0 X2 - Akemebse. 4 Meta- t•1tz:s 11 El E. IT1 0 Meme'm 14° tjobfi i.fr ADINGS TO THE FRAME W.H. PORTER. INC. 04240N. IWO IN ',MAW MI 49424 RE tt 110 x2 - Lo4c,we. &Aka- • LoAt, lia41 = Asteh, Sus.Poe-reo )4 Le* CS;) M EAA.T5Se. LoAc•msdi Le3A1t+ ('ST M M. )J . 11 5.34 12,13 ti 5.33 ; 5.34 • • • • 411111C■.. W. H. Pomwi. We. • 4240N, 18014 Hotinw. MI 01424 Building Type REK 16 x 24 I4 I: 1 -Pr . . • .c. 3tuc.6 A4.-rs As A - 1Z>IAPta2AGnt. — 6R.Aats • MEN.1552.5 HoltiZoNTA114:1 A:PPLY \dim° Lobos e t\leues. Mob& Mo. ct to • LOA t usq .4)894.7 //! Ilk ‘N. ARTFUL. INNOVATIONS 'IN STEEL W. H. POWER INC. • 4240N, ISMMMAV•MOWND MI 40424'; Building :Type; .. REK 16 x 24 Building Type RAM 40 x 44 M LOAD COMBINATIONS Load Case Description TL EX XI ,C2 X4 X5 X6 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 1/2 Snow Load - X Direction (Case I) Dead load plus Snow Load plus 1 /2 Wind Load - X Direction (Case I) Dead Load plus Wind Load - X Direction (Case II) Dead Load plus Wind Load plus '/2 Snow Load - X Direction (Case II) • Dead load plus Snow Load plus 1/2 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 1/2 Snow Load - Z Direction Dead load plus Snow Load plus 1/2 Wind Load - Z Direction W. H. PONTIEN. INC. • 4240 N. 130TII •NOLLAND.14149424 . Building Type. REK 16 x 24 M Load Case TL EX EZ X1,X4 Z1 X2,X5 Z2 X3,X6 Z3 Load Case • X1,X2, Z1, Z2 X3 .• X4,X5, Z4 X6 MULTIPLYING FACTORS FOR VERTICAL LOADING (YL to be multiplied by the square feet supported to obtain actual loading) Load Type Dead Snow L'• Dead Dead Dead Snow Dead Snow YL (ksf) -0.003 -0.030 -0.003 -0.003 -0.003 -0.015 -0.003 -0.030 MULTIPLYING FACTORS FOR WIND LOADING (Multiply load psf by the horizontal and vertical projected areas) Windward Leeward 0.0405 0.0347 0.02025 0.01735 -0.0087 0.0347 -0.00435 0.01735 YL (net) (ksf) -0.033 -0.003 -0.003 -0.018 -0.033 Parallel 0.0347 0.01735 0.0347 0.01735 W. H . POORER. WC. •4240N:IWM ft/ •NOWWD MI 49424 SECTION NAME GAGE MBER END FORCES SUMMARY Building Type REK 16 x 24 M ARTFUL INNOVATIONS IN STEEL W. H. PartEN. INC. • 4240 N. I BOTH AV • NmLLAND, MI 49424 Building Type REK 16 x 24 ail,x4c S A =E k ) J .E LLA6. AN . - .Mr - _r i aa.■■aa� A -StZ10. 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I BOTH AV • NmLLAND, MI 49424 Building Type REK 16 x 24 ail,x4c S ARTFUL INNOVATIONS IN STEEL W. H. Format. INC. • 4240 N. 196TH AV • Houma. MI 49424 ' Building Type REK 16 x 24 61At7ie-ilf.) '...gleA _lit._ te.■ IA....AZ_ Lketi1/455sz_112. 5 -,L,L. -,t,„_.1 1-r.Ls. 1 I II; III 1 .,...111,111,11 ..._,, k....-„,,..1,... , , , me-T-1 it› loecles--hcisc.-- c_...0. toi. A.i.k - )-c i 1 4.,,.,. m e. z , F- -51 iji. i.ol! . . 1.44 1..30 .4 . -Lue -jogiali 4. 1 - 12 4, 6 I 1 -- -u- j2q; .1 I 4• • Si ! 1.19 _ 1 -1351 I .13 i .sr, 1.54 I ile i 1101 I 1.1tol 4.r I Issl 1 1 -10,11 I -Jos I I 1.1* -11.93 I I .4i I 1..s 1 I I'% 4. ' 1 I -W-- - i .1 CA 1 I .k.ii, I.411 1.211 -I.2i I 4. 1i? 1 I - - .41. .34 xi ..1,0i I 1. t..4 I 1.141 1. L.5 to 5 f)cil -1.5*1 -1.s, I - 41 +.24 xt4 +141 -.04 11 0 5 40 o slag 1 1.4.111 11 1 -1.12 • 4.44 5- 1 i 1 431 4731 -1.o 4.1 -1.0 41 , 41 412. 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MI 49424 Building Type REK 16 x 24 aurria-5 is/c-?7'd /!_ ,61 1.8t:(_.MJ•Lp • i L 1 ' I l - QflG.e_l_lLL6Mi.QY I I I kk.>rlttit3sii_ �I I II "1:.`L I��oGE 1Jr. I I 1 I I I I I I I I I I I I I I I I Crum-cit.— T /may Ms Lo /At, M6u, i- _ Co/Y.e& Mo. X 9 �Z `M Z ! I 1.92j I b4 ° ° 1 I ll 4.0 1 - ta t /ca I I writ r. =.9i I. b4 i I I al ( -Z.o1 i lt I 124 I 1.10 -.33 I '.2` '� � -�1Z I I .1,.y I I �o j.33 -1.24 11 •z I f�.ZI I ° 0 10 5I -.it 1 124.1 I 0 ° 1 - w-1 , in I k i 4961 49i I O o 42.I 1 '944; I -1193 I o J17.11 - 1 .51.1 .4I.I I o 0 4,.2 �l�I ' 1'� `i l 1.51,1 -i.13I I ° o b.zu x4 II h'! 43 > 'lS i' S I o o o o - t b 2 1 /o k "hire -SI I o oI 4 lu - I Z.goz ! W 1 o •ol I t I S1e 1131 .silgl I j� rj t1 - IIy 124 o - o! -.31 I. 3 4' .I o ' o i.,, s 'filial' k , 413 Il' v 0 -��el -14151 — 1,35 -`'191 -os ' 0. o 0 p - I. in 1..41 f a Z i i1 l_.. . sl -IA 1 e I o -11. • B / I r fLL l i 45 -115 I o o hi. .� 14 1 33 a 0 1• S ��v 1 II -�, Ss 1,35 0 0 -6.. I I I I I I I I I I 1 t ARTFUL INNOVATIONS IN STEEL W. H. PORTIA. INC. • 4240 N. I S1TH AV • No11 AND MI 49424 Building Type REK 16 x 24 �e<Px17) ib.J W. H. POWER. INC. • 4240N. 134TH AV • HOLLAND. MI 49424 Building Type REK 16 x 24 i t r-6 90-0 i 57 -- 5 16.41 , ii SSE hi i f LZVtdNmb2`L_ — IC i P4 TIT.. e > I '01 4.6 1 I � I I i I I I I1 e ,. s ,s Q o L { 12 2Tutu 1'1 — 1 - ./ P_E I I BE AA. 1 Ai I 1 I 1 l I I I I { - -L 1 t ' o - �9Es — i p-G �.. +- N - l� - rE — Q r> 'CGrp-1 -t • ( - 10It. MEµ I , , 4M- 'ice 0 I 0 1 I Si. � o I d I I Q I 0 ++ Foil I 2 102 f .044 ( I o ; 0 0 IOI 1 °I E 041 1 o 01 1041 0 �O I -� - I o f I 442 I o I o 4.4 . oI 0 0 O •IoI I a I - .2g. o 0 -,. 1% I 0 0 0 0 24i o k3 1 a .1 o o .k. t� O 0 0 p X iy ( o '144 1 0 0 0 0 1 4.' 0 L 1 k 0 k0 0 0 r ��30 1 0 c 0 0 c o 4 11 6 . • 6 .41 0 o 0 o 0 o 4341 0 0 at. 7.3 t� 0 0 0 0 10 o -140 0 0 -140 it 0 0 0 0 0 3 _ o u o 0 •t4 o 0 0 0 0 W. H. POWER. INC. • 4240N. 134TH AV • HOLLAND. MI 49424 Building Type REK 16 x 24 i t r-6 90-0 i 57 -- 5 16.41 Load Case Axial My Mz TL 3.46 4.55 2.13 X4 -1.19 4.48 5.68 X6 2.57 -2.04 ' 4.81 Column Design •.; Check for Compact Section b/t = , 29.00 - > 190 = , 28.01 ki/nc 81.36 kl/ry . 81.36 '„ • : , • ' . ," - • ! ' 17.85 ksi TS6X6X.1875 4.27. inA2 Ix = 23.80 int% ly = 23.80 inA4 Sx = 7.93 inA3 Sy = 7.93 in^3 nc = 2.36 in ry 2.36 in Column Loads Noncompact Section Fb = OA Fy < 238 = 35.091 Fy"1/2 = 111.55 27.6 ksi Depth F 6 in Width = 6 " in , Thickness = 3/16 in Fy = 46 ksi Lx 8, ft Ly = 8 ft Lb= 8 ft' . ICI ®1 ®1 I Column Design Load Case REK.16 x,24'M fa = 0.28 ksi fbx = 8.60 ksi fby = 6.78 ' ksi X6 Axial Load = 3.46 kips Moment X = 2.13 ft-kips Moment Y.= 4.55 ft-kips Combined Axial and Bending fa/Fa = 0.045 < 0.15 USE EQ. H1-3 EQ. H1-3 fa/Fa + fbx/Fbx + fbylFby < =1.0 0.41 < 1.0 OK Axial Load = -1.19 kips Moment X = 5.68 ft-kips Moment Y = 4.48 ft-kips Combined Axial and Bending fa/Ft = 0.010 Member in Tension Use EQ. H2 -1 EQ. H2 -1 fa/Ft + fbx/Fbx + fbylFby <= 1.33 Ft = 27.6 ksi 0.57 < 1.33 OK Axial Load = 2.57 kips Moment X = 4.81 ft-kips Moment Y = -2.04 ft -kips Combined Axial and Bending fa/Fa = 0.034 < 0.15 USE EQ. H1-3 EQ. H1 -3 falFa + fbx/Fbx + fbylFby <= 1.33 0.41 <1.33 OK fa = 0.60 ksi fbx = 7.28 fby = 3.09 Load Case Axial (P) Mx1 Mxc Mx2 My Lb Lx Ly • TL 0.62 2.13 1.20 4.10 2.60 6.32 6.32 6.32 X4 -1.00 -6.33 2.14 -0.69 0.72 6.32 6.32 6.32 X6 0.66 4.81 -1.57 3.46 2.07 6.32 6.32 6.32 1111111111111 I I ARTFUL INNOVATIONS IN STEEL W. H. Ronk WIC. • 4240 N. 136TH Pm • NOLAND. MI 49424 Truss Design B10X5X14 Gravity Loads Bending klb/rx = • 24.29 Axial klx/nc = 24.29 Depth ember Loads kx = 1.2 ky = 1.0 Uplift Loads Bending klb/rx = Axial klx/rx = 24.29 24.29 kly/ry = 32.03 kly/ry = 32.03 '.• . • • Pa = 66.28 Max = 220.00 May = 54.54 ARTFUL INNOVATIONS IN STEEL Truss Design Load Case TL Axial Load = Moment X = Moment Y = Combined Axial and Bending P/Pa = 0.009 < 0.15 USE C5-3 EQ. C5-3 PIPa + Mx/Max + My/May <= 1.0 X4 Axial Load = Moment X = Moment Y = X6 Axial Load = Moment X = Moment Y = 0.62 kips 49.20 in-kips 31.20 in-kips -1.00 kips 75.96 in-kips 8.64 in-kips Combined Axial and Bending P/Ta = 0.015 < 0.15 USE C5-3 EQ. C5-3 P/Pa + Mx/Max + MylMay <= 1.33 0.66 57.72 24.84 kips in-kips in-kips Combined Axial and Bending P/Pa = 0.010 < 0.15 USE C5-3 EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.33 • Ta = 66.28 Max = 220.00 May = 54.54 0.805 <1.0 OK Pa = 66.28 kips Max = 220.00 in-kips May = 54.54 in-kips kips (Tension) in-kips • in-kips 0.519 <1.33 OK 0.728 < 1.33 OK Load Case Axial (P) Mx1 Mxc Mx2 My . Lb Lx Ly TL 0.11 5.01 4.10 -5.01 0.29 3.00 20.00 3.00 X1 -0.18 -5.81 4.75 5.81 0.32 20.00 20.00 20.00 21 -0.09 -6.28 4.01 3.51 0.38 20.00 20.00 20.00 1111111111111 I I W. H. PORTIA. We. • 4240N. 1 MITH AV • Hou.OND, MI 49424 Eave Beam Design Length = 20 • • • v. , . • ' ksi 4:63 ly 7.61 rx= 3.41 in •••• Depth= 1.2 ky -7 1.0 Gravity Loads Bending klb/rx = 12.66 Axial klx/rx = 84.39 Uplift Loads • Bending klb/rx = 84.39 Axial klx/rx = 84.39 B9X5X16 kly/ni = 17.46 kly/ry = 116.40 K 16 x 24 • „.• Eave Beam Design Load Case TL Axial Load = 0.11 kips Moment X = 60.12 in-kips Moment Y = 3.48 in-kips X1 EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.33 Z1 Axial Load = -0.18 kips Moment X = 69.72 in-kips Moment Y = 3.84 in-kips Combined Axial and Bending P/Pa = 0.003 < 0.15 USE C5-3 EQ. C5-3 P/Pa + Mx/Max + My/May <= 1.0 Combined Axial and Bending PITa = 0.009 < 0.15 USE C5 Combined Axial and Bending P/Ta = 0.002 < 0.15 USE C5 EQ. C5 PIPa + Mx/Max + My/May <= 1.33 Pa = .34.03 kips Max = 15249 in-kips May = 40.05 in-kips 0.484 <1.0 OK Ta = 20.03 kips (Tension) Max = 152.49 in-kips May = 40.05 in-kips 0.562 < 1.33 OK Axial Load = -0.09 kips Ta = 58.95 kips (Tension) Moment X = 75.36 in-kips Max = 152.49 in-kips Moment Y = 4.56 in-kips May = 40.05 in-kips 0.607 < 1.33 OK W. H. poem INC. • 4240 N. 136TH AY • HOLLAND, MI 49424 Depth = mbar Loads Gravity Loads Bending klb /rx = 12.67 Axial klx/rx = 84.44 1.2 ky = 1.0 B9X5X14 =.. 17.51 • _ . :' 2.23. in ^2 Fy 55 °:� ksi 5.76 in "3:. Sy 3.77 inA3 _; 25.94 . inA4 ly = 9.43: inA4 3.41 in ry = 2.06 in kly /ry = 116.71 K x2 Width 5 Gage Load Case Axial (P) Mx1 Mxc Mx2 My Lb Lx Ly TL 0.92 2.01 7.19 -2.01 0.00 ' 3.00 20.00 3.00 X1 -0.96 -2.11 7.54 2.11 0.00 20.00 20.00 20.00 Z1 -0.85 -2.11 6.91 1.73 0.00 20.00 20.00 20.00 EQ. C5-3 REK 16.x 24 M Pa 42.37 ; kips Max = 189.70 in -kips May = 49.66 in -kips 0.477 < 1.0 OK Ta = 24.83 kips (Tension) Max = 189.70 in -kips May = 49.66 in -kips poI�® II i I I II ARTFUL INNOVATIONS IN STEEL W. H. PoReEA, INc. • 4240 N. 198TH Av • Houma. All 49424 Ridge Beam Design Load Case TL Axial Load 0.92 kips Moment X = 86.28 in -kips Moment Y = 0.00 in -kips Combined Axial and Bending P /Pa = 0.022 < 0.15 USE C5-3 P /Pa + Mx/Max + My /May < =1.0 X1 Axial Load = -0.96 kips Moment X = 90.48 in -kips • Moment Y = 0.00 in -kips Combined Axial and Bending P/Ta = 0.039 < 0.15 USE C5 -3 EQ. C5-3 P /Pa + Mx/Max + My/May <= 1.33 Z1 Axial Load = -0.85 kips Moment X = 82.92 in -kips Moment Y = 0.00 in -kips Combined Axial and Bending P/Ta = 0.012 < 0.15 USE C5 -3 EQ. C5-3 P /Pa + Mx/Max + My/May < =1.33 0.516 < 1.33 OK Ta = 73.44 kips (Tension) Max = 189.70 in -kips May = 49.66 in -kips 0.426 < 1.33 OK mbar Loads - ARrFUL� INNOVATIONS IN. STEEL W. H. Poing*, Sic. • 4240N. a 6TH AN • HOLLAND, MI49424 Load Case Axial (P) Mx My Lb Lx Ly TL 0.00 0.36 0.00 2.00 2.00 2.00 X1 0.00 -0.42 0.00 2.00 . 2.00 . 2.00 0 0.00 0.00 0.00 2.00 2.00 2.00 Gravity Loads Bending klb /rx = 14.06 Axial klx/rx = 14.06 Uplift Loads Bending klb /rx = 14.06 Axial klx/rx = 14.06 ti . ARTFUL INNOVATIONS IN STEEL W. H. PORTER, INC. • 4240 N. 136TH AV • HOLLAND. MI 49424 Beam Tails Load Case TL I:.REK;16x24M::: Pa = 50.80. kips Max = 152.49 in -kips May = .40.05 in -kips Axial Load = 0.00 kips Moment X = 4.32 in -kips Moment Y = 0.00 in -kips Combined Axial and Bending P /Pa = 0.000 < 0.15 USE C5-3 EQ. C5 -3 PIPa + Mx/Max + My/May < =1.0 0.028 ' < 1.0 OK Axial Load = 0.00 kips Moment X = -5.04 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 < =1.33 Axial Load = 0.00 kips Moment X = 0.00 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 + MylMay < =1.33 Pa = 50.80 kips Max = .152.49 in -kips May = 40.05 in -kips 0.033 < 1.33 OK Pa = 50.80 kips Max = 152.49 in -kips May = 40.05 in -kips 0.000 < 1.33 OK ARTFUL 'INNOVATIONS IN STEEL W. H. Ponta. INC. 0 4240N.I WO /N **DUMP 11149424 Building Type.' REK 16 x 24 M :'. REKI6x24 Column Baseplate & Anchor Bolt Design Baseplate Design bw bd Column Size = 6 x 6 Column Area = 36 sqr. inches Thickness = 0.1875 Compression Load = 3.46 kips fp' = comp load/Area fp = 3.46 / 36 = 0.09611 x1000 96.1 < 750 psi OK • • : Mpl = 5.07 inch-kips • tp =1 (6) (Mpl) • tp = 0.38 in Use Baseplate 0.5 x 6.5 Anchor Bolt Design Tension = 3.38 kips Use 0.75 Diameter A307 Anchor Bolt Area = 0.4418 sq.inches fv = 0.66 0.4418 Ft = 26 - 1.8(fv) = Ft =20 ksi ft = 3.38 = 0.4418 Column to Baseplate Weld • Use 3/16 inch Fillet Weld Load = 3.38 kips 1.49 ksi 7.65 ksi < Ft OK . Shear = 0..66 . kips 23.31 ksi > 20 ksi use 20 ksi Load Combination Fx Fy Fh Fv Mz TL 0.62 1.01 0.27 1.15 2.13 X4 -0.99 -1.09 -0.59 -1.35 -6.33 X6 0.66 1.33 0.21 1.47 4.81 Plate Dimensions Lp = 10.54 Wp = 5.00 y= 1.75 x= 1.25 • ..40 Truss To Column Connection Fh = Fx Cos A - Fy Sin A Fv = Fx Sin A + Fy Cos A Controlling Loads A= 18.43 • /Al AEA:. 1111111111111111 vc I Truss To Column Connection , At TL Shear = dl Plate Design dw = 5 inches Load Condition tp =\I * Mpl 36 * dw 1.7 Bolt Design Load Condition ' TL Fbt = (Mz*12)-(Fh*U2) Use 0.75 Diameter A325 Bolts 2.75 kips dl X4 Fbb =. (Mz*12)-(Fh*U2) 9.00 kips dl X6 Fbb = iMz"12)-(Fh"U2) = 6.44 kips Fbb 1.15 fv = v/Area = 0.65 ksi Ft = v 144)**2 - 4.39 (fv)**2 = 43.98 ksi <44 ksi ft = 3.11 < Ft OK At X4 Shear = 1.35 fv = v/Area = 0.76 ksi Ft = 444)**2 - 4.39 (fv)**2 * 4/3 = 58.63 ksi < 58.67 ksi ft = 10.18 < Ft OK At TL Mpl = Ff/2 * Edge Distance = 1.89 inch-kips tp = * Mpl tp = 0.29 inches 27 * dw At X4 Mpl = Ff/2 * Edge Distance = 6.19 inch-kips tp = 0.45 inches Use Plate 0.5 with (4) - 0.75 Diameter A325 Bolts Use Plate 0.375 for Column Flange Plate Truss to Ridsie Controlling Loads W. H. Poe INC. • 4240N. 13erH NV • MILANO. 1414e 424 Plate Dimensions dy = 7.04 x= 2.5 y = 1.75 Lp = 10.54 Wp= 5 Load Combination Fx Fy Fh Fv Mz TL -0.60 -0.96 -0.27 -1.10 4.10 X1 1.45 0.89 1.09 1.30 -3.12 Truss to Ridge Bolt Design Use 0.750 Diameter A325 Bolts. Load Condition TL Fbt = fMz*12)-(Fh*U2) = 5.76 kips dl • Fbt 411-- • 5.27 Fh d At TL Shear = 1.10 fv = v/Area = 2.49 ksi Ft = N 144)**2 - 4.39 (fv)**2 = 43.69 ksi < 44 ksi ft = 6.51 < Ft OK At X1 Shear = 1.10 fv = v/Area = Plate Design dw = 5 inches At TL Mpl = Ff * Edge Distance = 7.91 inch-kips tp =\1 6*Mpl tp = 0.59 inches 27 * dw At X1 Mpl = Ff * Edge Distance = 4.95 inch-kips tp =16 *Mpl tp = 0.41 inches \ 36 ` dw 2.49 ksi Ft = N /44)**2 - 4.39 (fv)**2 * 4/3 = 58.25 ksi < 58.67 ksi ft = 4.08 ksi < Ft OK Use Plate 0.625 with (2) 0.750 Diameter A325 Bolts Load Combination Fx7 Fy Mz TL 0.11 1.82 5.01 X1 -0.18 -2.11 -5.81 Z1 -0.09 -1.92 -6.28 Side Eave Beam Connection to Column Controlling Loads Side Eave Beam Connection to Column 4.50 Fh Use 0.750 Diameter A325 Bolts At Z1 Fbt = (Mz*12)-(Fh*U2) = dl Fbb = (Mz*12)-(Fh*L/2) = dl Z1 Fbb = (Mz*12)-(Fh*U2) = dl At TL Shear = 1.82 fv = v/Area = 4.12 ksi Ft = 444)**2 - 4.39 (fv)**2 = 43.15 ksi < 44 ksi ft = 9.15 ksi < Ft OK At Z1 Shear = 1.92 Mpl = Ff/2 • Edge Distance = fv = v/Area = 8.08 kips 9.56 kips 10.27 kips 5,05 inch-kips tp = 16 *Mgt tp = 0.47 inches 27* dw Mpl = Ff/2 • Edge Distance = 6.42 inch-kips tp =\I * Mpl tp = 0.46 inches 36 * dw 4.35 ksi Ft = 444 - 4.39 (fv)**2 * 4/3 = 57.40 ksi < 58.67 ksi ft = 11.63 ksi < Ft OK Plate Design dw = 5.00 inches Load Condition At TL Use plate 0.5 with (4) - 0.750 Diameter A325 Bolts Load Combination Fx Fy Mz TL 0.92 1.84 2.01 X1 -0.96 -1.93 -2.11 Z1 -0.85 -1.78 -2.11 Ridge Beam Connection Controlling Loads Use 0.750 Diameter A325 Bolts Ridge Beam Connection Bolt Design n Load Condition TL Fbt X1 Plate Design At TL •.' ..; . •, (Mz*12)-(Fh*U2) = dl Fbb = (Mz*12)-(Fh*U2) = dl Z1 Fbb = fMz*12)-(Fh*U2) = dl At TL Shear = Ft = (44)^2 - 4.39 (fv)"2 ft = -1.46 ksi < Ft OK At Z1 Ft = ft = At Z1 Shear = 1.84 1.78 fv = Fbt 4.50 Fh 4.50 fv = v/Area = -1.29 COMPRESSION 1.36 kips 1.36 kips 4.16 ksi 43.13 ksi < 44 ksi v/Area = 4.03 ksi (44)^2 - 4.39 (fv)^2 *4/3 = 57.58 ksi < 58.67 ksi 1.54 ksi < Ft OK dw = 5 inches MpI = Ff * Edge Distance = 2.10 inch-kips tp=16 Mpl tp = inches \J27 * dw Mpl = Ff * Edge Distance = 2.20 inch-kips tp =I 6 * MpI tp = 0.27 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 W. H. Po1REN. Msc. • 4240 N. 196TH Av • Hou.AHO. MI 49424 Building Type All Types By DSD Poli -Rib Panel Design Data Section Properties 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. ti 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 0.0499 0.0499 1.494 0.0286 0.0462 1.382 W. H. Po1REN. Msc. • 4240 N. 196TH Av • Hou.AHO. MI 49424 Building Type All Types By DSD Poli -Rib Panel Design Data Section Properties 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. ti `•••••• • • • • 777 I /I' A 110.... W. H. PORTO. WC. • 4240 N. 136TH AV • ifOLLNID. M149424 Building Type REK 16 x 24 M Company Name: Wit Porter. Inc By: Mel Souders Wale Ing SpedAdtion No. WHP-1. Rev.: Date: 06/03/97 Supporting Pro:Witte Ousecellon Tat Record(s) No. Welding Proeess(es): GMAW (DCEP) Igoe : Semi-Automatic (automatic, manual. etc.) Mode Of Transfer for GMAW: , Short Ckc lei g (*lobular) (short circuiting. spray. etc.) JOINTS (Tab %LI) Type of Welded Joint(s): Sacking: Yes O No Seddng Material Type : Oroove ided Front one side: ® boor sloes: O BASE METAL (12) Material Support Sleet Thidmess Range: Sheet Sleet ,_ 109 to 1 _3-- Support Steel Thickness: Base Metal Praperahorc FILLER METAL (Table L1): AWS SAS Gees 70 S3 POSITIONS (Table /1t Position of Groove: Flat 1Q Position of Filet Progression: GAS (L5) Shielding Gas: 75%I25% Percent Mixture FLUX (6.6)' This procedure may vary due to fabrication sequence. fit•up• pass Vie. etc. within the limitation of variables given in ANSIIAWS 01.3 (1969). Structural Welding Code - Sheet Steel. (year) Authorized by Form A -2 WELDING PROCEDURE SPECIFICATION (WPS) None COATING(S) move Type: Red Oxide Primer Thickness: .0006 z44 Flow Rate: Sketch Of Joint Detail OPEN'Y6 • rItlP tO ino PREHEAT (1.1.1 and 4.1.3): Preheat Temperatufs - Preheat Temperature Max.: 35 CFH (• -10% Date :' • ow 6-3-97 JOINTS (Table 6.1) Type of Welded Joint(s): Rare Bevel Groove (PIP) eeddng: Yes Q No Baddrg Materiel Type Groove Welded from one eke: ® both sides: 0 SASE METAL (12) and A570 GR50 Materiel spedfaton type �e Sheet steet 100 to 1e0 Support Steel Thickness Range: Sheet Shot 100 to 180 Support Steel Thtdness: Base Metal Repealbn: None FILLER METAL (Table 6.1): Sp L AWS 5.18 Clesstfk eon: ER 70 83 POSITIONS (Table 1.1): Position of Groove: 10 - 20 Position of Filet Progression: OAS (6.R) Shielding Gas: Argon / CO2 Percent Mixture: 75% / 25% FLUX (6.6) WELDING PROCEDURE SPECIFICATION (WPS) Carver" Name W.H. PoMr. Inc By: Mel Souders Welding SpedlicatIon No WHP3• Rev.: _Date: 06/03/97 Supporting Procedure Ovaeficaeon test Record(s) No.: Woking processes) GMAW (t10EP) 'type: (automatic. manual. etc) Mode Of Transfer for GMAW: Short Circuiting folobu er) (start dradtlng. spray. etc.) TECHNIQUE Pass Electrode Welding Current Travel No. Site Amperes Speed 1 .035 (4.10%) 15IPM This procedure msy vary due to fabrication sequence. 6t-up. pass size, etc, within the limitation of variables given in ANSI/AWS 01.3 (1989). Structural Welding Code - Sheet Steel Form A -2 Authonzed trr .C1e J COATING(S) Type: Red Oxide Primer Thickness: .0006 Sketch Of Joint Detail PREHEAT (1.1.1 and 4.1.3): Preheat Temperature Min.. Na Preheat Temperature Max Flow Rate: Melting Rate 35 CFH (• -10 %) Wire Feed Speed 45 (4 -10 %) Date 4 - 3 - 97 Date: ti WELDING PROCEDURE SPECIFICATION (YIPS) Company Name: W.M. Porter. Inc Sy: Mel Souders W*tdkg Specification No.: WHP4. Rev.: Data: 06103197 Supporting g Procedure OusR6albn Test Recants) No.: R S Welding Process(es): GMAW (DCEP) Type: Send-Automatic (automatic, manual etc.) Mode Of Transfer for GMAW: Short Circuiting (elobulat) (short drafting. spray. etc.) JOINTS (Table 6.1) Type of Welded Joint(s): Fillet Lap (PJP) Sacking: Yes ❑ No Ett Sacking Material Type : Groove Welded From: one side: ❑ both sides: ❑ SASE METAL (1.2) Material specification type and grade: A570 GR 50 Sheet Meet 100 to 100 Support Steel: Thickness Range: SheetSteet 1001 to 180 Support Sleet Thkia+esc .134 to ,0478 Base Medi Repetition: None FILLER METAL (Table e.1): SpedfmatIve ANS 5.18 Cloasllfcatbrc ER 70 S-3 POSITIONS (Table 1.1): Potion of Groove: Poe don of Filet 2F Progressive GAS (6.6) Shielding Gem Argon 1 CO2 Percent Mi tore 75%125% FLUX (6.6): 723‘d ZeICAGI- Fenn A - 2 Autt oozed by TECHNIQUE COATING(S) Type: Red Oxide Primer Thickness: Sketch Of Joint Detail PREHEAT (1.1.1 and 4.1 .3): Preheat Temperature MM.: n/a Preheat Temperature Max.: Flow Rate: 35 CR4 (• -10%) Pan No. 1 .035 Travel Speed 151PM Melting • Woe Feed Rate Speed 45 (4.1o%) Electrode Welding Current Stte Amperes Volts 140 20 (• -10%) This procedure may vary due tgfabrication sequence. fit-up. pass size. etc. within the Imitation of von ables green in ANSVAWS 01.3 (1989). Structural Welding Code - Sheet Steel. (year) Date: 6-3- 9 7 Rate: 3S CFM (• -10%) k Date. 6 91 JOINTS (Table 6.1) Type of Welded Joint(s): Decking: Yes Q rki No SI Booking Materiel Type : Groove Welded Fran: one side: a both sides: 0 BASE METAL (1.2) Material spedllation type and grade: Sheet steet Support Steel: Thickness Range: Sheetsteet a7a to 134 Support Sleet TN:lamas: -- Ease Metal Preperatkxt None FRIER METAL (Table 6.1). �: AtNS 5.16 p debpn: ER 10 5-3 POSITIONS (Table 1.1): Position of Groove: Position of Filet 2F Progression: GAS (6.6) Shielding Gas: Ngon I CO2 Percent Mixture: 75%f 25% FLUX (6.6): Form A.2 WELDING PROCEOURLeSPECIFICATION (WPS) TECHNIQUE By: Mel Souders Ore: 06/03187 a 7 Company Name W.H. Potter. Inc Welding ati Specinon No.: WHIMS Rev.: Supporting Procedure Ousslkstton Test Record(s) No.: Welding Process(es): GMAW (MEP) 'type: Seml"Actamst (automatic manual. etc.) Mode Of Transfer for GMAW Short (short C spray. etc.) COATING(S) Filet 1 ee (PJP) Type: Red Oxide Primer Thickness: Sketch Of Joint Detail A570 GR 50 j: 19 l0 10G PREHEAT (1.1.1 and 4.1.3): Preheat Temperature Min.: Ns - Preheat Temperature Max.: Flow Rate: 35 CFH (+ -10%) Pass Eiecbode Welding Curtest No. She A mperes Volts I .035 130 20 (. -10%) Travel Speed 15 1PM Melting Rate Wire Feed Speed 45 (4..10%) This procedure nary vary due b fabrication sequence. fe-up, pass size. etc. within the limitation of variables given in ANSUAWS 01.3 (19 StrJ . Structural Welding Code - Sheet Steel. Date: Authorized by Progression: Up 0 Down Q ELECTRICAL CHARACTERISTICS - :.I.1 Angie: Pass et WWlaufale) Process fart Menus das0aem Came Type Feed et Wet vacs Teasel 1 GMAW ER70S•3 .035 DCEP 150 (..f0%) 451PM (• .10%) 23 (•.10%) Company Name Welding Pnucess(es) Supporting PQR No.(s) WELDING PROCEDURE $PECIFICAT1O11 (MVPS) Yea ts PREQUALIFIED: ® QUALIFIED BY TESTING: O or PROCEDURE QUALIFICATION RECORDS (PQR) Yes ❑ WELDING PROCEDURE Identification No. Revision Date WHP -11 6.9. By MGS Mel Souders Dan . 6 -11 -97 Semi - Automatic cg Automatic 0 W.H. Potter. Inc Authorized By GMAW Type - Manual 0 P.Q.(01.1)Fig.32,3.116Sea 3.9 Machine ❑ JOINT DESIGN USED POSITION Type: Met Skewed Tee Joint Position of Groove: Fillet Single ® Double Web Q Vertical Progression: Up Q Down 0 eackkg: Yes Q No Backing Mittens!: ELECTRICAL CHARACTERISTICS Root Opening:0 to 3/1SRoot Face Dimension Groove Angle: Radius (J Beck Gorging: Yes ❑ No ® Method Transfer Mode (GMAW): • Shod-Circuiting 0 Globular ® Spray Q Current AC O °CEP ® OCEN Q Pulsed 0 Ottier BASE METALS Material Spec.: A500 to /1-35 Tungsten Electrode (GTAYI): Type or Grade: Gr. B Size: T1lklkness: Groove: Fillet 1/6 to 114 Type: Olemater (Pi TECHNIQUE FILLER METALS Sbkger or Weave Seed: Strkger AWS Specricaeore AWS 5.18 Mull-pass of Single Pass (per side): Single AVVS Classification ER70 S3 Number of Ekebores: I Electrode Sparing: Laglludmat Lateral Angle: SHIELDING Fkmc Nil Gas: CO2 Composition: 75% 125% Coded Tube to Work Distance: Electrode- Fiux(dass): Flaw Rate:35CFH (G -10%) Peening: Gas Cup Site: Interpass Cg: PREHEAT POSTWELD HEAT TREATMENT Preheat Temp, Mm.. Na Temp.: Na Interpass Temp., Mm.: Time: Joint Details e 32 e = at Sal -f0 •/ 3 Volts Trawl *wee 2d (• .10%) • A ARTFUL INNOVATIONS IN STEEL coMPUTER ANAIYSI Building Type ` REK 16 x24 M TYpE. OF THE STRUCTURE•.' *:RESTART: STATUS : • ; •,,, 8...NO:..,OF JOINTS DEFINED .•: • • ... . 8 NO.' OF MEMBERS DEFINED .. NO. OF PLATE ELEMENTS DEFINED 0 8 NO. OF DIFF. MATERIAL DEFINED 1 NO. OF DIFF. SECTION PROPERTIES DEFINED: 4 * NO. OF' DIFF TYPES OF SPRINGS DEFINED :: O.. . . „ • -• ,‘ • , -1 8 LISTING OF :•THE - INPUT FILE 8 .; • , 27) 6 7 9 28) 7 6 10 29) 8 8 10 30) 9 5 6 31) 10 7 8 32) 11 9 10 33) 12 5 11 34) 13 612 35) 14 7 13 36) 15 8 14 M-STRUDL BY CAST / REV. 2.61 SER a5c TIME : 4/8/1994 00402 1 1 TITLE: POLIGOM REK 16'X 24' - ALL STEEL - UBC PAGE 1 1 ••-' : ,.. • . 16 ipcE KIPS D EGREES 1) TYPE SPACE FRAME . . 2) TITLE POLIGON REK 16'x 24' ALL STEEL 7 UBC .1 . ) UNIT FEET 4) JOINT COORDINATE 5) 1 0 0 2, SUPPORT 6) 2,0 0 22,SUPPORT 7) 3,12 0 2,SUPPORT 8) 4,12 0 22,SUPPORT 9) 5,0 8 2 .. • 10) 6,0 8 22 11) 7,12 8 2 12) 8,12 8 22 13) 9,6 10 2 14) 10,6 10 22 " 15) 11,0 8 0 16) 12,0 8 24 17) 13,12 8 0 18) 14,12 8 24 19) 15,6 10 0 20) 16 6 10 24 21) MEMBER INCIDENCES 22) 1 1 5 23) 2 2 6 24) 3 3 7 25) 4 4 8 26) 5 5 9 N-STRUDL BY. CAST :/ REV. "2.61 ti-al • 45c TINE : 4/8/1994 0:04 :02 ; : TITLE POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE < '2 1 *ussisma ; :u : LISTING OF THE INPUT FILE _ :u mmu:uu:: 37 16 9.15 36) 16 39) JOINT RELEASE 40) 1 TO 4 NOM X MON Y MON Z 41) 11 TO 16 FREE 42) MEMBER RELEASE 43) 5 TO 17 STA MOM X 44) UNIT INCHES 45) MEMBER PROPERTIES 46) TS6X6X3/16 1 TO 4 47) BIOX5X14 AX 2.38 IX 1 IY 10.34 IZ33.41 5 TO 8 48) B9XSX14 AX 2.23 IX 1 IY 9.43 IZ 25.94 11 49) B9XSX16 AX 1.79 IX 1 I 7.61 II 20.85 9 10 12'TO,17 50) MATERIAL PROPERTY 51) STEEL E 29000 DEN .000286 6 12000 ALL 52) UNIT FEET 53) STIFF ANALYSIS 54) LOAD DL 55) DEADLOAD Y -1 $SELFWEIGHT OF FRAME 56) $ 57) LOAD YL 58) MEMBER LOAD 59) 9 TO 17 FORCE Y GLOBAL UNIF W 5.34 60) 8 61) LOAD EQX 62) MEMBER LOAD 63) 9 TO 17 FORCE X GLOBAL UNIF W 5.34 64) $ 65) LOAD EOZ 66) MEMBER LOAD 67) 9 TO 17 FORCE Z GLOBAL UNIF W ' 5.34 68) $ 69) LOAD WXW 70) JOINT LOAD 71) 5 6 FORCE X -21.34 72) 9 10 FORCE X -10.67 73) MEMBER LOAD 74) 9 12 13 FORCE Y GLOBAL UNIF W 5.34 75) 11 16 17 FORCE Y GLOBAL UNIF W 2.67 76) $ 77) LOAD WXL 78) JOINT LOAD 79) 7 8 FORCE X 21.34 80) 9 10 FORCE X 10.67 81) MEMBER LOAD 82) 10 14 15 FORCE Y GLOBAL UNIF W 5.34 83) 11 16 17 FORCE Y GLOBAL UNIF W 2.67 84) $ 85) LOAD WZW 86) MEMBER LOAD 87) 1 3 FORCE Z GLOBAL UNIF W .5 4 L, 1 PI-STRUM. BY CAST / REV. 2.61 SER : $5c TIME : 4/8/1994 0:04:02 1 1 TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 3 : sunsussussussusussuss : LISTING OF THE INPUT FILE S ssmssumsustussusstsss 88) 5.6 FORCE Z GLOBAL UNIF V 1.0 89) $ 90) LOAD WZL 91) MEMBER LOAD 92) 2 4 FORCE Z GLOBAL UNIF U .5 93) 78 FORCE Z GLOBAL UNIF V 1.0 94) $ 95) LOAD COMB TOTAL 96) COMBINE 01 .1 YL -.033 97) LOAD COMB EX 98) COMBINE DL 1 YL -.003 EOX .0019 99) LOAD COMB EZ 100) COMBINE DL 1 YL -.003 EOZ .0019 101) LOAD COMB X1 102) COMBINE DL 1 YL -.003 WXW .0437 WXL .0375 103) LOAD COMB X2 104) COMBINE DL 1 YL -.018 WXW .0437 WXL .0375 105) LOAD COMB X3 106) COMBINE DL 1 YL -.033 WXW .02185 WXL .01875 107) LOAD COMB X4 108) COMBINE DL 1 YL -.003 WXW -.0094 HI .0375 109) LOAD COMB X5 110) COMBINE CL 1 YL -.018 WXW -.0094 WI .0375 111) LOAD COMB X6 112) COMBINE DL 1 YL -.033 WXW -.0047 WXL .01875 113) LOAD COMB 21 114) COMBINE DL 1 YL -.003 VZW .025 WZL .0156 WXW .0375 WXL .0375 115) LOAD COMB 12 116) COMBINE DL 1 YL -.018 WZW .025 WZL .0156 WXW .0375 WXL .0375 117) LOAD COMB Z3 118) COMBINE DL 1 YL -.033 WZU .0125 WZL .0078 WXW .01875 WXL .01875 119) PRINT INPUT 120) SELECT TOTAL 121) LIST FORCE 1 5 6 9 11 12 16 122) LIST FORCE 9 11 SEC DS .5 .5 FRA 123) SELECT EX X1 X2 X3 X4 X5 X6 124) LIST FORCE 1 3 5 6 9 TO 11 12 14 16 125) LIST FORCE 9 TO 11 SEC DS .1 .1 FRA 126) SELECT EZ 11 Z2 13 127) LIST FORCE 125 TO 11 12 13 16 17 128) LIST FORCE 9 11 SEC DS .1 .1 FRA 129) SELECT TOTAL EX EZ X1 X2 X3 X4 X5 X6 11 12 13 130) LIST REACTIONS 131) UNIT INCHES 132) LIST DIP 5 TO 16 133) FINISH „ , • '• . • ;••••••:„.i. •••: . . „ ....„ z RESULTS OF ANALYSIS z TYPE OF THE PROBLEM : ; SPACE FRAME RESTART STATUS NONE GIVEN ACTIVE UNITS KIPS FEET DEGREES • . • : • ; "1 • '• • • „ ■••■ „ I ; , ; , ; "• • , • " • 1 .:';•:3 ,S, LOAD: INDEX : 9 LOAD TAG : TOTAL in RESULTANT MEMBER FoicEs:. . 9 B9X5X16 5 0 1102 1.8236 0.0000 0.0000 0.2891 , ,J.• , , 6 -0.1102 1.8236 -0.0000 0.0000 -0.2891 -5.0140 li B9X5X14 9 0.9178 1.8387 -0.0000 0.0000 0.0000 2.0077 • : ' ; 10 -0.9178 1.8387 0.0000 0.0000 0.0000 -2.0077 .. . -0.0000 0.0000 -0 0000 0 3647 -0 0.0000 0 11 -0.0000 0.0000 0.0000 0.0000 0.0000 ° Co: 3 0 6 0 4 0 7 0 12 B9X5X16 5 0 ' .; ..... 16 ' 89X5X16 9 -0.0000 0.3647 -0.0000 0.0000 -0.0000 0.3647 15 ' 0.0000 0.0000 0 0.0000 0.0000 0.0000 . • • • , " 1, , .1. •. , • i 'fl-STRUDL BY CAST / REV. 2.61 SEA : aSc TINE : 4/8/1994 0:04:05 1 ' TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC , PAGE 5 ' z RESULTS OF ANALYSIS z YPE:OE:•.THE:poOBLEmi:::: SPACE FRAME RESTART STATUS ACT UNITS : KIPS FEET DEGREES s LOAD. INDEX • • 9:'L.OAD i40 : HiNBER FORCES , ,: • • MEMBER SECTION JOINT I--- :AXIAL --;/7-: LOCAL: Y LOCAL 177/-7.TORSIONAL, TAG. NO '-FORCE' SHEAR FORCE SHEAR FOR 2 MOMENT' - MOMENT MOMENT - O9X5N15 -0:1102 -1.8236. -0.0000 • 0.0000 -0.2891 . -5.0140 ; • 10.0000 -0:1102 70.0000 • -0.0000; 0.0000., -0.2891 :: 6 • 4:1102 • 1.8236 -0.0000 0.0000 -0.2891 • -5.0140 • 89X5X14 :9178. •• -1.8387Y. 0.0000 . 0 .0000 -o.0000 72.0077 . • . 10.0000 • • -0.9178 -0:0000 0.0000 0.0000 7.1860 • 10 -0.9178 1.8387 - 0.0000 • 0.0000 • • 0.0000 -2.0077- • ' - „ , • ••••• '4 ■;;.. , • • • • • „ • ." ,■ • • .• • M- STRUDL BY CAST / REV. 2.61 Sin-: a5c TIME : 4/8/1994 0:04:05 ; I TITLE: POLI60N REK 16'X 24' - ALL STEEL - UBC PAGE 6 I sssssusuu : RESULTS OF ANALYSIS s u TYPE OF THE PROBLEM : SPACE FRAME RESTART STATUS : NONE GIVEN ACTIVE UNITS : KIPS FEET DEGREES us LOAD INDEX : 10 LOAD TAG : EX us RESULTANT MEMBER FORCES MEMBER SECTION JOINT /--- AXIAL ---/--- LOCAL Y - - / -- LOCAL Z -- / -- 'TORSIONAL - / --- tOCAL Y - - /-- LOCAL Z --/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 1 TS6X6X3/16 1 0.3116 0.1417 0.0785 0.0000 -0.0000 0.0000 5 -0.1944 - 0.1417 - 0.0785 -0.0000 -0.6281 1.1334 3. T56X6X3 /16 3 0.8392 0.2236 0.0597 0.0000 -0.0000 0.0000 7 - 0.7219 - 0.2236 - 0.0597 -0.0000 - 0.4779 1.7886 5 810X5X14 5 -0.0415 -0.0616 - 0.0138 0.0000 0.2572 - 1.1334 9 0.0579 0.1106 0.0138 0.0000 -0.1698 0.5886 6 810X5X14 7 0.2408 0.4004 -0.1320 -0.0000 0.3340 1.7886 9 -0.2245 -0.3514 0.1320 -0.0000 0.5006 0.5886 9 B9X5X16 5 0.0923 0.2216 0.1015 0.0000 - 0.2643 0.5911 6 -0.0923 0.2216 0.1015 0.0000 0.2643 - 0.5911 10 B9X5X16 7 -0.0722 0.2216 0.1015 0.0000 -0.3372 0.6279 8 0.0722 0.2216 0.1015 0.0000 0.3372 - 0.6279 11 B9X5X14 9 0.1182 0.2367 0.1015 0.0000 - 0.3341 0.2563 10 -0.1182 0.2367 0.1015 0.0000 0.3341 -0.2563 12 B9X5X16 5 -0.0000 0.0443 - 0.0203 0.0000 0.0203 0.0443 11 0.0000 0.0000 -0.0000 0.0000 0.0000 0.0000 14 B9X5X16 7 0.0000 0.0443 -0.0203 0.0000 0.0203 0.0443 13 -0.0000 0.0000 -0.0000 0.0000 0.0000 0.0000 16 B9X5X16 9 0.0000 0.0443 -0.0203 0.0000 0.0203 0.0443 15 - 0.0000 0.0000 -0.0000 0.0000 0.0000 0.0000 xxx LOAD INDEX : 12 LOAD TAG : X1 xxx RESULTANT MEMBER FORCES MEMBER SECTION JOINT /--- AXIAL - - - / - -- LOCAL Y - - /-- LOCAL Z - - / -- TORSIONAL - /--- LOCAL Y -- /-- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 1 T56X6X3 /16 1 - 3.3824 0,0964 - 0.6597 0.0000 0.0000 -0.0000 5 3.4996 - 0.0964 0.6597 -0.0000 5.2775 0.7710 3 TS6X6X3/16 3 - 3.2718 - 0.2948 - 0.5554 - 0.0000 - 0.0000 - 0.0000 7 3.3890 0.2948 0.5554 0.0000 4.4430 -2.3587 5 810X5X14 5 -1.2814 - 0.5904 - 0.4839 - 0.0000 0.3329 - 0.7710 9 1.2977 0.6394 0.4839 - 0.0000 2.7274 -3.1179 6 B10X5X14 7 - 1.4348 - 0.8414 0.4802 0.0000 -0.3110 - 2.3587 C r ; M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : 4/8/1994 0:04:05 ; TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 7 RESULTANT MEMBER FORCES 9 1.4511 9 89X5X16 .5 -0.1758 6 0.1758 10 B9X5X16 7 - 0.0752 8 ' 0.0752 11 B9X5X14 . 9 - 0.9641 10 0.9641 89X5X16 5 -0.0000 11 0.0000 B9X5X16 7 - 0.0000 13 0.0000 16 B9X5X16 9 . - 0.0000 15 0.0000 ;u LOAD INDEX : 13: LOAD TAG : X2 RESULTANT MEMBER FORCES MEMBER SECTION JOINT / --- AXIAL - - - / - -- LOCAL Y - - /-- LOCAL Z - - / -- TORSIONAL - /- -- LOCAL Y - - / -- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 0.8904 -0.4802 0.0000 - 2.7261 -3.1179 - 2.1119 0.0000 0.0000 -0.3159 - 5.8052 - 2.1119 - 0.0000 0.0000 ' 0.3159 5.8052 - 1.7809 -0.0000 0.0000 0.2950 - 4.8975 -1.7809 0.0000 0.0000 - 0.2950 4.8975 - 1.9313 -0.0000 0.0000 -0.0013 - 2.1138 -1.9313 0.0000 0.0000 0.0013 2.1138 -0.4224 0.0000 0.0000 0.0000 -0.4224 - 0.0000 -0.0000 0.0000 - 0.0000 0.0000 -0.3562 -0.0000 0.0000 0.0000 - 0.3562 -0.0000 0.0000 0.0000 0.0000 0.0000 -0.3893 0.0000 0.0000 0.0000 .-0.3893 -0.0000 -0.0000 ' 0.0000 -0.0000 - 0.0000 MEMBER SECTION JOINT /- -- AXIAL --- /--- LOCAL Y - - / -- LOCAL Z - - / -- TORSIONAL - / --- LOCAL Y - - /-- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 1 TS6X6X3/16 1 -1.9406 -0.0163 -0.4097 0.0000 -0.0000 0.0000 5 2.0578 0.0163 0.4097 -0.0000 3.2775 - 0.1304 3 TS6X6X3/16 3 -1.8300 - 0.1822 -0.3054 0.0000 -0.0000 -0.0000 7 1.9472 0.1822 0.3054 -0.0000 2.4430 - 1.4573 5 1310X5X14 5 -1.0225 - 0.1701 -0.2840 -0.0000 . 0.1998 0.1304 9 1.0389 0.2191 0.2840 - 0.0000 1.5962 -1.3610 6 B1OX5X14 7 -1.1759 -0.4211 0.2803 0.0000 -0.1778 - 1.4573 9 1.1923 0.4701 - 0.2803 0.0000 - 1.5948 - 1.3610 9 B9X5X16 5 -0.1257 - 1.3109 0.0000 0.0000 -0.1895 - 3.6029 6 0.1257 - 1.3109 -0.0000 0.0000 0.1895 3.6029 10 B9X5X16 7 -0.0251 - 0.9799 -0.0000 0.0000 0.1687 - 2.6952 8 0.0251 - 0.9799 0.0000 0.0000 -0.1687 2.6952 11 89X5X14 9 -0.5642 - 1.1303 -0.0000 0.0000 - 0.0013 - 1.2382 10 0.5642 -1.1303 0.0000 0.0000 0.0013 1.2382 12 B9X5X16 5 0.0000 - 0.2622 -0.0000 0.0000 0.0000 - 0.2622 11 - 0.0000 - 0.0000 0.0000 0.0000 0.0000 0.0000 14 B9X5X16 7 - 0.0000 -0.1960 -0.0000 0.0000 -0.0000 - 0.1960 13 0.0000 -0.0000 0.0000 0.0000 0.0000 - 0.0000 16 B9X5X16 9 0.0000 - 0.2291 -0.0000 0.0000 0.0000 - 0.2291 15 -0.0000 - 0.0000 0.0000 0.0000 0.0000 - 0.0000 ==r LOAD INDEX : 14 LOAD TAG : X3 u: M-STRUDL BY CAST / REV. 2.61 SW: i5c TIME : 4/8/1994 0:04:05 1 1 TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 8 RESULTANT MEMBER FORCES MEMBER SECTION JOINT /--- AXIAL - - - / - -- LOCAL Y - - /-- LOCAL I - - / -- TORSIONAL - /--- LOCAL Y - - / -- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 1 TS6X6X3/16 1 1.4801 - 0.1976 0.2047 0.0000 0.0000 - 0.0000 5 - 1.3629 0.1976 -0.2047 -0.0000 -1.6377 - 1.5811 3 TS6X6X3/16 3 1.5354 0.0984 0.2569 0.0000 -0.0000 0.0000 7 - 1.4182 - 0.0984 -0.2569 -0.0000 - 2.0549 0.7873 5 810X5X14 5 -0.0731 0.6301 0.1874 0.0000 -0.1190 1.5811 9 0.0895 -0.5811 -0.1874 0.0000 -1.0664 2.2490 6 810X5X14 7 -0.1498 0.5046 - 0.1893 - 0.0000 0.1300 0.7873 9 0.1662 -0.4556 0.1893 -0.0000 1.0671 2.2490 9 B9X5X16 5 0.0173 0.6568 0.0000 0.0000 0.1129 1.8067 6 -0.0173 0.6568 -0.0000 0.0000 -0.1129 - 1.8067 10 B9X5X16 7 0.0676 0.8224 - 0.0000 0.0000 - 0.1233 2.2605 8 -0.0676 0.8224 0.0000 0.0000 0.1233 - 2.2605 11 B9X5X14 9 0.3767 0.7547 - 0.0000 0.0000 - 0.0006 0.8226 10 -0.3767 0.7547 0.0000 0.0000. 0.0006 - 0.8226 12 B9X5X16 5 - 0.0000 0.1314 0.0000 0.0000 -0.0000 0.1314 11 0.0000 0.0000 -0.0000 0.0000 -0.0000 - 0.0000 14 B9X5X16 7 -0.0000 0.1645 0.0000 0.0000 -0.0000 0.1645 13 0.0000 0.0000 -0.0000 0.0000 -0.0000 - 0.0000 16 B9X5X16 9 0.0000 0.1479 - 0.0000 0.0000 0.0000 0.1479 15 - 0.0000 0.0000 0.0000 0.0000 0.0000 - 0.0000 LOAD INDEX : 15 LOAD TAG : X4 m RESULTANT MEMBER FORCES MEMBER SECTION JOINT / - -- AXIAL - - - / --- LOCAL Y -- / -- LOCAL Z - - / -- TORSIONAL - /--- LOCAL Y -- /-- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 1 TS6X6X3/16 1 - 0.3567 0.7915 0.2295 0.0000 0.0000 -0.0000 5 0.4739 -0.7915 -0.2295 -0.0000 - 1.8359 6.3324 3 TS6X6X3/16 3 - 1.1935 0.7097 -0.5596 0.0000 0.0000 - 0.0000 7 1.3108 - 0.7097 0.5596 -0.0000 4.4765 5.6778 5 810X5X14 5 -0.9851 -1.0865 - 0.1142 0.0000 0.0032 -6.3324 9 1.0014 1.1355 0.1142 -0.0000 0.7193 - 0.6940 6 810X5X14 7 0.1754 0.8125 0.1421 0.0000 -0.1694 5.6778 9 - 0.1591 - 0.7635 -0.1421 0.0000 - 0.7295 -0.6940 9 B9X5X16 5 0.3437 0.7236 -0.0000 0.0000 -0.0030 1.9796 6 - 0.3437 0.7236 0.0000 0.0000 0.0030 - 1.9796 10 B9X5X16 7 -0.4174 -1.7809 0.0000 0.0000 0.1607 - 4.8862 8 0.4174 -1.7809 -0.0000 0.0000 -0.1607 4.8862 11 B9X5X14 9 -0.2564 -0.5135 0.0000 0.0000 0.0097 - 0.5639 10 0.2564 -0.5135 -0.0000 0.0000 -0.0097 0.5639 12 B9X5X16 5 -0.0000 0.1447 0.0000 0.0000 -0.0000 0.1447 11 0.0000 0.0000 -0.0000 0.0000 -0.0000 0.0000 14 B9X5X16 7 0.0000 - 0.3562 -0.0000 0.0000 0.0000 - 0.3562 13 -0.0000 -0.0000 0.0000 0.0000 0.0000 0.0000 16 B9X5X16 9 0.0000 - 0.1057 - 0.0000 0.0000 0.0000 -0.1057 uu LOAD INDEX : 17 LOAD TAG : X6 us RESULTANT MEMBER FORCES M-STRUDL BY CAST / REV. 2.61 SER : a5c TIME : 4/8/1994 0:04:05 ; TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 9 ; RESULTANT MEMBER FORCES MEMBER SECTION JOINT /--- AXIAL - - - /- -- LOCAL Y - - /-- LOCAL I - -/- TORSIONAL - / --- LOCAL Y - - / -- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 15 -0.0000 -0.0000 0.0000 0.0000 0.0000 - 0.0000 sss LOAD INDEX 16 LOAD TAG : X5 us RESULTANT MEMBER FORCES MEMBER SECTION JOINT / - -- AXIAL - -- / - -- LOCAL Y - - / -- LOCAL Z - - /-- TORSIONAL - / - -- LOCAL Y - - / -- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT - MOMENT MOMENT 1 TS6X6X3/16 1 1.0851 0.6789 0.4795 0.0000 -0.0000 0.0000 5 -0.9679 -0.6789 - 0.4795 -0.0000 - 3.8359 5.4310 3 TS6X6X3/16 3 0.2483 0.8224 -0.3096 0.0000 -0.0000 - 0.0000 7 -0.1310 -0.8224 0.3096 -0.0000 2.4765 6.5792 5 BIOX5X14 5 -0.7262 -0.6662 0.0857 0.0000 -0.1300 -5.4310 9 0.7425 0.7152 -0.0857 0.0000 - 0.4120 1.0628 6 BIOX5X14 7 0.4343 1.2328 -0.0578 0.0000 - 0.0363 6.5792 9 - 0.4179 -1.1838 0.0578 0.0000 0.4017 1.0628 9 B9X5X16 5 0.3938 1.5246 - 0.0000 0.0000 0.1233 4.1819 6 -0.3938 1.5246 0.0000 0.0000 - 0.1233 -4.1819 10 B9X5X16 7 - 0.3673 - 0.9799 0.0000 0.0000 0.0344 - 2.6840 8 0.3673 -0.9799 - 0.0000 0.0000 - 0.0344 2.6840 11 B9X5X14 9 0.1435 0.2875 0.0000 0.0000 0.0097 0.3118 10 -0.1435 0.2875 - 0.0000 0.0000 - 0.0097 - 0.3118 12 B9X5X16 5 - 0.0000 0.3049 0.0000 0.0000 - 0.0000 0.3049 11 0.0000 -0.0000 -0.0000 0.0000 - 0.0000 0.0000 14 B9X5X16 7 0.0000 - 0.1960 - 0.0000 0.0000 0.0000 -0.1960 13 - 0.0000 - 0.0000 0.0000 0.000D 0.0000 -0.0000 16 89X5X16 9 0.0000 0.0545 -0.0000 0.0000 -0.0000 0.0545 15 -0.0000 - 0.0000 0.0000 0.0000 0.0000 0.0000 MEMBER SECTION JOINT /- -- AXIAL - -- / --- LOCAL Y - - / -- LOCAL I - - /-- TORSIONAL - /--- LOCAL Y -- /-- LOCAL I - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 1 TS6X6X3/16 1 2.9930 0.1499 0.6493 0.0000 0.0000 -0.0000 5 - 2.8757 -0.1499 - 0.6493 - 0.0000 - 5.1944 1.1995 3 TS6X6X3/16 3 2.5745 0.6007 0.2548 0.0000 - 0.0000 - 0.0000 7 -2.4573 - 0.6007 - 0.2548 -0.0000 -2.0382 4.8056 5 BIOX5X14 5 0.0750 0.3821 0.3723 0.0000 - 0.2839 - 1.1995 9 - 0.0587 - 0.3331 -0.3723 0.0000 - 2.0705 3.4609 6 810X5X14 7 0.6553 1.3316 - 0.3583 -0.0000 0.2008 4.8056 9 -0.6389 -1.2825 0,3583 - 0.0000 2.0654 3.4609 10 9X5X16 • 5 11 9%5)(16 7 13 )(5)(16••'.•::. 15 ii4TRODL:r1IT.;:.(AST:j RLV. 2.61 L i I TIME 16!)( ;;4'. A ' • PAGE 10 ',,•• • • •:. • ..-.,:eRESOLTANT.:. MEMBER FORCES - • • ••„•., .. • . MEMBER SECTION JOINT LOCAL TORSIONAL -1--- NO. •. TAG. NO. FORCE SHEAR •• FORCE • SHEAR FORCE,, MOMENT. -• 2.0746 ; 70:0000 .. • 0.0000 • : • 0 .2693 "" • • 0:0000 ••.: : •••• • 0 -0.2693 .•-• . • •.• :• • 0.8224 •,• :. - 0.1905 2.2662 • 0.1035 • .•,.••• 0,,0000. • ;. :.•••1: 0 i9os• 89X5X14 9 0 1.4636' •'••• 0.0000 , . • : '• • • ,' ••. . • • ...„ • •. -0.0000 •-• • ' ••• 0.0000 '70 •.:• • - •,..713976.•.; •••.'• : -0.7306 1.4636 -0:0000 , 0.4149 • '• 0.0000 0.0000 -0.0000. 0.4149 , 0.0000 . 0.0000 • • 70:0000 0.0000 -0.0000 • , :0.0000 -0:0000 0.1645 . -0.0000 0.0000' 0.0000 0.1645 0.0000 0.0000 0.0000 : 0.0000 0.2897: :0000 , , 0.2897 2 * -0.0000 -0.0000 -O.O000 - .0.0000 • -o.0000 -o.0000 • . • " .." , . „ _ ::::::::u::::u::u::: : RESULTS OF ANALYSIS : RESULTANT MEMBER FORCES N-STRUDL BY CAST / REV. 2.61 SER : a5c TIME : 4/8/1994 0:04:05 ; ;,TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 11 ; TYPE OF THE PROBLEM : SPACE FRAME RESTART STATUS : NONE GIVEN ACTIVE UNITS : KIPS FEET DEGREES an LOAD INDEX : 10 LOAD TAG : EX an MEMBER SECTION JOINT /- -- AXIAL - - - /- -- LOCAL Y - - / -- LOCAL Z - - / -- TORSIONAL - / --- 'LOCAL. Y. - - /-- LOCAL Z - -/ NO. TAG. 'NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 9 B9X5X16 5 -0.0923 - 0.2216 - 0.1015 0.0000 0.2643 -0.5911 2:0000 - 0.0923 - 0.1773 -0.0812 0.0000 0.0817 -0.1922 4.0000 -0.0923 -0.1330 - 0.0609 0.0000 -0.0604 0.1181 6.0000 - 0.0923 - 0.0887 -0.0406 0.0000 -0.1618 0.3398 8.0000 - 0.0923 - 0.0443 - 0.0203 0.0000 -0.2227 0.4727 10.0000 - 0.0923 - 0.0000 - 0.0000 0.0000 - 0.2430 0.5171 12.0000 - 0.0923 0.0443 0.0203 0.0000 - 0.2227 0.4727 14.0000 - 0.0923 0.0887 0.0406 0.0000 - 0.1618 0.3398 16.0000 - 0.0923 0.1330 0.0609 0.0000 - 0.0604 0.1181 18.0000 - 0.0923 0.1773 0.0812 0.0000 0.0817 -0.1922 6 -0.0923 0.2216 0.1015 0.0000 0.2643 - 0.5911 10 89X5X16 7 0.0722 -0.2216 -0.1015 0.0000 0.3372 - 0.6279 2.0000 0.0722 -0.1773 -0.0812 0.0000 0.1546 -0.2289 4.0000 0.0722 - 0.1330 - 0.0609 0.0000 0.0125 0.0814 6.0000 0.0722 - 0.0887 -0.0406 0.0000 . -0.0890 0.3030 8.0000 0.0722 - 0.0443 - 0.0203 0.0000 - 0.1498 0.4360 10.0000 0.0722 -0.0000 -0.0000 0.0000 - 0.1701 0.4803 12.0000 0.0722 0.0443 0.0203 0.0000 - 0.1498 0.4360 14.0000 0.0722 0.0887 0.0406 0.0000 - 0.0890 0.3030 16.0000 0.0722 0.1330 0.0609 0.0000 0.0125 0.0814 18.0000 0.0722 0.1773 0.0812 0.0000 0.1546 -0.2289 8 0.0722 0.2216 0.1015 0.0000 0.3372 -0.6279 11 89X5X14 9 - 0.1182 -0.2367 -0.1015 0.0000 0.3341 - 0.2563 2.0000 -0.1182 -0.1894 -0.0812 0.0000 0.1515 0.1698 4.0000 - 0.1182 - 0.1420 -0.0609 0.0000 0.0095 0.5012 6.0000 -0.1182 - 0.0947 - 0.0406 0.0000 - 0.0920 0.7379 8.0000 -0.1182 -0.0473 - 0.0203 0.0000 - 0.1529 0.8800 10.0000 - 0.1182 - 0.0000 - 0.0000 0.0000 - 0.1732 0.9273 12.0000 - 0.1182 0.0473 0.0203 0.0000 - 0.1529 0.8800 14.0000 -0.1182 0.0947 0.0406 0.0000 - 0.0920 0.7379 16.0000 - 0.1182 0.1420 0.0609 0.0000 0.0095 0.5012 18.0000 - 0.1182 0.1894 0.0812 0.0000 0.1515 0.1698 10 -0.1182 0.2367 0.1015 0.0000 0.3341 -0.2563 M- STRUDL BY CAST / REV. 2.61 Ln: BSc TIME : 4/8/1994 0:04:05 1 TITLE: POLI60N REK 16'X 24' - ALL STEEL - UBC PAGE 12 ; t:: LOAD INDEX : 12 LOAD TAG : X1 ::x RESULTANT MEMBER FORCES ni LOAD INDEX : 13 LOAD TAG : X2 in MEMBER SECTION JOINT /--- AXIAL --- /--- LOCAL Y -- /-- LOCAL I -- /-- TORSIONAL - / --- LOCAL Y - -I-- LOCAL I - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT B9X5X16 5 0.1758 2.1119 -0.0000 0.0000 0.3159 5.8052 2.0000 0.1758 1.6896 -0.0000 0.0000 0.3159 2.0037 4.0000 0.1758 1.2672 - 0.0000 0.0000 0.3159 -0.9531 6.0000 0.1758 0.8448 -0.0000 0.0000 0.3159 - 3.0650 8.0000 0.1758 0.4224 -0.0000 0.0000 0.3159 - 4.3322 10.0000 0.1758 0.0000 -0.0000 0.0000 0.3159 - 4.7546 12.0000 0.1758 -0.4224 -0.0000 0.0000 0.3159 -4.3322 14.0000 0.1758 -0.8448 -0.0000 0.0000 0.3159 - 3.0650 16.0000 0.1758 - 1.2672 -0.0000 0.0000 0.3159 - 0.9531 18.0000 0.1758 -1.6896 - 0.0000 0.0000 0.3159 2.0036 6 0.1758 -2.1119 -0.0000 0.0000 0.3159 5.8052 89X5X16 7 0.0752 1.7809 0.0000 0.0000 - 0.2950 4.8975 2.0000 0.0752 1.4247 0.0000 0.0000 -0.2950 1.6920 4.0000 0.0752 1.0685 0.0000 0.0000 -0.2950 -0.8013 6.0000 0.0752 0.7123 0.0000 0.0000 - 0.2950 - 2.5821 8.0000 0.0752 0.3562 0.0000 0.0000 -0.2950 -3.6506 10.0000 0.0752 0.0000 0.0000 0.0000 -0.2950 - 4.0068 12.0000 0.0752 -0.3562 0.0000 0.0000 - 0.2950 -3.6506 14.0000 0.0752 -0.7123 0.0000 0.0000 - 0.2950 -2.5821 16.0000 0.0752 -1.0685 0.0000 0.0000 -0.2950 -0.8013 18.0000 0.0752 -1.4247 0.0000 0.0000 - 0.2950 1.6920 8 0.0752 - 1.7809 0.0000 0.0000 -0.2950 4.8975 11 B9X5X14 9 0.9641 1.9313 0.0000 0.0000 0.0013 2.1138 2.0000 0.9641 1.5450 0.0000 0.0000 0.0013 -1.3625 4.0000 0.9641 1.1588 0.0000 0.0000 0.0013 - 4.0663 6.0000 0.9641 0.7725 0.0000 0.0000 0.0013 - 5.9976 8.0000 0.9641 0.3863 0.0000 0.0000 0.0013 -7.1564 10.0000 0.9641 0.0000 0.0000 0.0000 0.0013 -7.5427 12.0000 0.9641 - 0.3863 0.0000 0.0000 0.0013 - 7.1564 14.0000 0.9641 -0.7725 0.0000 0.0000 0.0013 - 5.9976 16.0000 0.9641 - 1.1588 0.0000 0.0000 0.0013 - 4.0663 18.0000 0.9641 -1.5450 0.0000 0.0000 0.0013 -1.3625 10 0.9641 -1.9313 0.0000 0.0000 0.0013 2.1138 M- STRUDL BY CAST / REV. 2.61 SER : a5c TIME : 4/8/1994 0:04:05 1 1 TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 13 1 RESULTANT MEMBER FORCES MEMBER SECTION JOINT / --- AXIAL - - - /--- LOCAL Y - - /-- LOCAL Z -- /-- TORSIONAL - / - -- LOCAL Y -- / -- LOCAL Z --/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT B9X5X16 5 0.1257 1.3109 -0.0000 0.0000 0.1895 3.6029 2.0000 0.1257 1.0488 -0.0000 0.0000 0.1895 1.2432 4.0000 0.1257 0.7866 - 0.0000 0.0000 0.1895 -0.5921 6.0000 0.1257 0.5244 -0.0000 0.0000 0.1895 -1.9031 8.0000 0.1257 0.2622 -0.0000 0.0000 0.1895 -2.6897 10.0000 0.1257 -0.0000 - 0.0000 0.0000 0.1895 -2.9519 12.0000 0.1257 -0.2622 - 0.0000 0.0000 0.1895 -2.6897 14.0000 0.1257 -0.5244 -0.0000 0.0000 0.1895 -1.9031 16.0000 0.1257 -0.7866 -0.0000 0.0000 .0.1895 - 0.5921 18.0000 0.1257 -1.0488 -0.0000 0.0000 0.1895 1.2432 6 0.1257 - 1.3109 - 0.0000 0.0000 0.1895 3.6029 10 89X5X16 7 0.0251 0.9799 0.0000 0.0000 - 0.1687 2.6952 2.0000 0.0251 0.7839 0.0000 0.0000 - 0.1687 0.9315 4.0000 0.0251 0.5879 0.0000 0.0000 -0.1687 - 0.4403 6.0000 0.0251 0.3919 0.0000 0.0000 - 0.1687 -1.4202 8.0000 0.0251 0.1960 0.0000 0.0000 - 0.1687 -2.0081 10.0000 0.0251 0.0000 0.0000 0.0000 -0.1687 -2.2041 12.0000 0.0251 -0.1960 0.0000 0.0000 - 0.1687 -2.0081 14.0000 0.0251 -0.3919 0.0000 0.0000 - 0.1687 - 1.4202 16.0000 0.0251 -0.5879 0.0000 0.0000 -0.1687 -0.4403 18.0000 0.0251 - 0.7839 0.0000 0.0000 -0.1687 0.9315 8 0.0251 -0.9799 0.0000 0.0000 - 0.1687 2.6952 11 B9X5X14 9 0.5642 1.1303 0.0000 0.0000 0.0013 1.2382 2.0000 0.5642 0.9042 0.0000 0.0000 0.0013 -0.7964 4.0000 0.5642 0.6782 0.0000 0.0000 0.0013 - 2.3788 6.0000 0.5642 0.4521 0.0000 0.0000 0.0013 - 3.5091 8.0000 0.5642 0.2261 0.0000 0.0000 0.0013 -4.1873 10.0000 0.5642 -0.0000 0.0000 0.0000 0.0013 - 4.4134 12.0000 0.5642 - 0.2261 0.0000 0.0000 0.0013 - 4.1873 14.0000 0.5642 - 0.4521 0.0000 0.0000 0.0013 -3.5091 16.0000 0.5642 -0.6782 0.0000 0.0000 0.0013 - 2.3788 18.0000 0.5642 -0.9042 0.0000 0.0000 0.0013 -0.7964 10 0.5642 -1.1303 0.0000 0.0000 0.0013 1.2382 u; LOAD INDEX : 14 LOAD TAG : X3 us RESULTANT MEMBER FORCES MEMBER SECTION JOINT /--- AXIAL - - - /--- LOCAL Y -- /-- LOCAL Z -- /-- TORSIONAL - /--- LOCAL Y -- /-- LOCAL Z --/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 9 B9X5X16 5 -0.0173 - 0.6568 -0.0000 0.0000 - 0.1129 -1.8067 2.0000 -0.0173 - 0.5255 -0.0000 0.0000 - 0.1129 -0.6244 4.0000 - 0.0173 - 0.3941 - 0.0000 0.0000 - 0.1129 0.2952 M-STRUDL BY CAST / REV. 2.61 SL.-4 a5c TIME : 4/8/1994 ; TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 14 -", RESULTANT MEMBER FORCES MEMBER SECTION JOINT /--- AXIAL -- - /--- LOCAL Y - - /-- LOCAL 1 - - /-- TORSIONAL - / - -- LOCAL Y - - / -- LOCAL Z -- NO. TAG. NO FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT RESULTANT MEMBER FORCES 6.0000 -0.0173 - 0.2627 -0.0000 0.0000 - 0.1129 0.9520 8.0000 -0.0173 -0.1314 -0.0000 0.0000 -0.1129 1.3461 10.0000 - 0.0173 -0.0000 -0.0000 0.0000 -0.1129 1.4775 12.0000 -0.0173 0.1314 - 0.0000 0.0000 -0.1129 1.3461 14.0000 - 0.0173 0.2627 -0.0000 0.0000 -0.1129 0.9520 16.0000 -0.0173 0.3941 -0.0000 0.0000 -0.1129 0.2952 18.0000 -0.0173 0.5255 -0.0000 0.0000 -0.1129 -0.6244 6 -0.0173 0.6568 -0.0000 0.0000 -0.1129 - 1.8067 B9X5X16 7 - 0.0676 -0.8224 0.0000 0.0000 0.1233 - 2.2605 2.0000 - 0.0676 -0.6579 0.0000. 0.0000 0.1233 - 0.7802 4.0000 - 0.0676 - 0.4934 0.0000 0.0000 0.1233 0.3711 6.0000 -0.0676 - 0.3290 0.0000 0.0000 0.1233 1.1935 8.0000 -0.0676 - 0.1645 0.0000 0.0000 0.1233 1.6869 10.0000. -0.0676 -0.0000 0.0000 0.0000 0.1233 1.8514 12.0000 - 0.0676 0.1645 0.0000 0.0000 0.1233 1.6869 14.0000 - 0.0676 0.3290 0.0000 0.0000 0.1233 1.1935 16.0000 0.0676 0.4934 0.0000 0.0000 0.1233 0.3711 18.0000 -0.0676 0.6579 0.0000 0.0000 0.1233 -0.7802 8 -0.0676 0.8224 0.0000 0.0000 0.1233 -2.2605 11 89X5X14 ' 9 -0.3767 - 0.7547 0.0000 0.0000 0.0006 - 0.8226 2.0000 -0.3767 -0.6038 0.0000 0.0000 0.0006 0.5359 4.0000 - 0.3767 - 0.4528 0.0000 0.0000 0.0006 1.5925 6.0000 .-0.3767 -0.3019 0.0000 0.0000 0.0006 2.3472 8.0000 -0.3767 -0.1509 0.0000 0.0000 0.0006 2.8000 10.0000 -0.3767 -0.0000 0.0000 0.0000 0.0006 2.9510 12.0000 -0.3767 0.1509 0.0000 0.0000 0.0006 2.8000 14.0000 -0.3767 0.3019 0.0000 0.0000. 0.0006 2.3472 16.0000 - 0.3767 0.4528 0.0000 0.0000 0.0006 1.5925 18.0000 - 0.3767 0.6038 0.0000 0.0000 0.0006 0.5359 10 -0.3767 0.7547 0.0000 0.0000 0.0006 - 0.8226 is; LOAD INDEX : 15 LOAD TAG : X4 ttt MEMBER SECTION JOINT /--- AXIAL - - - / - -- LOCAL Y - - / -- LOCAL Z - - /-- TORSIONAL - / --- LOCAL Y - - / -- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 9 B9X5X16 5 - 0.3437 - 0.7236 0.0000 0.0000 0.0030 -1.9796 2,0000 -0.3437 - 0.5789 0.0000 0.0000 0.0030 -0.6771 4.0000 - 0.3437 - 0.4342 0.0000 0.0000 0.0030 0.3359 6.0000 -0.3437 - 0.2894 0.0000 0.0000 0.0030 1.0595 8.0000 -0.3437 - 0.1447 0.0000 0.0000 0.0030 1.4936 10.0000 -0,3437 - 0.0000 0.0000 0.0000 0.0030 1.6384 f t. N-STRUOL BY CAST / REV. 2.61 SER : iSc TINE : 4/8/1994 0:04:05 1 1 TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 15 1 RESULTANT MEMBER FORCES MEMBER SECTION JOINT /--- AXIAL --- /- -- LOCAL Y -- /-- LOCAL Z - - / -- TORSIONAL - /--- LOCAL Y --/-- LOCAL Z --/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 12.0000 - 0.3437 0.1447 0.0000 0.0000 0.0030 1.4936 14.0000 - 0.3437 0.2894 0.0000 0.0000 0.0030 1.0595 16.0000 - 0.3437 0.4342 0.0000 0.0000 0.0030 0.3359 18.0000 - 0.3437 0.5789 0.0000 0.0000 0.0030 - 0.6771 6 - 0.3437 0.7236 0.0000 0.0000 0.0030 - 1.9796 10 89X5X16 7 0.4174 1.7809 -0.0000 0.0000 - 0.1607 4.8862 2.0000 0.4174 1.4247 - 0.0000 0.0000 - 0.1607 1.6807 4.0000 0.4174 1.0685 - 0.0000 0.0000 -0.1607 - 0.8125 6.0000 0.4174 0.7123 - 0.0000 0.0000 - 0.1607 - 2.5934 8.0000 0.4174 0.3562 - 0.0000 0.0000 - 0.1607 - 3.6619 10:0000 0.4174 0.0000 -0.0000 0.0000 -0.1607 - 4.0181 12.0000 0.4174 -0.3562 -0.0000 0.0000 - 0.1607 - 3.6619 14.0000 0.4174 -0.7123 -0.0000 0.0000 -0.1607 -2.5934 16.0000 0.4174 - 1.0685 - 0.0000 0.0000 -0.1607 - 0.8125 18.0000 0.4174 - 1.4247 - 0.0000 0.0000 - 0.1607 1.6807 8 0.4174 - 1.7809 -0.0000 0.0000 -0.1607 4.8862 11 B9X5X14 9 0.2564 0.5135 -0.0000 0.0000 - 0.0097 0.5639 2.0000 0.2564 0.4108 -0.0000 0.0000 - 0.0097 -0.3605 4.0000 0.2564 0.3081 -0.0000 0.0000 - 0.0097 - 1.0794 6.0000 0.2564 0.2054 - 0.0000 0.0000 - 0.0097 -1.5930 8.0000 0.2564 0.1027 - 0.0000 0.0000 -0.0097 - 1.9011 10.0000 0.2564 - 0.0000 -0.0000 0.0000 - 0.0097 - 2.0038 12.0000 0.2564 - 0.1027 - 0.0000 0.0000 - 0.0097 -1.9011 14.0000 0.2564 -0.2054 - 0.0000 0.0000 - 0.0097 -1.5930 16.0000 0.2564 - 0.3081 -0.0000 0.0000 - 0.0097 - 1.0794 18.0000 0.2564 - 0.4108 -0.0000 0.0000 . -0.0097 -0.3605 10 0.2564 -0.5135 -0.0000 0.0000 -0.0097 0.5639 __s LOAD INDEX : 16 LOAD TAG : X5 us RESULTANT MEMBER FORCES MEMBER SECTION JOINT /--- AXIAL - - - /--- LOCAL Y - - / -- LOCAL Z -- / -- TORSIONAL - /--- LOCAL Y -- /-- LOCAL Z --/ NO. TA6. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 9 B9X5X16 5 - 0.3938 - 1.5246 0.0000 0.0000 - 0.1233 - 4.1819 2.0000 - 0.3938 - 1.2197 0.0000 0.0000 - 0.1233 -1.4376 4.0000 - 0.3938 -0.9148 0.0000 0.0000 - 0.1233 0.6968 6.0000 - 0.3938 - 0.6098 0.0000 0.0000 - 0.1233 2.2214 8.0000 -0.3938 - 0.3049 0.0000 0.0000 - 0.1233 3.1362 10.0000 -0.3938 -0.0000 0.0000 0.0000 -0.1233 3.4411 12.0000 -0.3938 0.3049 0.0000 0.0000 - 0.1233 3.1362 14.0000 - 0.3938 0.6098 0.0000 0.0000 - 0.1233 2.2214 16.0000 - 0.3938 0.9148 0.0000 0.0000 - 0.1233 0.6968 M-STRUDL BY CAST / REV. 2.61 „ - ): a5c TIME : 4/8/1994.0 :04 :05 ; TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 16 : ; RESULTANT MEMBER FORCES MEMBER' SECTION JOINT / --- AXIAL - - - / - -- LOCAL Y - - /-- LOCAL Z -- /-- TORSIONAL - / --- LOCAL Y -.LOCAL Z - -/ NO. . : TAG. NO. FORCE SHEAR FORCE SHEAR FORCE • MOMENT MOMENT MOMENT 10 ': 89X5X16 ' 7 0.3673 . 0.9799 - 0.0000 0.0000 -0.0344 2.6840 2.0000 0.3673 0.7839 ' -0.0000 0.0000 -0.0344 0.9202 4.0000 0.3673 0.5879 -0.0000 0.0000 -0.0344 -0.4516 6.0000 0.3673 0.3919 -0.0000 0.0000 - 0.0344 -1.4315 8.0000 0:3673 0.1960 -0.0000 . 0.0000 -0.0344 . - 2.0194 10.0000 0.3673 0.0000 0.0000 0.0000 - 0.0344 -2.2154 12.0000 0.3673 -0.1960 - 0.0000 0.0000 - 0.0344 - 2.0194 14.0000 0.3673 -0.3919 -0.0000 0.0000 -0.0344 - 1.4315 16.0000 0.3673 -0.5879 - 0.0000 0.0000 - 0.0344 - 0.4516 18.0000 0.3673 - 0.7839 - 0.0000 0.0000 - 0.0344 0.9202 8. 0.3673 - 0.9799 -0.0000 0.0000 - 0.0344 2.6840 ;„ LOAD INDEX : 17 LOAD TAG : X6 ::: RESULTANT MEMBER FORCES 18.0000 -0.3938 1.2197 0.0000 0.0000 -0.1233 -1.4376 6.: - 0.3938 1.5246 0.0000 0.0000 -0.1233 -4.1819 89X5X14 9 - 0.1435 -0.2875 -0.0000 0.0000 - 0.0097 - 0.3118 2.0000 - 0.1435 -0.2300 -0.0000 0.0000 -0.0097 0.2056 4:0000 -0.1435 - 0.1725 - 0.0000 0.0000 -0.0097 0.6081 6.0000 -0.1435 - 0.1150 - 0.0000 0.0000 -0.0097 0.8956 8.0000 -0.1435 - 0.0575 -0.0000 0.0000 - 0.0097 1.0680 10.0000 -0.1435 -0.0000 - 0.0000 0.0000 - 0.0097 1.1255 12.0000 -0.1435 0.0575 - 0.0000 0.0000 - 0.0097 1.0680 14.0000 - 0.1435 0.1150 - 0.0000 0.0000 - 0.0097 0.8956 16.0000 -0.1435 0.1725 - 0.0000 0.0000 -0.0097 0.6081 18.0000 -0.1435 0.2300 -0.0000 0.0000 -0.0097 0.2056 10 -0.1435 0.2875 -0.0000 0.0000 -0.0097 -0.3118 MEMBER SECTION JOINT / --- AXIAL - - - / - -- LOCAL Y - - / -- LOCAL Z - - / -- TORSIONAL - /--- LOCAL Y - - / -- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 9 89X5X16 5 - 0.2770 -2.0746 0.0000 0.0000 - 0.2693 - 5.6991 2.0000 - 0.2770 - 1.6597 0.0000 0.0000 - 0.2693 - 1.9648 4.0000 -0.2770 - 1.2448 0.0000 0.0000 - 0.2693 0.9397 6.0000 -0.2770 -0.8298 0.0000 0.9000 - 0.2693 3.0143 8.0000 -0.2770 - 0.4149 0.0000 0.0000 - 0.2693 4.2590 10.0000 -0.2770 -0.0000 0.0000 0.0000 -0.2693 4.6740 12.0000 - 0.2770 0.4149 0.0000 0.0000 - 0,2693 4.2590 14.0000 - 0.2770 0.8298 0.0000 0.0000 - 0.2693 3.0113 16.0000 - 0.2770 1.2448 0.0000 0.0000 - 0.2693 0.9397 18.0000 - 0.2770 1.6597 0.0000 0.0000 -0.2693 -1,9648 6 - 0.2770 2.0746 0.0000 0.0000 - 0.2693 - 5.6991 ;'. N- STRUDL BY CAST / REV. ` .2 :61 SER a5c TINE : 4/8/1994 0:04:0 TITLE: POLIGON; REK 16'X 24' - ALL STEEL - (IBC PAGE 17 `- ESULTANT MEMBER FORCES' MEMBER SECTION JOINT / --- AXIAL - -- / - -- LOCAL Y - - /-- LOCAL I 71 -- TORSIONAL / = -- LOCAL Y /--: LOCAL NO TAG. NO. FORCE . SHEAR FORCE SHEAR FORCE MOMENT MOMENT MONEN B9X5X16 ``. 7 0.1035 -0.8224 -0.0000 0.0000 0.1905 -2.2662 '. 10 2.0000 0.1035 -0.6579 -0.0000 0.0000 ;' 0.1905 : -0.7859 1 .0000 • 0.1035 - 0.4934 - 0.0000. • 0.0000 . I 0.1905 0 :3655 6 .0000 0.1035 -0.3290 - 0.0000 0.0000 0.1905 .. 1.1878 8.0000 0.1035 - 0.1645 -0.0000 .. 0.0000 0.1905 1.6813 1 0.0000 0.1035 0.0000 -0.0000 0.0000 :.0.1905 1.8457 1 2.0000 0.1035 0.1645 :-0.0000 0.0000 0.1905 •:; 1.6813 1 4.0000 0.1035 . 0.3290 -0.0000 0.0000 0.1905 1.1878 1 60000 0.1035 '• - 0.4934 -0.0000 •0.0000 0.1905 ` 0.3655 1 8.0000'% 0.1035 0.6579 -0.0000 0.0000;,: 0.1905 -0.7859 f ti 8 0.1035 0.8224 -0.0000 0.0000. 0.1905 -2.2662 11 89X5X14 9 -0.7306 -1.4636 0.0000 0.0000 - 0.0049 -1.5976 2:0000 - 0.7306' - 1.1709 -0.0000 • 0.0000 -0.0049 1.0369 4 .0000 - 0.7306 - 0.8782 -0.0000 0.0000 -0.0049 3.0859 610000 - 0.7306 -0.5854 - 0.0000 ' 0.0000 ' -0.0049 4.5495 8.0000 0.7306 -0.2927 -0.0000 0.0000 - 0.0049 _: 5.4277 10.0000 -0.7306 -0.0000 -0.0000 .: 0.0000 -0.0049 5.7204 12.0000 -0.7306 0.2927 -0.0000 0.0000 - 0.0049. 5.4277 14.0000 -0.7306 0.5854 ': -0.0000 0.0000 -0. 0049 4.5495 16.0000 - 0.7306 0.8782 -0.0000 0.0000 -0.0049 3.0859 18 :0000 -0.7306 " 1.1709 - 0.0000 0.0000 : - 0.0049 1.0369 10 -0.7306 `. 1.4636 -0.0000 0.0000 -0.0049 -1.5976 •. MEMBER NO. 1 M-STRUDI BY CAST / REV. 2.61 SC-i 15c TIME : 4/8/1994 0:04:05 •: TITLE: POLIGON REK 16'X 24' - ALL STEEL - USC PAGE 18 : sustssmussmsmss s RESULTS OF ANALYSIS I summussmustss: SU LOAD INDEX : 11 LOAD TAG : TYPE OF THE PROBLEM : SPACE FRAME RESTART STATUS : NONE GIVEN ACTIVE UNITS : KIPS FEET DEGREES an LOAD INDEX : 18 LOAD TAG : RESULTANT MEMBER FORCES El m Z1 an RESULTANT MEMBER FORCES MEMBER SECTION JOINT /--- AXIAL ---/--- LOCAL Y --/-- LOCAL 1 --/-- TORSIONAL -/--- LOCAL Y -- NO. TAG. HO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT 1 TS6X6X3/16 1 0.4171 -0.0381 -0.1135 0.0000 -0.0000 5 -0.2999 0.0381 0.1135 -0.0000 0.9080 2 TS6X6X3/16 2 0.7337 -0.0438 -0.2518 0.0000 -0.0000 6 -0.6164 0.0438 0.2518 -0.0000 2.0140 5 610X5X14 5 0.0982 0.1587 -0.0018 -0.0000 0.0129 9 -0.0819 -0.1097 0.0018 -0.0000 -0.0015 6 810X5X14 7 0.0982 0.1587 0.0018 -0.0000 -0.0129 9 -0.0819 -0.1097 -0.0018 0.0000 0.0015 7 B10X5X14 6' 0.1011 0.1800 -0.1200 0.0000 0.0898 10 -0.0847 -0.1310 0.1200 0.0000 0.6689 BIOX5X14 8 0.1011 0.1800 0.1200 -0.0000 -0.0898 10 -0.0847 -0.1310 -0.1200 -0.0000 -0.6689 9 B9X5X16 5 -0.0914 0.0739 0.0049 0.0000 -0.0123 6 -0.1115 0.3694 -0.0049 0.0000 -0.0851 10 89X5X16 7 -0.0914 0.0739 -0.0049 0.0000 0.0123 8 -0.1115 0.3694 0.0049 0.0000 0.0851 11 B9X5X14 9 0.0167 0.2156 -0.0000 0.0000 0.0000 10 -0.2196 0.2578 0.0000 0.0000 0.0000 12 89X5X16 5 0.0203 0.0443 -0.0000 0.0000 0.0000 11 0.0000 0.0000 0.0000 0.0000 0.0000 13 B9X5X16 6 -0.0203 0.0443 0.0000 0.0000 -0.0000 12 -0.0000 0.0000 -0.0000 0.0000 -0.0000 16' 89X5X16 9 0.0203 0.0443 0.0000 0.0000 -0.0000 15 0.0000 0.0000 -0.0000 0.0000 0.0000 17 89X5X16 10 -0.0203 0.0443 -0.0000 0.0000 0.0000 16 -0.0000 0.0000 0.0000 0.0000 -0.0000 -- LOCAL Z MOMENT -0.0000 -0.3048 0.0000 -0.3505 0.3048 0.5442 0.3048 0.5442 0.3505 0.6331 0.3505 0.6331 -0.8678 -2.0867 -0.8678 -2.0867 0.0453 -0.4674 0.0443 0.0000 0.0443 0.0000 0.0443 0.0000 0.0443 0.0000 SECTION JOINT /--- AXIAL LOCAL Y --/-- LOCAL 1 --/-- TORSIONAL -/--- LOCAL Y --/-- LOCAL Z --/ TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT TS6X6X3/16 1 -3,1771 0,1806 -0.7743 -0.0000 0.0000 0.0000 .- ......:uar,1 1114., RESULTANT MEMBER FORCES RESULTANT MEMBER FORCES C M-STRUDL BY CAST / REV. 2.61 SER : 45c TIME : 4/8/1994 0:04:05 1 1 TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 19 1 *;; LOAD INDEX : 19 LOAD TAG : I2 ux MEMBER SECTION JOINT /- -- AXIAL - - - /- -- LOCAL Y - - / -- LOCAL Z - - /-- TORSIONAL - /--- LOCAL Y -- /-- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 5 3.2944 - 0.1806 0.6743 0.0000 5.7948 1.4445 2 TS6X6X3 /16 2 - 2.8811 0.1745 0.3552 0.0000 0.0000 -0.0000 6 2.9983 - 0.1745 -0.4176 -0.0000 - 3.0910 1.3963 5 810X5X14 5 -1.2434 - 0.6595 -0.5819 -0.0000 0.3998 -1.4445 9 1.2598 0.7085 0.4238 0.0000 2.7802 - 2.8817 6 810X5X14 7 - 1.2434 - 0.6595 0.5819 0.0000 - 0.3998 - 1.4445 9 1.2598 0.7085 -0.4238 0.0000 - 2.7802 - 2.8817 7 810X5X14 6 - 1.2501 - 0.6371 0.3251 -0.0000 -0.1943 - 1.3963 10 1.2665 0.6861 -0.4238 -0.0000 -2.1737 -2.7880 8 810X5X14 8 - 1.2501 - 0.6371 -0.3251 -0.0000 0.1943 -1.3963 10 1.2665 0.6861 0.4238 -0.0000 2.1737 -2.7880 9 89X5X16 5 -0.0925 - 1.9193 0.0097 0.0000 -0.3793 -6.2774 6 0.0925 -1.6424 -0.0097 0.0000 0.1844 3.5086 10 89X5X16 7 -0.0925 - 1.9193 -0.0097 0.0000 0.3793 -6.2774 8 0.0925 - 1.6424 0.0097 0.0000 -0.1844 3.5086 11 89X5X14 9 -0.8475 - 1.7849 -0.0000 0.0000 0.0000 -2.1145 10 0.8475 - 1.7466 0.0000 0.0000 0.0000 1.7310 12 89X5X16 5 0.0000 - 0.3562 - 0.0000 0.0000 0.0000 -0.3562 11 -0.0000 - 0.0000 0.0000 0.0000 0.0000 0.0000 13 89X5X16 6 -0.0000 - 0.3562 -0.0000 0.0000 0.0000 -0.3562 12 0.0000 - 0.0000 0.0000 0.0000 0.0000 0.0000 16 89X5X16 9 0.0000 - 0.3562 0.0000 0.0000 0.0000 - 0.3562 15 -0.0000 - 0.0000 -0.0000 0.0000 - 0.0000 0.0000 17 89X5X16 10 -0.0000 -0.3562 -0.0000 0.0000 0.0000 -0.3562 16 0.0000 -0.0000 0.0000 0.0000 0.0000 0.0000 MEMBER SECTION JOINT /- -- AXIAL - - - /--- LOCAL Y - - /-- LOCAL Z -- /-- TORSIONAL - / --- LOCAL Y -- / -- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 1 T56X6X3 /16 1 -1.7353 0.0679 -0.5244 0.0000 0.0000 0.0000 5 1.8526 - 0.0679 0.4244 -0.0000 3.7948 0.5431 2 TS6X6X3/16 2 -1.4393 0.0619 0.1052 0.0000 0.0000 - 0.0000 6 1.5565 - 0.0619 - 0.1676 - 0.0000 - 1.0910 0.4948 5 810X5X14 5 - 0.9846 - 0.2392 -0.3819 - 0.0000 0.2667 -0.5431 9 1.0009 0.2882 0.2238 0.0000 1.6490 -1.1249 6 810X5X14 7 -0.9846 - 0.2392 0.3819 - 0.0000 - 0.2667 -0.5431 9 1.0009 0.2882 - 0.2238 0.0000 -1.6490 - 1.1249 7 810X5X14 6 - 0.9913 - 0.2168 0.1252 0.0000 - 0.0612 - 0.4948 10 1.0076 0.2658 -0.2238 0.0000 - 1.0425 - 1.0312 8 810X5X14 8 -0.9913 - 0.2168 - 0.1252 -0.0000 0.0612 -0.4948 10 1.0076 0.2658 0.2238 -0.0000 1.0425 - 1.0312 9 89X5X16 5 -0.0424 -1.1183 0.0097 0.0000 - 0.2530 -4.0751 6 0.0424 - 0.8414 - 0.0097 0.0000 0.0581 1.3063 M-STRUDL BY CAST / REV. 2.61 S!„ s a5c TIME : 4/8/1994 0:04 :05 TITLE: POLI6ON REK 16'X 24' - ALL STEEL - UBC PAGE 20 RESULTANT MEMBER FORCES MEMBER SECTION JOINT / - -- AXIAL - - - /--- LOCAL Y - - /-- LOCAL Z - - /-- TORSIONAL - /- -- LOCAL Y - - / -- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 10 89X5X16 7 -0.0424 -1.1183 -0.0097 0.0000 0.2530 - 4.0751 8 0.0424 -0.8414 0.0097 0.0000 -0.0581 1.3063 11 89X5X14 9 - 0.4477 -0.9839 -0.0000 0.0000 0.0000 -1.2389 10 0.4477 -0.9456 0.0000 0.0000 0.0000 0.8553 12 B9X5X16 5 0.0000 -0.1960 - 0.0000 0.0000 0.0000 -0.1960 11 -0.0000 - 0.0000 0.0000 0.0000 - 0.0000 - 0.0000 13 B9X5X16 6 -0.0000 -0.1960 0.0000 0.0000 - 0.0000 - 0.1960 12 0.0000 -0.0000 - 0.0000 0.0000 -0.0000 - 0.0000 16 89X5X16 9 -0.0000 - 0.1960 -0.0000 0.0000 0.0000 - 0.1960 15 0.0000 - 0.0000 0.0000 0.0000 0.0000 -0.0000 17 89X5X16 10 - 0.0000 -0.1960 0.0000 0.0000 0.0000 - 0.1960 16 0.0000 - 0.0000 - 0.0000 0.0000 -0.0000 - 0.0000 stt LOAD INDEX : 20 LOAD TAG : Z3 u: RESULTANT MEMBER FORCES MEMBER SECTION JOINT / - -- AXIAL - - - /--- LOCAL Y - - / -- LOCAL Z - - /-- TORSIONAL - / - -- LOCAL Y - - / -- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 1 TS6X6X3/16 1 1.5827 - 0.1555 0.1474 - 0.0000 0.0000 -0.0000 5 - 1.4655 0.1555 -0.1974 0.0000 -1.3791 -1.2444 2 TS6X6X3/16 2 1.7308 -0.1586 - 0.3570 - 0.0000 0.0000 0.0000 6 -1.6135 0.1586 0.3258 0.0000 2.7310 -1.2685 5 810X5X14 5 - 0.0542 0.5955 0.1384 0.0000 - 0.0856 1.2444 9 0.0705 -0.5465 -0.2175 0.0000 ,-1.0400 2.3671 6 810X5X14 7 -0.0542 0.5955 - 0.1384 - 0.0000 0.0856 1.2444 9 0.0705 -0.5465 0.2175 -0.0000 1.0400 2.3671 7 810X5X14 6 - 0.0575 0.6068 -0.2668 - 0.0000 0.1883 1.2685 10 0.0738 - 0.5577 0.2175 - 0.0000 1.3433 2.4140 8 B1OX5X14 8 - 0.0575 0.6068 0.2668 -0.0000 - 0.1883 1.2685 10 0.0738 - 0.5577 -0.2175 0.0000 - 1.3433 2.4140 9 89X5X16 5 0.0589 0.7532 0.0049 0.0000 0.0812 1.5706 6 -0.0589 0.8916 - 0.0049 0.0000 - 0.1787 -2.9550 10 89X5X16 7 0.0589 0.7532 - 0.0049 0.0000 - 0.0812 1.5706 8 - 0.0589 0.8916 0.0049 0.0000 0.1787 -2.9550 11 B9X5X14 9 0.4350 0.8279 - 0.0000 0.0000 0.0000 0.8223 10 -0.4350 0.8471 0.0000 0.0000 0.0000 - 1.0140 12 89X5X16 5 0.0000 0.1645 - 0.0000 0.0000 - 0.0000 0.1645 11 - 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0000 13 B9X5X16 6 0.0000 0,1645 - 0.0000 0.0000 0.0000 0.1645 12 -0.0000 0.0000 0.0000 0.0000 - 0.0000 - 0.0000 16 B9X5X16 9 0.0000 0.1645 -0.0000 0.0000 0.0000 0.1645 15 - 0.0000 -0.0000 0.0000 0.0000 0.0000 0.0000 17 89X5X16 10 - 0.0000 0.1645 0.0000 0.0000 0.0000 0.1645 16 0.0000 -0.0000 -0.0000 0.0000 - 0.0000 0.0000 RESULTANT MEMBER FORCES N-STRUDL BY CAST / REV. 2.61 SER a5c TIME : 4/8/1994 0:04:05 TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE , 21 uu::u::u:uu:x:: : RESULTS OF ANALYSIS ; :u::uu:::::ssss u: TYPE OF THE PROBLEM SPACE FRAME RESTART STATUS : NONE GIVEN ACTIVE UNITS KIPS FEET . DEGREES MEMBER SECTION JOINT /--- AXIAL --- /- -- LOCAL Y.-- / -- LOCAL Z -- / -- TORSIONAL - /- -- tOCAL Y -- /-- LOCAL Z --/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT RESULTANT MEMBER FORCES B9X5X16 5 0.0914 - 0.0739 - 0.0049 0.0000 0.0123 0.8678 2.0000 0.0711 . -0.0296 -0.0049 0.0000 0.0025 ' 0.9713 4.0000 0.0508 0.0147 -0.0049 0.0000 - 0.0072 0.9861 6.0000 0.0305 0.0591 - 0.0049 0.0000. - 0.0170 0.9123 8.0000 0.0102 0.1034 -0.0049 0.0000 - 0.0267 0.7498 10.0000 - 0.0101 0.1477 - 0.0049 0.0000 -0.0364 0.4987 12.0000 . -0.0303 0.1921 -0.0049 0.0000 - 0.0462 0.1589 14.0000 -0.0506 0.2364 - 0.0049 0.0000 - 0.0559 -0.2695 16.0000 - 0.0709 0.2807 - 0.0049 0.0000 - 0.0657 -0.7866 18.0000 -0.0912 0.3250 - 0.0049 0.0000 - 0.0754 -1.3924 6 -0.1115 0.3694 - 0.0049 0.0000 - 0.0851 -2.0867 11 89X5X14 9 - 0.0167 -0.2156 0.0000 0.0000 - 0.0000 - 0.0453 2.0000 - 0.0370 -0.1683 0.0000 0.0000 - 0.0000 0.3386 4.0000 -0.0573 - 0.1209 0.0000 0.0000 -0.0000 0.6278 6.0000 -0.0776 -0.0736 0.0000 0.0000 - 0.0000 0.8224 8.0000 -0.0979 -0.0262 0.0000 0.0000 - 0.0000 0.9222 10.0000 -0.1182 0.0211 0.0000 0.0000 0.0000 0.9273 12.0000 -0.1384 0.0685 0.0000 0.0000 0.0000 0.8378 14.0000 - 0.1587 0.1158 0.0000 0.0000 0.0000 0.6535 16.0000 - 0.1790 0.1631 0.0000 0.0000 0.0000 0.3746 18.0000 -0.1993 0.2105 0.0000 0.0000 0.0000 0.0010 10 - 0.2196 0.2578 0.0000 0.0000 0.0000 -0.4674 ux LOAD INDEX : 18 LOAD TAG : it u: MEMBER SECTION JOINT /--- AXIAL - -- / - -- LOCAL Y - - / -- LOCAL Z - - / -- TORSIONAL - /--- LOCAL Y - - /-- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 9 B9X5X16 5 0.0925 1.9193 - 0.0097 0.0000 0.3793 6.2774 2.0000 0.0925 1.5631 -0.0097 0.0000 0.3598 2.7949 4.0000 0.0925 1.2070 - 0.0097 0.0000 0.3403 0.0248 M-STRUDL BY CAST / REV. 2.61 : i5c TIME : 4/8/1994 0:04:05 TITLE: POLIGON REK 16'X 24' - ALL STEEL - U8C PAGE 22 ; RESULTANT MEMBER FORCES MEMBER SECTION JOINT / - -- AXIAL - -- / - -- LOCAL Y - - /-- LOCAL Z - - /-- TORSIONAL - / --- LOCAL Y - - /-- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 6.0000 0.0925 0.8508 -0.0097 0.0000 0.3208 -2.0329 8.0000 0.0925 0.4946 - 0.0097 0.0000 0.3013 -3.3783 10.0000 0.0925 0.1384 - 0.0097 0.0000 0.2818 - 4.0114 12.0000 0.0925 -0.2177 -0.0097 0.0000 0.2623 -3.9321 14.0000 0.0925 - 0.5739 - 0.0097 0.0000 0.2429 - 3.1404 16.0000 0.0925 - 0.9301 -0.0097 0.0000 0.2234 - 1.6364 18.0000 0.0925 -1.2863 -0.0097 0.0000 0.2039 0.5799 6 0.0925 -1.6424 -0.0097 0.0000 0.1844 3.5086 RESULTANT MEMBER FORCES B9X5X14 9 0.8475 1.7849 0.0000 0.0000 - 0.0000 2.1145 2.0000 0.8415 1.4318 0.0000 0.0000 - 0.0000 -1.1022 4.0000 0.8475 1.0786 0.0000 0.0000 - 0.0000 - 3.6126 6.0000 0.8475 0.7255 0.0000 0.0000 - 0.0000 - 5.4167 8.0000 0.8475 0.3723 0.0000 0.0000 - 0.0000 -6.5146 10.0000 0.8475 0.0192 0.0000 0.0000 0.0000 -6.9061 12.0000 0.8475 - 0.3340 0.0000 0.0000 0.0000 - 6.5913 14.0000 0.8475 -0.6871 0.0000 0.0000 0.0000 -5.5702 16.0000 0.8475 - 1.0403 0.0000 0.0000 0.0000 -3.8428 18.0000 0.8475 - 1.3934 0.0000 0.0000 0.0000 - 1.4091 10 0.8475 - 1.7466 0.0000 0.0000 0.0000 1.7310 us LOAD INDEX : 19 LOAD TAG : Z2 MEMBER SECTION JOINT /--- AXIAL - - - /- -- LOCAL Y -- / -- LOCAL Z -- / -- TORSIONAL - /--- LOCAL Y - - /-- LOCAL Z - -/ NO. TAG. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT 9 89X5X16 5 0.0424 1.1183 - 0.0097 0.0000 0.2530 4.0751 2.0000 0.0424 0.9223 -0.0097 0.0000 . 0.2335 2.0345 4.0000 0.0424 0.7264 -0.0097 0.0000 0.2140 0.3858 6.0000 0.0424 0.5304 -0.0097 0.0000 0.1945 - 0.8710 8.0000 0.0424 0.3344 - 0.0097 0.0000 0.1750 -1.7358 10.0000 0.0424 0.1384 - 0.0097 0.0000 0.1555 - 2.2086 12.0000 0.0424 - 0.0575 - 0.0097 0.0000 0.1360 -2.2895 14.0000 0.0424 -0.2535 - 0.0097 0.0000 0.1165 -1.9785 16.0000 0.0424 -0.4495 -0.0097 0.0000 0.0970 - 1.2755 18.0000 0.0424 - 0.6455 -0.0097 0.0000 0.0776 -0.1806 6 0.0424 -0.8414 -0.0097 0.0000 0.0581 1.3063 11 B9X5X14 9 0.4477 0.9839 0.0000 0.0000 - 0.0000 1.2389 2.0000 0.4477 0.7910 0.0000 0.0000 -0.0000 -0.5361 4.0000 0.4417 0.5980 0.0000 0.0000 -0.0000 -1.9251 6.0000 0.4477 0.4051 0.0000 0.0000 -0.0000 -2.9282 8.0000 0.4477 0.2121 0.0000 0.0000 -0.0000 -3.5454 10.0000 0.4477 0.0192 0.0000 0.0000 0.0000 -3.7768 M BY CAST / REV. 2:61 SER i5c TIME : 4/8/1994 0 :04:05 TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 23 RESULTANT MEMBER FORCES MEMBER NO. TAG.. NO. FORCE SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT RESULTANT MEMBER FORCES MEMBER NO. SECTION JOINT / --- AXIAL - - - / - -- LOCAL Y - - / -- LOCAL Z - - /-- TORSIONAL - /--- LOCAL Y - - / -- LOCAL Z --/ 12.0000 0.4477 -0.1738 0.0000 14.0000 0.4477 -0.3667 0.0000 16.0000 0.4477 - 0.5597 0.0000 18.0000 0.4477 -0.7526 0.0000 10 0.4477 - 0.9456 0.0000 LOAD INDEX : 20 LOAD TAG :: Z3 as; 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -3.6222 -3.0817 -2.1553 - 0.8429 0.8553 SECTION JOINT / - -- AXIAL -- - / - -- LOCAL Y - - /-- LOCAL I - - / -- TORSIONAL - / - -- LOCAL Y - - / -- LOCAL .Z - -/ TAG. NO. FORCE . SHEAR FORCE SHEAR FORCE MOMENT MOMENT MOMENT B9X5X16 5 -0.0589 - 0.7532 -0.0049 0.0000 . - 0.0812 -1.5706 2.0000 - 0.0589 -0.5887 - 0.0049 0.0000 - 0.0909 -0.2287 4.0000 - 0.0589 - 0.4242 - 0.0049 0.0000 - 0.1007 0.7841 6.0000 - 0.0589 -0.2597 -0.0049 0.0000 - 0.1104 1.4681 8.0000 - 0.0589 -0.0953 -0.0049 0.0000 - 0.1202 1.8231 10.0000 - 0.0589 0.0692 -0.0049 0.0000 - 0.1299 1.8491 12.0000 -0.0589 0.2337 - 0.0049 0.0000 - 0.1397 1.5462 14.0000 - 0.0589 0.3982 -0.0049 0.0000 - 0.1494 0.9143 16.0000 - 0.0589 0.5626 -0.0049 0.0000 - 0.1592 - 0.0465 18.0000 - 0.0589 0.7271 - 0.0049 0.0000 - 0.1689 - 1.3363 6 - 0.0589 0.8916 - 0.0049 0.0000 - 0.1787 - 2.9550 11 B9X5X14 9 - 0.4350 0.8279 0.0000 0.0000 • - 0.0000 -0.8223 2.0000 - 0.4350 - 0.6604 0.0000 0.0000 - 0.0000 0.6660 4.0000 -0.4350 -0.4929 0.0000 0.0000 - 0.0000 1.8193 6.0000 - 0.4350 -0.3254 0.0000 0.0000 - 0.0000 2.6376 8.0000 -0.4350 - 0.1579 0.0000 0.0000 - 0.0000 3.1209 10.0000 - 0.4350 0.0096 0.0000 0.0000 0.0000 3.2693 12.0000 -0.4350 0.1771 0.0000 0.0000 0.0000 3.0826 14.0000 - 0.4350 0.3446 0.0000 0.0000 0.0000 2.5609 16.0000 -0.4350 0.5121 0.0000 0.0000 0.0000 1.7043 18.0000 -0.4350 0.6796 0.0000 0.0000 0.0000 0.5126 10 -0.4350 0.8471 0.0000 0.0000 0.0000 -1.0140 1 M-STRUDL BY CAST / REV. 2.61 ”-: 15c TIME : 4/8/1994 0:04:05 1 : TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 24 : amsssmumnsms: s RESULTS OF ANALYSIS s msnammissumn TYPE OF THE PROBLEM : SPACE FRAME RESTART STATUS : ACTIVE UNITS : KIPS FEET DEGREES . ' as: LOAD INDEX : 9 LOAD TAG : TOTAL sss JOINT REACTIONS AT SUPPORTS JOINT / GLOBAL REACTIONS NO. X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT 1 0.2663 3.4590 0.5691 0.0000 0.0000 0.0000 2 0.2663 3.4590 -0.5691 0.0000 0.0000 0.0000 3 -0.2663 3.4590 0.5691 0.0000 0.0000 0.0000 4 -0.2663 3.4590 -0.5691 0.0000 0.0000 0.0000 TOTAL -0.0000 13.8359 -0.0000 sss LOAD INDEX : 10 LOAD TAG : EX an JOINT REACTIONS AT SUPPORTS JOINT / GLOBAL REACTIONS NO. X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT 1 -0.1417 0.3116 0.0785 0.0000 0.0000 - 0.0000 2 -0.1417 0.3116 -0.0785 0.0000 0.0000 0.0000 3 -0.2236 0.8392 0.0597 0.0000 0.0000 0.0000 4 -0.2236 0.8392 -0.0597 0.0000 0.0000 0.0000 TOTAL -0.7305 ass LOAD INDEX : 11 LOAD TAG : JOINT REACTIONS AT SUPPORTS JOINT / NO. X FORCE 2.3015 -0.0000 El GLOBAL REACTIONS Y FORCE Z FORCE X MOMENT 1 0.0381 0.4171 -0.1135 0.0000 0.0000 0.0000 2 0.0438 0.7337 -0.2518 0.0000 0.0000 0.0000 3 -0.0381 0.4171 -0.1135 0.0000 0.0000 0.0000 4 -0.0438 0.7337 -0.2518 0.0000 0.0000 0.0000 Y MOMENT Z MOMENT M-STRUDL BY CAST / REV. 2.61 SEA : a5c TINE : 4/8/1994 0:04:05 : TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 25 1 JOINT REACTIONS AT SUPPORTS JOINT / GLOBAL REACTIONS NO. X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT TOTAL -0.0000 2.3015 -0.7305 nts LOAD INDEX : 12 LOAD TAG : Xi us JOINT REACTIONS AT SUPPORTS JOINT / NO. 1 2 3 4 TOTAL JOINT / NO. NO. 1 2 3 4 TOTAL JOINT / 1 2 3 4 GLOBAL REACTIONS X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT -0.0964 -3.3824 • -0.0964 -3.3824 0.2948 -3.2718 0.2948 -3.2718 0.3969 -13.3083 sss LOAD INDEX : 13 LOAD TAG : JOINT REACTIONS AT SUPPORTS X FORCE 0.0163 0.0163 0.1822 0.1822 0.3969 JOINT REACTIONS AT SUPPORTS X FORCE -7.5411 0.1976 0.1976 -0.0984 -0.0984 Y FORCE -1.9406 -1.9406 -1.8300 -1.8300 us LOAD INDEX : 14 LOAD TAG : Y FORCE 1.4801 1.4801 1.5354 1.5354 -0.6597 0.6597 -0.5554 0.5554 0.0000 X2 us GLOBAL REACTIONS Z FORCE X MOMENT -0.4097 0.4097 -0.3054 0.3054 0.0000 X3 us GLOBAL REACTIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Z FORCE X MOMENT 0.2047 -0.2047 0.2569 -0.2569 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Y MOMENT 0.0000 0.0000 0.0000 0.0000 Y MOMENT 0.0000 0.0000 0.0000 0.0000 / Z MOMENT 0.0000 0.0000 0.0000 0.0000 Z MOMENT ' 0.0000 0.0000 0.0000 0.0000 Z MOMENT 0.0000 0.0000 0.0000 0.0000 • , • : " ; , • • M-STRUOL BY CAST / REV. 2.61 SC a5c TIME ; 4/8/1994 0:04:05 1 I TITLE: POLIGON REK 16'X 24' - ALL STEEL - NBC PAGE 26 1 . „ JOINT REACTIONS AT. SUPPORTS : JOINT/ X FORCE Y FORCE Z FORCE X MOMENT TOTAL . 0.1985 : 6.0310 LOAD INDEX : 15 LOAD TAG.: JOINT REACTIONS AT SUPPORTS JOINT /.. NO. X FORCE Y FORCE -0.7915 -0.7915 3 -0.7097 4 -0.7097 TOTAL -3.0025 su LOAD INDEX : 16 LOAD TAG : JOINT REACTIONS AT SUPPORTS JOINT / NO. 1 2 3 4 TOTAL sIs LOAD INDEX : 17 LOAD TAG : JOINT REACTIONS AT SUPPORTS JOINT / NO. 1 2 3 4 X FORCE -0.6789 -0.6789 -0.8224 -0.8224 -3.0025 X FORCE -0.1499 -0.1499 -0.6007 -0.6007 -0.3567 -0.3567 -1.1935 -1.1935 -3.1004 Y FORCE 1.0851 1.0851 0.2483 0.2483 2.6668 Y FORCE 2.9930 2.9930 2.5745 2 .5745 GLOBAL REACTIONS . 1.0000 X4 cc; GLOBAL REACTIONS Z FORCE.' X MOMENT Y MOMENT 0.2295 -0.2295 -0.5596 0.5596 -0.0000 X5 c:c GLOBAL REACTIONS I FORCE X MOMENT 0.4795 -0.4795 -0.3096 0.3096 -0.0000 X6 :cc GLOBAL REACTIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Z FORCE X MOMENT 0.6493 -0.6493 0.2548 -0.2548 0.0000 0.0000 0.0000 0.0000 Y MOMENT MOMENT 0.0000 0.0000 0.0000 0.0000 Y MOMENT 0.0000 0.0000 0.0000 0.0000 Y MOMENT 0.0000 0.0000 0.0000 0.0000 I MOMENT 0.0000 0.0000 0.0000 0.0000 I MOMENT 0.006 0.0000 0.0000 0.0000 I MOMENT 0.0000 0.0000 0.0000 0.0000 .„ . • ' • JOINT / NO. 1 2 3 4 TOTAL 0.0000 -12.1165 -0.8384 JOINT REACTIONS AT SUPPORTS JOINT / TOTAL 0.0000 -6.3493 -0.8384 ;It LOAD INDEX : 20 LOAD TAG : 13 an JOINT REACTIONS AT SUPPORTS JOINT / NO. X FORCE M-STRUDL BY CAST / REV. 2.61 SER : 15c TINE : 4/8/1994 0:04:05 : TITLE: POLI6ON REK 16'X 24' ALL STEEL - UBC PA6E 27 JOINT REACTIONS AT SUPPORTS JOINT / GLOBAL REACTIONS •, NO. X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT TOTAL -1.5013 11.1350 -0.0000 in LOAD INDEX : 18 LOAD TAG : JOINT REACTIONS AT SUPPORTS GLOBAL REACTIONS ass LOAD INDEX : 19 LOAD TAG : 12 ns GLOBAL REACTIONS • - I X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT -0.1806 -3.1771 -0.7743 0.0000 0.0000 0.0000 -0.1745 -2.8811 0.3552 0.0000 0.0000 0.0000 0.1806 -3.1771 -0.7743 0.0000 0.0000 0.0000 0.1745 -2.8811 0.3552 0.0000 0.0000 0.0000 NO. X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT 1 -0.0679 -1.7353 -0.5244 0.0000 0.0000 - 0.0000 2 -0.0619 -1.4393 0.1052 0.0000 0.0000 0.0000 3 0.0679 -1.7353 -0.5244 0.0000 0.0000 0.0000 4 0.0619 -1.4393 0.1052 0.0000 0.0000 0.0000 GLOBAL REACTIONS Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT 1 0.1555 1.5827 0.1474 0.0000 0.0000 0.0000 2 0.1586 1.7308 -0.3570 0.0000 0.0000 0.0000 3 -0.1555 1.5827 0.1474 0.0000 0.0000 0.0000 4 -0.1586 1.7308 -0.3570 0.0000 0.0000 0.0000 ' � :ss:ssss:::ss:ss::usss s RESULTS OF ANALYSIS : :s:s:s:ss:ss :MU:::s: RESULTANT JOINT DISPLACEMENTS sss LOAD INDEX : 10 LOAD TAG : RESULTANT JOINT DISPLACEMENTS JOINT / ; M-STRUDL BY CAST / REV. 2.61 SER : a5c TIME : 4/8/1994 0:04:05 1 1 TITLE: PO1I60N REK 16'X 24' - ALL STEEL - UBC PAGE 29 TYPE OF THE PROBLEM : SPACE FRAME RESTART STATUS : NONE GIVEN ACTIVE UNITS : KIPS INCHES DEGREES sss LOAD INDEX : 9 LOAD TAG : TOTAL sss JOINT / GLOBAL DISPLACEMENTS / NO. X DIRECTION Y DIRECTION I DIRECTION X DIRECTION 5 -0.0224938 - 0.0026362 0.0002547 0.1452870 6 - 0.0224938 -0.0026362 - 0.0002547 -0.1452870 7 0.0224938 -0.0026362 0.0002547 0.1452870 8 0.0224938 -0.0026362 -0.0002547 -0.1452870 9 0.0000000 -0.0722359 0.0017031 0.4520260 10 0.0000000 -0.0722359 - 0.0017031 -0.4520260 11 - 0.0677600 0.0571792 0.0002547 0.1419691 12 -0.0677600 0.0571792 - 0.0002547 -0.1419691 13 0.0677600 0.0571792 0.0002547 0.1419691 14 0.0677600 0.0571792 -0.0002547 -0.1419691 15 0.0000000 0.1160660 0.0017031 0.4487082 16 0.0000000 0.1160660 -0.0017031 -0.4487082 EX us 0.1080652 -0.1080652 -0.1080652 0.1080652 -0.0000000 0.0000000 0.1080652 -0.1080652 - 0.1080652 0.1080652 0.0000000 0.0000000 GLOBAL ROTATIONS Y DIRECTION GLOBAL DISPLACEMENTS / GLOBAL ROTATIONS NO. X DIRECTION Y DIRECTION I DIRECTION X DIRECTION Y DIRECTION 5 0.1189283 - 0.0001961 0.0002134 0.0201499 6 0.1189283 - 0.0001961 -0.0002134 - 0.0201499 7 0.1257095 -0.0006051 -0.0001670 0.0151346 8 0.1257095 -0.0006051 0.0001670 - 0.0151346 9 0.1225507 -0.0108904 0.0002192 0.0584337 10 0.1225507 -0.0108904 -0.0002192 - 0.0584337 11 0.1075137 0.0081176 0.0002134 0.0197466 12 0.1075137 0.0081176 -0.0002134 -0.0197466 13 0.1257086 0.0056077 -0.0001670 0.0147314 14 0.1257086 0.0056077 0.0001670 -0.0147314 15 0.1221954 0.0134596 0.0002192 0.0580305 16 0.1221954 0.0134596 - 0.0002192 -0.0580305 0.0276297 -0.0276297 0.0003814 - 0.0003814 0.0012275 - 0.0012275 0.0271239 -0.0271239 -0.0001244 0.0001244 0.0007218 -0.0007218 1 DIRECTION - 0.0544884 -0.0544884 0.0544884 0.0544884 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 Z DIRECTION - 0.0348504 - 0.0348504 - 0.0180106 -0.0180106 0.0129125 0.0129125 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 4:1 M-STRUDL BY CAST / REV. 2.61 SER : aSc TIME : 4/8/1994 0:04:05 ; TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 30 us LOAD INDEX : 11 LOAD TAG : EZ us RESULTANT JOINT DISPLACEMENTS JOINT / GLOBAL DISPLACEMENTS NO. X DIRECTION Y DIRECTION Z DIRECTION 5 -0.0031437 -0.0002779 0.1907366 0.0848927 6 -0.0036375 - 0.0005233 0.1906901 0.0496082 7 0.0031437 -0.0002779 0.1907366 0.0848927 8 0.0036375 -0.0005233 0.1906901 0.0496082 9 - 0.0000000 - 0.0100220 0.2180037 0.0665635 10 0.0000000 -0.0117588 0.2175652 -0.0503039 11 -0.0062587 0.0351551 0.1907413 0.0844894 12 -0.0119362 -0.0214299 0.1906948 0.0500114 13 0.0062587 0.0351551 0.1907413 0.0844894 14 0.0119362 -0.0214299 0.1906948 0.0500114 15 - 0.0000000 0.0177334 0.2180083 0.0661603 16 0.0000000 0.0091858 0.2175699 -0.0499006 u: LOAD INDEX : 12 LOAD TAG : X1 u: RESULTANT JOINT DISPLACEMENTS JOINT / GLOBAL DISPLACEMENTS NO. X DIRECTION Y DIRECTION Z DIRECTION 5 - 0.0504115 0.0026677 -0.0004064 - 0.1684734 6 - 0.0504115 0.0026677 0.0004064 0.1684734 7 - 0.0821019 0.0025819 -0.0001738 - 0.1417340 8 - 0.0821019 0.0025819 0.0001738 0.1417340 9 -0.0663313 0.0549113 - 0.0017889 -0.4742279 10 - 0.0663313 0.0549113 0.0017889 0.4742279 11 - 0.0009486 - 0.0666952 - 0.0004064 -0.1646310 12 - 0.0009486 - 0.0666952 0.0004064 0.1646310 13 -0.1282994 -0.0557696 -0.0001738 -0.1384940 14 -0.1282994 - 0.0557696 0.0001738 0.1384940 15 - 0.0661691 -0.1426203 - 0.0017889 - 0.4706867 16 -0.0661691 - 0.1426203 0.0017889 0.4706867 u: LOAD INDEX : 13 LOAD TAG : X2 us RESULTANT JOINT DISPLACEMENTS JOINT / GLOBAL DISPLACEMENTS NO. X DIRECTION Y DIRECTION Z DIRECTION GLOBAL ROTATIONS / -0.1180839 0.1180839 0.1102882 - 0.1102882 -0.0003872 0.0003872 - 0.1180839 0.1180839 0.1102882 -0.1102882 - 0.0003872 0.0003872 X DIRECTION Y DIRECTION Z DIRECTION 0.0074366 -0.0198117 -0.0074366 0.0198117 0.0000000 0.0000000 0.0074366 -0.0198117 -0.0074366 0.0198117 0.0000000 0.0000000 - 0.0078383 -0.0090015 0.0078383 0.0090015 - 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 GLOBAL ROTATIONS / X DIRECTION Y DIRECTION Z DIRECTION 0.0546660 0.0546660 - 0.0261890 -0.0261890 - 0.0071386 -0.0071386 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 GLOBAL ROTATIONS / X DIRECTION Y DIRECTION Z DIRECTION 5 - 0.0599631 0.0015499 - 0.0002906 - 0.1046510 - 0.0708634 0.0316317 • M BY CAST / REV. 2.61 SER : a5c TIME : 4/8/1994 0:04:05 1 1 TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 31 1 RESULTANT JOINT DISPLACEMENTS JOINT / GLOBAL DISPLACEMENTS NO. X DIRECTION Y DIRECTION I DIRECTION 6 -0.0599631 0.0015499 0.0002906 0.1046510 7 -0.0725503 0.0014641 - 0.0000580 -0.0779116 8 -0.0725503 0.0014641 0.0000580 0.0779116 9 -0.0663313 0.0242386 - 0.0010470 -0.2774318 10 -0.0663313 0.0242386 0.0010470 0.2774318 11 -0.0302799 -0.0415369 -0.0002906 -0.1022659 12 -0.0302799 -0.0415369 0.0002906 0.1022659 13 -0.0989681 -0.0306113 - 0.0000580 -0.0761289 14 -0.0989681 -0.0306113 0.0000580 0.0761289 15 -0.0661691 -0.0913171 -0.0010470 - 0.2753479 16 -0.0661691 -0.0913171 0.0010470 0.2753479 us LOAD INDEX : 14 LOAD TAG : RESULTANT JOINT DISPLACEMENTS JOINT / GLOBAL DISPLACEMENTS / NO. X DIRECTION Y DIRECTION Z DIRECTION 5 -0.0460042 - 0.0011020 0.0000399 0.0522292 6 -0.0460042 -0.0011020 - 0.0000399 - 0.0522292 7 -0.0202525 -0.0011449 0.0001562 0.0655989 8 -0.0202525 - 0.0011449 -0.0001562 -0.0655989 9 -0.0331657 - 0.0393350 0.0006990 0.1856952 10 -0.0331657 - 0.0393350 - 0.0006990 - 0.1856952 11 - 0.0636856 0.0204003 0.0000399 0.0510341 12 -0.0636856 0.0204003 - 0.0000399 -0.0510341 13 -0.0009384 0.0258631 0.0001562 0.0641027 14 -0.0009384 0.0258631 -0.0001562 -0.0641027 15 -0.0330846 0.0380260 0.0006990 0.1843496 16 -0.0330846 0.0380260 -0.0006990 -0.1843496 us LOAD INDEX : 15 LOAD TAG : RESULTANT JOINT DISPLACEMENTS X3 in X4 us JOINT / GLOBAL DISPLACEMENTS I / NO. X DIRECTION Y DIRECTION I DIRECTION 5 0.5044660 0.0003220 0.0007946 0.0589972 6 0.5044660 0.0003220 - 0.0007946 - 0.0589972 7 0.4979337 0.0009707 - 0.0009650 -0.1432733 8 0.4979337 0.0009707 0.0009650 0.1432733 9 0.5017643 0.0118809 -0.0004757 - 0.1258987 10 0.5017643 0.0118809 0.0004757 0.1258987 GLOBAL ROTATIONS / X DIRECTION. Y DIRECTION Z DIRECTION 0.0708634 0.0630677 -0.0630677 -0.0003872 0.0003872 -0.0708634 0.0708634 0.0630677 -0.0630677 - 0.0003872 0.0003872 0.0316317 - 0.0031548 - 0.0031548 -0.0071386 -0.0071386 0.0000000 0.0000000 0.0000000 0.0000000 0.0000600 0.0000000 GLOBAL ROTATIONS / X DIRECTION Y DIRECTION Z DIRECTION 0.0422112 -0.0229454 -0.0422112 - 0.0229454 -0.0461090 0.0371839 0.0461090 0.0371839 -0.0001936 - 0.0035693 0.0001936 -0.0035693 0.0422112 0.0000000 -0.0422112 0.0000000 - 0.0461090 0.0000000 0.0461090 0.0000000 - 0.0001936 0.0000000 0.0001936 0.0000000 GLOBAL ROTATIONS / X DIRECTION Y DIRECTION Z DIRECTION - 0.0011206 0.0011206 0.0600908 -0.0600908 0.0029288 - 0.0029288 -0.0992230 -0.0992230 - 0.1161913 - 0.1161913 0.0540000 0.0540000 M-STRUDL BY CAST / REV. 2.61 SER : a5c TIME : 4/8/1994 0 :04:05 1 1 TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 32 1 RESULTANT JOINT DISPLACEMENTS JOINT / GLOBAL DISPLACEMENTS NO. X DIRECTION Y DIRECTION Z DIRECTION 11 0.5049354 0.0246210 0.0007946 0.0576807 12 0.5049354 0.0246210 -0.0007946 -0.0576807 13 0.4727629 -0.0580256 -0.0009650 -0.1400333 14 0.4727629 -0.0580256 0.0009650 0.1400333 15 0.5005374 -0.0405533 -0.0004757 - 0.1249369 16 0.5005374 -0.0405533 0.0004757 0.1249369 ::.LOAD INDEX : 16 LOAD TAG : RESULTANT JOINT DISPLACEMENTS JOINT / GLOBAL DISPLACEMENTS NO. X DIRECTION Y DIRECTION Z DIRECTION 5 0.4949144 - 0.0007958 0.0009103 0.1228195 6 0.4949144 -0.0007958 - 0.0009103 -0.1228195 7 0.5074853 - 0.0001470 -0.0008492 -0.0794509 8 0.5074853 -0.0001470 0.0008492 0.0794509 9 0.5017643 - 0.0187919 0.0002662 0.0708974 10 0.5017643 -0.0187919 -0.0002662 -0.0708974 11 0.4756041 0.0497793 0.0009103 0.1200457 12 0.4756041 0.0497793 - 0.0009103 -0.1200457 13 0.5020942 -0.0328673 -0.0008492 -0.0776682 14 0.5020942 -0.0328673 0.0008492 0.0776682 15 0.5005374 0.0107499 0.0002662 0.0704019 16 0.5005314 0.0107499 -0.0002662 -0.0704019 :t: LOAD INDEX : 17 LOAD TAG : RESULTANT JOINT DISPLACEMENTS X5 u: X6 rn 5 0.2314345 -0.0022749 0.0006404 0.1659645 6 0.2314345 -0.0022749 - 0.0006404 - 0.1659645 7 0.2697654 -0.0019505 -0.0002393 0.0648292 8 0.2697654 -0.0019505 0.0002393 - 0.0648292 9 0.2508821 -0.0608503 0.0013556 0.3598598 10 0.2508821 -0.0608503 - 0.0013556 - 0.3598598 11 0.1892564 0.0660584 0.0006404 0.1621900 12 0.1892564 0.0660584 - 0.0006404 - 0.1621900 13 0.2995928 0.0247351 - 0.0002393 0.0633330 14 0.2995928 0.0247351 0.0002393 - 0.0633330 15 0.2502687 0.0890595 0.0013556 0.3572245 GLOBAL ROTATIONS / X DIRECTION Y DIRECTION Z DIRECTION -0.0011206 0.0011206 0.0600908 - 0.0600908 0.0029288 -0.0029288 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 GLOBAL ROTATIONS / X DIRECTION Y DIRECTION Z DIRECTION 0.0460999 -0.0460999 0.0128703 - 0.0128703 0.0029288 -0.0029288 0.0460999 - 0.0460999 0.0128703 -0.0128703 0.0029288 - 0.0029288 JOINT / GLOBAL DISPLACEMENTS / GLOBAL ROTATIONS NO. X DIRECTION Y DIRECTION Z DIRECTION X DIRECTION Y DIRECTION Z DIRECTION 0.1006928 - 0.0998899 - 0.1006928 -0.0998899 - 0.0712077 - 0.0078173 0.0712077 -0.0078173 0.0014644 0.0270000 -0.0014644 0.0270000 0.1006928 0.0000000 - 0.1006928 0.0000000 - 0.0712077 0.0000000 0.0712077 0.0000000 0.0014644 0.0000000 - 0.1222572 - 0.1222572 -0.0931571 - 0.0931571 0.0540000 0.0540000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 RESULTANT JOINT DISPLACEMENTS RESULTANT JOINT DISPLACEMENTS 1 M-STRUDL BY CAST / REV. 2.61 SER : a5c TIME : 4/8/1994 0:04:05 ; TITLE: POLIGON REK 16'X 24' - ALL STEEL - UBC PAGE 33 ; JOINT / GLOBAL DISPLACEMENTS NO. X DIRECTION Y DIRECTION I DIRECTION 16 0.2502687 0.0890595 -0.0013556 is: LOAD INDEX : 18 LOAD TAG : Z1 us RESULTANT JOINT DISPLACEMENTS JOINT / GLOBAL DISPLACEMENTS NO. X DIRECTION Y DIRECTION Z DIRECTION ss: LOAD INDEX : 19 LOAD TAG : Z2 : :: JOINT / GLOBAL DISPLACEMENTS NO. X DIRECTION Y DIRECTION Z DIRECTION in LOAD INDEX : 20 LOAD TAG : Z3 in GLOBAL ROTATIONS / X DIRECTION Y DIRECTION Z DIRECTION -0.3572245 -0.0014644 0.0000000 5 0.0146415 0.0025085 0.1819255 - 0.0793295 - 0.1176417 6 0.0141115 0.0022790 0.1823530 0.2053755 0.0930938 7 -0.0146415 0.0025085 0.1819255 -0.0793295 0.1176417 8 -0.0141115 0.0022790 0.1823530 0.2053755 -0.0930938 9 -0.0000000 0.0507853 0.2108353 - 0.4272252 0.0000000 10 0.0000000 0.0489889 0.2139805 0.4421065 0.0000000 11 0.0639192 -0.0297030 0.1819255 -0.0760895 -0.1176417 12 0.0531065 - 0.0827306 0.1823530 0.2021355 0.0930938 13 - 0.0639192 - 0.0297030 0.1819255 -0.0760895 0.1176417 14 -0.0531065 - 0.0827306 0.1823530 0.2021355 -0.0930938 15 -0.0000000 -0.1271525 0.2108353 -0.4239852 0.0000000 16 0.0000000 -0.1351824 0.2139805 0.4388665 0.0000000 GLOBAL ROTATIONS / X DIRECTION Y DIRECTION Z DIRECTION 0.0373092 0.0360863 -0.0373092 -0.0360863 -0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 GLOBAL ROTATIONS -------- - - - -/ X DIRECTION Y DIRECTION I DIRECTION 5 0.0050899 0.0013908 0.1820412 -0.0155071 - 0.0704212 0.0142750 6 0.0045598 0.0011613 0.1822372 0.1415532 0.0458733 0.0130521 7 -0.0050899 0.0013908 0.1820412 - 0.0155071 0.0704212 -0.0142750 8 - 0.0045598 0.0011613 0.1822372 0.1415532 - 0.0458733 - 0.0130521 9 -0.0000000 0.0201125 0.2115772 -0.2304291 0.0000000 - 0.0000000 10 0.0000000 0.0183161 0.2132386 0.2453103 0.0000000 0.0000000 11 0.0345879 - 0.0045448 0.1820412 - 0.0137244 -0.0704212 0.0000000 12 0.0237752 - 0.0575723 0.1822372 0.1397704 0.0458733 0.0000000 13 - 0.0345879 - 0.0045448 0.1820412 -0.0137244 0.0704212 0.0000000 14 -0.0237752 -0.0575723 0.1822372 0.1397704 -0.0458733 0.0000000 15 -0.0000000 -0.0758493 0.2115772 - 0.2286463 0.0000000 0.0000000 16 0.0000000 -0.0838792 0.2132386 0.2435276 0.0000000 0.0000000 RESULTANT JOINT DISPLACEMENTS N.STRUDL BY :CAST •/ REY...2.61 SER aSc TIME '4/8/1994 0 :04 :05 . TITLE POLIRON' REK 16'X 24 - All STEEL 08C PAGE 3/ JOINT /: GLOBAL DISPLACEMENTS /., GLOBAL ROTATIONS N O X DIRECTION Y DIRECTION I DIRECTION X' DIRECTION Y DIRE CTION : 1 DIRECTION : • -0.0134777` -0.0011816 0.0912059 0.0968011 ; 0. 0424323: -0.0316238 -0.0137428 -0.0012963 0.0909334 -0.0337781 -0:0547062 0.0322353 0.0134777 -0.0011816 0.0912059 0.0968011 - 0.0424323 0.0316238 0.0137428 -0.0012963 0.0909334 -0.0337781 0.0547062. 0.0322353 0.0000000' -0.0413981 0.1070111 0.2091966 0.0000000 0.0000000 0.0000000 -0.0422963 0.1053968 -0.2017559 0.0000000 0.0000000 - 0.0312517' 0.0388963 0.0912059 0.0953049 0.0424323 0.0000000 -0:0366581 ` 0.0123826 0.0909334 -0.0322819 -0.0547062 0.0000000 0.0312517_ 0.0388963 • 0.0912059 0.0953049 0.0424323 0.0000000 14 0.0366581 0:0123826 0.0909334: -0.0322819 0.0547062 0.0000600 0.0000000 .: 0.0457599: 0.1070111 0.2077004 0.0000000 0.0000000 16 _:, 0. 0000000 0.0417450:: :.:.0.1053968 -0.2002597 _ 0.0000000 0.0000000 he Family Fun Center 7300 Fun Center Way Tukwila, Washington S TRUCTURAL CALCULATIONS February 5,1999 ENW Job No. 98088003 Code: 1997 UBC Wind: 80 MPH, Exp. 'C' Seismic Zone: 3 err( °F 11 v % "99 9E0000°1 PRE -o3't bgx4o Building Code : Design Loads: Dead Loads: Live/Snow Loads: Wind Loads: Seismic Loads: V= (Z) (I) (C/.Rw) (W) Load Combinations: UBC, Section 1603.6 DESIGN CRITERIA Uniform Building Code, 1994 Edition Weight of Roofing System = 2 psf 0.61 -0 ' v. p With Slope = 3 Basic Roof Snow Load = Basic Wind Speed = P (Cc) (Ca) (qs) (1) Basic Wind Pressure (qs) Importance Factor (I) = Height,Exposure, Gust factor (CO= Wind Load Distribution: Normal Force On Leeward Roof= On Windward Roof - Case 1= On Windward Roof- Case 11= On Windward Wall = On Leeward Wall = Parallel to Ridge = 1.2 1.4 - 0.3 (inward) 0.8 0.5 1.2 Per (IBC, 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 11= -8.7 psf Wind Load on Leeward Roof= 34.71 psf Wind Load on Leeward Wall = 14.46 psf Parallel to Ridgc = 34.71 psf Scsimic Zone 4 Structure Type: Ordinary Moment Resisting Frame (Steel) Z= 1 = c= Rw = W Seismic Load = 1.1 psf P 0,21112W1.4 savekTIVE. 30 psf P 100 mph 25.6 psf 1 1.13 .66 Exposure . C UBC, Section 1618 UBC, Table 16-F UBC, Table 26-K UBC, Table 16-G UBC, Table 16-H 0,1,4 1?viNT CA T-41i 3 ) UBC, Sec 1628.2.1 0.4 UBC,Table 16-1 1 UBC, Table 16-K 2.75 (Max value) UBC, Sec. 1628.2.1 6 UBC, 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 Dead Load plus Snow Load plus 1/2 Wind Load V Dead Load plus Seismic plus Snow Load* *Snow load does not need to be included if the load is 30 psf or less. 6 1/2 • • • • .• .. • . • t , , . • .. , ' • ' " •.. • . • ,. • „. ; ' • • " ." 0 8 -4 6 2 -„ • 12 z 1.1■1111••••■••••••■•• LOAD COMBINATION AXIAL (Fx) SHEAR (FT) SHEAR iFZ) MOMENT (MI) MOMENT (liT) DEAD • LIVE LOAD 3.46 071 0.51 0 0 DEAD • WIND I DAD X-DIR -338 -0.10 -066 0 0 DEAD • WIND LOAD Z-DIR - 3.18 -0.18 0.11 0 0 F ( My FOUNDATION LOADS TO FOttiDATION (KIPS, FT. KIPS) REACTIONS • N°TES` PER DX, DESIGN OF FOUNDATION TO BE PERFORMED BT AN ENGINEER OR ARCHITECT. THIS DRAWING 15 NOT INTENDED AS A FOUNDATION DESIGN. IT IS iteruTTEp AS A REFERENCE TO MIN3 SLAB DIMENSIONS AND ANCHOR BOLT LOCATIONS. IF WALLS ARE TO BE SPECIFIED. CONSULT FACTORY FOR REVISED SLAB DIMENSIONS. • " • I 1 • BOLT DIAMETER °Aches) , MNNMUM'' EMBEDMENT (Inches) EDGE DISTANCE (Inches) SPACING (Inches) MINIMUM CONCRETE STRENGTH (psi) x 0.00689 for MP. f e 3.000 21� f 2 e / . 4,000 Tensions 1 Shears Tension' Shears 1 Tensions Shears x 25.4 (or mm • as for newtons 1 /4 2 I 1 /2 3 200 500 2(N) 511(1 20(1 5(0 341 1 3 21/ 41/1 5(N) 1,11111 500 1.11111 500 1.1(1(1 1/ + 4 4 3 5 6 6 95(1 1.4(1(1 1,25(1 1.550 9511 1.2511 1.5111 1.6511 9511 1.55(1 1.250 1.7511 S /K 4 . • 4 3t/4 h 7 7 1.5( 1(1 3,0511 ? 7511 1 ,91111 1.51111 2.75(1 2.9111 3,11111 1.51111 2.4(H) 2.75(1 3.1151) 3/4 I 5 5 4 7 9 9 2,2511 2.711) 2,94(1 4 25(1 2 3.5(,11 1 .9511 i 4.300 2.251) 3 3.5611 4.411(1 /, 6 I 5 10 2,5511 3,3511 2,5511 I 4.0511 3.5511 4.0511 allON ( 7 6 12 18511 3.7511 C '4.50(1 3,650 5. /8 8 1 0 /4 13 3,4(1(1 4,750 3.01(1 1 4.75(1 3.4(1(1 4.7511 1 7 15 4,0(K) 5,8111 ■ 4,11(1(1 I 5.8(1(1 4,(110) 5.8(N) 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No. JOB NAME SUBJECT Art ('ner t t U C • (. , ( ENGIN�ERS- NORTHWEST INC. P.S. ` DATE 2. a, TABLE 19-0—ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (Pounds) (Newtons) SHEET OF BY Plrt4 •v alues arc natural stone aggregate concrete and bolls of at least A 307 quality. Bolts shall have a st head or an equal dells only in (he embedded portion. 2 T11c labulatcd values arc for anchor,. installed at the specified spacing and edge distances. Such spacing and edge distance may he reduced 50 percent with an equal reduction in value. Usc line. 'niers.. lion in( inediat s ac i s and edge margins. y, � e allowable value. uch as wind or seismic forces. 4 An additional 2 inches (51 mm) of cm a ment shall a provided or anchor opts located in the to of cu mt • •• • ' 5 Valucs shown are for work without special inspection. Where special inspection is provide 6 Valucs shown are for work with orwithout special inspection. .values may be increased II11 crce . n'• Zones 2,3 and 4. ALL 4 w -Z 2(2 qs �)= S.9 > 3.313v. av 5 - Z 4, 3 > . l'i 1 A OK- 2 -181 ENGINE NORTHWEST II WOODLAWN AVE. N.E. - SUITE 205. - SEATTLE, WA 98115 - (2061525.7560 - FAX # UPu Fr z.. m4X En Family Fun Centers 29111 SW Town Center Loop West Wilsonville, Oregon 97070 Attention: John Huish and Scott Huish GeoEngtneers. Inc. 8410 154th Avenue N.E. Redmond. 1\A 98052 Telephone t 4251 861.6000 Fax H25)861.60i0 wwv.geoengineers.com November 4, 1998 GeptcS ical Engineering Services Addendum to Soils Report Family Fun Center Site t ° Tukwila, Washington File No. 5925-003-03 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 r2c.rthwest, we understand that the interior column loads are estimated to be 350 kips. We undersranrt 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: CITY OF TUKWILA FEB 081999 PRe'1&o3'7 qgoo4o PERMIT CENTER 617 -((2. Consulting Engineers and Geoscientists Offices in Washington. Oregon. and Alaska A Family Fun Centers November 4, 1998 Page 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. G e o E n g i n e e r s File No. 3925 .03 -03.1130 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 snipped 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 FileNo.5925 43 -034130 Family Fun Centers November 4, 1998 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 1 /2 -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 'A 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 Fite No. 5925 -03 -03.1130 Family Fun Centers November 4, 1998 Page 5 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, 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. 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. G e o E n$ i n e e r s File No. 5925 -03 -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 ground improvement techniques, as necessary. . 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. GooEogiosers LIMITATIONS 401 Filo No. 59254343.1130 Geo Engineers File No. 5925-0343-1130 Family, Fun Cantors UcoE- Dgineor1; • F1k No: '1925-001.37.1130)63097 • • Consulting Engineers and Geoscientists Offices in Washington. Oregim. and Alaska GeoEngineers. S-110 15-ith Avenue N.E. Redmond. WA 98052 Telephone t 4251861.6000 Fax t -1251861.6050 www.geoenguteers.com D114:w1 Document ID: P:‘5925001.R File No. 5925-001-37-1130 Family F Centers do Mulvan Partnership Arch p s 11820 N°11h___asuP. Washington 0E35 E300 W Bellevue, Attention: Chandler Stever We are pleased to submit eight copies of our report presenting the results of 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. Yours very truly, GeoEngineers, Inc. 9 /14e 4,e] MAY S. Rutherford, P.E. Associate CONTENTS co Engineer s INTRODUCTION . .... ' . : •• .-.. : ' ' - • .. . . . • . „ . .• ••••••••••••••. .. •,..• • • "• • • . •'1. e ... ..' o . . • ]. . .• . .. . .. . . . . . .. . . . . • I Peae No. SCOPE OF GEOTECHNICAL SERVICES . ... . . . . . . . ....... . . . . . . '2 PREVIOUS STUDIES ............ . .. . . . . , SITE CONDITIONS .. ...... . . . . . . . . . . . . . . • . • • .. SURFACE CONDITIONS Parcel 1 4 Parcel 2 4 Parcel 3 4 SUBSURFACE SOIL CONDITIONS 5 General 5 Stockpile Fill 5 Site Grade Fill 6 Slag 6 Alluvial Deposits 6 GROUND WATER CONDITIONS 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. 5925-001-37-1130/063097 CONTENTS (continued) FOUNDATION SUPPORT General Shallow Foundations General Overexcavation Footing Design Lateral Resistance Settlement Pile Foundations 18 General 18 Axial Pile Capacities 18 Pile Downdrag 19 Lateral Pile Capacity 19 Pile Settlements 19 Pile Installation Considerations 20 FLOOR SLAB SUPPORT 20 RETAINING WALLS 21 Design Parameters 21 Backdrainage 21 Construction Considerations 21 PAVEMENT RECOMMENDATIONS 22 Asphalt Concrete Pavements 22 PCC Pavements 22 DRAINAGE CONSIDERATIONS 23 Temporary Drainage 23 Permanent Drainage 23 SEISMICITY 23 General 23 Uniform Building Code (UBC) Site Coefficients 24 Design Earthquake Levels 24 Liquefaction Potential 24 Ground Settlement 25 Lateral Spreading 25 Conclusions and Recommendations Regarding Seismicity 25 OTHER CONSIDERATIONS 26 Methane Gas Collection 26 Soil Corrosivity 27 LIMITATIONS 27 FIGURES Figure No. Vicinity Map 1 Site Plan 2 Settlement Plate Detail 3 G c o E c s i n c o r s II File No. 5925. 001.37.1130/063097 PENDICE pendix A - Field Explorations and Geotechnical Laboratory. Testing ,: , ;:Field:EXplOraticin : . ' . : .• • .-- : •- ,.. - --- . - Geotechnical-Laboratory Testing A. .,- -.:.- -: ' - - ,;.,. ' -- - ' -., -...-,, - , , „ , • r: ' ; . „ . , APPENDIX A FIGURES - - — -, - "-: -",, ' .. - - .,'' ;:-;..,..-%--- -.- : -: :- .,., --- , „ , . .. . Fi gure . , ,, .. , , Soil Classification System -., ' ',.:-; , ' ":, , -' ' -' ' L - - :. " - A-1- : .. Key to Boring Log Symbols , . Logs of.Borings , , :2 ',.-*;.- ''.. :.!A.74- -- :Logs of Test Pits ' ‘ , : '..'" .- -. ' : -:',,-‘'':..-.' -- A-5 ... A.:ip Moi Content Data Moi . ,,, , .A 7 11. - ',- Consolidation Test Results :: . --.' .Ai 2 Summary of Soil Field Screening GooEnsineors No No. 3923-001.374130/063097 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 Mulvanny 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 e o E n s l o g e r s REPORT GEOTECHNICAL ENGINEERING SERVICES FAMILY FUN CENTER TUKWILA, WASHINGTON FOR FAMILY FUN CENTERS 1 File No. 5925-001 -37. 1130/063097 The second and third levels of the building are likely 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 i n e e r c 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 t i n e e r e 4 File No. 5925-001.37. 1130/063097 .. .�.,.,,,....... .............. • G e o E n g i n e e r$ 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, 5 File No. 5925-001.37. 1130/063097 Slag 0 e o E n g i n e o r s 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 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. 6 File No. 5925-001-37-1130/063097 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 Pamily 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 Engineers CONCLUSION AND RECOMMENDATIONS 7 File No. 5925-001.37 - 11301063097 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 g i n e e r s 8 File No. 5925-001 -37. 1130/063097 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 G e o E n s i n e e r s 9 File No. 5925-001.37- 1130/063097 t,. 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 s i n e e r s 10 File No. 5925-001 -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 o 5 i a e e r s 11 File No. 5925401 -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 1 1H:1 V 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. GeoEogioeers 12 File No. 5925-001. 37.11301063097 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 e o E n g in et 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 o g i o e e r s 14 Fde No. 5925-001.37. 1130/063097 f 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 recomputed 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 G e o E a s 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. GeoEngineers 16 File No. 5925401.37. 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 backfill. This value may be increased by one -third when considering short -term live loads such as wind or seismic forces. G e o Ens i n e e r$ 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 s 18 File No. 5925401.37. 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 1 n e e r s 19 File No. 5925-001.374130 /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 8 as i a e e r s 20 File No. 59254101.37. 1130/063097 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 bacltfilling 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 flinch- 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 0 g i n e e r s 21 File No. 5925001 - 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 j i n e e r s 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 a s i a e e r s 23 File No. 5925-001.37. 11301063097 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 234. 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 g i n e e r s 24 File No. 5425.001.37- 1130/063097 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 i n e e r s 25 File No. 5925-001 -37- 1130/063097 • tr. wl. rlv.�.Sw _�...�,.a r....u++uww.r.w�rwr. r..rw.wlutuir:n'..r . ren llWHV.I.`r'c+.Yp.Cwlwrv�ngAartnw 4 +vWanw..w 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 j i a e e r s 26 File No. 5925-001 -37. 11301063097 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 I EXPIREES '7. Zy 1, II D1M:MSR :vvl Documeot1D: P :15923001.R uring the . work differ from those anticipated,' and (3) evaluate whether or not earthwork an f oundation' 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: trust this provides the information you require at this tune. We appreciate the �po rtunity ; to be of service to you on this project. Please contact us should you have any estlons concerning our r findings or recommendations, or should you require additional f ormation: ctfully submitted, GeoEngineers, Inc. 1 .,�., lb Douglas J. Morgan Project Engineer 1 11,1 [rr A - 1L t -LG�r J / Mary S. Rutherford, P.E. Associate G e o E n i n a o r s 25 File No. 3925001.37.1130 /063097 Geo Engineers 2000• 4000 1 SCALE IN FEET VICINITY MAP FIGURE 1 1 . 6 i I?i IF ' i ..i • i Reproduced with permission granted by THOMAS BROS. MAPS. This mop is copyrighted by THOMAS BROS. MAPS. It is unlawful to coot' or reproduce all or any part thereof, whether for personal use or resole, without permission. x a EXPLANATION: OB -1 '4 BORING COMPLETED BY GEOEI (CURRENT STUDY) OT -1 PO TEST PIT COMPLETED BY GEO; (CURRENT STUDY) GCB -10 + BORING COMPLETED BY GEOTI, (STUDY DATED JANUARY 24. OCW -14 O MONITORING WELL COMPLETEO� " / (STUDY DATED JANUARY 24, 1 GCT -1 -4i- TEST PIT COMPLETED BY GEO ( OT -11 (STUDY DATED JANUARY 24, 1 AB -2 + • • AT -4 0 BORING COMPLETED BY APPLII � (STUDY DATED APRIL 26, 198�ry TEST PIT COMPLETED BY APPL (.. (STUDY DATED APRIL 26, 198! j / f i CIA 1 100 SCALE IN FEET 200 Reference: Drawing entitled 'Concept Site PI provided by Mulvonny Partnership dated June 17, 1997. WPB i or approximate. SITE PLAN Existing Ground Surface Measurement Rod, 1/2 -inch- diameter Pipe or Reber Sand Pad, if Necessary Geo k• En ' eers (Not to Scale) Casing, 2- inch - diameter Pipe (set on plate, not fastened) Coupling Welded to Plate Settlement Plate, 16 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 , ` ` ` 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 -I 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 j i n e c r s APPENDIX A A - 1 File No. 5925-001.37- 1130/063097 GeoEnsiosors A -2 File No. 5925-001-3741301063097 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 Liquid Limit Less Than 50 SILT AND CLAY Liquid Limit 50 or More CLEAN GRAVEL GRAVEL WITH FINES CLEAN SAND SAND WITH FINES INORGANIC ORGANIC INORGANIC ORGANIC HIGHLY ORGANIC SOILS I 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 PLASTICRY, ELASTIC SILT CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC CLAY, ORGANIC SILT PEAT NOTES: 1. Feld 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 Atterberg Limits CP Compaction CS Consolidation DS Direct shear GS Grain size %F Percent fines HA Hydrometer Analysis SK Permeability SM Moisture Content MD Moisture and density SP Swelling pressure TX Triaxiai compression UC Unconfined compression CA 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 Engineers 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 12 ® Location of disturbed sample 17 0 Location of sampling attempt with no recovery 10 0 Location of sample obtained in general accordance with Standard Penetration Test (ASTM D -1586) procedures 2e m Location of SPT sampling attempt with no recovery 8 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 Geo CO Engineers LOG OF BORING FIGURE A -3 10— 15— Moisture Dry Content Density Blow Group 0— Lab Tests (%) (pcf) Count Samples Symbol 25— 30 — 35— 40— TEST DATA 9 129 15 83 44 78 MD 37 83 MD, 44 78 CS MD 19 105 is D:: CGM )IX GM 50/4• . SM 34 ■ 2 2 2 1 9 38 Note: See Figure A -2 for explanation of symbols BORING GB -1 DESCRIPTION Surface Elevation (ft.): 29.0 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) ML Brown fine sandy silt (soft, moist) (fill) SP-SM Brown fine to medium sand with silt (very loose. moist) (fill ?) Brown mottled fine sandy silt (very soft, moist) Becomes wet ML Gray silt with a trace of fine sand (very soft, wet) SP Black fine to medium sand (loose, wet) Becomes dense 0 5 10 15 20 25 30 35 40 . ' ' • ' ' , - , . „ ,.• ,, ,...,:, . .,,, ' ' , :. . - - -. ,.. , .., ,,....,.., ,,... • Moisture Dry . • Content Density Blow Group 40 Lab Tests (%) tpcfr Count Samples Symbol DATA Note: See Figure A-2 for explanation of symbols Boring completed at 49.0 feet on 06/16197 Perched ;round water encountered at 2.0 feet during drilling Ground water encountered at 23.0 feet during drilling Geo Engineers FIGURE A-3 • • • . • • • , . • • . • • , ' • . • Geo e Engineers LOG OF BORING FIGURE A-4 Lab Tests 0 — 1 15 - 1 — w o 20— 25 — 30 — 35 — 40— TEST DATA BORING GB -2 Moisture Dry Content Density Blow (%) (pcf) Count Samples Symbol 18 79 87 MD 20 108 3 18 9 0 29 ■ Group ■ 1 � J Note: See Figure A -2 for explanation of symbols DESCRIPTION Surface Elevation (ft.): 21.0 SP -SM Brown fine sand with silt (very loose. moist) (fill) SP Black fine to medium sand with a trace of silt (very loose. moist) Becomes wet • Becomes loose Becomes medium dense — 0 — 5 —10 —15 - 20 —25 — 30 — 35 — 40 TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pen Count Samples Symbol Borbtg completed at 44.0 feet on 06:16F97 Ground water encountered at 16.5 feet during drilling .— 45 — Geo Engineers LOG OF BORING FIGURE A-4 50— 60— 65 70- 75 — 80— Noe: See Figure A-2 for explanation of symbols — 60 . - — 65 ' *-40 —55 — 70 — 75 — 80 • . • • DEPTH BELOW GROUND SURFACE (FEET) • 0.0 - 7.0 7.0 - 8.5 8.5 - 11.5 11.5 - 12.5 SOIL GROUP CLASSIFICATION SYMBOL ML ML SM 0.0 - 1.0 1.0 - 2.0 2.0 - 12.5 12.5 - 13.0 r , LOG OF TEST PIT 0 SM ML SP-SM Geo e Engineers TEST firr GT-1 Approximate pound surface elevation: 22.0 feet Brown silt with a trace of fine sand (soft. moist) (fdl?) Brown silt with sand (soft, moist) (fill?) Blown 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-1 Apploximate pound surface elevation: 20.0 feet Sod and topsoil Brown silty fine sand (loose, moist) (fill) Brown silt with a trace of fine sand (soft, moist) (RIM Brown fine sand with silt (medium dense. wet) Test pit completed *1 13.0 feet on 06/17/97 Slow ground water seepage observed ac 13.0 feet No caving observed DESCRIPTION Disturbed soil samples obtained 11 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. LOG OF TEST PIT FIGURE A-5 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL 10-8.0 8.5-1M0 1i10-115 5.0 - 8.0 ML SP SM. ML OA -5,0- GM 8.0 - 13.0 ML Gray tilt with fine to medium and, 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 fat on 06/17/97 No pound 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. • GeoEngineers LOG OF TEST PIT TEST PIT GT-3 Approximate ground surface elevation: 20.0 feet Brown silt with sand (soft, moist) (fdl) Brown fine sand with a trace of silt (loose. moist) (fill?) Brown silty fine sand (loose. wet) Gray silt with fine sand (medium stiff. wet) Gray silty free 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 Disotrbed soil samples obtained at 1.0, 2.0, 3.5, 4.5, 8.0 and 10.0 feet TEST PIT GT-4 DESCRIPTION Approximate pound surface elevation: 35.0 fat Gray silty fine to coarse gravel with fine to coarse and, a trace of free organic rower and occasional 12 -inch to 24 -inch concrete debris (medium dense, moist) OBI) Black and brown silty free to medium and with fine gravel, abundant fine organic moaner and occasional 12 -inch to 24 -inch concrete debris (medium dense, moist) (fi11) LOG OF TEST PIT FIGURE A -6 (` DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GT -5 Appmximate pound surface elevation: 45.0 feet 0.0.0.5 SM Gray sihy fine to cause sand with gravel (dense. moist) (fill) 0.5 • 1.0 PT Brown fibrous wood loaner (soft. moist) (fill) 1.0 - 4.0 GM Gray silty fine to coarse gravel with fine to coarse sated with abundant fine organic matter (dense, moist) (fell) 4.0 - 8.0 SM Brown silty fine to medium and with gravel, coarse sand and fine organic maner (dense. moist) (fill) 8.0. 11.0 ML Gray free sandy silt with fine organic mamer (very stiff, moist) (fill) 11.0 - 12.5 SM Gray Wry fine to medium sand with abundant fine organic matter (medium dense, moist) (fill) Geo Ten 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 fat Grades to yellow at 12.5 feet Test pit completed at 12.5 fat on 06/17/97 No pond 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, LOG OF TEST PIT FIGURE A -7 DEPTH BELOW GROUND SURFACE (FEET) SOIL GROUP CLASSIFICATION SYMBOL TEST PIT GT 7 Approximate ground surface elevation: 27.0 feet 0.0 - 2.0 Tree limbs. bricks, wits, concrete blocks. debris and boulders (loose. moist) (fill) 2.0 - 3.0 3.0 - 5.0 5.0 - 8.5 SM SM Geo C� � Engineers LOG OF TEST PIT DESCRIPTION Brown silty fine to medium sand with occasional gravel and abundant fine organic mau.r (medium dense. moist) (fill) Gray silt with fine to medium sand. occasional gravel and organic maner tsoft. moist) (fill) Brown silty fine so coarse sand with gravel and concrete debris (medium dense. moist) (NI) Test pit completed at 8.5 feet on 06/17/97 due to refusal on concrete debris No pound water seepage observed No caving observed Disturbed soil samples obtained at 2.0, 3.0.5.0 and 8.5 feet TEST PIT GT-8 Appnoximate ground suffice 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 fun sand (bard. 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) (f111) 9.0 -12.0 SP Brown fine sand with a trace of Wt (loose, moist) Tat pit completed at 12.0 fat 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 LAGS, 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 -8 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL Geo % Engineers LOG OF TEST PIT DESCRIPTION TEST PIT GT 9 Approximate ground surface elevation: 51.0 feet 0.0 - 0.5 GP Brown coarse gravel (dense, moist) (fd1) 0.5 - 3.0 GM Brown silty fine to coarse gavel with fine w coarse sand and occasional roots (dense, moist) (fill) 3.0 - 12.0 SM Black silty fine w medium sand with gavel and abundant organic matter (medium dense, moist) (fill) Becomes wet at 7.0 feet Test pit completed at 12.0 fat on 06 /17/97 Slow pound water seepage observed at 7.0 feet No caving observed Disotrbed soil samples obtained at 2.0 and 7.0 feet TEST PIT GT10 Approximate ground surface elevation: 24.0 fat 0.0 - 0.5 Wood debris (fill) 0.S - 1.5 ML Gay silt with fine sand, occasional gavel and fine organic tatter (stiff, moist) (fill) 1.5 - 5.0 SM Brown silty fine to coarse sand with gavel (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 Gay fine to coarse sand with silt and occasional gravel (medium dense, moist) (fill) 6.0.9.0 ML Gay 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 o at 7.0 feet No caving observed Disturbed soil samples obtained at 2.0, 3.0 and 12.0 fat 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 MT FIGURE A -9 \ .. DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION 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 nutter (loose. moist) (fill) 1.0 - 4.0 SM Brown silty fine to medium sand with occasional organic mater (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 floe to medium sand with gravel and occasional organic maner (medium dense. moist (fill) Test pit completed at 13.0 feu on 06/17/97 No ground water seepage observed No caving observed Disturbed soil samples obtained at 1.0 and 6.0 feet TEST PTT 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 maner (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 LOG OF TEST PIT FIGURE A -10 Test Pit Number Depth of Sample (feat) Soil Classification Moisture Content (96) 2 3.0 ML 20 3 2.0 ML 22 4 2.0 GM 10 4 5.0 SM 20 5 2.0 GM . 11 5 4.0 SM 15 5 8.0 ML 22 6 1.0 GM 11 7 8.0 SM . 18 9 . 7.0 SM 17 10 3.0 SM 10 11 1.0 SM 21 12 4.0 SM 23 12 6.0 ML 44 () MOISTURE CONTENT DATA Geo j En ' eers MOISTURE CONTENT DATA FIGURE A -11 • KEY GB-1 BORING NUMBER 28 SAMPLE DEPTH (FEET) Gray silt (ML) (very soft, wet) SOIL CLASSIFICATION INITIAL MOISTURE CONTENT 78 DRY DENSITY (LBS/FT3) 5925-001-37-1130 DJM:MSR:wl 06/23/47 (CONSOLI.PRE) D j 3. s 0 0 %J 0 0 fn cn A N 0 .y cn 0 8 0 0 W 0 N 0 J 0 0 CONSOLIDATION (inches/inch) 0 0 0 0 Q 0 00 8 Oo 0 01 N A 0 w 0 N 0 0 0 8 1 1 ;. I F ,......i... 1 , 1 .. 1 1 1 i . .: , . • . . • . • . . . • . , . . . • . • L ........._....... 1 [ _.......... ..,.. .. i . 5925-001-37-1130 DJM:MSR:wl 06/23/47 (CONSOLI.PRE) D j 3. s 0 0 %J 0 0 fn cn A N 0 .y cn 0 8 0 0 W 0 N 0 J 0 0 CONSOLIDATION (inches/inch) 0 0 0 0 Q 0 00 8 Oo 0 01 N A 0 w 0 N 0 0 0 8 Exploration Number' Depth of Sample (feet) Field Screening Results Headspace Vapors (ppm) Sheen GB -1 1.0 — SS 5.0 — SS GB -2 18.0 — NS GT -1 3.0 — SS 7.0 — SS 9.0 — SS 11.5 — SS GT -3 0.5 — NS 1.0 — NS 3.5 — NS 4.5 — NS 8.5 <100 SS 10.0 — SS GT -5 0.5 -- NS 1.5 — SS 8.0 600 NS 11.5 — NS SUMMARY OF SOIL FIELD SCREENING Notes: 'Approximate exploration locations are shown on Figure 2. ppm in part per million Geo Engineers SUMMARY OF SOIL FIELD SCREENING FIGURE A -13 ; - 10 15 20 3D 3S 40 r tOm 1 • 1 BORING 14 U 1.1.{..••.1• 1111.1111 IN _I Gray to graylorown SILT non - plastic d very fine - grained SAND in layers, moist, loose ND ND ND ND Description ND Dark gra }'Polack, 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 Date; Logged by: Plate: JUNE 1994 I FC 6 1 10 15 20 '..-1' •$- ,: I5 15 30 >50 3r I ' i •1 •n • • • • . • BORING B -1 bJMw- Pasture, grass, and bare soil • 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 11.52 feet below ground surface on November 4, 1996. * Well completed with locking above - ground monument. * Headspace measured using Photovac 2020 PID. GEOTECH CONSULTANTS Description Co7n mer. s - Grayish brown, silty SAND, fine- grained with organics, some slag, gravel, moist. medium dense. (rILL.) - 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. No hydrocarbon odor detected. No hydrocarbon odor detected throughout boring. BORING LOG B- 16/MW -16 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON !lob 6787E f DEC 1996 1 Low Abr: 'Plate: 4 5 10 15 20 BORING B- 17/MW -17 Description Corn rnen.s • Boring drilled to -17.6 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 PID. BORING LOG B- 17/MW -17 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON 'lob e No: Oale: 387E ' 1 C 1996 Low Abr: !Plate: 6 Pasture, grass, concrete rubble, =Id bare soil 33 ' - Dart: brown, silty SAND, fine- to medium- grained, with slag and gravel, moist, derma. (TILL) No hydrocarbon odor deter trd 2 ` L L_J - Grayish brown, silty SAND, fine- grained, with gravel and organs, moist, very loose ('FILL) El No hydrocarbon odor detected • . ' • • 14 3 0 S p - Dark gray to black SAID, fine. to medium - gained, throughout horinl J with silt, wet, medium dense. • • S . ' . - Dark gray to black SAI�'D, coarse- grained, wet, very dense. 30 4 5 10 15 20 BORING B- 17/MW -17 Description Corn rnen.s • Boring drilled to -17.6 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 PID. BORING LOG B- 17/MW -17 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON 'lob e No: Oale: 387E ' 1 C 1996 Low Abr: !Plate: 6 _ — > 50 >50 45 22 20 > 50 35 >50 1 2 I 3 4 5 I 6 1 ` 7 I 8 c: : ' 1 : I . ' • ' I:I• I I ■ i Bare soil - No sample - rock in auger with gravel, moist. very dense. (FILL) medium-grained, - With wood fragments, most, dense. (fl.L) - becomes less silty. (FILL) AN - Upper 4'; Dark brown, silty SAND, fine- to medium- grained, SM ` _ - Lower 8'; Greenish gray, SILT, with organics, moist, very stiff. ML �_ - Dark gray to black SAND, medium- to coarse - grained, ' with gravel, moist, very dense. Sp • 1 1 - Dark gray SILT, with sand, moist, hard. - No sample recovered. ; ML ( 1 10 20 30 40 4. BORING B -18 Descry ion Codr: S • 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 No hydrocarbon odor detected throughout boring. BORING LOG B -18 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON ' ' 10310: DEC 1996 1 Logged by: 'Plate: 6 TEST PIT 1 Depth Ueet) Observations 0.0 - 5.0 5.0 -15.0 15.0 -16.0 TEST PIT 2 . Depth (feet) TEST PIT 3 Depth (feet) TEST PIT LOGS - Brown, gravelly, silty SAND, medium- to coarse - grained, with wood, concrete, and asphalt fragments, oil filter at 3 feet, moist (FILL) - Blue -gray, silty SAND, fine- to medium - grained, wood fragments, backs, ceramic tile, black plastic fragments at 9 feet, wire fragments at 13 feet, moist. (FILL) - Gray, silty SAND, coarse- grained, damp, peculiar odor, light- weight, moist. (FILL) - Test Pit terminated at 16 feet on 11/12/90. No groundwater noted, no caving. (FILL) Observations 00-50 - 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. (FIT.) 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 0.0 - 8.0 - Brown, silty SAND, medium -to coarse - grained, with gravel and cobbles, one - foot -thick bark layers at 3 and 5 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, most (FILL) - Test Pit terminated at 13 feet on 11/12/96. No groundwater rioted, no caving. .4- GEOTECH CONSULTANTS • TEST PIT LOGS NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON ` Job 663t7E DEC 996 1 LoM A P,tale: 7 TEST PIT 4 Depth (feet) 0.0 - 5.0 5.0 - 9.0 9.0 -10.0 10.0 -19.0 14.0 -15.0 Observations TEST PIT 5 Depth (feet) Observations .TEST PIT 6 Depth (feet) 0.0 - 7.0. 7.0 -13.0 13.0 -17.0 Observations GEOTECH CONSULTANTS TEST PIT LOGS - Gray - brown, gravelly SAND, medium - grained, moist (FILL) - Dark gray, silty SAND, fine- to medium - grained with cobbles, moist. (FILL) - Brown to black, WOOD CHIPS, 2 "- 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. 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. - Brown, silty SAND, medium - to coarse - grained, with cobbles and wood fragments, some bricks,, moist (FILL) - Brown WOOD CHIPS 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. TEST PIT LOGS NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON IJob i o: I EC 1996 1 Logged by: 'Plate: 1 Sod. BROWN SAND (SP) very loose to moist; firie tomedium grained. With some silt. Becomes saturated. ' • . „ • • . • •, ; • : • JOB Nusme 15.339.002.01 iliii ApplioiGeolechmeogylm Geolechnicel Engineering Geology & Hydrogeology oluww ECR 31.3: • 72 10 8:1 • • 20— ° 25— 30— • 35— • • 40— . . „ „ .• - • „ • • • • , , . Becomes medium to coarse grained: Groundwater encountered at approxl imately 12-foot depth during drilling. Log of Boring B-2 Hillman Properties NW Tukwila Development APPROVE DATE 12 AprIl 89 REVISED OATS PLATE 4 Laboratory Tests g a d ^ V Z. 5 iv ` ?. t o o o Z d co to 20 00 0 0 7 35.9 7 10 23.7 102 18 25.8 96 16 18 26.6 87 33 25.1 101 10 7 36.1 80 15— 20— 26.6 97 25— 30— 35 - 40 — Equipment Mobile B -61 Elevation Not measured Date, 3/1 / °n BROWN AND GRAY MOTTLED SILTY SAND (SM) loose, moist to wet; fine to medium grained, with some gravel, and trace burned wood and brick fragments (Fill). With some slag fragments and wood debris. With some concrete pieces. 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 dark gray. Becomes medium dense. 1 Clip) Applied G.ot.chnology Inc. G.otechnicaI Engineering Geology & Hydrog.olo9Y .100 ►NRJOER DRAM 15,339.002.01 ECR Log of Boring B -3 (0 -40') Hillman Properties NW Tukwila Development APPROVED DATE REVISED DATE E 12 AirII 89 RATE 5 'Laboratory Tests 50 60 F gc a , 0 0 Q . w m ID co 00 O w 40 37 16.2 113 65- Equipment Mobile B-61 Elevation, Not measured Date 3/31/R9 With some organics, trace fine gravel. LIGHT BROWN SANDY SILT (ML) hard, moist; very fine to fine grained, with trace to some clay (Weathered Siltstone ?). Groundwater encountered at approxi- mately• - foot depth during drilling. Numete 15,339.002.01 Appiled Geotechnology Inc. G.ot.chnical Engineering Geology & Hydrogeology DIIAww ECR Log of Boring B -3 (40 -74') Hillman Properties NW Tukwila Development e079 arc PE\nsEO oATE 12 April 89 APP OVER RATE 6 Laboratory . Tests W L Equipment, Mob 1e E -61 o i Not measured / 1/89 K m 2 C 0 0 rn Elevation Date 3 3 0 - -_-. -- :47.47 MOTTLED GRAY AND BROWN SILTY SAND (St1) • • . : loose to medium dense, moist; fine • - 'i � to medium rained, with some gravel 9 9 14 9.9 118 +* and trace burned wood chips (Fill). . f�► 5- r;.1i 22.3 98 JIIEV.1 • 36 30.8 90 malt - ri4 7 65.3 30- • 35- ON * % Lower explosive limit, measured using MSA 361 Explosimeter. 40- GRAY AND BROWN MOTTLED SANDY SILT CHI medium stiff, wet; with trace organics (Fill). With some organics. CRAY 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. Iliii Applied Geotechnology Inc. G.otechnical Engineering Geology & Hydrog.ology J0111 MJM.EII DI AWN 15,339.002.01 ECR Log of Boring B -4 Hillman Properties NW Tukwila Development APPROVED DATE REVISED GATE 12 April 89 PLATE 7 Applied Geotechnology Inc. iliii Geotechnical Engineering Geology & Hydrogeo$ogy doa MJYSER DRAWN 15,339.002.01 ECR AMMOWO Laboratory Tests • o a ): • m ▪ Equipment . 0 5 Z aa) m A m 2U oo o co 51.2 72 18 31.6 95 50/6"* 21 26 0 • 10- • 15 — 20- • 25- 30- 35 - 40- Mobile 8-61 Elevation Not measured Date 1/30/8? Sod. BROWN SANDY SILT (ML) medium stiff, wet; with some silty sand layers (Fill ?). Becomes soft, wet to saturated, some _ N organics GRAY -BROWN SILT (ML) very soft, saturated. GRAY SAND (SP) loose, fine to medium grained. GRAY AND BROWN SILT (ML) soft, saturated. DARK GRAY SAND (SP) medium dense, saturated; fine to medium grained. With trace fine gravel. Becomes fine grained. Log of Boring B -5 (0 -40') lillman Properties NW Tukwila Development DATE REVISED DATE 12 April 89 RATE 8 Becomes medium dense to dense, medium to coarse grained, with some gravel. Becomes fine to coarse grained, with some gravel. Groundwater encountered atapproxi- mately'9 -'foot depth duffing drilling. *Blow counts may not be representative due to sand heave in auger. ii-11 Applied Geotechnology Inc. Geotechnical Engineering Geology & Hydrogeology JOB NURJSEIR DRAWN 15,339.002.01 ECR Log of Boring B -5 (40 -74') Hillman Properties NW Tukwila Development APPROVED DATE REVISED DATE � 12 AprII 89 PLATE 9 TEST PIT 4 'Depth (Feet) .Classification SM /SP 9 to ,il SP TEST PIT 5 0 to 5 SM /ML 5 to 9 9 to 11 SM LOG OF TEST PITS (Continued) 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). Gray Silty Sand (5M); interlayered with Dark Brown Sand (SP); loose, Met; fine 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). SM 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. JOB NUMBER 15,339.002 li;) Applied Geotechnology Inc. Geological Engineering Geology & Hydrogeology DRAWN IM NO OW Test Pits 4 -5 Hillman Properties NW Tukwila Development APPROVED DATE REVISED DATE S 4/25/89 PLATE 11 TEST PIT 6 Depth (Feet) Classification Description O to 4.5 SM Brown Silty Sand (SH); loose, moist to wet; fine to medium - grained, with some gravel, railroad ties, slag, and concrete (Fill). 0 to 4.5 4.5 to 8 JOB NUMBER 15,339.002 LOG OF TEST PITS (Continued) Gray Silty Sand (SM); loose, saturated; 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. SM Brown Silty Sand (SM); loose, moist; fine- grained, with some organics. SP 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. TEST PIT 8 0 to 4.5 ML' Brown Sandy Silt (ML); soft, moist to wet; with some organics. 4.5 to 7 SM Brown Silty Sand (SM); loose, moist to wet; fine - grained. 7 to 9 SP Dark Brown Sand (SP); loose, moist to wet; fine to medium - grained, with some silt. ii;) Applied Geotechnology Inc. Geological Engineering Geology & Hydrogeology DRAWN OW 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 APPROVED DATE REVISE0 CATE .5n9 4/25/89 RATE 12 1 • ' , ............. .... . .• . • ..• ", .• • .• • • • • : • : : : , ; , . . 1 . •, :. ...„ •,...,..„ 5k. • • .. " ...,".-.. , , .:• i kA .- -. r''■( .. • .• .. . • ••,• • .. . ...... ,.:.. ,. .,.....„„....,......„,..,,,............._ .........._.........:_•.. - t '.:....oc:....,........ ...eA :Q :. .. .::.:::::::,...:•':........,:.' ._.....,,c ..,...iii•6 c.?...............■u....cc..40eAt..- :............:,....L • . ..,. cae Cgr,1/45i4t)e.tu:n At",e c.c%.,4c _ _ \PC Se k cov,.. ) C CdA*677464 S !cir„. 4k Ltw • • • , ' .• ' • • - ce„-*.r- ek, oil • • 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 -0040 Family Fun Center - Bumper Boat 7300 Fun Center Wy This letter is to inform you that your permit application received at the City of Tukwila Permit Center on February 8, 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, 4-4/4 Brenda Holt Permit Technician encl File: D99 -0040 City of Tukwila 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 -0040 PROJECT NAME: Original. Plan Submittal Response to Correction Letter # DEPARTMENTS: arm;i• Cood. PLAN REVIEW /ROUTIN SLIP B q P is Works Fa i.1 Af -544 DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 2 -25 -99 Complete Incomplete Not Applicable ❑ Comments: TUES /THURS ROUTING: Please Route 42 APPROVALS OR CORRECTIONS: (ten days) Approved El Approved with Conditions CORRECTION DETERMINATION: Approved El Approved with Conditions \PR-ROUTE.000 6/95 FAMILY FUN CENTER — BUMPER BOAT SHELTER 512. Fire Prevention alit Z u0Q' Structural obc Routed by Staff 0 (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: REVIEWERS INITIALS: REVIEWERS INITIALS: DATE: 2 - 24 - 99 XX Response to Incomplete Letter Revision # After Permit Is Issued Del k Planing Division 1 -2s Permit Coordinator' No further Review Required DUE DATE: 1 -75 -99 DATE: C DATE: Not Approved (attach comments) 0 DATE. DUE DATE. Not Approved (attach comments) 0 Family n anir Scat Pans y c c ootern1+ Cwrd. (� PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D99 -0040 DATE: 2 -8-99 PROJECT NAME: FAMILY FUN CENTER — BUMPER BOAT Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter Revision # After Permit Is Issued DEPARTMENTS: Building Division ig Fire Prevention .0 Public Works Structural "a DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 2 - 9 - 99 Complete ❑ Incomplete l f ' Not Applicable ❑ Comments: IA041* 1� kutiffed z-12--q1 CORRECTION DETERMINATION: \PR•ROUTE.DOC 6/98 Planning Division /fumed z -*91 Permit Coordinator 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) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 3 -9 -99 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) REVIEWERS INITIALS: DATE: DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: Z - Z' - 2' PLAN CHECK/PERMIT NUMBER: DGq 00 - I0 L PROJECT NAME: t \ \ \'h' - \\L -`( F(PC GE;IIT-t =A2 ^' 13umper Boat Sheller PROJECT ADDRESS: 7-300 CONTACT PERSON: SH C \ S t-1 PHONE: q2S - 7 - 3 c3 REVISION SUMMARY: Cc S at &W t <4.( ?v S\ _ Av\C pcastZ (30E- SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: t'1C;CZ(A Rt-o F CITY USE ONLY Bldg:;' Planning Fire. 5 Public Works RECEIVED CITY OF TUKWILA FEB 2 4 1999 PPBMIT CE! R W iltie 3/19/96 •;. .ikiach And ni<pI;,y 0:10 64:aic RTMENT QF LABOR AND INDUST REOI ' 'AMP ; DATE •CCOT` r +SRXECDC016DX 06 1V 0t11 Ay. -2' •:: ,:'. 03412/,.1999 SELECT DEV & CONTRACTING .INC PO BOX 1030 MERIDIAN ID 83680 -1030 REGISTERED AS PROVIDED BY.; LAW AS CONST .' CONT GENERAL" REGIST. # EXP. DATE CCO1 SELECDC016DR 06/29/1999, . EFFECTIVE DATE 03/12/1999 SELECT DEV & CONTRACTING INC P0` BOX 1030 ' ' • MERIDIAN ID.. 83680-1030 Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES Please Remove And Sign Identification Card Before Placing In Billfold €' ?� BUILDING TYPE: JOB NUMBER: MATERIALS TUBE STEEL LIGHT GAGE COLD FORMED STRUCTURAL STEEL PLATE ROOF PANELS (STEEL) DRAWING NOTES HIGH STRENGTH ROI TING 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 NINTH 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. pm -a40 " iii iii Iv 1 1111 ii REK 16X24 M 34469 ASTM DESIGNATION A -500 GRADE B A -570 GRADE 55 A -36 A -446 SHEET CD SHEET 1: SHEET 2: SHEET 3: SHEET 4: SHEET 5: A Division of W. H. PORTER, INC. 4240 N. 136th AVE HOLLAND, MI 49424 (616) 399 -1963 Designs and calculations of poligon buildings are protected under copyright laws and patents and may not be used in the construction or design of a building that is not supplied by Poligon. Copyright laws protect the style and visual appearance of the structure while patents may protect other parts of the design. DRAWING LIST COVER DRAWING ANCHOR BOLT LAYOUT AND FOUNDATION DESIGN FRAME ASSEMBLY AND MEMBER SPECIFICATIONS FRAME CONNECTION DETAILS METAL PANEL LAYOUT METAL PANEL CONNECTION DETAILS 384 SHEET WIDTH 36. COVER WIDTH 12 12 T 2� MI S 24 ga. Fy = 50 ksi POLI —RIB METAL ROOF PANEL JOB NAVE: JOB LOCATION: FAMILY FUN CENTER TUKWILA, WA DESIGN LOADS CODE: UBC 1994 LIVE /SNOW LOAD: 30 p.s.f. WIND SPEED: 100 m.p.h. Exposure "C" SEISMIC ZONE: 4 LOS ANGELES CITY APPROVED FABRICATOR #1596 CITY OF HOUSTON APPROVED FABRICATOR #470 ENGINEER SEAL CITY OF FFR R 9999 PEEWIT CENTER SHEET CD LOAD COMBINATION AXIAL (Fx) SHEAR (FY) SHEAR (FZ) MOMENT (MZ) MOMENT (MY) DEAD • LIvE 1-0410 3.46 021 0F7 0 0 DEAD + WINP LOAD X -DIR -235 -0.10 -0.0 0 0 ,- DEAD • WIND LOAD Z -DIR -GIB -018 0.11 0 0 3/4' NUT '9 WASHER PLATE-., &� 2 -1/4" ±1 /4" ANCHOR PETAIL. V19- asto p - FILL WITH NON - SHRINKING GROUT 3/4" x18" ANCHOR WITH 3" HOOK Y \ My Z Fz 1Mz Y Fy LOADS TO FOUNDATION (KIPS, FT. KIPS) REACTIONS FOUNDATION -/ NOTESL PER DJK DESIGN OF FOUNDATION TO BE PERFORMED BY AN ENGINEER OR ARCHITECT.. 1H15 DRAWING 15 NOT INTENDED AS A FOUNDATION DESIGN 17 15 SUBMITTED AS A REFERENCE TO MINIMUM SLAB DIMENSIONS AND ANCHOR BOLT LOCATIONS, IF WALLS ARE TO BE SPECIFIED, CONSULT FACTOR) I- REr15ED 8L41 DIMENSIONS, RECEIVED CITY OF TUKWILA FED -81999 PERMIT CENTER I EXPMES 9/21/9' 0 0 9 0) OLL LEFT HAND SAVE TAIL- RIDGE BEAM EAVE TAIL- - .... CONNECTOR TUBE RIDGE BEAM TRUSS COLUMN- -- EAVE BEAM 1 0' -2" A-- MATERIAL SPECIFICATIONS: COLUMNS: TS 6" x 6" x 3/16 TRUSSES: BOX 10" x 5" x 14 Ga EAVES BEAMS: BOX 9" x 5" x16 Ga RIDGE BEAM: BOX 9" x 5" x14 Ga BEAM TAILS: BOX 9" x 5" x 16 Ga FRAME ELEVATION I/4 " =I' -0" 20' TUBULAR SHAPES: ASTM 4500 GRADE B 46 KS! COLD FORMED GEES: A510 GRADE 50 CONNECTION BOLTS: ASTM A 325 CONNECTION PLATES: ASTM 436 ANCHOR BOLTS: ASTM 4301 WELDING PROCESS: GAS METAL ARC WELDING WELDING ELECTRODES: ElOxx Vic FRAME PLAN 1/4".1 12 - 0' 0 RIGHT NAND SAVE TAIL __ - _10' -2 ". __. - FASTENERS: ALL BOLTS USED FOR STRUCTURAL CONNECTIONS ARE ASTM 4325. DO NOT SUBSTITUTE WITH A LESSER GRADE. INSPECTION OF HIGH. STRENGTH BOLTING REQUIRED PER Sec. 306 la) 6 OF THE UNIFORM BLIILDING CODE 1991 EDITION, FINISH: STANDARD FRAME IS PRIME PAINTED 0 FRAME TO BE FINISH PAINTED IN THE FIELD WIT MATERIALS AND LABOR BY OTHERS. 12' NOTES: FOR FINAL TIGHTENING, USE TURN OF NUT METHOD: USING A SPUD WRENCH, TIGHTEN AS MUCH AS POSSIBLE WITH A NORMAL MAN'S STRENGTH, THEN, USING AN EXTENSION, TIGHTEN AN ADDITIONAL 1/3 TURN, REST OF FRAME MUST BE PLUMB, SQUARE, AND TIGHTENED BEFORE INSTALLING PURL INS. PURLINS MUST BE PARALLEL TO THE EAVE BEAMS AND TENSION MEMBERS 4 0 111 N 9 RECEIVED CITV CF. TUKWILA FEI3 8 1999 PERMIT CENTER [EXPIRES 9/21/ I 9 v rn rn o>� 0 0 n A 0 0 III 4 0- SHEET 2 DWG.NO. 2 M ' 11 I n 1 LEFT HAND SAVE TAIL- RIDGE BEAM EAVE TAIL- - .... CONNECTOR TUBE RIDGE BEAM TRUSS COLUMN- -- EAVE BEAM 1 0' -2" A-- MATERIAL SPECIFICATIONS: COLUMNS: TS 6" x 6" x 3/16 TRUSSES: BOX 10" x 5" x 14 Ga EAVES BEAMS: BOX 9" x 5" x16 Ga RIDGE BEAM: BOX 9" x 5" x14 Ga BEAM TAILS: BOX 9" x 5" x 16 Ga FRAME ELEVATION I/4 " =I' -0" 20' TUBULAR SHAPES: ASTM 4500 GRADE B 46 KS! COLD FORMED GEES: A510 GRADE 50 CONNECTION BOLTS: ASTM A 325 CONNECTION PLATES: ASTM 436 ANCHOR BOLTS: ASTM 4301 WELDING PROCESS: GAS METAL ARC WELDING WELDING ELECTRODES: ElOxx Vic FRAME PLAN 1/4".1 12 - 0' 0 RIGHT NAND SAVE TAIL __ - _10' -2 ". __. - FASTENERS: ALL BOLTS USED FOR STRUCTURAL CONNECTIONS ARE ASTM 4325. DO NOT SUBSTITUTE WITH A LESSER GRADE. INSPECTION OF HIGH. STRENGTH BOLTING REQUIRED PER Sec. 306 la) 6 OF THE UNIFORM BLIILDING CODE 1991 EDITION, FINISH: STANDARD FRAME IS PRIME PAINTED 0 FRAME TO BE FINISH PAINTED IN THE FIELD WIT MATERIALS AND LABOR BY OTHERS. 12' NOTES: FOR FINAL TIGHTENING, USE TURN OF NUT METHOD: USING A SPUD WRENCH, TIGHTEN AS MUCH AS POSSIBLE WITH A NORMAL MAN'S STRENGTH, THEN, USING AN EXTENSION, TIGHTEN AN ADDITIONAL 1/3 TURN, REST OF FRAME MUST BE PLUMB, SQUARE, AND TIGHTENED BEFORE INSTALLING PURL INS. PURLINS MUST BE PARALLEL TO THE EAVE BEAMS AND TENSION MEMBERS 4 0 111 N 9 RECEIVED CITV CF. TUKWILA FEI3 8 1999 PERMIT CENTER [EXPIRES 9/21/ I 9 v rn rn o>� 0 0 n A 0 0 III 4 0- SHEET 2 DWG.NO. 2 M RIDGE BEAM - BOX9 "x "x 14 Ga COVER PLATE - -- ASSEMBLY - TRUSSES m CONNECT ^R *UBE a COLUMN a BASE D099-oa4o (2) 3/4" x 2" HEX HEAD BOLTS INTO (2) FIXED t_ NUTS EAC,! TRUSS -NUT WITH WASHER TRUSS BOX 10" x 5" x 14 Ga -WASHER PLATE - - - - - FILL WITH NON - SHRINKING GROUT V ANCHOR BOLT - 3/4" X 19" !HAVE BEAM BOX9 " x5 "x 16 Ga RIDGE BEAM BOX " x5 "x 14 Ga I O EAVE BEAM ® COLUMN HOLES FOR _ - - -- / TRUSS CONNECTION O RIDGE BEAM • CONNECTOR TUB TRUSS BOX 10" x 5" x 14 Ga O TRUSS w COLUMN -- (2) 3/4" x 2" HEX HEAD BOLTS EACH INTO BED NUTS ca EAVE BEAM - BOX 9" x 5" x I6 Ga cif EAVE BEAM TAIL BOX 9 "x 5 "x 16 Ga CENTER CONNECTION BETWEEN TWO EAVE BEAMS, OR END CONNECTION BETWEEN °°4 BEAM AND EAVF BEAM '41 (2) 3/4" x 2" HEX HEAD B E ACH RIDGE BE BEA M -(2) 3/4" FIXED BOLTS THROUGH COLUMN WITH (2) 3/4" NUTS —EAVE BEAM BOX ' "x5 "x 16 Ga (2) 3/4" x 2" HEX HEAD BOLTS THROUGH ENO PLATE a COLUMN COLUMN WITH (2) 3/4" NUTS ' — T5 6" x 6" x 3/16 RIDGE BEAM - Box 9" x 5" x 14 Ge or RIDGE BEAM TAIL BOX 9 "x 5 "x 16 Ga CONNECTOR TUBE CENTER CONNECTION BETWEEN TUO RIDGE BEAMS, OR END CONNECTION BETWEEN RIDGE BEAM AND RIDGE BEAM TAIL lupins 9/21/ T7 71 a RECEIVED CITY OF TWENILA r i rl n 1999 PEFlMIT °EWEN ® `, En u Y o K V BIKED ALL ROOFING SCREWS ARE M 41 12/14x1" SELF - TAPPING TEK /2 GASKET HEAD SCREWS, T ' `T FASTEN €R SCHEDULE N.T.S. EAVE BEAM TAIL BELOW TRUSS BELOW EAVE BEAM BELOW - - -- RIDGE BEAM TAIL BELOW - -- VI q-oako RIDGE BEAM BELOW— (16) 1 '211- 632 -I__ ROOF PANELS FASTENER SCHEDULE W RIDGES - 1 Th l" Cr r FASTENER SCHEDULE s EAVE BEAM METAL ROOFING PLAN I /411 L -011 Ate_ A Id RIDGE BEAM TRUSS A ROOF PANEL REF ACTION A -A 1/4 I' -m Revision. -25 I/4 " IjJ MION APPROXIMATE - DEPENDS ON TOP ALIGNMENT OP PANELS. TO GINRENT STANDARDS - -EAVE BEAM Im Data RECEIVED CRY OF TUKWILA FELL - 1! i!149 PERMIT CENTER Fries 9/21/5'9 U 0 1- 4 y 4 4 Z C J S Z 6l 4 n 6 o N SHECT 4 RIDGE GAP SCREW TO RIBS - - -1 RIDGE BEAM - -- SECTION ' RIDGE m -W 4.o - PANEL END CAP (COLOR INSIDE) RIVET TO RIBS "12/14 - 1" TEK /2 SCREWS BOTH SIDES OF EACH RIE3 "12/14 - I" TEK /2 SCREWS- AT TOP OF RIBS "J" CHANNEL TRIM - _ 1 (COLOR OUTSIDE) ROOF PANEL - - ' "12/14 - I" TEK /2 SCREWS — OUT51pE OF RIB 12" O.C. TRUSS -- - - -- 0 12/14 - I" TEK /2 SCREWS - -\ BOTH SIDES OF EACH RIB AND HALF WAY BETWEEN EACH RIB C H SECTION e EAvE "12/14 - I" TEK /2 - --- SCREUJS 12" O.C. -� 24" SECTION a RAKE I "J" CHANNEL TRIM - -- (COLOR OUTSIDE) RECEIVED CITY OF TUMNILA rTR 'R 1999 PERMIT CENTER a 0 0 SUF :ET Ramon. Data By 4 R4RFIL9 UEFE RIVETS • TRIM 10/1/9& RLR RIDGE GAP SCREW TO RIBS - - -1 RIDGE BEAM - -- SECTION ' RIDGE m -W 4.o - PANEL END CAP (COLOR INSIDE) RIVET TO RIBS "12/14 - 1" TEK /2 SCREWS BOTH SIDES OF EACH RIE3 "12/14 - I" TEK /2 SCREWS- AT TOP OF RIBS "J" CHANNEL TRIM - _ 1 (COLOR OUTSIDE) ROOF PANEL - - ' "12/14 - I" TEK /2 SCREWS — OUT51pE OF RIB 12" O.C. TRUSS -- - - -- 0 12/14 - I" TEK /2 SCREWS - -\ BOTH SIDES OF EACH RIB AND HALF WAY BETWEEN EACH RIB C H SECTION e EAvE "12/14 - I" TEK /2 - --- SCREUJS 12" O.C. -� 24" SECTION a RAKE I "J" CHANNEL TRIM - -- (COLOR OUTSIDE) RECEIVED CITY OF TUMNILA rTR 'R 1999 PERMIT CENTER a 0 0 SUF :ET PROJECT- TL KWILA FAMILY FUN CENTER DAZE: 2/23/99 DRAWN BY: SHANE KALE. 1/4 " -1' -0" T ELEVATION SCALE: 1/4" =1' -0" SIDE ELEVATION -- GALVALUME STANDING SEEM METAL ROOF SCALE: 1/4 " =1' -0" RECEIVED CITY OF TUKWILA EEnmit CENlli;l P -1 • R2I F -E5 FAMILY FUN ,EN TERS BUMPER BOAT QUE SHELTER Os 7300 rl Iwl CENTER WAY TUKWILA, WASHINGTON VICINITY MAP GENERAL NOTES DWGS CODE AND BLDG. INFORMATION FIELD VERIFICATION AND COORDINATION: I. SURVEY DIMB51075: DIMENSIONS OF SITE CONDITIONS ARE FROM SURVEY BY OTHERS. THE ARCHITECT BEARS NO RE5PON51BILTY FOR ACCURACY OF 5.E. 2..511. UTILITY LOCA..: THE CONTRACTOR 5.11 BE RESPON518LE F SIZE AND LOCATION OF ALL EXISTING UNDERGROUND AND ABOVE GROUND UT SHORN HAVE BEEN OBTAIN FROM AVAILABLE RECORDS AND ARE Iti '.. T. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY ADDITIONAL UTILITY LOC SHOUT) BE TAKEN TO AVOD D AMAGE O R DISTURBANCE TO EXISTING UTILITIE .ALL BE RESPONSIBLE FOR REPAIR. ANY DAMAGE TO 7. UTILITY. 3. THE CONTRACTOR SHALL CONSULT THE DRAWINGS OF ALL TRADES FOR O WALLS, CEILI.5, AND ROOFd FOR DWTS, PIPES, CONDUIT, CABINET', AND EG THE SIZE AND LOCATIONS WITH SUBCONTRACTORS. DIMENSIONS I. DO NOT SCALE THE DRAHNES TO OBTAIN DIMENSIONS. hREN IT1 DIMENSIONS FIND FEA5.RB4`M5. NOTIFY THE ARLHITELT IF ANY DISCREPANCIES ARE F 2 DIF¢'i9ION5 ARE TO THE: - CENTER,. OF COLUMNS OR GRID - CENTEtLRE OF 0.41.5 - CENTER,. OF PARP.. -FACE OF CONCRETE OR MASIX�Y MOP-0INAL) - FACE OF SHEATHING AT EXTERIOR STUD WALLS - FACE OF FINISH AT EXIST. FINISHES IN R.S DOORS NOT LOCATED BY DIMENSIONS ON FLANS OR DETAILS SHAH I INTERSEGTIN6 WALL TO EDGE OF DOOR OPENINI6. 4. ALL DIFEN510N5 NOTED ' CLEAR' SHALL BE MAI AND SHALL ALJ-OI F661.5 INLWDIN6 CARPET!. TILE, Mb TRIM. 5. ALL 400f0S ARE DIMENS F ROM THE TOP OF THE SLAB LNLE55 NOTE b. RO 614 IN DU4BSSIONS: VERIFY AL ROUGH -IN DIME74510N5 FOR .U1E-E N INSTALLED BY THE CONTRALTOS 04000NTRACTORS, OWNER OR OTHERS. EeME AL REQUIREMENTS: I. VERTICAL CLEARANCE: PLACE NO MAINS, PIPING, CONDUIT OR OBSTRUCT TO IMPAIR GIVEN CEILING ..NTS AND CLEARANCES. GOVERNING AU I4ORIIY RE'QUIRET'E'ITS: I. POST 51ST ABOVE MAIN ENTRY DOORS WITH I HIGH LETTERING STAE1. THIS MOCKED DURING BUSINESS HOURS.' DEFERRED SUBMITTALS I. ELECTR CAL UNDER SEPERATE PERMIT SUBMITTAL $P 1 !I A ' 0,Aq II 1HE W41 10 100 bA 1;41 4111 TO!: YgiA io 9 gg% NiVil NO 0 WO 1 Vil g 1 97 IAL1 01A20 .g hhn inan 0 nflO it gl §i 11 a it I 11NU PROJECT NAT-E: FAMILY FUN CENTER PRO -ELT LOCATION: - I' :O FUN CENTER WAY T. PARCEL NR BLA: 242304 -9063 TUK il,..6HI.TON DESIGN REVIEW: 1_91-0069 CONDITIONAL USE PERMIT- AMUSEMENT PARK : 1_9;-0068 ENJIRONMMAL REVIEW, E97-0024 640.11. 5UB5TAIfDAL DEVELOPMENT PERMIT: 1_91-0048 .EPA DETERMINATION: DETERMINATION OF 4ONSIGMFICANCE ISSUED APRIL 6, 1998. SPECIAL PERMISSION 51ST: 197"0069 TONING LODE DATA: "..'. • ' R [ T - � S1 3,rTh . 2 O� +5 OOm - -' S o `ter 'C: +, '= _ -.,_ rn (1 1 - 14l 174 s y' %. ;�; - _ �ei - - r �+ - � � * "� "'v 4y ! V. 2 k ' Y r , 'S y. ____ : - !TUktivii6� tX `l r0 -,-_ ` ROUGHS ALLOWABLE [#11RED COMMERCIAL/L1.7 INDUSTRIAL PROVIDED COMMERLIAL:LIGHT INDUSTRIAL l i H3�`2TnUt `�, -_ \ Park 91 Park ' `` m ' Fort ! 1 Uent ( s1 t _ t 37 i `-�- 'i L.--.- ` • kj .° = :4 ; � , -�] - �. SITE AREA MAX Al I OWAP.I F POI GINS FOOTPRINT NA NA 0000 ACRES 23202 5F MAX BJILDIN6 HEIGHT 4 STORIES OR 45 F7 45 FT AT MIDPOINT OF PITCHED ROOF NA MAX NEW BUILDING AREA NA MIN. PARKINS - L9,0071 SPECIAL P.41.10,1 PARK'E DETERMINATION 303 STALLS (MAX 30% COMPACT) 303 STALLS ) N 4 0 '- 1 / � _- i l I T .l �^ ( { y SITE C �! D ' T 1 �� {r I 1 I { �39rh St . i BICYCLE PA.RKI. f ,. BUILDING CODE ATA: 1:50 STAID, MIN 2 16 STALLS APPLICABLE DAMN 6 AND ZONING I. CITY OF TUKWILA ZONING CODE ND/. . i�UNIFORMI 2 UNIFORM BUILDING CODE AND ASSOG 1146, g. NATIONAL ELECTRICAL CODE (NEC 19968 ®ITIOHU 4. WASHINGTON STATE EDGY LODE 1947 5. WASHINGTON STATE RE6ULATONS FC�t'6i(RW SEISMIC ZONE: 3 ' OLCLPANGY TYPE: e -, 1991 COD (LEC, Mil EDITION) ES EDITION) ER -FIRE FACILITIES 0941 EDITION, WPC 51-40) • - . :SODUICenter I Mdli T+8)SEL' Ord __ Bird �� r i t r , !j a-- -� 1 - 0---- , TF o :Ma � '� Li q I -- 1 al 1r t • ear CASE , j Al 10-1 ITEMS IN OUTLINE INCLUSIVE OF GOLF ORIVINS RANGE ✓' CUE st�J_TER ARE TY.IS F MIT ONLY ..-. CONSTRIKKION TYPE: ._ ,. • D/997 GeoSysterre. i- Ugl�*L v`li 'd a1 ii C1 ea G b ba I Got•. 01997 NavTec0 _. BAT CAGE ��.R ^I'x= 'wF +�.. TYPE V-N TYPE V -N TYPE V -N v FIRE REI5TVE REQUIREMENT. : TYPE V-N CAGE TYPE V-N GOLF DRIVING RANGE m TYPE V-N QlE SHELTER i 1. BEARING WALLS - EXTERIOR N AT N 2. BEAR. WALLS-INT_ .JR NONBEARING WALLS- EXTERIOR N N N N N LEGAL DESCRIPTION 4 . 4. STfdA TLRAL FRAME 5. PARTITIONS- PM4ANENT N N N N N N 6. SHAFT ENICLDSURE 7. FLOORS AND FLOOR- DEILIN65 I HiQ,R N I HOUR N I Ha1R N ADJUSTED PARCELS I, 2 AND 3 OF CITY OF TUKWILA BOJNDARY LINE ADJUSTMENT N0. L90.0028, AS RECORDED TINDER RECORDING NO. 9806309011, RBARDS OF KING COUNTY, WASHINGTON 8. ROOFS AND ROOF- LEIC7P55 A (UBC SEC. 606.4) NA N1 (UBL GEL. 606.4) NA ' (AEG SEC, 006.4) NA 10. STAIRWAY CONSTRUCTION EUILDI. HEIGHT: - - I STORIES FOR ' ] �i - - �� 1W -N _ - 110N WILDINI6 PRE45: BAT CAGE SOLE DRIVING RANGE OL E SHELTER TOTAL BUILDING AREA 1864 SF 13345E 384 5F OCCUPANT LOADS AND EXITING REQUIREMENTS MEC TABLE 10-A, SEC. IO032): NET FLOOR AREA (938 FLOOR OCCUPANT LOAD FACTOR OCCUPANTS PER FLOOR .13ER OF .175 OCCUPANTS PER EXIT REQUIRED EXIT WIDTH (X02) PROVIDED EXIT WIDTH 1 BAT CASE 1864 SF 1:50 31_2 I 312 15' 84' GOLF DRIVING RANEE 1884 SF 1:50 31.7 1 31.7 15' OPEN E .. I.TBR I 1.T OFEN 384 SF_ 1:50 =.1 IS' PARKING STAID... STAmARD COMPACT ACCESSIBLE / VAN ACCESSIBLE TOTAL 6 SURFACE PARKINS 721 15 25% 508 11.1su ATOM ENERGY REQUIREMENTS ABBREVIATIONS LEGEND OF SYMBOLS BAT CASE GOLF DR VING RANEE O>E .SUER .'•Te oN of a nV °I c -� ` / ,� / 11 (/ _. ® 1. ROOF NA NA NA NA NA 2, EXTERIOR WALLS 5. FOUNDATION NA NA NA NA AUX, ACOUSTICAL EAT. EXHAUST MIL METAL REA, REQUIRED ADJ ADJSTABLE, ADJACENT EXIST. EXISTING MFG. MANUFACTURING R.O. ROUGH OPENING ATOP ANODIZED EXT. EXTERIOR MN MANHOLE 5.C. SOLID CORE APPAPPROX. APPROXIMATE F.D. FLOOR DRAIN MIN. MINIMUM SET. SHEET BD. BOARD FM FOUNDATION MISG. MISCMISCELLANEOUS NEOUS SUM. SIMILAR B.DG. BUILDING FF FPCTORY FINISH MD. MASONRY OPENING 5.1.0. SUPPLIED 4 I STALED BY OH03R BLK BLOCK FH5 FLAT HEAD SLRHN MR MOISTURE RESISTANT SA.I.G. SLPPLIm BY OHJB2 B-K'6. BLOCKING FL. FLOOR MULL. MULLION I STALLED BY CONTRACTOR BM. BEAM FF.1.0. FURNISHED 8 RSTALLED MID. MOUNTED SPELT). SPECIFIED ALUM ALUMIILM EXP. EXPANSION MFR. MAFLPACTURER SC,HED. SCHEDULE TOP. TYPICAL LON SY 1507. BOTTOM BY OWNER MTG. MONTIN6 SQ. SQUARE 137W. BETWEEN F.RPP. FIBER REINFORCED MASTIC N.I.C. NOT IN CONTRACT 5S. SERVICE SINK, SANITARY SEVER CB CATCH BASIN PANEL(5) NOM. NOMINAL 557 STAKE. STEEL G.I.P. LAST IN PLACE 6A. F 0A. OVERALL A� STL. STEEL CL. CENTER LINE, CLEAR, 6ALV. GALVANIZED OL. ON CENTER 0 AT. STRUCTURE, VIRiZ1 0AL C.. CEILING 6.1. GALVANIZED IRON ON. OVERHEAD 55P. SUSPENDED LW CONCRETE MASON 62Y GLP GYPSUM LATH 8 RASTER OP'G. UNIT G4 3 EY,. WALLBOARD OPP. gL T TREAD, TOP TAB TOP 8 BOTTOM TEL. TELEPHONE Y LINE TEMP. TEMPERED UCAL Frc: T. TONGUE f GROOVE THT. HEIG AGTOHORIZ. HORIZONTAL T.6. TEMPERED GLASS HT HTR HEATER VT, UTILITY r,o IN1J INSULATION PAIR UBL. UNIFORM COMPOSITION NTIL D.F. DRINKING FOUNTAIN JT1JT5. L015,, FROJ. PROJECT ESSUR V.G.T. VINYL COMPOSITION TILE T) 5. DOWNSPOUT L. LONC+, LE746TH PRV PRESSURE RED.. VERTICAL DRWYP. DR.. LAM. LAMINATE, LAMI LMT® VALVE VU WITH FA. EACH ttAL FOOT PT. L.F. LINEAR FOOT, LI Q.T. QUARRY TILE WD. W EFS. EXTERIOR FINISH SYSTEM LE. LIQUID POINT IWO WI;00A40 ° E.I,FS. S rEr.. W WP. ELEV. ELEVATION ELEVATOR MAX MAXIM, RD. ROOF DRAIN WR WIST ELEC. E-ECTRCAL FIBS. METAL WILDING SUPPLER R.L. RAIN LEADER WT. WEIGHT E ENCLOSURE TECH. MECHANICAL RECD. RECEIVED KKK V✓B.DED WIRE MESH EQ. EQUAL MEZZ. MEZZANINE REF. REFRIGERATOR WOLF. WIELDED WIRE FABRIC .11:F. REINlFLRCIN6 YD. YARD DRAIN DIMENSION INCANDESCENT 12M 4179.11 BOARD ARROW DOOR MARK LIGHT FIXTURES 4. FLOORS OVER UNCONDITIONED SPACE . LJ NdIEGRAN - !YSQ�L'EGTRIGAL .._'. t ..------ NA IGAL C+ NG 0 r OF `7q 1. ,fV :'?_A NA FILE I understand that the Plan v rD errors and omisswns p "' dr nor aurhorlse : :t< :;gyred L•OdC Or iltdlna ;,_lor' oe Copy of aPProved i i Z , /� / / (�I NA COPY Check approvals an ap the vlol ace HE'f C lpl plans oenuwledged U ' ( ' � ® oNORTH // � F' � E Eax�w µ+Y ¢ CEILING WONTED �WER CODE - REFER *E - To SCHEDULE 14 LIFFE a WINDOW MARK STRUCTURE. WALL MI roP^m DETAIL ECERECESSED = PLASTER 6 LATH �- DETAIL IDENTIFIGTION 12 SCREEN /LOUVER GRADE ELEVATION Cl ® MARK .4 CR FINISH GRADE a ---- SHEET WHERE DRAM X ❑ QIST ROOM MARK = LIGHT WALL SECTION aaa RULE ® ACCESS RANEE M RIGID INSULATION DETAIL IDENTIFICATION 278 ~ RE.M MAKER REVISION W sum, DIFFUSER - � SLEET WHERE DRAW 9 SPRINKLER MAIN ® COLUMN GRID BUI;DING SECTION PROPERTY LINE ❑ RfTUwT ReDISTfR TA L NTIFICAT� - X -IC � � DE _ E SHEET THERE PRAWN - 2 CONTOURS ® GN ELEVATION srm A\ \ ELEV. IDENT IFIGiI / ® SERI N(LfR FEAR A3 EXISTING �'✓ er CREST WHERE D°R." sc WOR K, CONTROL E. I .F. H Ili W 2 In uJ H H N 0 Z 0 Ill 0 SUBMI D FOR BID FAMILY FUN CENTER BUILOING PERMIT SD -1 m r „FAMILY FUN CENTER 3 ■ MU LVftl f1Y PART fl E R S H I P A R C H I T E C T S PROFESSIONAL w rr oowPOw ilo. Jerry Quinn Lee • Mitchell C. Smith • Ronald L Maddox 11820 Northup Way , E300• Bellevue, WA 98005 (425)822 -0444 FAX (925)822-4129 2, -99 SUBMITTED FOR OWNER/TENANT APPROVAL 2-'" PERMIT 760 HIED ,' / l yQUINt STATE OF WASHINGTON :UBMITTC-D FORBIDDING owNER/fENANT/BID CORRECTIONS a BUMPER BOAT OUE SHELTER 7300 FUN CENTER WAY s TUKWILA, WASHINGTON BUILDINePERMITCORRECTIONS CONSTRUCTION DRAWINGS AS - BUILT DRAWINGS J File H. \FamFUn \97 - 11r \bumper boat quc \/f t2stl1 ,wg Plotted at fry Fce U5 15.04.33 1999 Jason B II II II II II IIII I1 PROJECT NO. °17—H2 SITE PLAN PROJECT MGR :CBS DRAWN BY: TLD,DEP CHECKED BY: CBS PLOTTED DATE. Mulvonny Porinershlp 'All i9 l res r ed. No purl 1 This ©docnmenl moy be ��proapce� n w lo�n� a o u�, r i 1 r 7 _ J L '7 I SHRINKAGE I JOINTS I I 1 4' -0° L_ " � � J "J Lff SECTION A -1 20' -0" FOUNDATION PLAN 4 "PA BOLT - PLAN VIEW Gx6x4 T.S. COL BY M.B.S. 2 - #5 - III_III 4 SECTION B -1 ACCESS A -BOLT THRU HOLE IN COL PER M.B.S. 0 THREADED A36 ROD SH W/ OWN NUTS & WASHERS AS SE R 61xisGi BY M.B.S. #4 F® i2 "oc ® EA COL 4 #5 EA WAY TOP OF WASHER - III - III -III P;l61co4o GENERAL NOTES THE FOLLOWING NOTES APPLY (1 SS NM. OTHERWISE CODE UNIFORM BUILDING CODE -- 1_..7 EDITION - ASTM'S LATEST EDITION LIVE LOADS ROOF _ _25 PSF (ORW lNG SM.. W BASED ON 20 PSF GROUND SNOW) WIND__._80 MFH. EXPOSURE C SEISMIC ZONE_3 FOUNDATION THE FOUNDATION WAS DESIGNED NTArf AN .ALLOWABLE SOIL BEARING CAPACITY OF 2500 PSF IN ACCORDANCE WITH SO. REPORT .25- 001 -37- 1130/063097 DATED 6 -30 -97 PREPARED BY GEOTECHNK:AL ENGNEERTNG ACES. PREEN. THE SHE PER SOILS ENGINEER'S RECOMMENDATIONS BEAR ALL FOOTINGS AND ON PROPERLY PREPARED NATIVE SOI OR ON COMPACTED STRUCTURAL ETU-, SEE SOUS .S LS REPORT. COMPACT AU_ STRUCTURAL FILL AND BL PER SOILS JTE RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY D-155 ASIA D -1557. FRED ALL LL ES .TR"S EPJOR FOOTINGS 18" MIN. BELOW FINAL FINISHED GRADE. SEE ARCH. MUD SOTS REPORT FOR SCAB ON GRADE UNDERLAYMENT. SLABS ON GRADE THE SLAB ON GRADE FOR THIS PROJECT TS TYPICAL OF THAT IN OTHER BUILDINGS CONSTRUCTED IN THIS AREA WITH STIIAR FLOOR LOADINGS AND SOIL CONDITIONS. THE SLAB HAS NOT BEEN D.KNED FOR ANY SPECIFIC LIVE LOAD (INCLUDING CONSTRUCTION LOADS) AND HAS BEEN DETAILED TO MEET LOCAL INDUSTRY STANDARDS FOR SIMILAR BUILDINGS. THE OWNER OR FIE REP...TAM, HAVING REVIEWED THESE DRAWINGS PRIOR TO START OF CONSTRUCTIONS AWARE OF THE PROBLEMS WHICH MAY ARISE WITH THESE SLABS AND ACCEPTS THE RESPOFSIITiY THEREOF. REVIEW WITH THE SOBS ENGINEER ANY CONSTRUCTION LOADINGS ON THE SLAB AND SOILS BELOW. TAKE NECESSARY MEASURE TO INSURE TEAT THE SLAB AND SOILS BELOW WILL NOT BE AFFECTED OR DAMAGED BY THE CONSTRUCTION LOADING. CAST- IN-PLACE- CODICRETE Fc = 3000 PSI FOR ALL CAST -IM- PLACE- CONCRETE ULTIMATE STP.LNGTH DESIGN METHOD USED. CONCRETE MAY BE PROPORROIFD ON THE BASIS OF FIELD EXPERIENCE AND TRIAL MIXTURES OR BY WATER - CEMENT RATIO AS DESCRIBED W CODE SUBMIT MIX DESIGN AND DATA AS REQUIRED FOR EACH METHOD. IF WATER - CEMENT RATIO METHOD IS USED, MAXIMUM WATER - CEMENT RATIO SHALL CONFORM WOTf TABLE 19 -A -2 OF UBC. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UBC AND AC! CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLABD WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER SEE SPECIFICATIONS FOR ADMIXTURES. PROVIDE 5% t 1 -1/2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. LIMIT WATER - CEMENT RATIO TO .45 AND USE TYPE V CE7JENT PEEK CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOU70. SULFATE TN EXCEL OF 2%. ADD NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIENG ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER - CEMENT RATIO OF DESIGN LE, SUBMITTAL SEE SPECIFICATIONS FOR CURING 3/4" CHAMFER AL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWN.. REIFORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A615, GRADE 60 ( N MU . UNIIFSS NOTED CTMERWSE. PROWLE R BARS (2'-0. DETERS. BEND) FOR ALL HORIZONTAL REINFORCEMENT- DETAIL STEEL IN ACCORDANCE WITH "ACT MANUAL OF STANDARD PRACTICE OF DETANNG REINFORCED CONCRETE STRUCTURES". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM M85. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EX., STIRRUPS ANm TES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TO REINFORCEMENT: NONPRESTRESSED CAST -IN -PLACE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH__..- ..- _._.....- .....3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER_ #5 AND SMALLER.....1 -1/2 NOT D TO WEATHER OR M CONTACT WITH GROUND SLABS, LABS. WALLS. JOISTS__ __ #14 AND LARGER. 1-1/2 BEAMS, COLUMNS #11 AND SMALLER......3 /4 PRIMARY REINFORCEMENT. TIES. STIRRUPS, SPIRALS .1-1/2 PRESTR ED CAST -IN -PLACE CONCRETE (APPLIES TO PRESTRESSED AND NONSTRESSED REINFORCEMENT, DUCTS AND END FNTIIGS) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER SLABS, WADS, JOISTS_____.- .._...__..._._ - -1 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND 5.: WALLS... S_- __._ -.__. 3/4 B.A4S, COLUMNS PRIMARY REINFORCEMENT TES. STIRRUPS, SPIRALS. 1 - 1/2 INSPECTIONS INSPECTIONS ARE TO BE PER UBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT TESTING LAB. FOUNDATON: INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS. CONCRETE TAKE CONCRETE CYLINDERS AS REQUIRED BY CODE, VERIFY SLUMP, STRENGTH, AIR CONTENT, PLACEMENT OF CONNECTIONS AND ANCHOR BOLTS REINFORCING: VERIFY THAT ALL REINFORCING S PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED :AVER, SIZE, GRADE, AND SPACING_ CONC. EXPANSION & COPY OF ICBO REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED MUST MASONRY ANCHORS & BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE SYSTEM DRILLED IN DOWELS: INSTALLATION S IN ACCORDANCE WITH REPORT. WELDING: PER AWS, SECTION B INCLUDES WELDING OF REINFORCING AND DECK, INSPECT THE FOLLOWING PRIOR TO WELDING: PERSONNEL QUALUNCATONS, WELDING PROCEDURES, WELDING EQUIPMENT, WELDING CONSUMABLE, BASE METAL QUALITY, JOINT PREPARATION AND FIT -UP, PRETEAT, W3.DING CONDMONS. DURING WELDING INSPECT THE FOLLOVANG TACK WELD QUALITY. WELD PROCEDURES, INTERPASS TEMPERATURE, CONSUMABLE CONTROLS, INTERPASS CLEANING, VISUAL INSPECTION, MDT, IF REQUIRED. AFTER WELDING INSPECT THE FOLLOWL IF REQUIRED: CONFORMITY TO PLANS AND SPECIFICATIONS, CLEANING, VQUAL INSPECTION, NOT, REPAIRS INSPECTION, POST WELD HEAT TREATMENT, DOCUMENTATION. NDT IS REQUIRED FOR /ILL COMPLETE PENETRATION WELDS - SHOP & FIELD. VISUAL INSPECTION S 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 STUDS: VERIFY THAT STUDS ARE PROPERLY INSTALLED BOTH IN FIELD AND ON SHOP FABRICATIONS. INSPECTION SHALL INCLUDE BENDING A MINIMUM OF TWO STUDS AT EACH SET UP IN ACCORDANCE WITH TRW NELSON'S RECOMMENDATIONS. LIGHT GAGE VERIFY SIZE, GAGE AND SPACING. INSPECT WELDING. VERIFY STEEL FRAMING: CERTIFICATION OF WELDERS. MASONRY: VERIFY THAT ALL REINFORCING, CONNECTIONS, AND ANCHOR. BOLTS ARE PLACED IN ACCORDANCE WITH APPROVED PLANS. INSPECT GROUT SPACE IMMEDIATELY PRIOR TO CLOSING OF UT. INSPECT BEING 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 RENEW AFTER CONTRACTOR HAS RENEWED & STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: STEEL JOISTS, STRUCTURAL STEEL, MISCELLANEOUS STEEL, AND REINFORCING STEEL WHEN SHOP DRAWING SUPPLIER MAKE A CHANGE FROM THE CONTRACT DRAWINGS IT IS TO BE CLEARLY FLAGGED AND CLOUDED. CHANGE NOT FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE EVEN WITHOUT BEING COMMENTED ON IN THE SHOP DRAWING REVIEW PROCESS. THE SUPPLIER OF THE ITEM CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM 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 CASTING 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 WITH 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 -UNE. 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 LINES, 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 SUBMITTAL NO CHANGES FROM ARCHITECTURAL OR STRUCTURAL DRAWINGS ARE TO OCCUR WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT. THE MAGNITUDES 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 SUBMIT TWO WET STAMPED AND SIGNED COMPLETE SETS OF PLANS AND CALCULAI TUNS 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. BAIL. B. BIT. BLDG. B.O.C.A. BEG. C.M.U. COL CONC. C.I.P. CLR. CONT. C.J. C.S.J. D.S. DWGS. E.E E.E. EL. OR ELEV. E.N.W. OR ENW E.F. E.J. EQ. E.S. E.W. F.O.C. F.O.S. F.O.W. FIG. GA GALV. = 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 = KIP (1000 POUNDS) L.W. = LONG WAY M.B.S. = METAL BUILDING SUPPLIER M.R.S. = METAL ROOF SUPPLIER = ARCHITECT = BALANCE = BETWEEN = BOTTOM = BUILDING = BUILDING OFFICIALS CODE ADMINISTRATORS = BEARING = CONCRETE MASONRY UNIT = COLUMN = CONCRETE = CAST IN PLACE = CLEAR = CONTINUOUS = CONSTRUCTION JOINT = CLOSURE STRIP JOINT = DRAG STRUT = DRAWING = EACH = EACH END = ELEVATION = ENGINEERS NORTHWEST = EACH FACE = EXPANSION JOINT = EQUAL = EACH SIDE = EACH WAY = FACE OF CONCRETE = FACE OF STUDS = FACE OF WALL = FOOTING = GAGE N.F. = NEAR FACE N.T.S. = NOT TO SCALE o/c = ON CENTER O.F. = OUTSIDE FACE O.S. = OUTSIDE D.T.O. = OUT TO OUT REINF. = REINFORCING REM. = REMAINDER R.O. = ROUGH OPENING SECT. = SECTION SIM. = SIMILAR S.J. = SHRINKAGE JOINT SR. = 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) TYP. = TYPICAL AT ALL SIMILAR PLACES U.B.C. = UNIFORM BUILDING CODE U.N.O. = UNLESS NOTED OTHERWISE VFY. = VERIFY V. OR VERT. = VERTICAL V.F.F. = VERTICAL FAR FACE V.E.F. V.I.F. V.N.F. V.O.F. w/ W/o W.H.S. VERTICAL EACH CE = VERTICAL INSIDE FA FACE = VERTICAL NEAR FACE = VERTICAL OUTSIDE FACE = WITH = WITH OUT = WELD HEAD STUD = AT = CENTER LINE = PLATE 0 z FAMILY FUN CENTER cl w 1- z w 0 z L O oz cc Cc 0 03 CO Q / W W z< 0. U � DZ � 0 0 12) JOB NO 98088.000 ENGINEER: P.V.H. DRAWN: J.S. GATE: 2- 4- 9aECENFD SHEET NO: Om UH TUKWILA 999 V ITCENTBp FFC8BK1