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Permit D05-131 - FAMILY FUN CENTER - SWING RIDE
FAMILY FUN CENTER 7200 FUN CENTER WY D05-131 • z re —I 0 I.) 0 co 0 coal WI -J • u_ uj 0 g w g Z 1- 0 Z W uj 0 - O 1- 111 I 0 LI 0 LLJU) 0 -± O 1- z City a� Tukwila Department of Comnirrnity Development 6300 Southcenter Boulevard, Suite 9100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.wkwila.wa.us DEVELOPMENT PERMIT Steven NL Mullet, Mayor Steve Lancaster, Director Parcel No.: 2423049013 Permit Number: DOS - 131 Address: 7200 FUN CENTER WY TUKW Issue Date: 07/08/2005 Suite No: Permit Expires On: 01/04/2006 Tenant: Name: FAMILY FUN CENTER Address: 7200 FUN CENTER WY, TUKWILA WA Owner: Name: H2 HOTEL LLC Address: 7200 FUN CENTER WY, TUKWILA WA Contact Person: N Name: SCOTT HUISH Address: 7200 FUN CENTER WY, TUKWILA WA Contractor: N Name: AXIOM COMMERCIAL CORP Address: 10600 WOODINVILLE DR, BOTHELL WA Contractor License No: AXIOMCC997NH Phone: Phone: 425 - 227 -7200 Phone: 425 - 486 -8720 Expiration Date: 11 /06/2005 DESCRIPTION OF WORK: POUR CONCRETE PAD TO SUPPORT A NEW RIDE (SWING) AT FAMILY FUN CENTER. Value of Construction: $15,000.00 Fees Collected: $518.28 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction: Occupancy per IBC: 0026 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Flood Control Zone: N Hauling: N Land Altering: N Landscape Irrigation: N Moving Oversize Load: N Sanitary Side Sewer: N Sewer Main Extension: N Storm Drainage: N Street Use: N Water Main Extension: N Water Meter: N Number: 0 Start Time: Volumes: Cut 0 C.Y. Start Time: Size (Inches): 0 End Time: Fill 0 c.y. End Time: Private: Public: Profit: N Non - Profit: N Private: Public: Z = Z �w u� D . JU 00 CO w= CO U. w 0 LLQ = CY �w Z F. F_ O Z �_ LU U� O co o t- w LO w Z co X . z doc: IBC- Permit D05 -131 Printed: 07 -08 -2005 I 7908 City oY Tukw Steven M. Mullet, Mayor Department of Community Develop iet :t 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us Permit Number: Issue Date: Permit Expires On: Steve Lancaster, Director D05 -131 07/08/2005 01/04/2006 Permit Center Authorized Signature: L Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating co ion or h p rformance of work. I am authorized to sign and obtain this development permit. Signature: Date: Print Name: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Z f � J U' 0 0 CO 0. w= J F- N tL . W O L L to CY X d . f - W s z� F- 0 Z F-. U0 O cn, 0 F- W F- H LL 0 11J Z to p � 0 Z doc: IBC - Permit D05 -131 Printed: 07 -08 -2005 Oil& w l City of Tukwila fso8 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 2423049013 Permit Number: DOS-131 Address: 7200 FUN CENTER WY TUKW Status: ISSUED Suite No: Applied Date: 04/21/2005 Tenant: FAMILY FUN CENTER Issue Date: 07/08/2005 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be required. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248- 6630). 13: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. * *continued on next page ** doc: Conditions D05 -131 Printed: 07 -08 -2005 z �z �w 7- UO U) o co W J = F— �w w� LL ¢ N� = �. w z F— O z F— W w U 0� 0 F— w W 5 F_ LL O w z U= O z � wtiu_w , .-- Cit y of Tukwila f906 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. 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 work or local laws regulating construction or the performance of work. Date: I Q doc: Conditions D05 -131 Printed: 07 -08 -2005 z u� = J U. UO: U U' CO J � CO U- W O LL Q' � d'. =w Z� �O U 0: O CO W UJ U — 0` Z U N. H =� O Z CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Building Permit No. -- Mechanical Permit No. Public Works Permit No. Project No. (For o tce use on! Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION. King Co Assessor's Tax No.: 2 -2 (� = 0) Site Address: ��061 A41.1 r!'P_.�rrc,� GJ/k, Suite Number: Floor: Tenant Name: C e V; e.2 , i i, ,� cam; /,q New Tenant: ❑ .... Yes ®..No Property Owners Name: ::r. Mailing Address: 4),4 70 / Y S" City State Zip CONTACT PERSON' ': Name: %5 Co # Xly 1-5 X Day Telephone: 71S -Z Z 7- 7Ze; o Mailing Address: Zd a ��u •,< e&,,/ ,lee it 4 & J, /.g IJ,f 9d' / SP City State Zip E -Mail Address: Fax Number: to S' 7- Zs's 8 GENERAL CONTRACTOR, INFORMATION -(Mechanical Contractor information on back page) Company Name: ffLl/ 5 nl1.4 r y' �,°NInie5 l SG Mailing Address: / City State Zip Contact Person: s6 off llee/5h Day Telephone: ' ZS Z 2 7 — 7 2 00 E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: c Z r u,,2 e d Mailing Address: City Stale Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: f ENGINEER OF. RECORD. All. plans. must be wet stamped by Engineer of Record ' Company Name: A Aa,.e 620t: s / Mailing Address: 95' e,',r 6o l� A9 a c j4u 1 e- fc�( a7 ��- City State Zip Contact Person: Day Telephone: 7S 4S_ E -Mail Address: Fax Number: '33 7S —,?5 - 7 %permits plusUcc changes \permit application (7.1004) Page 1 Z = t.' '~ W � D JU 0 (nQ J = S2 LL W LLQ 2 �.. W Z H z� 25 U to OH_ WW U- Z LU U= O� Z BUILDING PERMIT INFORMA ON -- 206 =431 -3670 Valuation of Project (contractor's bid price): $ /t5, ad n � Existing Building Valuation: $ Scope of Work (please provide detailed information): ;���� cz AcL T Q ._1c,,. 3 . le �—,.f e - 44 Fuw CPN f,e Will there be new rack storage? ❑ ..Yes [Z.. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes R] ..No If "yes ", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: ❑,. Sprinklers []..Automatic Fire Alarm ®..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? E].. Yes ❑ ..No If "yes ", attach list of materials and storage locations on a separate 8 -112 x I I paper indicating quantities and Material Safety Data Sheets. \permits plus\icc changes \permit application (7.2004) Page 2 Z Z .J U UO ND J = CO LL WO }} �J u- j N = W Z� I— O W �5 U� O CO3 ol__ WW F- LL O W Z CO O Z Existin Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1" Floor 2 Floor 3` Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes R] ..No If "yes ", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: ❑,. Sprinklers []..Automatic Fire Alarm ®..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? E].. Yes ❑ ..No If "yes ", attach list of materials and storage locations on a separate 8 -112 x I I paper indicating quantities and Material Safety Data Sheets. \permits plus\icc changes \permit application (7.2004) Page 2 Z Z .J U UO ND J = CO LL WO }} �J u- j N = W Z� I— O W �5 U� O CO3 ol__ WW F- LL O W Z CO O Z PUBLIC WORKS PERMIT INI IMATION - 206- 433 -0179 Scope of Work (please provide detailed information): .L w s -, A r , r, ,, /A4n �t ,y C P�t � c2 i Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila C1 ... Water District # 125 Cl.. Highline ❑ ...Renton ❑ ... Water Availability Provided Sewer District ! ❑ ...Tukwila ❑... ValVue ❑ .. Renton ❑ ...Seattle ❑ ...Sewer Use Certificate El ... Sewer Availability Provided El.. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted with Application (mark boxes which apply): ! ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑...Traffic Impact Analysis j ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) El ... Hold Harmless Proposed Activities (mark boxes that apply): []...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours i ❑ ...Right - of - way Use - No Disturbance ❑ .. Right - of - way Use — Potential Disturbance i ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection _ Irrigation Domestic Water ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut El.. Pavement Cut El.. Looped Fire Line ❑ ...Permanent Water Meter Size... it WO# ❑ ...Temporary Water Meter Size.. WO# ❑ ...Water Only Meter Size............ WO# ❑ ...Deduct Water Meter Size ........ ❑ ...Sewer Main Extension ............ Public Private ❑ ... Water Main Extension ............. Public Private W FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) El—Water ❑ ... Sewer ❑ ... Sewage Treatment Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: City State Zip Day Telephone: Mailing Address: City Stale Zip %permits pluskicc changes %permit application (7 - 2004) Page 3 Day Telephone: Z W �U UO C/) CO W W = F- CO LL W � LL Q = W Z F.. F- O Z 1-- W W U� .O 0 H- WW F- FUr- LL O W Z U= O f-- . Z L_ MECHANICAL PERMIT INFOkMATION — 206 -431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: VW W 0 e_ Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Replacement..... ❑ Commercial: New .... ❑ Replacement..... ❑ Fuel Tyne . Electric ..... ❑ Gas .... Other: 0 -3 HP /100,000 BTU Indicate type of mechanical work being installed and the quantity below: Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler/Compressor: Q Furnace <100K BTU Air Handling Unit >10,000 Fire Damper 0 -3 HP /100,000 BTU CFM Furnace>100K BTU Eva orator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected Thermostat 15 -30 HP /1,000,000 BTU to Single Duct Suspended /Wall/Floor Ventilation System Wood /Gas Stove 30 -50 HP /1,750,000 BTU Mounted Heater Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Incinerator - Domestic Emergency Heat/Refrig/Cooling Generator System Air Handling Unit Incinerator — Comm/Ind Other Mechanical <10,000 CFM E ui ment PERMIT. APPLICATION NOTES — Applicable to all. permits in this application 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. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING�AOR �HR AGrT: Signature: Print NE Mailing U�4 L Date: Day Telephone City State Zip Date Application Accepted: Date Application Expires: St ff iiti. ls: \permits plus \icc changes \permit application (7.2004) Page 4 .»., .. 'S'r9.sr�+".r.'.0 .+..ra! .. , av:»., �, �+= �t . �« �t` �+.. n. F `••`•'ao».;��':�'a`°7 °.."e�"r�, Z '~ W JU UO CO o J = H CO L WO LL Q to = F. W Z H- ZO W5 U� O � W H- U_ O •• Z W co O Z � � City of Tukwila 6300 Southcenter BL, Suite 100 Tukwila, WA 98188 (206) 431-3670 RECEIPT Parcel No.: 2423049013 Permit Number: Address: 7200 FUN CENTER WY TUKW Status: Suite No: Applied Date: Applicant: FAMILY FUN CENTER Issue Date: DOS-131 APPROVED 04/21/2005 Receipt No.: R05-00979 Initials: BLH User ID: ADMIN Payment Amount: Payment Date: Balance: 315.88 07/08/2005 12:53 PM $0.00 Payee: FAMILY FUN CENTER TRANSACTION LIST: Type Method Description Amount ---------- -------- --------------------------- ------ - - - - -- Payment Check 3390 315.88 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------------ ---------------- ------ - - - - -- BUILDING - NONRES 000/322.100 311.38 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 315.88 doc: Receipt Printed: 07-08-2005 Ram- 4 Z Z JU 0 0, No W LL 0 C% LU x Z I-- W UJ 2 =)� =) C3 0 N` �0 13 WW X LL .. Z' L ) I-- 0 Z a 4 ii f I . � City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 2423049013 Permit Number DOS -131 Address: 7200 FUN CENTER WY TUKW Status: PENDING Suite No: Applied Date: 04/21/2005 Applicant: FAMILY FUN CENTER Issue Date: Receipt No.: R05 -00562 Payment Amount: 202.40 Initials: BLH Payment Date: 04/21/2005 09:25 AM User ID: ADMIN Balance: $315.88 Payee: FAMILY FUN CENTER TUKWILA LLC TRANSACTION LIST: Type Method Description Amount Payment Check 3260 202.40 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------------- ------ - - - - -- PLAN CHECK - NONRES 000/345.830 202.40 Total: 202.40 � z W UO Cj) 0 : cn W. J CO) LL. W� 9-3 LL c a. H =:. z �. F- O Z I- W �j U� W —O W z CO) P O z u.� INSPECTION RECORD Retain a copy with permit jI INSPECTION NO. PER I I CITY OF TUKWILA BUILDING DIVISION ; i 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431.3670 Ina i i I PG ct: Type of inspection: 5 Approved per applicable codes. Corrections required prior to approval. pt No.. a z 2 F- ~ W C. UO 0 W J � N LL WO LL Q U � _ d W Z 1... H O zt- g 5 U� O -` 0H W W. HF- LL O . z. W U C0 O F- z Address: Date Calle is os S "cial Instructions: Date Wanted: a.m. O QS Requester: Phone No: _ Lo .-. a z 2 F- ~ W C. UO 0 W J � N LL WO LL Q U � _ d W Z 1... H O zt- g 5 U� O -` 0H W W. HF- LL O . z. W U C0 O F- z tf INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERM CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 06)431-3670 1 2S -C A -)9 Approved per applicable codes. Corrections required prior to approval. Date• 58.00 REINSPECTIO FEE REQUIRE Prior to inspection, fee must be paid at 6300 Southcenlier Blvd., M to sechedute reinspection. e - P ., ceipt No.: e: lK Prp� ct: L4 Typ-e of Inspection: Add S �100 A kn C Date [Called: S pe'tial Instructions: Dafte Wanted: p Requester: /I P 6 e No;-� 0 17 z SH Z W L) 0 co W LU 3: -J F- S2 LL W 0 2 �: � -j LL co T o. I .- LU z = l' 0 Z I-- W W 2 5 D L:) () CO. 0-1 ic I.- WW X U u. 0 z Px 0 Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 20 )43V-3670 PLQj,ect: Type of Inspection: 1--Q Jim r-L'r — 9 Ad* s: Ad* tle Call ed: Da Call A4 0 Instructions: to Wanted: (am. p.m. Requester: Phorle No: Approved per applicable codes. `- -- FI Corrections required prior to approval I Receipt No.: I Date: I Z W D 00 U) o. co UJ CO LL UJ 0 13- co a I. W Z Z �- 0 t- UJ 2 W 5 U C/): F- LLI LU C-5 4-0 to z CO H F- 0 Z �w'. "r. of 4e'1:1Y'...�t.'..fni�f;•a„�:k• r rid: ^} . °� .. ., .. .. '� .� ' } INSPECTION RECORD y . Retain a copy with permit INSPECTION NO. WT CITY OF TUKWILA BUILDING DIVISION 'r 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 z' Pr Sect: Type-of Inspection Address: Date al ed:,„. -, 4t Spe ial Instructions: a.m. p.m. Requester: PK N o � ®,Approved per applicable codes. Corrections required prior to approval. h , �i• :R i« i M t � 3 Z if W Q � C J U' U O CO 0 �_ F— S2 u_. WO U _ _v �W ?� ZO LU W U0 N 0 H W 2 H �. U. O: W Z U� O Z - - -- - - -- .. ..� .... .....= .,.,.. L �:. i,,: C;.. �t' �. e�. �m> �- rT 1.:: �.,t ak• L,' K' 2. YR• 4,. etY ,.fGitl�`T- t},�- :�}�Y!'._•• -•-„ INSPECTION RECORD ' 13 Retain a copy with permit I NSPECTION SPECTION NO. PE I CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)43:1.-3670 PC:Dtect* TyRe Of inspection: Ad r ess: 1 Datd Called: Spdcial Instructions: � Wanted: <k- —M. ? I P .M. Requester: hone No* < 4 - A �--) ?- 0 Approved per applicable codes. d Corrections required prior to approval. r . H A 11 I Receipt No.: I Date: 1 z jF- Z W x 2 00 C 0 Cf) W W Cf) L LL , 0 LL co CY W 0 Z F- W W 5. U) 0 W W F- 0 z U(l) P M� 01-- z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 P Type of Ins vection, , • t2 IDate Adg s s: l Called: Special Instructions: Cilt; Wanted: �7 d Requester: Phone N W!/:R) Approved per applicable codes. Corrections required prior to approval. COMMENTS: nn T r We- 11 i Z Z LU 0. 00 CO a co tu LLJ x -J F- 00 LL 0 5 LL Cy, LLI z x F- l!- 0 W ~ tLj 5 Cf) ❑ I.-, LLI W x 0 F- 0 • z to O I-- Z INSPECTION RECORD _ � Retain a copy with permit fbb 13 � INSPECTION NO. P I 1 (��!, i CITY OF TUKWILA BUILDING DIVISION s ;? 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 F ----, Approved per alpplicable codes. I'��.Corrections required prior to approval. -.:. Pr o' ct: Type of Insp c . Address: / Date Called:, (� DC Hu Pt 1,0� Special Instructions: Date Wanted: Kl �, a. rn M. Requesterr� Phone No COMMENTS: -- �17 2 COMMENTS: -- �17 ins Cfo j Date,,,9, 58.00 REINSPECTION FEE REQUIRED. Pri to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 1Call to sechedule reinspection. Receipt No.: Date: 0 Z W W� UO to 0. to W J H W LL, W }} I co = F- _.. Z F. W O zj U� O� D F- W W. HF- -O Cd Z 0 H O Z.. INSPECTION RECORD V r Retain a copy with permit - S INSPECTION NO. PE T 0 CITY OF TUKWILA BUILDING DIVISION �J 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 i P, j�ct: r Type & Inspection: AdG2ss: Date Called: a� Spe2ial Instructions: Date Wanted: 1 Requester: Phone No: C t ZUtp .� l Approved per applicable codes. Corrections required prior to approval. COMMENTS: -'rt! i A -4 / 1-7 / spec br: u / r r 58.00 REINSPECTION FEE REQUI�t D. Prior to inspection, fee must be paid at 6300 Southcen r Blvd., Suite 100. Call. to sechedule reinspection. eceipt No.: I Date: z �~ W �U UO W= LL WO LL co = C3' �W z F- 0 W �5 U� co `O — 0 H. W w. LL —0 . z . W L) O Z INSPECTION RECORD INSPECTION NO. *((�M431-36i Retain a copy with permit CITY OF TUKWILA BUILDING DIVISIO Southcenter Blvd., #100, Tukwila, WA 98188 0 du Approved per applicable codes. Corrections required prior to approval. In ector: Date GJ � ! Yaj 8lat 0 REINSPECTION FEE R UIRED. Prio o inspection, fee must be 6300 Southcenter Blvd. Suite 100. Cali to sechedule reinspection. Re pt No.: Date: I I * Prefect: Type of Inspectio 4 A ess: U � • � � . at Called: nstructions: Sp4al nstr uctions: Date Wanted: Date Wanted: , � G.� p.m. Requester: Phone N 4 COMMENTS: �'" Z Z W UO Cl) J TLL W O LL to �. = �W Z F- ir O W ~ W U� C) F- WW H� L O •Z UN O F- z.. Z Z W UO Cl) J TLL W O LL to �. = �W Z F- ir O W ~ W U� C) F- WW H� L O •Z UN O F- z.. INSPECTION RECORD Retain a copy with permit INSPECTION N0. IT S CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 14 Pr ct: T of Inspect'on: A d ess: Date Called: Special Instructions: Date Wanted: p.m. Requester: Phone No: 0 El Approved per applicable codes. M Corrections required prior to approval 01 E Z Z W UO 0 W E- �LL W O: u_ to = �-W Z f �O Z F- W W Uo O� 0 I-- W ' O LLI Z co O Z INSPECTION RECORD I Retain a copy with permit —13 INSPECTION N0. PERMI O. j C t CITY OF TUKWILA BUILDING DIVISION )) f 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 =3670 Pr ' Typpe of Insp�ectio A d s: ,,.. � Dafd Called: � / / 3 D � Special Instructions: Date Wanted: CLM p.m. Requester: 6 Ph ne No: f /) \\ 4V �� ) r P- Approved per applicable codes.. Corrections required prior to approval. COMMENTS: � C' �' .� rte _"• /'� ,/�'7,,� c�,�s E pec Date:/ 8.00 REINSPECTION FEE REQUIRE . Prior to inspection, fee must be paid at .6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: I Date: I z z �w Q � JU UO CO 0 w= I-- LL. W }} . �~ LL Q N �. 2 �W z I— l— O' W E-. 5 U� O co 0 �. W O .z W U= O z P ject: �- i Type of Inspection: 0 Address: � � 1 _, i 1�.� Date Called: � Spe ial Instructions: Date Wanted: S p.m. Requester: L� /W Phone + No* COMMENTS: r--- v Z '~ W JU UO UO U) LLJ J = F- N LL. WO J LL Q: co) n = a �W Z H H- O W U O - 0 E- W U. LL O �Z U= O Z INSPECTION RECORD L7J = Retain a copy with permit 3 INSPECTION U NO. j 2 W 06)431 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 -3670 1 a Approved per applicable codes. Corrections required prior to approval. COMMENTS: to : Date: 58.00 REIN SPECTIO ED FEE REQUI . Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. r , Pro'ect: Type of Inspectio 'sx�jo -- r A dre s: �'`' Date Called: Special Instructions: Date Wanted: g.. �g p.m. & Requester: . Phone o: Receipt No.: f Date: 7 I Z Q �~ W UO 0 WX co u_ WO L L co :D Y I .-W Z H H O W 5 U� O- o�- WW S �H — 0 ..Z W co O Z INSPECTION RECORD �P M� Retain a copy with permit INSPECTION NO. PE N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43'1 -3670 1 Pr qj 'ect: Type of Inspection: f ess: Date Called:' � #� 5 Special Instructions: I Spe � �? C , �� /„ •r ),.����,.,,/�_ � ,� ? po % Date Wanted: L a.m. Requester P a eNo. R) g - 200 L'10 ,1 F7 t a Approved per appli able codes. Corrections required prior to approval. t COMMENTS: Zj V ! ` l Inspector Date: < 5�� ` Receipt No.: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be Paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection a Z W JU UO 0 w� N W WO 9-5 LL Q co = P.. W ZH 1-- O W H LLI �0 0 U. 0 - W u. O . Z . W U CO O Z PPject: I (A Ty pe of Insp ti ec io at Adilress: C) Ck, Date' Ca"' atekalled�[ D, Sp cial lnsVuctions:, I Date Wanted 7 : a.m. Requester st 1 h Z7— h e N 7�Pb COMMENTS: VVI JA I 4 z Z �U 00. CO 0 co LU W:c J F- CO U. WO LL co + 0 W z 0 W �- LU LU 5 Co . �0 — L U ; LL o. z co 0 z F , INSPECTION RECORD �,,,,� Retain a copy with permit l INSPECTION N0. PER NO. CITY OF TUKWILA BUILDING DIVISION �� 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 3670 Ph9ne NQ: San -t oo E Approved per applicable codes. orrections required prior to approval. COMMENTS: M1"a 6 t. ._ L- -) -. ` t Pr tiect: ( Typ I spection: A ress: r^ Date Iled: Sp cialInnstructions 4,C) s ,_ "' S {� Dig Wanted: a.m. ettq''uester: Inspector: ' ` (. Date D L5 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z H W W� .J U UO C0 W C �. WO 9 _ LL Cj)d = W H =. Z F.. !— O W F-, 5 U� O C.. W S H c.). W Z U= O H Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER T CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06)4 -3670 Pro' ct: �-4( IMI/ L &U 1 o ype Inspection: Z' Ab d Date ailed: ` Special Instructions: Dat anted: _- a.m. —, ,.S,�r'l�ji9 � S ���� � f ��(i� rI ��r1�✓C'�'r fig' Requester: f Ph erne No: �~ * _ F] Approved per plicable des. Corrections required prior to approval COMMENTS: _ —, ,.S,�r'l�ji9 � S ���� � f ��(i� rI ��r1�✓C'�'r fig' D Af .5- - d v' SJ 11- - z - Z UO (0 0 ' CO) ILLI W = W LL W 0 } 9 -1 >L Q c = W T. I— O z I-^ UJ W � O U ON 0 F-- LLI =U H � W Z tl l U =: O ~. z MAYES TESTING ENGINEERS, INC 91 Everett Off 7-134th S SW Suite A -1 Everett, WA 98204 ph 425.742.9360 August 9, 2005 fax 425.745.1737 Revised August 9, 2005 c C c Tacoma Office 10029 S. RECEIVES Sue E- Tacoma Way t} 11200 fa x C Tacoma, WA 98499 City of Tukwila AUG 17 1 1 p x 253 584 3707 Building Department COMMUNITY 6200 South Center Blvd DEVELOPMENT Portland Office 7911 NE 33rd Drive Tukwila, WA 98188 -8188 Suite 190 Portland, OR 97211 Attn.: Bill Rambo ph 503.281.7515 fax 503.281.7579 Re: Family Fun Center Screamin' Swing FINAL LETTER 7300 Fun Center Way Peemit No. 05 -131 Tukwila, WA MTE Project No. T5171 Gentlemen: This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: 1. Reinforced Concrete 2. Augercast Piles 3. High Strength Bolting To the best of our knowledge, all work inspected was either performed in accordance with, or j corrected to conform to, the city approved drawings, or engineer approved changes. We trust that this provides you with the information that you require. Should you have any questions, give us a call. Sincerely, MAYES TESTING ENGINEERS, INC. Michael S. Dolder, P.E. Vice President Cc: Scott Huish - Family Fun Center Kurt Maryman- Associated Earth Sciences, Inc. Nick Galash -Axiom Construction lot,= ` '"V 0 z W W U. U Q" N UJ J CO) U 0 . LL Q cl) H= z� �o z r` fy U� N; , of- . w LL i--, ui z' o� z 1: MAYES TESTING ENGINEERS, INC 917 -134th Street SW BMW Suite A -1 Everett, WA 98204 ph 425.742.9360 MTE NO: T5171 fax 425.745.1737 PROJECT: FAMILY FUN CENTER SCREAMIN' SWING Tacoma Office 10029 S. Tacoma Way Address: 7300 Fun Center Way, Tukwila, WA Suite E -2 PERMIT NO: 05 -131 Tacoma, WA 98499 R ph 253.584.3720 Pa e 5 � fax 253.584.3707 g Portland Office 'vG 7911 NE 33rd Drive Owner: Family Fun Center p 24 ?OQ Portland, OR 97211 Engineer: Associated Earth Sciences Inc. ���PMFNr fax h 503.281.7515 503.281.7579 Contractor: Axiom Construction Date: 8 -9 -05 Weather: Cloudy Inspection: Bolting- Structural Steel Samples: N/A MTE inspector arrived on site for high strength bolting inspection. Reviewed structural specifications and torque requirements per Section 2.3.1 (fastener torque specifications) as amended by the engineer. Torque tested the high strength bolts in each connection. Bolting.was per plans and specifications. To the best of our knowledge, items inspected this date are in accordance with approved plans and specification. INSPECTOR: Jim R. Kay Reviewed by• Oo,�4t� eot-io ?15ennis Sanborn, Barhch Manager cc: Kurt, Maryman, Associated Earth Sciences, Inc. Scott Hulsh, Family Fun Center Nick Galash, Axiom Construction Building Official, City of Tukwila z 3: � QQ g . U O to o. w =' J f.. CO LL w O LL Q co :. = d UJI Z�- HO. w 1-. �5 U � o 0. o � =U �. Z' 0 Z .s55a: :. SaU„ 'u w' 'a lwlc nixt �,• -a a:;a'usL«e� ".. c` /, i <'I w:7A.;.,;i it: :v, .. 4:: a�J:i,if3 Y�JWS ' � to tia•,tia ` i:..�:� f. n ,w MAYES TESTING ENGINEERS, INC R�c�r�Ep A UG 161005 MTE NO: T51 71 PROJECT: FAMILY FUN CENTER SCREAMIN' SWING � Address: 7300 Fun Center Way, Tukwila, WA PERMIT NO: ' b'05 -131 Page 4 Owner: Family Fun Center Architect: Engineer: Associated Earth Sciences, Inc. Contractor: Axiom Construction Everett Office 917.134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Of/ice 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Date: 8-4 - 05 Weather: Clear Inspection: Structural Steel Samples: N/A MTE inspector arrived on site for high strength bolting inspection. Reviewed plans and bolting requirements. As erected, there was no access to torque -test bolts per manufacturer's specifications. PRELIMINARY: -INSPECTOR: _Jim R. Kay - Reviewed by: F%Vffennis Sanborn, anch Manager cc: Kurt, Maryman, Associated Earth Sciences, Inc. Scott Huish, Family Fun Center Nick Galash, Axiom Construction Building Official, City of Tukwila z Z ' . � LLI W� JU 0 Cl) CO W J = CO) LL w O L L Cj) = Z �.. l'- O . z I—. W U �� O �, w . LL . Z O ~. Z RECEIVED MAYES TESTING ENGINEERS, INC Tacoma Office AUG 2005 10029 S. Tacoma Way Suite E -2 COMMUNITY Tacoma, WA 98499 DEVELOPMENT ph 253.584.3720 CONCRETE LABORATORY TEST REPORT fax 253.584.3707 I j Project : Family Fun Center Screamin' Swing Project No: T5171 Site Address: 7300 Fun Center Way Issued on: 8 -12 -05 ! Tukwila,WA Permit # (s): Pending Client: Family Fun Center Original ❑p Engineer: Associated Earth Sciences, Inc. Revised; ❑ Contractor: Axiom Construction I FIELD DATA (ASTM C31 and C172) Air Temperature: 66 F Weather Sunny Actual Mix Proportions: Product: Grout Ingredient Weight (per cu.yd) Supplier: Cadman Fine Aggregate 2,214.0 Ibs Ticket Number: 563708 Water 469.0 Ibs MixDesign ID : 104040 Cement 940.0 Ibs Delvo 47.2 Oz Sample Temp. Initial Storage Entrained Air j (ASTM C1064) Temp. (ASTM C31) (ASTM C231) i. i 74 °F NR Water / Cement Ratio: I FSIump (ASTM C143) Samples) Recd 0.499 Flowable 7 -15-05 Required Strength (fc):k 3000 Psi @ 28 days Placement Location and Notes Auger cast Pile #s 1, 8, 6 and 3. Sampled at 9:45 am at 9 yds. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/14/2005 0001 3875 17/21/2005 1 7 11 22830 12 x 2 x 2 4.04 5650 NA 7/14/2005 0001 3876 8/11/2005 28 11 24670 12 7/14/2005 0001 3877 8/11/2005 28 11 24405 2 x 2 x 2 4.08 5980 i Remark: Inspector(s): Scott O'Malley o Tested by: Daniel Quehl. Reviewed by: nis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded All testing performed in accordance with applicable ASTM except C31, 10.1.2 - "recording field temperature" Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3,7-0 ;+.�, 'at: ,..u'. ..'r4.; e.d•. ,eu...54.'..:?..::, dcwu.f.,i.n:w ?•'. ..uw:+ 'J' : a; S:.. isndd'. sa. Ud:" ex. i,+ ::.+4..w:a:ti+.i.r.ru:..++3.,:d ur iwt..::..i...: Z ��— Z �W 0 Cl) J � C0 LL W O L? cl)O = W ZF H O Z Lu U� O CO � F- W F- (.5, -O Cd Z. U= O Z i F 1 t cc: Kurt, Maryman, Associated Earth Sciences, Inc. Scott Huish, Family Fun Center Nick Galash, Axiom Construction Building Official, City of Tukwila Reviewed by: 11� a;�. Dennis Sanborn, Branch Manager ^ Everett Office MAYES TESTING ENGINEERS, INC. 917 -134th Street SW C�pA4&'V Suite D Everett, N /7y Everett, WA 98204 OP Wir ph 425.742.9360 fax 425.745.1737 MTE NO: T5171 Tacoma office PROJECT: FAMILY FUN CENTER SCREAMIN' SWING 10029 S. Tacoma Way Address: 7300 Fun Center Way, Tukwila, WA Suite E -2 PERMIT NO: J 05 -131 Tacoma, WA 98499 ph 253.584.3720 = �• fax 253.584.3707 h- W Page 3 Portland Office q 7911 NE 33rd Drive U Owner: Family Fun Center Portland, 08 97211 U) 0 Architect ph 503.281.7515 W W Engineer: Associated Earth Sciences, Inc fax 503.281.7579 J Contractor: Axiom Construction CO LL w O Date: 7 -16 -05 Weather: Overcast U- Inspection: Reinforced Concrete = d Samples: (4) 6 x 12" Z X MTE inspector arrived on site and performed a resteel inspection prior to placement of the z o footings /pile caps (two each). Found the resteel was placed as per the approved plans and ? o specifications. The anchor bolts were also placed as per the approved plans and specifications. co o — Observed the placement of 38 cubic yards of Miles Sand and Gravel Concrete Mix #15D45 into w w the above locations by chute with mechanical consolidation. Sampled the concrete and.cast one c?. set four, 6 x 12" cylinders for strength verification. U. p W Z co To the best of our knowledge, items inspected this date are .in accordance with approved plans and specification. z ~ INSPECTOR: Gary Byrne cc: Kurt, Maryman, Associated Earth Sciences, Inc. Scott Huish, Family Fun Center Nick Galash, Axiom Construction Building Official, City of Tukwila Reviewed by: 11� a;�. Dennis Sanborn, Branch Manager MAYES TESTING ENGINEERS, INC ' �iJ :YNS3.ti.:lT :. fl :''1'ai1�Y,+:+_} ? .�:�iei:n''i •`:: \� ...�. CONCRETE LABORATORY TE Receiver Tacoma Office 'JUL, 2 8 2005 Suite9 Way COMMUNITY ph Ta DEMOPMENT fax 253.584.3707 ST REPORT Project : Family Fun Center Screamin' Swing Project No: T5171 Site Address: 7300 Fun Center Way Issued on: 7 -26 -05 Tukwila, WA Permit # (s): / 05 -131 Client: Family Fun Center Original: ❑Q Engineer: Associated Earth Sciences, Inc Revised: ❑ Contractor: Axiom Construction FIELD DATA (ASTM C31 and C172) Air Temperature: 67 F Actual Mix Proportions: Weather Sunny Product Grout Ingredient Weight (per cu.yd) Supplier Fine Aggregate 2,212.0 Ibs Cadman Water 558.0 Ibs Ticket Number: 5564077 Cement 941.0 Ibs MixDesign ID: 104040 Delvo 47.3 Oz Sample Temp. Initial Storage Entrained Air (ASTM C1064) Temp. (ASTM C31) (ASTM C231) 73 ° F NR % Water / Cement Ratio: Slump (ASTM C143) Samples) Rec'd 0.593 Flowable 7 -16 -05 Required Strength (t'c): 3000 Psi @ 28 days Placement Location and Notes i Augercast Pile #s 2, 4, 5 and 7. 20 gallons of w added on site. Sampled at 7:30 am at 18 yds. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) ' Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/15/2005 0002 3888 7/22/2005 7 25685 2 x 2 x 2 [� 4.08 6300 i 7/15/2005 0002 3889 8/12/2005 1 28 11 127X 2 x 2_ ❑ [�] NA 7/15/2005 0002 3890 8/12/2005 1 28 11 12 X2 X2 ❑ [� NA Remark: Inspector(s): Mark Gordon Tested by: Jeffery Lee Reviewed by: Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. " NA Not Applicable, i S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 Z J- w w JU UO Cl) CO W = t— W LL, WO 9 LL ?. cl)d =W t- _ Z F .. H O Z t-- W 5 U� o H W W —0 W Z CO O Z i I f MAYES TESTING ENGINEERS, INC CONCRETE LABORATC Project: Family Fun Center Screamin' Swing Site Address: 7300 Fun Center Way Tukwila,WA Client: Family Fun Center Engineer: Associated Earth Sciences, Inc. RECEIVEDraco office 10029 S. Tacoma Way JUL 2 8 2005 Taao a ?WA 98499 ph 253.584.3720 COMMUNITY fax 253.584.3707 REPORT "Vr - LV 'M EN' Project No: T5171 Issued on: 7 -26 -05 Permit # (s): Pending Original: Q Revised: ❑ Contractor: Axiom Construction FIELD DATA (ASTM C31 and C172) Air Temperature: 68 F Weather: Overcast Product: Concrete Actual I Mix Proportions: Supplier: Miles Sand & Gravel Ticket Number: 147550 MixDesign ID: 154DS Sample Temp. I Initial Storage I Entrained Air (ASTM C1064) 1 Temp. (ASTM C31) I (ASTM C231) 76 °F NR 3.8 Ingredient Coarse Aggregate 7/8" Coarse Aggregate 3/8" Fine Aggregate Water Cement —Type I Polyheed A/E Admix Weight (per cu.yd) 1,436.0 Ibs 476.0 Ibs 1,275.0 Ibs 226.5 Ibs 611.5 Ibs 36.8 Oz KKIA Water / Cement Ratio Slump (ASTM C1431 Samples) Recd Glenium 24.2 Oz Oz 0.370 4 7 -18 -05 lRequired Strength ft):J 3000 psi @ 28 days Placement Location and Notes Ride footings /pile caps (two each). Sampl at 11:00 am at 2 y of 38 yds placed. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/16/2005 0003 3900 7/19/2005 3 1 94135 6 x 12 6.00 28.27 3330 NA 7/16/2005 0003 3901 7/23/2005 7 11 113365 6 x 1.2__ 6.00 28.27 4010 NA " { 7/16/2005 1 0003 1 3902 8/13/2005 1 28 11 6 x 12 7/16/2005 0003 _1 3903 18/13/20051 28 11 1 6 � �� Remark: Inspector(s): Gary Byrne Tested by: J Reviewed b y Jeffery Lee : Y Dennis Sanborn Branch Manager NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. NA = Not Applicable, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded i I Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 .�.. _S: i':.t:. '.:1 t '. i..:. i.:.= .a'......;.... :_,,a....1,: YStSti .t:l:�:a1:�'ft:.� Yu"fti+:.F • �d�' .+rtYi,`;'LL i..'`�"''wjii;ii.,�i'iia6.4 u1`.3."11",�1'. ..i .i, h4.?A,a3�'?.�rri "41uS Z Z UO No J H NW WO U. rn = �W Z I—. t— O Z I-- LLI 5 �O O N. � F- WW HF- — O . tii Z U= O� Z ` Tacoma Office MAYES TESTING ENGINEERS, INC QUL 2 10029 S. Tacoma Way 2 20051 Suite E-2 7 `'• Tacoma WA 98499 REV " ph 253.584.3720 �LOPMENT fax 253.584.3707 CONCRETE LABORATORY TEST REPORT ' Project : Family Fun Center Screamin' Swing Project No: T5171 Site Address: 7300 Fun Center Way Issued on: 7 -20 -05 Tukwila,WA .i s Permit # (s): pending Client: Family Fun Center Original: a Engineer: Associated Earth Sciences, Inc. Revised: [] ` Contractor: Axiom Co i ' FIELD DATA (ASTM C31 and C172) Air Temperature: 68 F Actual J Mix Proportions: l Weather: Overcast I Product Concrete Ingredient Weight (per cu.yd) Supplier Miles Sand &Gravel Coarse Aggregate 7/8" 1,436.0 Ibs Coarse Aggregate 3/8" 476.0 Ibs I Ticket Number 147550 Fine Aggregate 1,275.0 Ibs MixDesign ID: 154DS i Water 226.5 Ibs Sample Temp. Initial Storage Entrained Air Cement —Type 1 611.5 Ibs C (ASTM C1064) Temp. (ASTM C31) (ASTM C231) Polyheed 36.8 Oz . 76 ° F NR 3.8% A/E Admix 3.0 Oz Water / Cement R atio: [Slump (AST le(s) Recd Glenium 24.2 Oz 0.370 4 7 -18 -05 lRequired Strength (f-1* 3000 Psi @ 28 days Placement Location and N otes . i Ride footings /pile caps (t each). Sampled at 11:00 am at 20 yds of 38 yds placed. COMPRESSION TEST RESULTS (ASTM C39, C1231, and C617 when applicable) Date Made Sample # Lab # Date Tested Age (day) Load (Ibs) Size (in) Dia (in) Surface Area Strength (psi) Failure Code 7/16/2005 0003 3900 7119/2005 1 3 11 94135 6 x 12 6.00 28.27 3330 F NA 7/16/2005 0003 3901 7/23/2005 , 7/16/2005 i 0003 1 3902 8/13/2005 1 28 1 7116/2005 0003 1 3903 8/13/2005 1 28 6 x 1 F NA Remark: j Inspector(s): Gary Byrne Tested by: Jeffery Lee Reviewed by: I Dennis Sanborn Branch Manager i NOTES: Failure descriptions for samples tested with neoprene pads are not required per ASTM Std. i * NA Not Applicable,, S = Shear, C = Cone, CSp = Cone and Split, CSh = Cone and Shear, Col = Column FC - Field Cure NR = Not Recorded Information In this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc. MTE Form #150, Rev 3, 7-0 �H., ' }�� ...:. J'. .. -:�+.. .t.:..L•.: !. `w .:1 ;,�'�'il(a4.Fx3ie+urutiyi% ;, fill:. 8'. tiifi: G<+:: Ca�wtS .:tt ° .>...b[: , t4.v2i�a'MT..ti.4 ,• .+ 1XF:. uCwe4 ' + l�4Jj�+ wrACL 'uiti�.Lia�.i}:Wv.:L.+i�.ibl.3 i ..u�[ga�iLY.'�{w�..�: Z �Z W UO CO �F- NW WO to = �. W Z F- Z O' W �O U O— o F- W W F- �. LL Z UN b F- O Z MAYES TESTING ENGINEERS, INC. RECEIVED MTE NO: T5171 PROJECT: FAMILY FUN CENTER SCREAMIN' SWING Address: n Center Way, Tukwila, WA PERMIT NO: ,010 1 \ Page 2 Owner: Family Fun Center Architect: Engineer: Associated Earth Sciences, Inc. Contractor: Axiom Construction Date: 7 -15 -05 Weather: Sun Inspection: Reinforced Concrete Samples: (3) 2 x 2 x 2" ►}JU'i2%205' COMMUNITY DEVELOPMENT Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Onsite for reinforcement and grout inspection for auger cast Pile #s2, 4, 5, 7. Checked reinforcement for size, grade, spacing and placement, and found it to be within reasonable agreement with job requirements. Observed 27 cubic yards of Cadman Concrete Mix #104040 placed by pump through auger. Sampled at 18 cubic yards with a slump flowable, grout temperature 73 °F and ambient temperature 67 °F (ticket #5564077); and cast one set of samples for strength verification. Observed centering device used for center bar, and spacers used for cage. Rebar was placed directly after removal of auger while grout was still in a plastic condition To the best of our knowledge, items inspected this date are in accordance with approved plans and specification. INSPECTOR: Mark Gordon Reviewed by: �'� —L %� 4� ' Dennis Sanborn, Branch Manager cc: Kurt, Maryman, Associated Earth Sciences, Inc. Scott Huish, Family Fun Center Nick Galash, Axiom Construction Building Official, City of Tukwila .. ......... ._.,, i.- s,',....::., ..i.:c.i;,..._.`IZw;a1:.:;�...0 :.;;:znAtd,;rui':.r: .:,. 3+.',+ o.,..• w+ tw.. w::.. r.,: whx< k( x.:s,,.,auc:sv,wu+.ua..�.:�r«.7 s.: u..: �N ..;u:.l.is:i- 3'+d+Yr+`�L.�i.v� ::fi'✓`•+t4A:%G'riJYte�ai.h rvy;lYfi w+�%i'�+y'•. Z Z �w JU UO CO 0, co LLI W = W w O LQ LL C� = �w Z F- �o Z I-- w W UC 0 C ww ILL w Z U N FS o F- z MAYES TESTING ENGINEERS, INC 91 Everett 7 -134th Street SW ce RECEIVED Suite A-1 I Everett, WA 98204 ph 425.742.360 'JUL' 2 2 20051 fax 425.7451737 COMMUNITY Tacoma Office DEVELOPMENT 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 MTE NO: T5171 Portland Office PROJECT: FAMILY FUN CENTER SCREAMIN' SWING 7911 NE 33rd Drive Suite 190 Address: / - - fkoPvn Center Way, Tukwila, WA 98168 Portland, OR 97211 PERMIT NO: - ph 503.281.7515 fax 503.281.7579 Pagel } t Owner: Family Fun Center Architect: t Engineer: Associated Earth Sciences, Inc. Contractor: Axiom Construction a } Date: 7 -14 -05 Weather: Sun Inspection; Reinforced Concrete Samples: (3) 2 x 2 x 2" Arrived onsite for reinforcement and grout inspection for auger cast piles for the Screamin' Swing foundation. MTE checked reinforcement for size, grade, and spacing and found it to be within reasonable agreement with job requirements. Observed Pile #s 1, 8, 3, 6 placed this day. Observed 25 cubic yards of Cadman Concrete Mix t. #104040 placed by auger to above noted locations. Sampled at 9 cubic yards with a slump flowable, grout temperature 74 °F and ambient temperature 66 °F, (Ticket # 563708) ; and cast one set of three, 2x2x2 grout cubes for strength verification. t Observed center bar and rebar cages set after grouting /removal of auger — center bar had football centering device at bottom, wagon wheel spacers were used at bottom and within top third of cages. i ? To the best of our knowledge, items inspected this date are in accordance with approved plans and specification. INSPECTOR: Mark Gordon Reviewed by: ' Dennis Sanborn, Branch Manager cc: Kurt, Maryman, Associated Earth Sciences, Inc. Scott Huish, Family Fun Center Nick Galash, Axiom Construction Building Official, City of Tukwila ,lr.�„ - :i. ... __. w._ ,.. .,..•.. ...,...... ..- ..........s.,. ......- ..r...wUd . l,x �..::at�,,....uie .aa�. x.. „.;e.e •s�.:4;.:an ,n r..a.u.� :r Maur.. :l.:r' s:,. «1.k.Y %iEC�.u�»z�'�ye:Yy 'i>:' kr?q�,y:'i };; �SC�&i�ii�'t3.�i:�l,.,�;n :�l ai�at,&' Z '~ W JU Uo w� CO L . w L L co = �w Z I- wr- �5 U� CD o -- o t•-. wW w Z U =_ bF- Z z W D 00 (00 U) w W:r LL W O n� 9-1 LL < �LU x F- 0 z t- W LIJ 2 :5 D 0 0 U) 0 0 F- LLI L U X F- U- .. z W U) 0 z m 0 --- I-T, G. -,',I C-71 z W D 00 (00 U) w W:r LL W O n� 9-1 LL < �LU x F- 0 z t- W LIJ 2 :5 D 0 0 U) 0 0 F- LLI L U X F- U- .. z W U) 0 z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. . .......... 83-LN30 ilVV83d SOW 8dV II V z io Al go 0-:3,113038 I I 93omnvj 3 a NOTICE: I IF THE DOCUMENT OCUMENT IN I THIS FRAME E IS . 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' oo „z1 � ss, zVlr0zi0 b= CInO�� ,81 c0 Ni G -1EX00 9s (S) GNV - 1N00 X 21Vc S:t (1) HIM 30?1O=INGN Slid 1SV0 S l3MOCI 91 - (S) ?lid d0 2GiN30 NI �Vg 109 X Sp - (1) t 31V1d 1N00 X .9 X ..Z /I ;.VM H0V? - 90 ,.m !V S?VG 9 i - d1.1 (L9- CbIV)'40N 4=QV3i 1Hl 02711 N NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE IT IS DUE TO THE QUALITY_ OF THE DOCUMENT. .a-,7i NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE iT IS DUE, TO THE QUALITY OF THE DOCUMENT. 1 to z lltll3a. d0! ZOd 1 117L =Q No ll _3 'iN3.C- 9ZCi_NGa JNU1 • I O� O �O OI O �O ' _ I I , :• ------------ I------- 1------- ;----- - - - -- ,o ---- +- - - - - -- +-------;------- O O n .a-,7i NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE iT IS DUE, TO THE QUALITY OF THE DOCUMENT. I REVISED STRUCTURAL CALCULATI S (foundation only) for the SCREAMING SWING at Tukwila Family Fun Center Tukwila,, Washington Prepared for: S & S Power Sports JUNE 2005 ST05-001 DDS & 13/ REVIEWED FOR CODE COMPLIANCE JUL - 6 2005 (711 v Qf 111kWild Z1 LLJ 21 D 0 0: CO) 0 , co W I W x J S2 LL 0 1. LL 12 O N rw aj Z: is I' y 1 J I �� KNIGHTON Project: Pow- l t�A' Projectt SToS -Gbh Subject: ���� � � 1 � � O� X11 6, & CROW, INC. Date: Design: ���- Check: IHC4z-eASE Lo &N t=0u NDA7l oN VOE - To IN S r✓ISwt I,a. ` tz' (for- GI e NT. 35.SS --- law r 1 �a M l t_r=� I o &, 4-.o k--rT �2A , 1Z It, *3^1 4- 7.5 -I-! l - 7. o r, - = gg - * f PZ e, t ' 12 Ptl - l - 1 30.81 FT 2 Z • t 5� = 514.03-- 5 C &5,4 -3 --I ,4-w 95 West Golf Course Rd. Suite 101 • Logan, Utah 84321 • (435) 752 -6251 • Fax (435) 752 -8597 a z if- Z . W 00 to 0 w= N Lt- w Lt- 00 d = w 0` z H W LIJ a U 0 � 0H w U ~ O: LL! z U= O H- z. i� KN IGHTON Project: Ty t�.w < <—�' Project # �I"y5 -yo 1 ` reavisEP PiL.e Subject: Date: �O ' • O S & CROW, INC. ''�� }�! Design: -- Check: ` E ' U S I N &� A N �-; M1��C Go P �IUE LUArD F .: 112 CAPACA r--;o (J O t" tJ F T LoAP F l "e z P I,E; CAF A-cA- - r-r ���LE - �5• So o�,q, IG 4 L-�TCf2 -A -. CAPAC-tTY' of PI � Fo(4 Yz�� MOVGMEN i l_A T e tzAl., C-A PA of 7T o F pi L& Fog I NtOVc-MEN T V = ( � 0 . , q 1 1- b � 12 1 N R M el`17' CA-CoE Tb GC TEr1 D 2o% PA VF-V OF FI x C f CA fi � Z 4 w W � U0 J3'. Cl) = F-. 9 U— w 0 �- S2d = w Z i- O Z f- w UJ � o :o u): 0 H. w w . �U u. 0, w U CO . 0 95 West Golf Course Rd. Suite 101 - Logan, Utah 84321 - (435) 752 -6251 - Fax (435) 752 -8597 �L�1V 1 GHTON Project: —W l � Project #: STD 5 — �0 1 I Subject: r A p_j:.AP G Date: � ' & CROW, INC. r Design: �G' Check: =Y t 1 �7 f J i i ; G�{GGK I2.EQU t R.EI> l?�t N �OR.G�f� F120 M 0 N C-12 GAt.L. A N A L- S i 49 � (00) 2 , �' z J z I N STEEL S pA-tA t-1 Cv A-L tJ 6 D Fes! V_ FTe NCo 5o T Po G I ZC' N Z L'YL- - rHAi)J 2 �(� _ l2 �3i�' _ r�G Co ( D16 TO f > I pD T To Nt . i z = Z': �W" 0 Cl) 0: CO = LL- Wo � Ei LL N Cy' H =, ? H H O z F— LLJ �p O N w W. F- L tl1 z U— H H'. z 95 West Golf Course Rd. Suite 101 - Logan, Utah 84321 - (435) 752 -6251 - Fox (435) 752 -8597 Knighton and Crow, Inc Title: Tukwila Screaming Swing Job # ST05 -001 95'West Golf Course Rd., Suite 101 Dsgnr: Gary Knighton Date: 8:34AM, 17 JUN 05 / Logan, Utah 84321 Description: Design Pile Cap t I fM! Scope: t Rev: 580000 User. KW- 0604225, Ver5.8.0, 1- Deo-2003 Concrete Rectangular $ Tee Beam Desi Page 1 (c)19E3 -2003 ENERCALC Engineering Software mat.ecw:Calcuiations Description Check of Pile Cap Reinforcing ' Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. General Information according to ACI 318 -02 C.2 Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Mu, Eq. C-3 Span 8.00 ft Pc 4,000 psi 110.55 k -ft Depth 30.000 in Fy 60,000 psi Location Width 168.000 in Concrete Wt. 145.0 pcf 4.000 ft #2 k k Seismic Zone 0 1 #3 k k End Fixity Fixed -Fixed 2.250 ft Beam Weight Added Internally Live Load acts with Short Term s a Reinforcing 4 @ Right End 1,258.82 k Beam Design OK Span = 8.00ft, Width= 168.00in Depth = 30.00in 181.19 k Reber @ Center of Beam... ^ Maximum Moment: Mu - 184.67 k -ft Reber @ Left End of Beam... Rebar @ Right End of Beam... Maximum Deflection Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Top --- #1 14 6 27.00 in #1 14 6 27.00 in #1 14 6 27.00 in Max Reaction @ Left #2 14 6 3. in #2 14 6 3.00 in #2 14 6 3.00 in ' Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is r according to ACI 318 -02 C.2 Mu, Eq. C -2 Mu, Eq. C-3 Concentrated Loads 70.75 k -ft 110.55 k -ft Dead Load Live Load Short Term Location #1 37.000 k k k 4.000 ft #2 k k 117.050 k 5.750 ft #3 k k - 96.680 k 2.250 ft Summary 38.40 k -81.35 k 4 @ Right End 1,258.82 k Beam Design OK Span = 8.00ft, Width= 168.00in Depth = 30.00in 181.19 k Deflection ^ Maximum Moment: Mu - 184.67 k -ft Maximum Deflection - 0.0003 in Allowable Moment: Mn *phi 794.48 k -ft Upward Downward DL+ [Bm Wt] Maximum Shear: Vu 181.19 k at 0.0000 ft Max Reaction @ Left 38.80 k Allowable Shear: Vn *phi 1,258.82 k 0.0000 in Max Reaction @ Right 114.64 k Shear Stirrups... DL + LL + ST + [Bm Wt] 0.0000 in at 8.0000 ft Stirrup Area @ Section 0.440 in2 at 4.8960ft Reactions... Q- Left Region 0.000 1.333 2.667 4.000 5.333 6.667 8.000 ft Max. Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Max Vu 38.405 38.405 79.129 35.222 35.222 181.194 181.194 k DL + LL + ST + [em Wt] Bending & Shear Force Summary 114.641 k Bending... Mn *Phi Mu, Eq. C -1 Mu, Eq. C -2 Mu, Eq. C-3 @ Center 794.48 k -ft 70.75 k -ft 110.55 k -ft 110.84 k -ft @ Left End 794.48 k -ft -89.69 k -ft 8.13 k -ft 19.22 k -ft @ Right End 794.48 k ft 49.69 k -ft - 184.67 k -ft - 177.36 k -ft Shear... Vn *Phi Vu, Eq. C -• Vu, Eq. C -: Vu, Eq. C4 i @ Left End 1,258.82 k 38.40 k -81.35 k -78.26 k @ Right End 1,258.82 k 38.18 k 173.15 k 181.19 k Deflection Deflections... Upward Downward DL+ [Bm Wt] 0.0000 in at 0.0000 ft - 0.0002 in at 4.0000ft DL + LL + [Bm Wt] 0.0000 in at 0.0000 ft - 0.0002 in at 4.0000ft DL + LL + ST + [Bm Wt] 0.0000 in at 8.0000 ft - 0.0003 in at 4.8960ft Reactions... Q- Left @ Right DL + [Sm Wt]] 38.800 k 38.800 k DL + LL + [Bm Wt] 38.800 k 38.800 k DL + LL + ST + [em Wt] - 16.671 k 114.641 k W .G;:.. ...a.z. w.s.. _.,.,.:. u- .:a..ia:� ......::W..�:� .., Asa..,.- �tii.. 5` w�rsi� :rr.4:�irMfi.sn;,?�4au:4�:''c±ri .,.. tiY��l;3' ti'v �.:- ' y.JiCfZ �.tii�:'[iiV;�N1A:S lt ,� ,�'+'"d�= e'en . !v.' �7� 'ia4 4 ��i2�. �'Y..$�:i.'5�1. 'iA'.PSfsis"p '�i. �� :�k+ ;iSIGe Z ~ W vo CO 0 CO III = H LL W O L LL Q N C!. = W Z F-. F- O Z f- 5 U� O CO, W W 2 u. z llJ U= ~O H Z f f i a � i j 3 { { I Knighton and Crow, Inc Title: Tukwila Screaming Swing Job # ST05 -001 95 Golf Course Rd ., Suite 101 Dsgnr: Gary Knighton Date: 8:34AM, 17 JUN 05 Logan, Utah 8-0321 Description: Design Pile Cap Scope Rev: 580000 Page 2 User. KW- 0604225, Ver 5.8.0, 1- Dec -2003 Concrete Rectangular $ Tee Beam Design (c)1983 -2003 ENERCALC Engineering Sottware mat.ecwCalculations Description Check of Pile Cap Reinforcing Section Analysis Evaluate Moment Capacity... Center Left End Riaht End - X : Neutral Axis 1.520 in 1.520 in 1.520 in a = beta' Xneutral 1.292 in 1.292 in 1.292 in Compression in Concrete 737.990 k 737.990 k 737.990 k Sum [Steel comp. forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing - 739.200 k - 739.200 k - 739.200 k Find Max As for Ductile Failure... X- Balanced 15.980 in 15.980 in 15.9796 in Xmax = Xbal 0.75 11.985 in 11.985 in 11.985 in a-max = beta Xbal 13.583 in 13.583 in 13.583 in Compression in Concrete 5,818.809 k 5,818.809 k 5,818.809 k Sum [Steel Comp Forces] 348.656 k 348.656 k 348.656 k Total Compressive Force 6,167.465 k 6,167.465 k 6,167.465 k AS Max = Tot Force / Fy 102.791 in2 102.791 in2 102.791 in2 Actual Tension As 12.320 OK 12.320 OK 12.320 OK Additional Deflection Calcs Neutral Axis 3.660 in Mcr 996.12 k -ft Igross 378000.00 in4 Ms:Max DL + LL 156.15 k -ft (cracked 29,761.66 in4 R1 = (Ms:DL +LL)/Mcr 6.379 Elastic Modulus 3,605.0 ksi Ms:Max DL +LL +ST 156.15 k -ft Fr= 7.5' f&.5 474.342 psi R2 = (Ms:DL +LL +ST) /Mcr 6.379 Z:Cracking 78.196 Win keff... Ms(DL +LL) 378000.000 in4 Leff... Ms(DL +LL +ST) 378000.000 in4 Eff. Flange Width 168.00 in ACI Factors (per ACI 318 -02, applied internally to entered loads) ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0.750 - ACI C-1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 ACI C -1 & C-2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST' : 1.100 i Add "I "0.9" Factor for Seismic t 1.400 0.900 z '~ w'. � �U 00 Cl) 0 . CO W: W O J, u- Q a �W H O z I-- V O WW U. 111 z U N'. O z Y � i)9 /�jj1 S S t 7 } 1 y � I- j j I Z W . QQ G U Q. co) Cl) =. r N W, W O J: LL Q N a = W. Z OF; �p ;O Cl) W W'. F- 0 ' . Z U =' OH Z P� i; s i i 88.64 06.48 44.32 22.16 0.0 -25.41 -50.83 -76.24 0 101.05 714-15-7 . 444 Belki it i 68.48 51.36 34.24 17.12 _.. 0.0 -10.08 -38.16 D -57.24 0 -76.32 -95.40 - 114.48 Be•1tllr Location r it i Location fft7 Location fft) -71 ` z a z '~ W UO WF- CO U- WO LLQ CO D _ d F. W Z H F- O. z F- �� � D U ON O E- W u. O . z' U= O z U u 1i FL � � I t'J� . .`a: �' r"L ' :w y.r � ���v1�:3+.�_ "'! �1„We . 77 f V� L'.. •.1.. a ».... •.Sw. r.. iy.�u ..'1 - S+� +YF »!- l��MF".� +u"'T'W.r�'Ym'. IML •• i 68.48 51.36 34.24 17.12 _.. 0.0 -10.08 -38.16 D -57.24 0 -76.32 -95.40 - 114.48 Be•1tllr Location r it i Location fft7 Location fft) -71 ` z a z '~ W UO WF- CO U- WO LLQ CO D _ d F. W Z H F- O. z F- �� � D U ON O E- W u. O . z' U= O z U u 1i FL � � I t'J� . .`a: �' r"L ' :w y.r � ���v1�:3+.�_ "'! �1„We . 77 f V� L'.. •.1.. a ».... •.Sw. r.. iy.�u ..'1 - S+� +YF »!- l��MF".� +u"'T'W.r�'Ym'. Knighton and Crow, Inc. Project: SCREAMING 5WING TUKWILA, WA 1 Project No: ST05 -001 CONCRETE BREAKOUT STRENGTH OF FASTENERS IN TEN51ON .5hf .5 hef 5 h { i { BREAKOUT AREA (ANo) FOR 51NGLE FASTENER BREAKOUT AREA (AN) FOR MULTIPLE FA5TENER5 Nn := 22128 Ib5 fc := 3000 psi Embedment hef := 12 in ANo := 9• hef 2 ANo = 1296 in AN :_ (Cl + 51 + 1.5• hef) • (C2 + 52 + 1.5• hef) AN = 1512 in Nb := 24•fc' • hef 1 ' 5 Nb = 54644 AN Ncb := ANo V2• qr3• Nb Ncb = 79689 Ib5 AN Edge Distance Cl := 18 in Edge Distance C2 := 18 in Cmin := 18 in Bolt 5pacing 51 := 6 in Bolt 5pacing 52:= 0 in Cl and C2 muot be < 1.5 hef Cmin i5 the Smaller of Cl or C2 51 and 52 muot be < 3 hef V/I := 1.00 V13 := 1.25 Cmin V12 := .7 + .3 • V12 = 1 ( T5. hef Ncbg := ANo V./]- y12• V13. Nb Ncbg = 79689 Ib5 hef ANCHOR EMBEDMENT Nn ]hef BREAKOUT CONE FOR TENSION 5 z u� D UO W m. J H co u-, w u - i F- w z F— Z O: w U� �: 'O — o 1 .- : w w. tL F- 0 w z o F- z I^ s� I R LA .5hf .5 hef 5 h { i { BREAKOUT AREA (ANo) FOR 51NGLE FASTENER BREAKOUT AREA (AN) FOR MULTIPLE FA5TENER5 Nn := 22128 Ib5 fc := 3000 psi Embedment hef := 12 in ANo := 9• hef 2 ANo = 1296 in AN :_ (Cl + 51 + 1.5• hef) • (C2 + 52 + 1.5• hef) AN = 1512 in Nb := 24•fc' • hef 1 ' 5 Nb = 54644 AN Ncb := ANo V2• qr3• Nb Ncb = 79689 Ib5 AN Edge Distance Cl := 18 in Edge Distance C2 := 18 in Cmin := 18 in Bolt 5pacing 51 := 6 in Bolt 5pacing 52:= 0 in Cl and C2 muot be < 1.5 hef Cmin i5 the Smaller of Cl or C2 51 and 52 muot be < 3 hef V/I := 1.00 V13 := 1.25 Cmin V12 := .7 + .3 • V12 = 1 ( T5. hef Ncbg := ANo V./]- y12• V13. Nb Ncbg = 79689 Ib5 hef ANCHOR EMBEDMENT Nn ]hef BREAKOUT CONE FOR TENSION 5 z u� D UO W m. J H co u-, w u - i F- w z F— Z O: w U� �: 'O — o 1 .- : w w. tL F- 0 w z o F- z Knighton and Crow, Inc. s Project: SCREAMING 5WING TUKWILA, WA Project No 5T05 -001 STEEL 5TRENGTH OF FA5TENER5 IN TEN51ON 3 .141 • do Diameter do := 1.50 in As := Ao = 1.767 4 4 # of fasteners n := 6 fy := 36000 psi No := n•As•fy No = 381631 Ibs 7 PULLOUT 5TRENGTH OF FA5TENER5 IN TEN51ON Anchor Bolts 61/ eh := 6 in (Anchor Bolt return leg) ehmin := 3-do ehmin = 4.5 in ehmax := 4.5•do ehmax = 6.75 in - V14 1.4 W4 shall be 1.40 if located In region where no cracking occurs, otherwise q4 shall be 1.00 4 ' Nab := 0.9•fc•eh•do•n• 4 Nab = 204120 Ib5 p p I ' Headed Stud Anchors V- 1 j - Nphsa := n•2•As•8•fc• V14 Nphsa = 712379 Ibs ' l 1 I i . 1 i i I j i C i i i z . a Z LW UO Cl) CO W LU C0 LL - w0 Q . CO) D = d z �.. z o, w LLI D o, U ,O Co W W: w z CO O 2 f ; r Knighton and Crow, Inc. j . Project: SCREAMING SWING TUKWILA, WA Project No: 5T05 -001 E� Vn := 7996 Ib5 .j STEEL STRENGTH OF FA5TENER5 IN SHEAR � 77 _ _ 5. 1 4 1•do 2 Diameter d„�:_ 1.50 in A5 ' 4 # of faotener5 a := 6 ,fir,:= 36000 p .� V5 := n • A5•fy V5 = 381631 Ib5 A5 = 1.767 lo /1l CONCRETE BREAKOUT STRENGTH OF FAOTENER5 IN SHEAR AVo := 4.5•C1 AVo = 1458 in i { h := 1.5• Cl h = 27 in AV:= [52 +2•(1.5•C1)]•h ! - AV = 1458 41 8-do L = 12 1 L .2 5 5 15 V15:= 7.00 V17:= 1.4 �T5 C2 1 • Cl � ' Vb :_, 7• rdo) •do' •fc' Cl • ' Vb = 54354 Ib5 -' A V Vcb := • y16• Vr7•Vb Vcb = 68486 Ib5 AVo A V Vcbg :_ , , • V15 • y16• V17• Vb Vcbg = 68486 Ib5 i z w W =; .J U U Cl) C0 a J � � w IL < �a z z o 2 � U0 w s LL -o w Z. of- z M Knighton and Crow, Inc. i Project: 5CREAMING SWING TUKWILA, WA Project No 5T05 -001 � Vn = 7996 Ib5 Nn = 22128 Ib5 of := 1.3 (ultimate Strength factor) Vu := Vn • of Vu = 10395 I bo Nu := N n • of Nu = 28766 Ib5 I M 0. NrIm r oD•Vr.ba 05K = 0.603 < 1.2 okay .i z Z _3 U. U N 0' W= J �. N U-, w 0 ' Q CO)d �w s� Z� 1_ 0 z F-1 w �.D. Do wW s_ U .. Z: W U CO, O Z Load Case #5: 2 Arm Normal Operation with Seismic Loading R =2.0 Bolt Hole Total Shear (lbs) Total Axial (Ibs) A+ 2030 2127 B+ 5724 -16296 C+ 2925 -17486 D+ 990 -14252 E+ 255 -14728 F+ 899 -20938 G+ 1897 -12979 H+ 4592 2939 I+ 2765 16474 J+ 1078 25500 K+ 572 17631 L+ 1369 17021 M+ 3607 20803 N+ 7181 19617 A- 1834 -4438 B- 3859 -15178 C- 1966 -22128 D- 1442 -13018 E- 1956 -10926 F- 2975 -10647 G- 2888 -8491 H- 3955 9041 I- 7996 22222 J 4376 21757 K 2194 15648 L- 1439 14397 M- 1035 17308 N- 2135 10115 DyD Maximums 7996 25500 Total (lbs) 51096 i +X RoW -X RoW -16296 -17486 -14252 -14728 -20938 -12979 Sum -96679 16474 25500 17631 17021 20803 19617 Sum 117046 -15178 -22128 -13018 -10926 -10647 -8491 Sum -80389 22222 21757 15648 14397 17308 10115 Sum 1 Totals - 177068 218494 Offset 42 inches Total Z Moment 8,306,799 in -lbs 692,233 ft -lbs z Z �w D j U. 00 N D w= J H N LL w 0. LL Q co d =w z F . E - O z F— 5 : U� O N o� 2 U. F-- LL O. ui z F _; O H z Tukwila, WA Date and Time: 5/31/2005 10:23:49 AM MCE Parameters - Conterminous 48 States Zip Code - 98188 Central Latitude = 47.447736 ` Central Longitude = - 122.273462 Data are based on the 0.10 deg grid set Period SA I (sec) ( %g) 0.2 133.7 Map Value, Soil Factor of 1.0 �s 1.0 046.0 Map Value, Soil Factor of 1.0 S ` MCE Parameters x Specified Soil Factors 0.2 133.7 Soil Factor of 1.00 1.0 070.8 Soil Factor of 1.54 --� MCE Parameters - Conterminous 48 States Zip Code - 98188 Central Latitude = 47.447736 Central Longitude = - 122.273462 Data are based on the 0.10 deg grid set Period SA j (sec) ( %g) - 0.2 133.7 Map Value, Soil Factor of 1.0 ' 1.0 A 046.0 Map Value, Soil Factor of 1.0 j MCE SPECTRUM x SOIL FACTORS ! -- Fa = 1.00 Fv = 1.54 Period SA Sa t�. S l TE GLASS D (sec) ( %g) I , o o 0.000 053.5 0.4FaSs 133.7 To Sbs = � ��'r�s� � � �l 33 � � = D . Sa 1 3 -, 0.200 133.7 , T =0.2, FaSs 0.529 133.7 Ts f 0.600 0.700 118.0 101.1 S = 4' (o A'oD) - D SM v 0.800 088.5 ✓ �= (-710 � ) o 0.900 078.6 .- -, 1.000 070.8 T =1.0, FvS 1 1.100 064.3 1.200 059.0 �'D� 1.300 054.4 sirt�,NtlG ��StC�N CA`TEC�bI� -`C 1.400 050.6 1.500 047.2 1.600 044.2 1.700 ` 041.6 G `' } - 1.800 039.3 2.0 1.900 037.3 r 2_ _ l- D 2.000 035.4 �g 0. _ 3 .4 9 G - - F A a. o z z. W 00 . N o w= J C0 IJ. w 0 U - N D _CY �i z �. z °- w �o U D F- w w F- �o W z CO 0 F-: z bb/ l b/ Ybbb l b: b'l 4'15kf'Llb4Y4 AE51 PAGE 01/94 Associated Earth Sciences. Inc. FAX Transmittal -, Date: . � To: Project From: Me Marm, Project No: i i FAX #- t �� S S^` # of pages: + �OJ` ti ' RECEIVED JUN 1,7 2005 i i} 1 : 4 { I {. I , i , j This transmittal is intended of the use of the addressee named herein and may contain legally privileged and confidential information. if you are not the intended recipient of this transmittal, t you are hereby notified that any distribution or reproduction of this as mnittal is strictly prohibited. If you receive this transmittal in error, please notify AESI by telephone immediately. Thank you. i .. 911 FIM AVENUE • StffM 100 ' KIRKLAND. WA P:423/8Z7 -7701 • F:425/827-5424 z w. UO Cl) 0: W= J F-, U.. W o LL ) = F - w Z F-1 . a z �- LU 5 U� O tn; 0 F-' W W' LU U CO) H HJ O z I 1 1 i 06/16/2dd5 16:dZ ws • i �i 4258275424 AE5I Associated Earth Sciences, Inc. An IN June 7, 2005 Project No. KEOM913 r i i __._ Tukwila Family Fun Center, LLC ' 7300 Fun Center Way Tukwila, Washington 98188 Attention: Mr. Scott Huish Subject: Foundation Design Recommendations ' Tukwila Family Fun Center Proposed Screaming Swing Ride Tukwila, Washington Dear Mi. Huish: r PAGE aw a4 As requested, this letter summarizes our foundation design recoinmendations for the proposed Screaming Swing ride placated on the Tukwila Family Fun Center Grounds. As you are aware, we have provided geotechnical exploration and design services for the adjacent Comfort Suites Hotel (Associated Earth Sciences, Inc. (AM.) report dated November 15, 2000) and the proposed office building to be constructed to the west of the hotel (AESI report dated July 22, 2003). We also provided observation of the installation of pile foundations for the support of the hotel (AESI construction summary letter dated August 20, 2bol). The Screaming Swing ride will be located, in the amusement complex of • the Tukwila Family Fun.Center. The ride will hav ape e two foundations supporting an "A "- shd steel tower. The foundations will be subject to a dynamic swing load that will place 'A of the foundation in compression and the other half iri uplift during each back and forth cycle of-operation. Each foundation will exert up to 97.3 kips of compressive lead and 76.9 !yips of uplift Force. The foundadondead weight will account for up to 73' kips of uplift resistance. I ti i i i Subsurface conditions at the Screaming Swing site were inferred from the field explorations accomplished for previous studies completed by AESI and others 'on the Tukwila Family Fun Center, hotel, and offide building sites. The closest borings to the proposed swing were used to formulate the recommendations of this design letter. No specific explorations were performed at the swing locations. The previous exploration holes generally encountered fill materials overlying Natural alluvial deposits of loose sands overlying medium dense to 'dense sands. The medium dense to dense sands were typically encountered at a depth of 25 to 30 feet below the ground surface: Y3rklaM 911 Fifth Avcnuc, 50te 104 • Kirkland. WA 98033 - Phwc 425 827.7701 Fix 425 827.5424 Fvantt 2911 Vt Hrmtl Ave., Suite 2, - Ever.•tt WA 98201 • Plvom 475 759 -0522 • Fax 425 252.3408 z r �w �U UO �o W J W w O LL ¢. to Cl �w z F.-- t— O Z t— W5 U 17, O CO W w LL O. w z. U CO P O z a 4 , i r i s' i bb /lb /Lbbtr lb: F7L 4'L'JNX /54Y4 At51 PAGE 03/04 It is unknown whether some or all of the fill that mantled the Tukwila Family Fun Center site was removed at the time of original construction. The thickness of fill (if present) below the Screaming Swing ride location is also unknown. The underlying alluvial sands are loose and 'saturated in the project area. Loose sand below the water table is subject to liquefaction during a significant seismic event. A liquefaction analysis was not specifically performed for this design letter. The potential for liquefaction on the surrounding project sites was addressed in our previous repoirts referenced above. The risk is considered no different at the Screaming Swing location. Due to the likely presence of loose surficial soils, the potential for existing loose fill with concrete rubble, and. the potential for tong -term settlement or liquefaction- induced settlement; a deep foundation system is recommended for support of the proposed ride. We recommend the use of augereast piles. Augercast piles were used to support the adjacent hotel structure. We recommend that an experienced contractor install all -piles. It should be noted that concrete, asphalt, logs, and other large debris were encountered in the fill on other parts of the site. It may be necessary to have a backhoe present during pile installation to dig out obstacles and backfill the excavation prior to drilling piling.. We recommend the use of 12- inch - diameter augercast piles drilled to a minimum depth of 40 feet below the base of the foundation pile cap. Augercast piles with a minimum diameter of 12 inches will be capable of supporting an allowable compressive capacity of •25 tons. Alloviable design loads may be increased by one -third for short -terms wind or seismic loading. Anticipated settlements of pile supported structures will generally be on the order of 1 inch. The piles will provide 'an allowable lateral capacity of 3 tons (applied at the pile top) with less than 'A inch of deflection; assuming the pile is fixed at th ground surface by embedment into a reinforced pile cap. The .lateral capacity can. be increase to 6 tons per pile for l inch of deflection at the ground surface. This lateral capacity is applicable for the liquefied, seismic loading conditions. For reinforcement design, a depth of fixity of 15 feet should be assumed. Uplift capacity of augercast piles develops as skin friction between the pile surface and the surrounding sail. For J.2- inch - diameter piles installed as recommended, we recommend the use of an allowable uplift capacity of 8 tons per pile. The weight of the pile should be neglected. This uplift capacity is applicable to the liquefied, seismic loading condition.* All piles designed,to resist uplift loads should be provided with full- length reinforcement. At a minimum, this should include a No. 8 reinforcing bar installed through the full length of the onset grout column. The actual ,total length of each pile may- be adjusted in the field based on- required capacity and conditions encountered during drilling. During installation, the pile contractor should provide a calibrated grout Gump- to track grout volumes. ' An inline pressure gauge is ' a] ' so recommended. Since completion of the pile takes place below ground, the judgment ad experience of the geotechnical engineer or his field representative must be used as a basis for deterntining tfie required penetration and acceptability of each pile. Consequently, use of the 2 z !� Z �w D J U CO Lu _J_ S2 LL wO U_ Q CO 0 Cl �w z F— O w ~ w U� O� O1__ UJ LLI F- 0 W z U - bF z 0611612005 16:02 4258275424 AESI PAGE 04/84 j too 1 t x � ' presented pile capacities in the design requires that all` piles be inspected by a qualified geotechnical engineer or engineering geologist from our firm who can interpret and collect the i installation data and examine the contractor's operations. AESI, acting as the owner's field t representative, would determine the required lengths of the piles and keep records of pertinent a installation data. A final summary report would then be distributed following completion of . pile installation. w.. If you have any questions or require additional information, please do not hesitate to call, Sincerely, ASSOCIATED EARTH SCIENCES, INC. h Kirkland, Waslrlugton - 0 WA���r f �( 1 Kurt D. Merriman, P.B. Principal Engineer I • t t s cc: Knighton and Crow ' Amu Mr. Gary Knighton, P.B. Pax: 435 -752 -8597 ; KDWW 3 z . Z JU` ' . 0 0 : U U. J N LL W C O G J CO)a �W W O U �• O N: . � H- W W = U F" LL ; L1J N; U O� z .... JUN. ID. IM4 U: I ORROM -Cot ,lUs - TAwIls } .:s ._.l i --i } t 4 I ' 1 M� A4e. AM ISO 2005 Ab No. 2M5.0"0 M W. Bob scudicle, D iMan OWdal C9ty of Ttticwila 6300 Soudxmater Wvd., Stdit 100 TUkwiia, WA, 961U S ubjdct: aultdlnS Permit Flan Review — Seooed Submittal Pa vw nn cavorsmanws Swing Ride Foundmion (DOS -131) DOW Mr. Dcnadicw. W4 redieivod now validations W two volumes for the proposed pojcot, a lance by the ptsaWad easitwar doed Puns 7,2M, ana a modified famdadon dmwW. We reviswad Ow mew m teal for eompliw as wdh Ow shuctwal pb hwu of the 1003 Th madonal DulMM Cods (I8C) a amanded and adopftd by the soft of WmhkVon and dw city of Tu kwils. The permit appliew dmid address tits oammrems below. _ 1 ROW" NOWNry $" on The sum o f the lstaW fames akulaed for the sasmic loud cocAdon oxcoade ho highest � O � (( balowr). PPlone c1.hfy mad aa+ri.o as Z Tongan and shoar values s:v anleolaa d ender vaious l WWS oottduiom, Tho seismic loaft maditloa nppllee. Please p mvlde csleulations ahowing tiro s e� do auehopp of dw bolt �p i a the foundation per ACI M -2003 D . 3. Tbs foandWon system is now apportod on pilimg. Pkme �rovide caleulstions sim rhea uaay of the � w support th imposed latraal 10A& in °� depth f9x oamtmmstta the of moomtnatded 13 tbae gaotechai�oai ert�tteet. 4, The pile Gp acts as a one way alab span inn the rows of pilingg, 8pacinp of M dal ra wtemcame t In riot pile cap aaosade the limits of ACI Sootion 10,6.4 bun MOP, k% for ow way slobs. Plow rsvlas a necem y. nt 1A SW SW Ara i00 ., ti.wl, NSA Mi81 _e� w, us r�taeso i t� i75 y�i.al00 +425 -067-2850 T -964 P.001/002 F-558 tow z = Z �w 2, u�D .0 O N cn w w= LL W O. J LL = N � = W F- Z �. Z O0. U� O o� w W i I6 .z w O� z_, JUm, Ib. lUUh4 U; I /ARRW-Ca..S. �'_�!trt - Tukwila 89/10/09 151 PAZ Atil 741 3600 { 4425 - 8et - 2858 MIM EID01MON N0.6523 P. 3 T-284 MOON F -868 Q02 s. Man& fo m ere evduMd far a soivows with a rwpow niciftsdon favor R equal to z.5. A ccording to ASCETable 9.1441.1, velao of R is 10 for of in - M- I I - Cdcubttions =at be modified for die app voate nqwm Deice facox. 6. Sdamic des O peM=ft a dwWd be mated on do drawing. Corrections and comments made during the review pr xmx do nor retleve dio permit APPSoent or the derlpeira scam tour la nda wide code , cen011001 of ePPro�v. and P se9ulreeaen tator at+e tbs gum nrl/evod of reepaoeibigty tor >. sorrrpk dedp in accwlydam with the laws of die sift of'9ihs tmtm This review in ft general aoinpUaaoa with the 1fft > ditd BIMdieg Colo es it relecos to die projeaL I you have any questions or new "Adoresl abdi(ladlon, ply ws omteot us, Shmxdy. UddikWan• Ift. Rower, Pte. oo: Fi aft Pbn Confer, fir. Stott Ifulsh — foot 4254974659 9 & 9 % wec, bw., Aced IL 4fioeen - fee 45.752-1946 z UO Co o. U, W J � N LL W U- �d U1, tr- O R : w w. U N: at . W W. O 111 z U =� o z .. y 8 SEAT SWING MOREY'S PIER: REVISED z Z . FILE COQ w Per "p.. F'L 00 NO. ENGINEERINGISUBMITTAL REPORT_ll Uw ss 4 ons. Nom. u- Ua BY NED R HANSEN, PH.D., P.E. co D. a = w z �o z �_ w Do U C0 0 Table of Contents = U 1.0 Design Requirements U_ o _ 1.1 Measured Accelerations 1.2 Control System — -- REV ERNE' _; Downloads �Ot�E COMP �IAI�C E �- 2.0 Structural Loads O Z 2.1 Sheave /Drum, Cables 2.2 Dynamics, JUL – Z0�5 2.3 Wind, Non - Operational 2.4 Wind, Operational 2.5 Dead Load M�W i 2.6 Seismic Load K ITLA IN ` I d( S 3.0 Support Legs Analysis 4.0 Anchor Bolts, Analysis , Vetticel R wft' a a�� �• s i v is l y s � a � 4 R' 1 0 ,' �eePle Leak y♦ �o SWING: SUBMITTAL REPORT 1.0 Design Requirements The ride dynamics are documented using two sources. The ride control system can log various parameter such as encoders positions, pressures and timing. In addition, a data logger that mea- sures three axis of acceleration was installed on ride for some testing. Data from both those sources are presented below. 1.1 Measured Accelerations 1.1.1 Accelerometer Coordinate System The selected passenger coordinate system is shown in Figure 1. It should be noted that if the pas- senger is in a perfectly erect position, then the accelerometers will read 1.0 G in the Z- direction (where a G is the standard acceleration of gravity = 32.2 ft/s2). 71' & �� i yy1 +y Figure 1. Passenger Coordinate System. 1.1.2 Datalogger Specifications The datalogger system used to measure the accelerations is a commercially available system man- ufactured by Microstrain, Inc. The datalogger contains three accelerometers with a +/- 10 G full range. Each of the three accelerometers are mounted in mutually orthogonal directions, such that the set is often called a tri -axis accelerometer set. Once given a trigger from the base - station con- nected to a laptop computer, the datalogger stores the acceleration information in memory until retrieved using the base - station/computer. °. AMA •,r,rr •rrJU Nrr N�• Modified: 514105 C:\ DATA \superswing \subnrital \moreys3 \swing - submit- moreys -v3. fiu �;..:_..,... I, ",. d.::.. :. .. �.. , ,.... «. �,'�, ...: ... ,... w ': ��,d.u•�.'. J �.7::�i:wtU� �.�.I:tL.:;id. e..�.....:i4:.w.:..cwx:.s «.l,a .a..o.: 11+�.:...r:Gl.•:.wi. :-kt. . +t.w... t ��..: �.:.:... c,.:. �... v.:..... r.n.�:�:.ysSa..;c,..;,.w..•w:,. Lc:u.. z �w JU UO ND CO LLI J �L w O. LL Q. �d =w �- _ z�_ �_O z�_ 25 U° O� OH =U H O .• Z W U Cl) O Z SWING: SUBMITTAL REPORT S 1.1.3 Data Measurements t 1 0.8 0.6 0.4 c 0.2 0 v -0.2 v K -0.4 -0.6 -0.8 -1 New Swing: Amusement Ride Mode newswi ng_plots_a m usement -062204 Time (secs) New Swing: Amusement Ride Mode n ewswi ng _piots_a musement -062204 0.6 0.4...... ....... N �? 0.2- d 0 u 1 3 Q -0.2 -0.4 -0.6 Time (secs) 4 3.5 3 �? 2.5 c 0 2 w 1.5 a 1 N 0.5 0 -0.5 New Swing: Amusement Ride Mode newswi ng_piots_a musement -082204 5 1 30 5 Time (secs) New Swing: Amusement Ride Mode n ewswi ng _piots_a musement -062204 0.6 0.4...... ....... N �? 0.2- d 0 u 1 3 Q -0.2 -0.4 -0.6 Time (secs) 4 3.5 3 �? 2.5 c 0 2 w 1.5 a 1 N 0.5 0 -0.5 New Swing: Amusement Ride Mode newswi ng_piots_a musement -082204 Time (secs) tittle@$ r rq.•,. swing I •, /,fit �Itlle to ,� `'•, Modified: 5/4105 C:\ DATA \superswing \submilal \moreys3 \swing - submit- moreys -v3. fin r ,;..:.. .... ,.., �: ::. .l .� � Z�. , . ���. �, .'`. <, •�.�.''.. ,. _ � .�:: C i.� .+.irs } r..1�.:;,*"[ }' !:t�';d�,tit + .J >.a,.,:d .w.2 . „'k' `:t 5,:,+w `.� a:.,:'; r �� f,ti.f'.4.Gii..: ��.i 4�+ ,.rtt Z yF 5 W W JU 00 N 0 W J C0 W W O LL Q N �. = W Z H H O. Z (— W W 0' UO O W �O Z W 0 Z 5 10 15 20 25 3 35 Time (secs) tittle@$ r rq.•,. swing I •, /,fit �Itlle to ,� `'•, Modified: 5/4105 C:\ DATA \superswing \submilal \moreys3 \swing - submit- moreys -v3. fin r ,;..:.. .... ,.., �: ::. .l .� � Z�. , . ���. �, .'`. <, •�.�.''.. ,. _ � .�:: C i.� .+.irs } r..1�.:;,*"[ }' !:t�';d�,tit + .J >.a,.,:d .w.2 . „'k' `:t 5,:,+w `.� a:.,:'; r �� f,ti.f'.4.Gii..: ��.i 4�+ ,.rtt Z yF 5 W W JU 00 N 0 W J C0 W W O LL Q N �. = W Z H H O. Z (— W W 0' UO O W �O Z W 0 Z SWING: SUBMITTAL REPORT 1.2 Control System Downloads The following data was extracted from the measurements taken by the control system during the operation of the ride in the "Amusement Ride" mode on 6/18/04. Measurements fr the She E Super Swing PLC Data I , i k 100 80 60 40 20 C 0 0 a � -20 40 -60 -80 i -100 n � 5 10 15 20 JO Time (secs) Super Swing PLC Data 80 60.. St 20 Y Y tg 0 - '�- T `m 5 10 I 20 25 0 D a` -zo - ... _ -60 -80 T(me (secs) i i '� �. Illllt •1 ��� Swing •• � ej ''nn, .u• s` `'•J Modified: 514105 C:\ DATA\ superswing \submital\moreys3 \swi ng- submit- moreys -v3. fiu �. _.:..•. ,. _ .::.:::.•.. •.. ..''pr .a.: a.r.;F.::...,: -::1w S:rat .sqe vi.w :..z_v:'�\ 1 _ :.tn. ,,i ,s, a::i.•; Z �w u� D .J U L) 0 N 0: J CO L. WO C Ll_ Q Ca i— W . Z F.. 1 O Z F- D Q O N; Ll.i ll l W 0- .Z U cl)� O Z so 40 30 20 ra a E � 10 0 j 0 Y -10 -20 -30 -40 Super Swing PLC Data r + a x s 10 1 20 t i 0 i i so 40 30 20 ra a E � 10 0 j 0 Y -10 -20 -30 -40 Super Swing PLC Data Time (secs) ,1 11 /llllt el t N•t' SNP 7 . 9 ,�/ e ModificJ: 5/4/05 +. t C:\ DATA\ superswing \submital \moreys3\swing - submit- morcys- v3.fin pestle 1.60 1/ �. •. SWING: SUBMITTAL REPORT Z J Z W W� 0 0. N 0' W = F— U) U W O N = W Z �_... H O Z UJ W �p U O �i 0 H— W W. H U: . 0 - z Z U N: O Z s 10 1 20 25 0 Time (secs) ,1 11 /llllt el t N•t' SNP 7 . 9 ,�/ e ModificJ: 5/4/05 +. t C:\ DATA\ superswing \submital \moreys3\swing - submit- morcys- v3.fin pestle 1.60 1/ �. •. SWING: SUBMITTAL REPORT Z J Z W W� 0 0. N 0' W = F— U) U W O N = W Z �_... H O Z UJ W �p U O �i 0 H— W W. H U: . 0 - z Z U N: O Z • SWING: SUBMITTAL REPORT j . j Super Swing PLC Data — "Differentiated Ang Vel •Filtered 100 80 60 a 40 eu S C 20 0 0 v d -20 L e q -40 a -60 -80 -100 Time (sees) 3.5 3 2.5 a 2 C 1.5 d Q I 0 � 0.5 0 -0.5 -1 Super Swing PLC Data Acceleration X Body - • Acceleration Z Body / i ts 1 , 1 / , 1 ! 1 1 1 I 1 1 �l t0 15 25 30 a Time (sees) s _ ; t Modified: 5/4/05 C:\ DATA\ superswing \submital\luoreys3\swing - submit- nloreys -v3. fm Z W i Q t � JU UO W 0 CO) LU J = cf) LL. W 0 lL Q N Z d. W T H O Z E-. W W U O -:. 0 F- W U W 111 Z C.) O H Z j � a i SWING: SUBMITTAL REPORT .f ii Super Swing PLC Data Horizontal Acceleration wrt Ground - - - Vertical Acceleration wrt Ground 3 2 C7 C 0 1 u d V a 0 1 Time (sees) Super Swing PLC Data Horizontal Acceleration wrt Ground - - - Vertical Acceleration wrt Ground r 3 r I . •, t ♦ • ♦ 2 i w U � ♦ • I C 0 w u u • ' I � d n 1 0 -b0 -10 -20 20 40 60 80 l 0 Position (degs) •I � I r ' , _l i t ' ' I � � ♦ I t r r � , w • r 1 5 10 1 20 5 30 Time (sees) Super Swing PLC Data Horizontal Acceleration wrt Ground - - - Vertical Acceleration wrt Ground r 3 r •, t ♦ • ♦ 2 i w U � ♦ • C 0 w u u Of ♦ � I � ti d w- 1 0 -b0 -10 -20 20 40 60 80 l 0 Position (degs) Swing s •Ini1 NI. Modified: 5141 05 C:\ DATA \superswing \submital \moreys3 \swing -subm il- moreys -v3. fin Z Z � W UO J � N LL WO LL —J LL Q N N= I— O Z H W U O� 0 I-- W W I=— V 111 Z U_� O , Z _l Swing s •Ini1 NI. Modified: 5141 05 C:\ DATA \superswing \submital \moreys3 \swing -subm il- moreys -v3. fin Z Z � W UO J � N LL WO LL —J LL Q N N= I— O Z H W U O� 0 I-- W W I=— V 111 Z U_� O , Z J d t SWING: SUBMITTAL REPORT 2.0 Structural Loads The main structural elements are the two legs. This section includes an description of the various analyses that were performed on the legs plus the loads induced into the anchor bolts. 2.1 Sheave /Drum, Cables • The cables are pretensioned with the turnbuckles to 6000 lbs • The pneumatic system causes the drive cable to increase in tension while, the back side cable decreases in tension. See figure below. T1 +T2= constant, if T1 >0 T T1 T2 • Total Axle reaction load (T1 +T2) is 12,000 lbs 2.2 Dynamics, • From loads given the preceding section, two conditions for dynamic loads are: �. 1.6 Gs Axle 3.2 Gs 1.6 Gs Maximum Vertical Maximum Horizontal • Maximum vertical only: 3.2 Gs • Maximum horizontal case: 1.6 Gs Vertical + 1.6 Gs Horizontal r f f i I .SW //I9 Modred: 5 /4 /05 C:\ DATA \superswing\submital \moreys3 \swing - submit- moreys -v3. fin Z Z : �2 u�D UO N o w= J � C O U. w ` O G r r J IL �. CY = w z F- F. O. Z �-' 25 U O N o F- WW F- L) . LL O: .Z w U CO O z.. SWING: SUBMITTAL REPORT 2.3 Wind, Non - Operational • 120 mph, ASCE 7 -98 • The following loads were calculated by Gary Knighton, P.E. per the Morey's Pier local requirements WIND DESIGN CRITERIA (EQUATIONS FROM ASCE 7 -98) 60 FT HIGH 8- SEATER SWING MOREY'S PIER, NEWJERSEY s WIND CC i v = ALPHA = 1= zg = HEIGHT ! 23.0 26.0 { 29.0 32.0 35.0 38.0 41.0 i 44.0 47.0 50.0 r 53.0 I 56.0 59.0 i 62.0 65.0 ! 68.0 71.0 74.0 77.0 80.0 )EFFICIENTS . 120 MPH 9.5 (EXP C) 1 900 (TABLE 6-4) Kz Qz (PSF) 0.93 34.240 0.95 35.135 0.98 35.952 1.00 36.705 1.01 37.404 1.03 38.057 1.05 38.67'1 1.06 39.250 1.08 39.799 1.09 40.321 1.11 40.819 1.12 41.295 1.13 41.751 1.14 42189 1.16 42.611 1.17 43.017 1.18 43.410 1.19 43.790 1.20 44158 1.21 44515 EQ. 6 -13 Qz= 0.00256 Kz (IV) * "2 Kz from table 6 -5 G =0.85 from Section 6.5.8.1 Swim ••,�'' ,, ,,u Lost "�••, G Cf E Pz LEG Wz WIDTH 0.85 2.00 1.000 58.21 36.00 '175 0.85 2.00 1.000 59.73 35.00 '174 0.85 2.00 '1.000 61.12 34.00 '173 0.85 2.00 1.000 62.40 33.00 '172 0.85 2.00 1.000 63.59 32.00 '170 0.85 2.00 1.000 64.70 31.00 '167 0.85 2.00 1.000 65.74 30.00 '164 0.85 2.00 1.000 66.73 29.00 161 0.85 2.00 1.000 67.66 28.00 '158 0.85 2.00 1.000 68.55 27.00 '154 0.85 2.00 1.000 69.39 26.00 '150 0.85 2.00 1.000 70.20 25.00 '146 0.85 2.00 1.000 70.98 24.00 '142 0.85 2.00 1.000 71.72 24.00 '143 0.85 2.00 1.000 72.44 23.00 '139 0.85 2.00 1.000 73.13 22.00 '134 0.85 2.00 1.000 73.80 21.00 '129 0.85 2.00 1.000 74.44 20.00 '124 0.85 2.00 1.000 75.07 13.00 81 0.85 2.00 1.000 75.67 13.00 82 Modified: 514105 C:\ DATA \superswing \submitai \moreys3 \swing - submit- moreys.v3.fm z ;3: W' D JU vo C0 W W = H S2 LL wo U _ (0d _. F- O zh W W U� O S o h- w H� ui z C0 O z.. . �i i i SWING: SUBMITTAL REPORT • The FEA model was constructed with the purpose of determining the stresses in the tower to baseplate connection and sizing the gussets. An equivalent constant pressure was imposed on the plates composing the tower legs in the worst case orientation. Since the actual wind pressure distribution is trapezoidal and the actual wind areas are greater than modeled, a equivalent wind pressure approach was used. The wind areas discretized into 3 foot elevations increments is shown below. 796 ( 7136 4,08 I r. n 4.oe 7 U i zo 12 .37 3.82 3.82 5.3 5.6c 4.0 540 5.63 3.91 3.91 3.83 5.06 4.10 4in 6.06 6.28 1 !•••71 3.91 6.28 6.51 4,10 4110 6.51 6.73 E f 3,51 3.41 6.73 8.81 i s.10 430 a. ©1 1214 1 3.51 31 1 1234 12.62 4,04 4.04 12.62 12 79 2.45 P.45 12.79 12.96 2.1G 2.16 1296 13.13 � 2.231 2.23 13.13 17.27 2.17 2.17 13.29 1346 t. &8 1.88 13.46 13.63 4,10 4.70 13,63 14.11 S 1121 I 1 14.11 swim► .i�,.. �..... 4 ,.... Modified: 5 /4105 C:\ DATA \superswing \submital \nroreys3 \swing - submit- moreys -v3. fm Z �Z �W JU UO UU LU W = CO L W O. U. N D W Z� F O Z F-: LLJ U O N; 0 W Z F- u. O LLi Z O Z f 1 w SWING: SUBMITTAL REPORT • The resulting wind pressure calculations are shown below. As is seen, the equivalent pressure is 93 psf that is implemented on the plate elements in the model. Morey's Pier Wind Load 120 mph, ASCE 7 -98 Model Leta Total Moment at Baseplate (ft -Ibs) 611085 Total Shear at Baseplate (lbs) 24173 Differences Nonoperational Constant Pressure . 93 psf 0.6458 psi 40 mph 0.11111 factor Operational Constant Pressure 10.3 psf 0.0718 psi ` ,',r t , lrltlr rl r irrr•, sw%NY 600448 21471 Modified: 5/4/05 C:\ DATA \supersw ing \submital\tnoreys3 \swing - submit- moreys -v3. rm 141'•. .l- +'.1.; .��i '.,�•�.Y'tK�•y +1:.? �.ttt'i�n z ~ w � JU UO CO o U) LLI J = H N O W� �QQ LL Q C , ) S FW Z f- ZO �5 U� O� o I- W HC �- O .z W O z Constant Pressure Analysis Correct Pressure + Area Segment Number Segment Bottom Elevation (ft) Segment Top Elevation (R) Mid Elevation (11) Segment Area (f1 ^2) Segment Pressure (psi) Segment Moment (f1 -lbs) Shear Force (Ibs) Segment Area (fl ^2) Segment Pressure (psf) Segment Moment (f1 -lbs) Shear Force (ibs) 1 0 3 1.5 17.8 93 2481 1654 50.6 32.240 2449 1633 2 3 6 4.5 17.3 93 7259 1613 36.7 35.135 5796 1288 3 6 9 7.5 16.9 93 11794 1573 30.7 35.952 8273 1103 4 9 12 10.5 16.5 93 16086 1532 30.9 36.705 11917 1135 5 12 15 13.5 16.0 93 20134 1491 30.7 37.704 15637 1158 6 15 18 16.5 15.6 93 23938 1451 30.2 38.057 18989 1151 7 18 21 19.5 15.2 93 27499 1410 30.5 38.671 22984 1179 8 21 24 22.5 14.7 93 30817 1370 33.3 39.250 29426 1308 9 24 27 25.5 14.3 93 33891 1329 32.5 39.799 32983 1293 10 27 30 28.5 13.9 93 36721 1288 25.8 40.321 29671 1041 11 30 33 31.5 13.5 93 39431 1252 21.3 40.819 27362 869 12 33 36 34.5 13.0 93 41775 1211 21.2 41.295 30232 876 13 36 39 37.5 12.6 93 43803 1168 20.4 41.751 31908 851 14 39 42 40.5 12.1 93 45650 1127 20.3 42.189 34720 857 15 42 45 43.5 11.7 93 47171 1084 19.5 42.611 36108 830 16 45 48 46.5 11.2 93 48434 1042 19.4 43.017 38766 834 17 48 51 49.5 10.7 93 49442 999 18.4 43.410 39495 798 18 51 54 52.5 10.4 93 50600 964 22.5 43.790 51681 984 19 54 57 55.5 6.6 93 34160 615 27.5 44.158 67298 1213 20 57 60 58.5 0.0 93 0 0 8.2 44.515 21250 363 21 60 63 61.5 0.0 93 0 0 15.7 45.000 43505 707 Total Moment at Baseplate (ft -Ibs) 611085 Total Shear at Baseplate (lbs) 24173 Differences Nonoperational Constant Pressure . 93 psf 0.6458 psi 40 mph 0.11111 factor Operational Constant Pressure 10.3 psf 0.0718 psi ` ,',r t , lrltlr rl r irrr•, sw%NY 600448 21471 Modified: 5/4/05 C:\ DATA \supersw ing \submital\tnoreys3 \swing - submit- moreys -v3. rm 141'•. .l- +'.1.; .��i '.,�•�.Y'tK�•y +1:.? �.ttt'i�n z ~ w � JU UO CO o U) LLI J = H N O W� �QQ LL Q C , ) S FW Z f- ZO �5 U� O� o I- W HC �- O .z W O z i Y I 4 I S WING: SUBMITTAL REPORT 2.4 Wind, Operational • 40 mph • The ride is limited to an operational wind speed of 40 mph • Above this wind speed, the ride should not be operated • Based on the results of the equivalent wind pressure analysis above, the resulting oper- ation wind pressure is (40/120) ^2 *93 =10.3 psf or 0.0718 psi 2.5 Dead Load • The total weight of the ride and all the components is approximately 38,000 lbs • This load is included in the model using two methods. • The first is that the vertical sheave /drum load is vertically downward on the axle. In the actual application, this load is reacted by a sheave mounted to the baseplate. Since that was not modeled, the sheave vertical load contributes partially to the overall dead load. The remaining load is applied by an equivalent body load with the mass of struc- ture, so that the baseplate vertical reaction is approximately 38,000 lbs for the non dynamics related loads. i '''` �� 1.�ILU �•p� Swing Modified: 5/4/05 C: DATA \superswing\submital4noreys3 \swing - submit- moreys -v3. fm z a Z . 0:w QQ JU UO N 0, C0 uJ J H CO U_ w 0 IL � �_. Z �. �- O z�_ W LLJ � o. o CO. 0 E_ w U Z 111 U= O Z t t 3 SWING: SUBMITTAL REPORT t 2.6 Seismic Load • Faith Orsini from O'Donnel and Naccarato, Inc, provided the following derivation for the applicable seismic loads at the pier location in New Jersey. • IBC - Seismic: Location Wildwood, NJ I • Fig 1615 (1): Ss =0.2 (Table 1615.1) Site Class D • Fig 1615 (2): S1 =0.06 (Table 1604.5) Use Group I • Table 1615.1.2(1): Fa =1.6 (Table 1604.5) I =1.0 • Table 1615.1.2 (2): Fv =2.4 • From Table 1616.3(1), Design Cat. B: 1 _ SDS = 3)(1.6)(0.20) = 0.21 i 8D — ? 11 (2 .4)(0.06) = 0.096 C 3J I Table 1617.6, Inverted Pendulum, Cantilevered Column System, R =2.5, Cc =2.5 �. 3 T = CT(hl) 4 ! S S C = RS < R 1 h = 8Oft (7 lI T C = 0.020 T T = 0.535 0.084<_ 0.072 or C = 0.044S = 0.009 • Hence, C = 0.072 • Where the Seismic Base Shear (V) is V= C and W= structural weight s wills Modified:5 /4IOs + C:\ DATA \superswiug \submital\moreys3 \swing - submit- moreys -v3.6n I z J U U U 0 w= N U. w O LL U) d Z � O. z 1—. 2� D❑ O N` O w �F LL Z W �_ O''. z l S VVING: SUBMITTAL REPORT 3.0 Support Legs Analysis FEA Analysis Summary Part Description One support leg on is used to support each side of the main axle for the ride. These legs are essentially a tapered rectangular cross - section member attached to the foundation using anchor bolts. Drawing Number Assembly I Drawing Name Drawing Number Built -up Column, TAS Structure F- TAS- STR -W -40 Material Properties The following is a list of material properties used in the calculations: i Mesh Statistics: Number of Nodes 44469 Number of Plate Elements 44476 Modeling Assumptions: • The modeling was performed using MSC.FEA which a combination of MSC/NASAN with a MSC/Patran pre and post - processor. • The legs, baseplate and gussets were modeled using plate elements. • The baseplates are anchored to the foundation using 14 bolts each. The model assumes that each of the bolt holes is constrained. • The structural crown and axle provide a supporting connection between the two legs. The complexities of that connection were not modeled. Instead a thick plate was used to connect that two legs. The stresses and deformations of the connecting plate should not be considered when examining the FEA results. • None of the internals or attachments were modeled. Constraints • All the bolts holes were constrained as pinned. WAI9 Modified: 5/4/05 C:\ DATA \superswing \subntital \ntoreys3 \swing- submit- ntoreys•v3.fnt /•'� r.nu u•� N V z z Z. D JU 00 N 0. wz J H, to LL, w LL ¢ Co I. = a W z F.. i- O z f_ W 5 U� 0� o� W W: U U- O Iii z U C 1- _ O z Elastic Poisson's Yield Tensile Material Modulus, Ratio, Strength, Strength, (Psi) 0 (Psi) (Psi) ASTM, A36 30 X 106 0.3 36 58 Modeling Assumptions: • The modeling was performed using MSC.FEA which a combination of MSC/NASAN with a MSC/Patran pre and post - processor. • The legs, baseplate and gussets were modeled using plate elements. • The baseplates are anchored to the foundation using 14 bolts each. The model assumes that each of the bolt holes is constrained. • The structural crown and axle provide a supporting connection between the two legs. The complexities of that connection were not modeled. Instead a thick plate was used to connect that two legs. The stresses and deformations of the connecting plate should not be considered when examining the FEA results. • None of the internals or attachments were modeled. Constraints • All the bolts holes were constrained as pinned. WAI9 Modified: 5/4/05 C:\ DATA \superswing \subntital \ntoreys3 \swing- submit- ntoreys•v3.fnt /•'� r.nu u•� N V z z Z. D JU 00 N 0. wz J H, to LL, w LL ¢ Co I. = a W z F.. i- O z f_ W 5 U� 0� o� W W: U U- O Iii z U C 1- _ O z SWING: SUBMITTAL REPORT Support Legs Analysis: Appendix A: FEA Mesh and Constraints swin _ � C y Modified: 514105 's C:\ DATA \superswing \submital \morcys3 \swing - submit- moreys- v3.fin P.nu tell z Z �W QQ JU UO N J ,r cf) LL'. W O LL Q c UJ = a. z� f-O z t- U� O � O F- W H LL z W U =, O z SWING: SUBMITTAL REPORT ' ''- swim► y Modified: 514105 C:\ DATA\ superswing \submital \moreys3\swing - submit- moreys -v3. fm ,, ..,r t. �..+ .vSw 2. u'L� :. }1LI.i. •cSw:.a..V.K'.)wL .•ice - ..;2:Y L -u 4::x %: _ .•'�... r.SAi'l/!y}' "` 1.„ Z i �.. W . Q � C J V UO Cl) U. W =: J f— 00 LL. W 0 J �Q CO = Z F- F- O Z 1-- W Dp U O - 0 F-- WW U 0 Z W U= ~ Z SWING: SUBMITTAL REPORT Appendix B: FEA Results Load Case #1: Two Arms Normal Operation i ti Nastran Filename: lcl_8seat.db Load Case Combination: Description Load Type Value Dead Load Combined point and 38,000 lbs Full Penetration Welds gravitational application 8.0 Arm Dynamics, Vertical Point Load on Axle -5600 lbs both sides Arm Dynamics, Horizontal Point Load on Axle +/ -5600 lbs in offsetting directions Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Wind Load, Weak Axis of Pressure on Surface 0.0718 psi Legs Allowable Stresses Based on AISC Fatigue Allowables for Infinite Fatigue Life Type of Material AISC Fatigue Allowable Stress Range (ksi) Max Stress (ksi) Fillet Welds 8.0 4.0 Full Penetration Welds 16.0 8.0 Base Material 24.0 12.0 It should be noted that since this has a full stressreversal due to the ride dynamics, that the maxi- mum stress is half of the allowable stress range. Results • See inclosed plots of various stress components • Calculated stresses do not exceed allowables. swim► Modified: 5/4105 C:\ DATA \superswing \subnrital \moreys3 \swing- subntit•nroreys•v3. fin ,�i., .,� .er, :; r.. q.s L •'�. i,.. „1s,x ,.' t4: .+,:,. ,t�.;u.. �. ij... ,i.:xvwr.:;i:<,<.;:�..u�.:4:.:: .,.u..,., i, .w. s � + :. ,�i ar�,.:.,a�.+.':car '..,.,.: Z 4-z W w D vo N D C0 N LL wO 2 U_ (0 D = CY �w Z� t— O Z i_ W �5 U� O o I-- w w � �. LL O .. Z w P _' O F ' Z vi L1 n t ' NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARfiHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.... vi Ll Ll NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARTHAN LITY OF THE DOCUMENT., THIS NOTICE IT IS DUE TO THE-QUA. MSC.FEA 2005 04- May -05 07:05:05 Fringe: Untitled.SC1, A1:Static Subcase, Stress Tensc Deform: Untitled.SC1, A1:Static Subcase, Displaceme T Y Y z 04 7.80 +0 7.20 +0 6.60 +0 6.00 +0 4.80 4.20 3.60 3.00 2.40 1.80 1.20 6.00 C - 6.00 +002= default _Fringe Max 8.46 +004 @Nd 102 Min 1.08 +000 @Nd 14279 default_ Deformation : Max 2.01 +000 @ 27773; NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 11 MSC.FEA 2005 04- May -05 07:05:41 8.40 +00 Fringe: Untitled.SC1, A1:Static Subcase, Stress Tensor, , von Mises, At Z 6 +004 7.80 +00 7.20 +00 6.60 +00 - - 6.00 +00 5.40 +00 4.80 +00 4.20 +00r 3.60 +00 T 3.00 +00 Y 2.40 +00 1.80 +00 1.20 +00 s. 6.00 +00 I Y 0. - 6.00 +00 Z default _Fringe : Max 8.46 +004 @Nd 102 Min 1.08 +000 @ 14279, NOTICE: IF THE DOCUMEN HIS FRAME IS LESS CLEAR " ;' THIS NOTICE MSC.FEA 2005 04-May Fringe: Untitled.SC1, A1; Stress Tensor, , Y Component, At Z2 0 +00 0 +00 6.60 +00 - 7.80 +00 Y - 9.00 +00 default : Max 8.75 +004 @Nd 102 Min -8.18 +004 @ Nd 13840 'r. ��f ���( .tom-.. `"�y�+t. «"] e.: i•-. tin- •..�.��� wi: - _. u- .R'xt� NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR - T HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 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NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR EAR N THIS NOTICE IT IS DUE TO THE QUALITY THE DOCUMENT. 1 F i. i 1 Nastran Filename: lc2 4seat.db Load Case Combination: Description Load Type Value Dead Load Combined point and 38,000 lbs Full Penetration Welds gravitational application 8.0 Arm Dynamics, Vertical, Point Load on Axle -5600 lbs One Side Arne Dynamics, Horizontal, Point Load on Axle 5600 lbs one side, same direction as wind loading Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Wind Load, Weak Axis of Pressure on Surface 0.0718 psi Legs Allowable Stresses Based on AISC Fatigue Allowables for Infinite Fatigue Life Type of Material AISC Fatigue Allowable Stress Range (ksi) Max Stress (ksi) Fillet Welds 8.0 4.0 Full Penetration Welds 16.0 8.0 Base Material 24.0 12.0 It should be noted that since this has a full stressreversal due to the ride dynamics, that the maxi- mum stress is half of the allowable stress range. Results • See inclosed plots of various stress components • Calculated stresses do not exceed allowables. •`•1 11 11111111 1. 11.1 • swim► , •• /�'' 1 11111 111. 11 �••. Modified: 5/4/05 C:\ DATA \superswing\subntital \moreys3 \swing - submit- nloreys -v3. fin ,,' ...:1 »`.r« r' w r.. t• ';h:t, ery +?:KS �r� ti-i >`> "'rake'. t � �..;7, :..a4 t .:v...'. o a u:.:uw.;r,.:: -,. W.ti•,,:.:,.,+..: t;u, -osN. ...�,:��;,.a:' >.:...:..,.:�, SWING: SUBMITTAL REPORT Appendix C: FEA Results Load Case #2: One Arm Normal Operation Z Z Uj UO N 0 C0 w J = E- N O w 95 LL Q =w Z �-- O Z t— W5 VO O N o F_ w �U LO .. Z w U= O H: Z MSC.FEA 2005 Fringe: Untitled. 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IT IS DUE TO THE QUALITY OF MSC.FEA 2005 04- May -05 07:12:29 Fringe: Untitled.SC1, A1:Static Subcase, Stress Tensc Deform: Untitled.SC1, A1:Static Subcase, Displaceme T Y 8.40+ 7.80+ 7.20+ 6.60+ 6.00+ 5.40+ 4.80+ 4.20+ 3.60+ 3.00+ 2.40+ 1.80+ 1.20+ 6.00+ Fe, Y zj - 6.00 +002 default Fringe : Max 7.32 +004 @Nd 13 Min 4.95 -001 @Nd 661 default_ Deformation : Max 2.69 +000 @ Nd 27 NOTICE: IF THE DOCUMENT IN THIS FRAME THE DOCUMENT. N THIS NOTICE IT IS DUE TO THE QUALITY OF 8.40 +0 7.80 +0 7.20 +0 6.60 +0 6.00 +0 5.40 +0 4.80 +0 4.20 +0 3.60 +0 3.00 +0 2.40 +0 1.80 +0 1.20 +0 6.00 +0 MSC.FEA 2005 04- May -05 07:13:08 Fringe: Untitled.SC1, A1:Static Subcase, Stress Tensc T Y Y Z,'- U - 6.00 +002 default Fringe : Max 7.32 +004 @Nd 13 Min 4.95 -001 N@ d 661 :NOTICE: IF THE DOCUMENT IN THIS FRAME THE DOCUMENT., AR -THAN. THIS NOTICE IT IS DUE TO THE QUALITY OF .. . MSC.FEA 2005 04- May -05 07:13: Fringe: Untitled.SC1, A1:Static Su i s` Tensor, , von Mises, At Z2 8.4 7.8 7.2 6.6 6.0 5.4 4.8 4.2 3.6 1.80 1.20 6.00 Y z 0. - 6.00 +00 default Fringe : Max 7.32 +004 @Nd 13840 Min 4.95 -001 @ Nd 661 � F NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. MSC.FEA 2005 04-May-05 07:1 Fringe: Untitled.SC1, Al:Static j , Stress Tensor, , von Mises, At Z2 fY V go 2'A V ! M fr 95-001 NOTICE: IF THE - DOCUMENT IN THIS FRAME is LESS cLEAR IT I DUE TO THE QUALITY OF THE DOCUMENT.. THIS NOTICE S, i NOTICE: IF THE DOCUMENT IN THIS FRAME � N THIS NOTICE IT IS DUE TO THE QUALITY O THE DOCUMENT.. : NOTICE: IF THE DOCUMENT IN THIS FRAME IS AN THIS NOTICE IT IS DUE TO THE QUALITY O F THE DOCUMENT MSC.F 5 04- May -05 07:18:53 9.00 +00 Fringe: SC1, A1:Static Subcase, Stress Tenso ponent, At Z2 7.80 +00 6.60 +00 5.40 +00 =- 4.20 +00 3.00 +00 1.80 +00 6.00 +00 - 6.00 +00 - 1.80 +00 - 3.00 +00 - 4.20 +00 - 5.40 +00 - 6.60 +00 - 7.80 +00 Y - 9.00 +00 default _Fringe : Max 1.83 +004 @Nd 44177 Min - 1.81 +004 @Nd 142241 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. £ ' `�, i%r .:z:xrc -err NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE. QUALITY OF THE DOCUMENT. y+- 4 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR'rHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE, DOCUMENT.. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. MSC.FEA 2005 04- May -05 07:22: 9.00 +00 Fringe: Untitled.SC1, A1:Static Su tress Tensor; , Z Component, 7.80 +00 6.60 +00 5.40 +00 4.20 +00 3.00 +00 1.80 +00 6.00 +00 - 6.00 +00 - 1.80 +00 - 3.00 +00 I � - 4.20 +00 - 5.40 +00 - 6.60 +00 - 7.80 +00 Y - 9.00 +00 default : Max 9.38 -002 @Nd 95 Min - 1.43 -001 a@Nd 13894 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. { 1 SWING: SUBMITTAL REPORT Appendix D: FEA Results Load Case #3: Two Arms Maximum Vertical Nastran Filename: 10 maxvert.db Load Case Combination: Description Load Type Value Dead Load Combined point and 38,000 lbs Full Penetration Welds gravitational application 8.0 Arm Dynamics, Vertical, Point Load on Axle -11,100 lbs Both sides Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Wind Load, Weak Axis of Pressure on Surface 0.0718 psi Legs Allowable Stresses Based on AISC Fatigue Allowables for Infinite Fatigue Life Type of Material AISC Fatigue Allowable Stress Range (ksi) Max Stress (ksi) Fillet Welds 8.0 4.0 Full Penetration Welds 16.0 8.0 Base Material 24.0 12.0 It should be noted that since this has a full stressreversal due to the ride dynamics, that the maxi- mum stress is half of the allowable stress range. Results • See inclosed plots of various stress components • Calculated stresses do not exceed allowables. S079 S � Modified: 5/4/05 C:\ DATA \superswing \submital\rnoreys3 \swing- submit- moreys- v3.fin Flail. u.. z !� W UO UO W = J.�— S2 LL WO U¢ �d =W t _ ` z �.- t— O w �5 U� O� D !— WW 2 U. O .. z W U= CO ~O �.. z vi u n i E r i t i .NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. vi Li n Y i { s fi X � 6 �'' t •-42 ,r r fi r NOTICE: IF THE DOCUMENT IN THIS FRAME CLEAR OF THE DOCUMENT. THIS NOTICE IT IS DUE TO THE QUALITY _ MSC.FEA 2005 04- May -05 07:51:42 Fringe: Untitled.SC1, A1:Static Subcase, Stress Tens Deform: Untitled.SC1, A1:Static Subcase, Displacemi T Y Y Z , '- 8.40 +00 7.80 +00 7.20 +00 6.60 +00 6.00 +00 5.40 +00 4.80 +00 4.20 +00 3.60 +00 3.00 +00 1.80 +0 1.20 +0 6.00 +0 - 6.00 +002' default _Fringe : Max 1.04 +005 @Nd 102 Min 5.13 -001 @Nd 14278 default : Max 2.48 +000 @ Nd 27773 I ry �' • - NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. MSC.FEA 2005 04- May -05 07:52:21 Fringe: Untitled.SC1, A1:Static Subcase, Stress Ten; T Y Y zj 8.40 +0 7.80 +0 7.20 +0 6.60 +0 6.00 +0 4.80+ 4.20+ 3.60+ 3.00+ 2.40+ 1.80+ 1.20+ 6.00+ - 6.00 +002 default _Fringe : Max 1.04 +005 @Nd 102 Min 5.13 -001 @ Nd 14278; .r3.. NOTICE: IF THE'DOCUMENT IN THIS FRAME IS THE DOCUMENT. CLEAR THIS NOTICE IT IS DUE TO THEQUALITY OF NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. MSC.FEA 2005 04- May -05 07: 9.00 +00 Fringe: Untitled.SC1, A1:Static s Tensor, , X Component, At Z2 7.80 +00 6.60 +00 5.40 +00 4.20 +00 3.00 +00 1.80 +00 6.00 +00 - 6.00 +00 1.80 +00 - 3.00 +00 - 4.20 +00 - 5.40 +00 - 6.60 +00 Y - 7.80 +00 - 9.00 +00 Z default Fringe Max 2.58 +004 @Nd 486 Min - 2.47 +004 @ Nd 14224 NOTICE: IF THE DOCUMENT IN THIS FRAME IS THE DOCUMENT. N THIS NOTICE IT IS DUE TO THE QUALITY NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. � 4 MSC.FEA 2005 04- May -05 07:57:33 9.00 +00 Fringe: Untitled.SC1, A1:Static Subcase ensor, , Y Component, At Z2 7.80 +00 6.60 +00 5.40 +00 4.20 +00 3.00 +00 1.80 +00 6.00 +00 - 6.00 +00 - 1.80 +00 - 3.00 +00 - 4.20 +00 - 5.40 +00 - 6.60 +00 - 7.80 +00 Y - 9.00 +00 default _Fringe : Max 1.08 +005 @Nd 102 — Min - 1.00 +005 @ Nd 13840; NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR !HA� THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. MSC.FE y -05 07:58:13 9.00 +00 Fringe: 1:Static Subcase, Stress Tensor, , Y Component, Z2 7.80 +00 6.60 +00 5.40 +00 4.20 +00 I 3.00 +00 1.80 +00 ate. 6.00 +00 - 6.00 +00 - 1.80 +00 - 3.00 +00 - 4.20 +00 - 6.60 +00 Y - 7.80 +00 - 9.00 +00 default : Z Max 1.08 +005 @Nd 102 Min - 1.00 +005 @ Nd 13840 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR -'HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. MSC.F Fringe: ( -05 07:58:37 1:Static Subcase, Stress Tensor, , Z Component, 9.00 +00:: 7.80 +002 6.60 +002 5.40 +002 4.20 +002 3.00 +002 1.80 +002 6.00 +OOe - 6.00 +001 - 1.80 +001 - 3.00 +001 - 4.20 +00' - 5.40 +00: - 6.60 +001 - 7.80 +00�': - 9.00 +00% default _Fringe : Max 1.47 -001 @Nd 95 Min - 2.02 -001 @ Nd 13 Y z ate NOTICE: IF THE DOCUMENT IN THIS FRAME OF THE CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY SWING: SUBMITTAL REPORT Appendix E: FEA Results Load Case #4: Maximum Wind Nastran Filename: lc4 maxwind.db Load Case Combination: Description Load Type Value Dead Load Combined point and 38,000 lbs gravitational application Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Wind Load, Weak Axis of Pressure on Surface 0.646 psi Legs Allowable Stresses Since this is a rare occurrence loading, the fatigue loading allowables do not apply. The stresses up to 28 ksi are allowed. Results • See inclosed plots of various stress components • Calculated stresses do not exceed allowables. Swing Modified: 5 /4 /05 C:\ DATA \superswing \submital \moreys3 \swing- submit- moreys -v3. fin 13.: ... ..: .., ...: ... "; ,.. ;:.. .4. �. cp . .. :_.. <.:. .. :�utw!✓1.:4a.a_us'. .:Y.',..n:. _+cf_3:..:uu.iLG,.:1'..+. Z F z W 2 u� D J U; U O J � N LL w O u. Cl) a = u,! ?� F- O z 2 D. D� O N' W w. LY �O z U co); O Z vi u n 'I � i NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR 'THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. N L1 n j NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. MSC.FEA 2005 04- May -05 08:00:38 Fringe: Untitled.SC1, A1:Static Subcase, Stress Tensc Deform: Untitled.SC1, A1:Static Subcase, Displacemei T Y 8.40 +0 7.80 +0 7.20 +0 6.60 +0 6.00 +0 5.40 +0 4.80 +0 4.20 +0 3.60 +0 3.00 +0 2.40 +0 1.80 +0 1.20 +0 6.00 +0 W Y zj - 6.00 +002 default _Fringe : Max 6.01 +004 @Nd 102 Min 2.50 +000 @Nd 628 default_ Deformation : Max 2.58 +000 @ Nd 27773 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT 1S DUE TO THE QUALITY OF THE DOCUMENT.. MSC. FEA 2005 04- May -05 08:01:02 Fringe: Untitled.SC1, A1:Static Subcase, Stress Tenso T Y Y Z ,'- - 6.00 +002= default Fringe : Max 6.01 +004 @Nd 10 Min 2.50 +000 @Nd 628 CLEAR z ,= • THE QUALITY OF THE DO THIS N )04 El 8.40 +00 7.80 +00 7.20 +00 6.60 +00 6.00 +00 5.40 +00 4.80 +00 4.20 +00 3.60 +00 3.00 +00 2.40 +00 1.80 +00 1.20 +00 6.00 +00 w MSC.FEA 2005 04- May -05 08:01:3 8.40 +00 Fringe: Untitled.SC1, A1:Static Sub s Tensor, , von Mises, At Z 7.80 +00 7.20 +00 6.60 +00; 6.00 +00 5.40 +00 4.80 +00 4.20 +00 3.60 +00 3.00 +00 f , 2.40 +00 F 1.80 +00 ° +000 I is { 1.20 +00 6.00 +00 t f Y 0. . - 6.00 +00 Z default _Fringe Max 6.01 +004 @Nd 102 Min 2.50 +000 @Nd 628 ♦ y a p i NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE. IT IS DUE TO THE QUALITY OF THE DOCUMENT. MSC.FEA 2005 04- May -05 08:02:0 1.68 +004 Fringe: Untitled.SC1, A1:Static Sub s. Tensor, , von Mises, At Z g 1.56 +00 k 1.44 +00 i 1.32 +00 1.20 +00 1.08 +00 i 9.60 +00 8.40 +00 ` 1 7.20 +00 6.00 +00 4.80 +00 i 3.60 +00 +000 j 2.40 +00 } f ' 1.20 +00 Y w 0. - 1.20 +00 I Z default — Max 6.01 +004 @Nd 102 Min 2.50 +000 @ Nd 628 ry x NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. MSC. FEA 2005 04- May -05 Fringe: Untitled.SC1, A1:St , Stress Tensor, , von Mises, At 1.68 +00 1.56 +00 1.44 +00 1.32 +00 1.20 +00 1.08 +00 9.60 +00 8.40 +00 7.20 +00 6.00 +00 4.80 +00 3.60 +00 2.40 +00 1.20 +00 K �JV 1 - 1.20 +0031 I Y default Fringe : I Max 6.01 +00 T @Nd 10 M�.50 +0001 @Nd 628 'X �� TAE . 11 �• ' i y �f � i NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO, THE QUALITY OF THE DOCUMENT. MSC.FEA 2005 04- May -05 Fringe: Untitled.SC1, A1:St Stress Tensor,, X Component, 1.20 +00 1.04 +00 8.80 +00 7.20 +00 _ . 5.60 +00 4.00 +00 2.40 +00 8.00 +00 - 8.00 +00 - 2.40 +00 - 4.00 +00 - 5.60 +00 - 7.20 +00 - 8.80 +00 - 1.04 +00 - 1.20 +00 default _Fringe : Max 1.49 +004 @Nd 1441 Min - 1.60 +004 @ Nd 2010 x,L_= y NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. MSC.FEA 2005 04- May -05 08:5 1.20 +00 Fringe: Untitled.SC1, A1:Static Stress Tensor, , X Component, At Z2 1.04 +00 8.80 +00 7.20 +00 . 5.60 +00 4.00 +00 T 2.40 +00 Y 8.00 +00 1 1 - 8.00 +00 - 2.40 +00 - 4.00 +00 - 5.60 +00 4 - 7.20 +00 - 8.80 +00 y - 1.04 +00 - 1.20 +00 default _Fringe : Max 1.49 +004 @Nd 1441 Min - 1.60 +004 @ Nd 2010, NOTICE: IF THE'DOCUMENT IN THIS FRAME IS LESS CLEARTHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. :NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE.IT IS DUE TO THE QUALITY OF THE DOCUMENT. ro S"jy f >r n S NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR - THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. t •• SWING: SUBMITTAL REPORT Appendix F: FEA Results Load Case #5: Max Seismic with Two Arm Operation Nastran Filename: lc5_seismic.db t Load Case Combination: Description Load Type Value Dead Load Combined point and 38,000 lbs gravitational application Arm Dynamics, Vertical Point Load on Axle -5600 lbs both sides Arm Dynamics, Horizontal Point Load on Axle +1-5600 lbs in offsetting directions Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Seismic Acceleration in Direction of 0.375 Gs Swing Arm Dynamics Note that the seismic load is applied using non - structural mass in the tower legs times the body force of 0.375 Gs plus the total weight of the crown and boom arms applied as a horizontal load along the cross plate in the model (6500 lbs). Allowable Stresses Since this is a rare occurrence loading, the fatigie loading allowables do not apply. The stresses up to 28 ksi are allowed. Results • See inclosed plots of various stress components • Calculated stresses do not exceed allowables. swing • '1 Modified: 514105 C:\ DATA \superswing \submital \moreys3 \swing - submit- moreys -v3. fm :.- ' � � .. .. ,w -;.ax F.: +ia..�.,+..t.l i.�..Fy...c.✓.:..u.r. t ;s'.i5 �. i. l' � �'..�- ��.....'.: Y.:... :. -.(:�� '4 .1u MuM' ie la Np.�a:i 'Ji..•..Y j:i',.1 }1•I `.' %�.IaL��.li�:1u.w.f.., n'Sq�'� Z W � u� D 00 Cl) J = S2 LL w U_ Q rn �. = W E- _ Z �.. �_O Z�_ W LLJ �o U O N' o �- wW z F_ U. O w Z rn O F z § } | 2 ( ! L NOTICE: ■e e DUE TO THE QUALITY OF DOCUMENT, NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT., MSC.FEA 2005 04- May -05 09:01:48 Fringe: Untitled.SC1, A1:Static Subcase, Stress Tensc Deform: Untitled.SC1, A1:Static Subcase, Displacemei T Y Y zj ----x 04 7.80+ 7.20+ 6.60+ 6.00+ 5.40+ 4.20 +0 3.60 +0 3.00 +0 2.40 +0 1.80 +0 1.20 +0 6.00 +0 0 0. - 6.00 +00 default Fringe : Max 8.45 +004 @Nd 102 Min 1.31 +000 @Nd 662 default_ Deformation : Max 2.07 +000 @ Nd 27773 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE _IT_IS DUE TO THE QUALITY OF THE DOCUMENT. MSC.FEA 2005 04- May -05 09:20:03 Fringe: Untitled.SC1, A1:Static Subcase, Stress Tensc T Y Y z j --,x 8.40 +00 7.80 +00 7.20 +00 6.60 +00 6.00 +00 5.40 +00 4.80 +00 4.20 +00 3.60 +00 3.00 +00 2.40 +00 1.80 +00 1.20 +00 6.00 +00 L - 6.00 +002111111111111� default Fringe : Max 8.45 +004 @Nd 10 Min 1.31 +000 @Nd 662 MSC.FEA 2005 0 40 8.40+003 Fringe: Untitled.S bcase, Stress Tensor, , von Mises, At 7.80+003 7.20+003 6.60+003 6.00+003 5.40+003 4.80+003 4.20+003 3.60+003 3.00+003 2.40+003 1.80+003 1.20+003 6.00+00 0. -6.00+00 default : Max 8.45+004 @Nd 1 02; Min 1.31+000 @Nd 6621 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR TH AN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. NOTICE: IF THE DOCUMENT IN THIS FRAME IS THE DOCUMENT. CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS . _ THE DOCUMENT. THIS NOTICE IT IS DUE TO THE.QUALITY n t. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS . _ THE DOCUMENT. THIS NOTICE IT IS DUE TO THE.QUALITY •� •» ' ti t ' =7 ' ` -,J+: rae;a. , �,,, ; NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.. a� AY L NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE, QUALITY OF THE DOCUMENT. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR fiHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. MSC.FEA 2005 04- May -05 Fringe: Untitled.SC1, A1:Sj Y X T 9.00 7.80 6.60 4.20 +002 3.00 +00' 1.80 +002 6.00 +002 - 6.00 +002 - 1.80 +002 - 3.00 +002 - 4.20 +00u - 5.40 +00" - 6.60 +00;: - 7.80 +00: - 9.00 +001� default : Max 1.20 -001 @Nd 95 Min - 1.53 -00 @ 13 Stress Tensor, , Z Component, At Z2 �- - NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. i SWING: SUBMITTAL REPORT Support Legs: Appendix G: Applicable Drawings I Z z �w J U U O; U O W = J S2 LL W O. J LL Q cn a W, z � w U O:{ U, O F- W W 2 L11 U � O Z J1 swing Modified: 4 /15/05 C:\DATA\superswing \submital \swing - submit- moreys -v2.fm M- •t NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT..- s FULL PEN R TTP { CORNERS + C G 1/6 `\ G I 1 1 1 FULL PEN Iv 431DES SPLICES 46 f V 0 S. -{ I/S I , 19.10 I]/16' 1 1°2-°) 1 e2..• ) 3/16 TYP. 7/16 —►F 1'- 715/16- - - - - - _ - _ - I - - _ L 211/16- •FULL I FREP L WELD 14•105 116' 2CQ' 3(5 7/5 19• { { 17/IC 5r-5 1 /IC I 5{' -17/5 G --c 0 6'.27/5/ �\ B t 11/16' .1/16 A , 7 -1' 7 -1 1 I NS. FS. 1 A B - B - j 55/5 SPECIFICATIONS S[S POWER MG StNOYpt Jb Wlyt �.q,M lOf..VI NU,ML1 BUILT UP COLUMN. TAS STRUCTURE yl ut iv p { •w � Hwtllvto WEIGHT. 5898.1578 LBS MIN - 'S ' IS SHEET OF NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT..- RAME IS LESS CLEAR v, NOTICE: IF THE DOCUMENT IN THIS F OF • IYP V4 I/2 TYP Is ID 11 U U IS (29/16' I/Z 12 (611116 "� 5116' S/16" 11� TYP (mr) I/4 E _ II SECTION A SCALE 1 AI2 SKIION 66 SCALE 1: 12 ryP I!4 12 14 tD 14 DETAIL C SCALE 1 :9 TYP. O O O IH o tT N N N FULL PEN PREP a WELD lYP.4WALLS 1e 17 /16' O O e5 TrP Ie IH I7 a nrl6' O O r - - - - - O c 17 a 11/16' L j it rYP iSNACK 1/4 WALL ONLY DEIAILE SCALE 1: 6 DETAIL F SCALE 1 :6 161 GAPS al16 SECTION G17 SC ALE 1:6 36S POWER INC fr�uW SFK6ICATIONS SU wNi ]Sm rq.M bGNV IIf... F..1.1 BURT UP COLUMN, T S STRUCTURE D a•Li1Fww , 1 . 0 RIKfIlv4O No' S: 1( WEK,HT: 5899.1578 LBS - SHEET 2 OF RAME IS LESS CLEAR v, NOTICE: IF THE DOCUMENT IN THIS F OF • r 0 313/IC 10 i/t 313/16' 3W SPECUICAIIOHS Sdi POWEP SHC. RbONpf 330 r.PSlxfoe worm Socw3 WALL PLATE 1.OUli UP COLUMN ••• S _ � [) ��Y yL00FV RULSRIi y� WBGNi: I THE NFORMAllOH CONTAINED N THIS DRAWM 6 ME SOLE PROPERTY Of S'S POWER. INC. ANY REPRODUCTION N PART OR WHOLE WITHOUT THE WRMEN PERMISSION Of SBS POWER. NC. 6 PROMMED. Z O U w U Z_ N FA �E IC I NOTICE: IF THE DOCUMENT IN THIS FRAME I LESS D CLEART HA N THIS NOTICE IT IS,DUE TO THE QUALITY . -. 60" QUALITY BY: GATE: S & $ POWER INC. STANDARDS SPECIFICATIONS DRN. C. CONGDON 5/14/04 S0w 310 MO "" DG "" "" A wR na,w A MATERIAL PLATE 1 1/2. A36, CERTS CHK. S. BARWICK 2/2/05 ' WELDING APPv.T. JACOBI 2/2/05 BASE PLATE, FOUNDATION FRAME DWENSIONAL INSP 100%. REPi �W- so„e.wne,rec..n •oumar[rwuAAt.a[wq •.a[. HEAT TREAT •YLPI,90Lm0[1 WR[[.otwmPl OM,(RI[R [ION p.p,9MyY1f rLLRYtM14,HRIDCB[RNr, ry,c,e.n.a r...c.m -'� ; SIZE DRAWING N,MBEIZ PART NO. COATING n w^W°^` - °' I=Mc °' g ETAS- SIR- 64slddtw F- 7A$- STR -64 MARRRK WEIGHT: 1176.3920 LBS �.mai S CALE 1:12 REVUION SHEET 1 Of I MISC. TESTING t NOTICE: IF THE DOCUMENT IN THIS FRAME I LESS D CLEART HA N THIS NOTICE IT IS,DUE TO THE QUALITY . -. THE MFORMATKNI CONTAINED IN THIS DRAWNG D THE SOU PROPERTY OF SLS POWER. rr— ANY REPRODUCTION M PART OR WHOLE WDHOUi THE WRITTEN PERMISSION OF SLS POWER. MC. 6 PROHINTED. 2X 24" 2X B 2X 2 3/4' 1 1/4 ")� 6X 0 15/16" I❑ I 0 u NOTICE: IF THE DOCUMENT IN THIS FRAM 4 IS LESS THE CL MENIT N THIS NOTICE IT IS DUE TO THE QUALITY _ . . . eEV. OBDrnON KN• 1 Dart QUALITY STANDARDS SPECIFICATIONS BY: DATE S & S POWER INC. anwm>s �w•H AHIWI A DRN• S.BARWICK 5/11)04 MATERIAL PLATE II /4•A36 CHK_S.BARWICK 2/2/05 A CAP PLATE, BUILT UP COLUMN TiDINC APPV. T. JACOBI 1 212/05 OIMENSIOIJAL It15P 1008 �.•n. arrRrwer Srtc•ce •PAe.ow MSw•oM•PY•[fUq •rrnS,I• .. HEAT (BEAT WEIGHT: 235.6782 LBS.'..m„ •[AO.swwfi 01uSmatrj r9N _ t ^'•'�•"Q" v IwrtcvM— ra,r ^ i Irnr•A.rn „ ______,,,, - u•Ty •ry, v.cTOyr`.ISt•nt__�,nS �i WIAI.ICIOYr•RDN♦__�,H COADNG AURKMG IZE B DRAWING NUMBER F- TAS- STR- 28slddrw PART NO. F- TAS- STR -28 - MDC. TESTING cALE RUION _ 1:5 EV SHEET 1 Of 1 a o I I 0 u NOTICE: IF THE DOCUMENT IN THIS FRAM 4 IS LESS THE CL MENIT N THIS NOTICE IT IS DUE TO THE QUALITY _ . . . eEV. OBDrnON KN• 1 Dart u i o THE INFORMATION CONTAINED W THIS DRAWING 5 NE SOLE PROPERTY OF SLS POWER. INC. ANY REPRODUCTION W PART OR WHOLE WITHOUT Rte THE WRITTEN PERMISSION OFSLS POWER. INC. 6 PROHMITED. - I[ BI WEIGHT: 3.0991 LBS 1/2" FLAT R22 5/8" 15" 90.7 5 .. ( 3/8" ) Ic QUALITY BY: DATE: S & S POWER INC. STANDARDS SPECIFICATIONS H. w Pssuv A DerF. S.BARWICK 8/3/04 MATERIAL PLATE 3 /8 .A36.CERTS CHT: S. BARWICK 2/2/05 GUSSET, BUILT UP COLUMN - VELOING APPV.T. JACOBI 2/2/05 wAENSIONAt INSP. 100 %. LOT 5 %. REPT •aaaa.Ari...o�PU� *ew •wat ar • ,uourNOemo ureriN + awxna wvam iqn rail.Ha,Y9nlacNn WVI hk2lUkc 9L _ P NEAT TREAT SIZE DRAWING r& ER PART rTO. :AAIING _ n IwiaoM - -ate q �� "" u °"� - -_ rm r_+nmL� TtIK_ inaNUCxairufaq — _fNf rr•__ .pawi:enu+mp i 6 F- TAS- STR- 80siddTw F— TAS— STR -80 - UARLING SCALE REVISION 1:4 — SHEET 1 Of 1 UGC. TESTING ++a�N•NCIw�•nNm�_..im 0 . 0 ., - NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR T HAN THIS NOTICE IT IS, DUE TO THE QUALITY OF THE DOCUMENT. r i , I SWING: SUBMITTAL REPORT 4.0 Anchor Bolts, Analysis i i As explained above, each of the bolt holes were constrained in the FEA of the tower structure. The constraint forces from the FEA analysis were extracted to determine the reaction load in each of the anchor bolts. Because the analysis constrained multiple nodes around the hole diameter, all of these nodal forces were extracted and added together for each bolt hole. In the following, appendices, the results for each of the load cases described above are presented. swim► Modified: 514105 t C:\ DATA \superswing \submital \rnoreys3 \swing - submit- moreys -0. fin z '}- w JU U O c) CO LLI J = CO LL W O, 9 -5 LL Q N D + 0. �W Z �. 1- O Z 1--' W Uj gy U O -. � F- W Uj XU —O .Z W O Z 1 ! I SWING: SUBMITTAL REPORT Appendix A: Bolt Loads Locations { The following plots show various views of the baseplates. When viewed from the bottom, the var- ious bolt hole locations are denoted with letters, A -N. The plus /minus sign indicates if the base- plate is +Z or -Z baseplate. } Tower from the bottom looking up. +Z BASEPLATE k+ StN t j.. ii , kvT i i .: _ ��II! :' ff tcj i {{ 1,4 I i 1 -f- D i - Z BASEPLATE `tt', :t UIIItU gejl��t swim► Modified: 5/4/05 C:\ DATA \superswing \subntital \ntoreys3 \swing - submit- nroreys -v3. fin Z Z �w u� D JU UO N CO) ='. J H. CO LL.. w� J LL Q' �a LU Z �. O Z h_- U� 0 F- W W U O W Z. O Ht Z i } S WING: SUBMITTAL REPORT +Z Baseplate and bolthole identifications +A +N +D +M +C +1, +n +K ` +C +j +I +G +H . . z Z mo U O: U) O' J = H CO O,. w LL <. D = d F- _. ? �. o. w W. D O ( l ) � H F- _ tL F _ Z . ui Z ',1 Il 11111x.1 l rrr, 1 Modified: 5/4/75 C:\ DATA \superswing \submital \moreys3 \swing - submit- nloreys -v3. fin Z Q H Z. W. Q 2. J 0 U O cr) 0: CO W W =! LL W O. LL. Q: Cl) d = W Z� I— O Z F-" U O CO WW H U: LL 0. .. Z U CO O Z i swing •,,rrr rr.... ... ..'.. Modified: 5/4/05 C:\ DATA \superswing \submital \moreys3 \swing - submit- moreys -v3. fm 0 f.. I : • I i i i. I SWING: SUBMITTAL REPORT Appendix B: Bolt Loads Results Load Case #1: Two Arms Normal Operation Nastran Filename: lcl_8seat.db Load Case Combination: Description Load Type Value Dead Load Combined point and 38,000 lbs gravitational application Arm Dynamics, Vertical Point Load on Axle -5600 lbs both sides Arm Dynamics, Horizontal Point Load on Axle +/ -5600 lbs in offsetting directions Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Wind Load, Weak Axis of Pressure on Surface 0.0718 psi Legs '�� swim► , Modified: 514105 C:\ DATA\ superswing \submital \moreys3\swing - submit- moreys -v3. fin ..Y 1 . } i „Fa i� � .) .,ft: �� J_ C..✓.� .a.- L'. _ .,i.r ::.K.:e,CA � !'c. ::..ur N'`... ...f tr4rla :i 1.':,8 •tryRn•`s.' }• Z z. W 2 D UO N iD W = J F— S2 LL, W O. �Ei LL Q �d = W Z� �o Z I- �o U C; . �- WW �U U. .. Z W (n U =. O Z i L •t SWING: SUBMITTAL REPORT BOLT LOAD SUMMARY Aforev's Load Load Case €1: 2 nn Normal Operation «•l Operational 11'inds Bolt Hole Tot al Shear Total axial A+ 1304 5586 B+ 1604 4748 C+ 1011 4025 D+ 755 2206 E+ 711 1368 F+ 770 115 G+ 403 -244 H+ 1310 -1253 I+ 896 -960 J+ 944 -596 K+ 598 891 L+ 467 1705 3I+ 741 3413 N+ 1933 3996 .A,- 1620 -1256 B- 507 1785 C- 806 3659 D- 486 3844 E- 285 4557 F- 990 6963 G- 2837 7344 H- 1078 5585 I- 677 1393 J- 577 484 K- 531 -652 L- 583 -1578 11I- 727 -4116 \- 320 -3013 Maximums 2837 7344 Totals 50000 +S RoW -S Roll` 4748 4025 2206 1368 115 -2 44 Sum -960 -596 S91 1705 3413 3996 Sum 84-49 1785 3659 384.1 4557 6963 7344 Sum 1393 4 84 -652 -1578 3116 -3013 Sun -7.183 Totals 40372 966 Offset 42 inclies Total Z Aloment - 827513 in -lbs -68959 ft -lbs ','',. IU UrU , fir•, Swim► awn Modified: 5/4105 C:\ DATA\superswing \submitul \moreys3 \swing - submit- moreys -v3. fin z ;} z �w 2 D U O. CO 0 C0 w W = H C0 W W F0 }- lL 4. N =): = �W Z F- H O Z 1--, 2 5 0 C3 O N 0 F- W W 3:U -L ~O .. Z W UZ O F ' z i SWING: SUBMITTAL REPORT Appendix C: Bolt Loads Results Load Case #2: One Arm Normal Operation Nastran Filename: lc2 4seat.db 4 i I Load Case Combination: Description Load Type Value Dead Load Combined point and 38,000 lbs gravitational application Arm Dynamics, Vertical, Point Load on Axle -5600 lbs One Side Arm Dynamics, Horizontal, Point Load on Axle 5600 lbs one side, same direction as wind loading Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Wind Load, Weak Axis of Pressure on Surface 0.0718 psi Legs '', , UUlru bb•r swim► oo to.,, �rrr �i �r•. Modified: 5 14105 C:\ DATA\ superswing \submital \moreys3\swing - submit- moreys -v3. fin • ......... .: ...�.:' •'` � _.:.- .�:..•-'..,.::.....:.,Ic.. -...:._ .»:titi�% .::.wi..h y..., 4��.u::k:L`.::sa.�:.Ft_:.... Z — Z ' w UO C O J � LL, .w 0 • u. Q` �D = CY �. w Z� F•- O Z 1--. 2a UO .O N' 0 F-- W W F - u' O: ..Z w U =- O Z I i I i 4 s I I { 3 1 1 1 i SWING: SUBMITTAL REPORT BOLT LOAD SUMMARY Morec's Load Load Case #2: 1 Aim Normal Operation n/ Operational ll'inds Bolt Hole Total Shear Total Axial .A,+ 2123 840 B+ 4759 -5280 C+ 2446 -5435 D+ 1003 -4045 E+ 450 -3848 F+ 438 -4852 G+ 1059 -2534 H+ 2363 4124 I+ 2 7661 J+ 1175 11205 K+ 846 7423 L+ 1279 6835 1%1+ 2334 7673 N+ 3393 6999 A- 2357 -5620 B- 2750 -8052 C- 1219 -11262 D- 809 -5297 E- 1241 -3419 F- 2195 -1587 G- 2892 104 H- 2280 8114 I- 5363 12333 J- 2637 11554 K 1037 7471 L- 438 5977 M- 1 557 4876 N- 1 885 2042 'Mammmns 5363 12383 Totals 43000 +Y RoNV -Y Ro«° -5230 -5435 -4045 -3848 -4852 -2534 Sum -26044 7661 11205 7423 6835 7673 6999 Sum -SO52 -11262 -5297 -3419 -1587 104 Sum - 29513 12383 11554 7471 5977 4876 2042 Sum 44304 Totals -55557 92099 Offset 42 inches Total Z Moment 3100770 in -lbs 258397 ft -lbs I still .1 Swill Modified: 514105 C:\ DATA \superswing \subntital \ntoreys3 \swing - submit- moreys -v3. fm 1 11111 m1mm'"41m IN 11 f z =Z '~ W �U UO U 0. J Nu WO LL. Q CO) CY = a W Z� F- O W 2� Dp U O 0 F- WW �F- iL O W z U N' O z SWING: SUBMITTAL REPORT Appendix D: Bolt Loads Results Load Case #3: Maximum Vertical Loading Nastran Filename: lc3 maxvert.db Load Case Combination: I . i Description Load Type Value Dead Load Combined point and 38,000 lbs gravitational application Arm Dynamics, Vertical, Point Load on Axle - 11,100 lbs Both sides Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Wind Load, Weak Axis of Pressure on Surface 0.0718 psi Legs 1 1/ /Illlt 11 / /,, 1 = , •�' sn'fia Modified: 5 14105 C:\ DATA\ superswing \submital \moreys3\swing- submit- storeys- v3,fin z W 0 N 0 LU J F D O , .w 2 �. 9-1 LL Q . �a =w F- O z �—. 2 �' V O. O w H U: Z. 111 U =� O ~. z t, SWING: SUBMITTAL REPORT V BOLT LOAD SUMMARY '%torev's Load Load Case #3: 2 Arm ,%fas Vertical w•/ Operational 3Viuds Bolt Hole Total Shear Total Axial 7233 1153 8541 B+ 3006 8181 C+ 1199 7233 D+ 433 4139 E+ 259 2889 F+ 210 1334 Cam- 311 107 H+ 112 -2191 I+ 773 -2455 J+ 439 -2547 K+ 105 186 L+ 120 1522 M+ 747 3973 -N+ 2198 5090 A- 384 21191 B- 368 310 C- 256 1688 D- 165 3137 E- 344 4374 F- 1197 7527 G 3134 8440 H- 1131 8540 I- 2066 4829 J- 731 3680 K 209 1286 L- 135 -61 .NI- 372 -2899 N- 712 2660 11aximums 3134 8541 Totals 72000 +X Ro3V -X Roll* 8181 7233 4139 2389 1334 107 Sum 23883 _2455 -2547 186 1522 3973 5090 Sum 5768 310 1688 3137 4374 7527 8440 Sum 25476 4829 3680 1286 -61 -2899 -2660 Sum 4175 Totals 49358 9943 Offset 42 inches Total Z Moment - 827716 in -lbs -68976 ft -lbs ••, ,• n �tU rr 4 r Swing •�r,rr rrrrir kr•r '•,' Modified: 514105 C:\ DATA \superswing \subtnital \ntoreys3 \swing- subtnit•nioreys -v3. fin z = z LLI JU UO C') 0. C0 Lu J = F- U3 LL, W O u- Q N _Cy � W z E--. H O z H W Uj �p U O N oI.- W F=- H u. O. z W Cl) O z s i r Load Type Value J w — 38,000 lbs • SWING: SUBMITTAL REPORT Appendix E: Bolt Loads Results Load Case #4: Maximum Wind Loading Nastran Filename: lc4_maxwinds.db Load Case Combination: Description Load Type Value Dead Load Combined point and — 38,000 lbs gravitational application Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Wind Load, Weak Axis of Pressure on Surface 0.646 psi Legs �� ''•• swim • • '1 •tool. •..• �. Modified: 514105 C;\ DATA \superswing \submilai \moreys3 \swing - submit- moreys -v3, fin z � �0 UO: Cl) 0: J H— N LL. W O 95 LL Q Cj) a F=- W: _, t- O LLI �o U CO_ O WW H U` O •• Z W U CO, OI Z SWING: SUBMITTAL REPORT BOLT LOAD SUMMARY Morey's Load 0.6458 Load Case #4: Maximum Winds (120 mph) Bolt Hole Total Shear Total Axial A+ 2339 7623 B+ 7938 20692 C+ 3876 20597 D+ 1683 14642 E+ 1006 13703 F+ 908 17337 G+ 2275 9694 H+ 2209 -3699 I+ 3111 -15005 J+ 1424 -20950 K+ 763 -12828 L+ 1207 -11093 11+ 2248 -11217 N+ 2957 -9.397 A- 2210 -3699 B- 2275 9693 C- 908 17339 D- 1007 13704 E- 1685 14643 F- 3878 20597 G- 7941 20692 H- 2339 7622 I- 2958 -9497 J- 2250 -11217 K- 1207 -11093 L- 763 -12829 111- 1 1424 -20951 N- 1 3111 1 -15004 Maximums 1 7941 20692 Totals 40000 2.66 +t RoAV -t Rol`' 20692 20597 1.1642 13703 17337 9694 Sum -15005 -20950 -12828 -11093 -11217 -9497 Sum -80589 9693 17339 13704 14643 20597 20692 Sum 96668 -9497 -11217 -11093 -12829 -20951 -15004 Sum -80592 Totals 193333 - 161180 Offset 42 inches Total Z Moment - 7444784 in -lbs - 620399 ft -lbs ��''� '- swim► J ' y Modified: 5/4/05 C:\ DATA \superswing \submilal \moreys3 \swing - submit- moreys -v3. fin z �W Q� W J U. UO NO C0 LLJ J = f- NW W O LL Q to O = a �W Z = F- 1--0 z f- w UJ U O. ON O H WW X U z W W H = O F- z I ! i i r I SWING: SUBMITTAL REPORT Appendix F: Bolt Loads Results Load Case #5: Max Seismic with One Arm Operation Nastran Filename: lc5- seismic.db Load Case Combination: Description Load Type Value Dead Load Combined point and 38,000 lbs gravitational application Arm Dynamics, Vertical Point Load on Axle -5600 lbs both sides Arm Dynamics, Horizontal Point Load on Axle +/ -5600 lbs in offsetting directions Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Seismic Acceleration in Direction of 0.072 Gs Swing Arm Dynamics ��''� ''- Swim► 'PPP Pont, t00% ��,••, Modified: 5/4/05 C:\ DATA \superswing \submital \moreys3 \swing - sub mit- moreys -v3. fin 1' l } Is J z Z �U U N 0 CO LLJ J � LL W O LL U �. LU = d. Z I-- �- O Z V- Wa O N o E- W u f 3:U LL .. Z U= O Z i. i 1 i. i � t : 1' i f F. . 1 / s 1 t 1 I: } i i SWING: SUBMITTAL REPORT BOLT LOAD SUMMARY Load Case #5: 2 Arm .Normal Operation Frith Seismic Loading Bolt Hole Total Shear Total Axial A+ 515 2120 B+ 904 -2365 C+ 336 -2657 D+ 382 -2158 E+ 597 -2196 F+ 942 -2897 G+ 400 -1584 H+ 1925 2925 I+ 606 4932 J+ 512 7597 K+ 239 5136 L+ 52 4901 'I+ 867 6023 N+ 2296 5656 A- S72 4452 B- 1565 -3785 C- 1256 4086 D- 729 -486 E- 582 1163 F- 875 4181 G- 2485 5440 H- 1791 9033 I- 3048 8263 J- 1502 6977 K- 340 3528 L- 675 1902 'I- 541 -594 N- 182 -1426 'Maximums 3048 9033 Total (lbs) 51096 ,'•11. 111111.1 I��I•• /`)� //////// Siv�lly .�e1j• retool L6.6 •: +h RoW -X Roll* -2365 -26-557 -2153 -2196 -2897 -1534 Sum -13858 4932 7597 5136 4901 6023 5656 Sum -3785 -4086 -436 1168 4181 5440 Sum � 2431 8263 6977 3528 1902 -594 -1426 Sum Totals -11427 52396 Offset 42 inches Total Z Moment 1350789 iii -lbs 112566 ft -lbs Modified: 5/4/05 C:\ DATA\ superswing \submiial \moreys3 \swing•subm it•ntoreys•v3. fm z i z'. � W W� JU UO CO 0 W = H CO) LL W O. LL Q ND = a. �W 1— O. W H W; 5 U� O N, 3 =U LL 0, z U N; z I� f � { r i w ' t � I 1 8 SEAT SWING: ADDENDUM - T'UKWILA, WA REVISION WITH SEISMIC R�Z.O FILE COPY ENC INEERINdt SUBMITTAL REPORT, i BY NED R HAN SEN, PH.D., P.E. Table of Contents REVIEWED FOR CODE COMPLIANCE JUL - 6 2005 City Of TOkwila 81ITI -MIG DIVISION 2.6 Seismic Load (revised) 3.0 Support Legs Analysis Only Appendix F on the Seismic Load Case is included in this report 4.0 Anchor Bolts, Analysis Only Appendix F on the Seismic Load Case is included in this report �rrticrl * 188+. u i a 7 � O PO WER, i +'eta Pe0018 LrrM Y� � Swing z W J U. U O A VJ O. CO Lu w = T U w O. 9 U- � W Z F ZO . 2 5: U0. O CO o �- w LL U —0 z 0 F- z .... 4 Z Z. 00 Cl) D C0 uj �ix C0 LL: w 0 -0 LL < D Z 0 I- LLJ. DID L) C0 �O C3 H. LLI ui .U- 0 Z' W q 0 z Swim: Susmrrm REPORT 2.6 Seismic Load • As provided by Gary Knighton on June 16, 2005. Tukwila, WA Date and Time: 5/31/2005 10.23:49 AM NICE Parameters Conterminous 48 States Zip Code - 98188 Central Latitude = 47.447736 Central Longitude = -122.273402 Data am based an the 0.10 deg grid set Period SA (sec) (%9) 0.2 133.7 Map Value. Soil Fmclor of j.0 1'0 048.0 Map Value, Soil Factor or i.o S MCE Parameters x Specified Soil Factors A C: 0 1-00 0.2 133.7 Soil Factor of 1.00 . C%� 1.0 070.8 Soil Factor of 1.54 4- NICE Parameters - Conterminous 48 States Zip Code - 98188 Central Latitude = 47.447736 Central Longitudes = -122.273462 Data are based on the 0.10 deg grid set Period SA (sec) (%9) 0.2 133.7 Map Value. Soil Factor of 1.0 1.0 046.0 Map Value, Soil Factor of 1.0 MCE SPECTRUM x SOIL FACTORS Fa = 1.00 Fv = 1.54 Period SA A (Sec) (0/69) '� -�j 0,000 053.5 OAFuSu 1z 0.106 133.7 To -5- 0.200 133.7 T=0.2, FaSs 0.529 133.7 Ts 0.600 118.0 0 45t.41 -Z 0.700 101.1 0.800 088.5 st-'kv 0.900 0786 i "; 1.000 070.8 T=1.0, FYSi 1.100 064.3 1.200 059.0 1.300 054.4 M 1.400 050.6 1.600 047.2 Q".2 1.700 041.6 W 1.800 039.3 210 1: 1.900 037.3 -- 2,000 035.4 Modiricd: 6116105 C:\DAI'A\superswiii W ..... ... 4 Z Z. 00 Cl) D C0 uj �ix C0 LL: w 0 -0 LL < D Z 0 I- LLJ. DID L) C0 �O C3 H. LLI ui .U- 0 Z' W q 0 z �`; l� _. f .q I n X i t -.� Y � � i _�s i Sw m: 8uBM1TTAL REPORT Appendix F: FEA Results Load Case #5: Max Seismic with Two Arm Operation Nastran Filename: lc5 seismic.db Load Case Combination: Description Load TI pe Value Dead Load Combined point and 38,000 lbs gravitational application Arm Dynamics, Vertical Point Load on Axle -5600 lbs both sides Arm Dynamics, Horizontal Point Load on Axle +/ -5600 lbs in offsetting directions Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Seismic Acceleration in Direction of 0.446 Gs Swing Arm Dynamics Note that the seismic load is applied using non - structural mass in the tower legs times the body force of 0.357 Gs plus the total weight of the crown and boom arms applied as a horizontal load along the cross plate in the model (65001bs). Allowable Stresses Since this is a rare occurrence loading, the fatigue loading allowables do not apply. The stresses up to 28 ksi are allowed. Results • See inclosed plots of various stress components • Calculated stresses do not exceed allowables. Swing s •,','' ''Isla NI ,',' Modified: 6/16/05 C:\ DATA\ superswing \submital \tukwila\swing - submit- tukwila•redo. fm �.i: :•.u: .�ro-.. c... c.,. �.tt,'��itt ,k:�r� ,.Yait',�s�:f w'vt,s �I •iss.�� o-�� .,�,t �,Mt,•�c'�.;�Nf�� `�.,,;�ytq ?9 i ";t.. . b' XHW�. ri�a *:xia�Yi`kfnk''.'7.a:�,s iradd;;' Z i~ WV UO UO J = f S2LL w O 2 9Q U� = d. �. w Z �. Z F- w U U . 0 H w H U' LL O. w Z: U� o Z 1n 'NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Li cl � EARTHAN �._,..'�' y__YF .._.aka• ..�` N THIS NOTICE IT IS -DUE, To THE QUALITY, OFTHE DOCUMENT .. .. .�.... .. .... ... ... ... .....___. ._..�.__._ _......�_._�.--- __..- _�. -�_�. � .._.___..__... ___.....r.. .,._�..,�.. _ .__3__x...7,,...._ __,... .__._a,a�..- ._.._..- ._.._.._.__ .._._ _..... - __,.._ _._.._.. _. -.... i { i____:, _. -.._ d: �.. .r,f :_ -.x.�i MSC.FEA 2005 16 -Jun- 0513:48:15 Fringe: Untitled.SC1, A1:Static Subcase, Stress Tense 1.26 1.17 1.08 9.90 8.1 7.2 2. 1. default Fringe : I'I Max 8.37 +004 a@Nd 102J Min 2.87 +000 @Nd 662 '.'NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN TICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.,. mom D ^a l, L.fi_ 1.26 +0 MSC.FEA 2005 16- Jun -05 4'yR iyi Fringe: Untitled.SC1, A1:S , Stress Tensor, , von Mises, At -rt 1.17 +0 1.08 +0 Y, 9.90 +00 <; 9.00 +00 8.10 +00 I 7.20 +00 1 + -� 6.30 00 I 5.40 +00 4.50 +00 3.60 +00 2.70 +00 I 1.80 +00 9.00 +00 Y 0. - 9.00 +00 Z default Fringe : Max 8.37 +004 @Nd 10 Min 2.87 +000 Nd 662 NOTICE: IF THE DOCUMENT IN THIS FPjkME I LESS DOCU AR -THN O F T HIS NOTICE IT IS DUE TO THE QUALITY ..._ ......_... � " v im¢ ..-- i.....: w - � .+...� .c �, • = f ns .77 ..:. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY. OF THE DOCUMENT. s •* T� ''''�T�$�M/}���/��'�•���7^F��Y'�� �.� i ..�. .... r r MSC.FEA 200516- Jun - 0513:51:42 Fringe: Untitled.SC1, A1:Static Subcase, Stress Tensc 1 1 7 l -7 J� - 1.04 +0t - 1.20 +0t default Fringe : Max 2.08 +004 @Nd 3 Min -1.92 +004 @Nd 1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. IN fey '� '+t. .C �S•\ ��.' N THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT., MSC.FEA 200 5 13:50:45 1 Fringe: Untitled tatic Subcase, Stress Tensor, , X Component, At 2 1 K. n 7 -7. Y - 1.04 +1 - 1.20 +1 default Fringe : Max 2.08 +004 @Nd Min -1.92 +004 @Nd NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OFTHE DOCUMENT. MSC.FEA 200516- Jun - 0513:52:03 Fringe: Untitied.SC1, A1:Static Subcase, Stress Tenso T Y j � i 1 7 8.00 +00 - 8.00 +00 - 2.40 +00 - 4.00 +00 - 5.60 +00 - 7.20 +00 - 8.80 +00 - 1.04 +00 - 1.20 +0 default Fringe : Max 8.65 +004 @Nd 102 Min - 8.30 +004 @Nd 138 :NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0 MSC.FEA 200516 -Jun -051 1.20++0 Fringe: Untitied.SCI, AI:Sta tress Tensor, , Y Component, At 1.04+0 8.80+0103 7.20+0032L 5.60+003 4.00+003 . J 2.40+003 8.00+002 -8.00+002 -2.40+003 -4.00+003 -5.60+003 -7.20+003 -8.80+003 y -1.04+004 -1.20+004 default Fringe : Max 8.65+004 @Nd 102 Min -8.30+004 @Nd 13840 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. SWING: SUBMITTAL REPORT Appendix F: Bolt Loads Results 4 Load Case #5: Max Seismic with One Arm Operation Nastran Filename: seismic- redo.db Load Case Combination: s; Load Type Value Dead Load Combined point and 38,000 lbs gravitational application Arm Dynamics, Vertical Point Load on Axle -5600 lbs both sides :F Arm Dynamics, Horizontal Point Load on Axle +/ -5600 lbs in offsetting directions I rN4 Y - 12,000 lbs j t ! Seismic Acceleration in Direction of 0.446 Gs M� Description Load Type Value Dead Load Combined point and 38,000 lbs gravitational application Arm Dynamics, Vertical Point Load on Axle -5600 lbs both sides Arm Dynamics, Horizontal Point Load on Axle +/ -5600 lbs in offsetting directions Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Seismic Acceleration in Direction of 0.446 Gs Swing Arm Dynamics Modified: 6/16/05 C:\ DATA\ superswing \submital \tukwila\swing - submit- tukwilu -redo. fm Z I ' Q � W W D UO N O'. ui CQ w w O : LL S2 D = w Z L O . Z f— 2 fy U o O N, o H: w w X U' U- .. Z CO W H O Z SWING: SUBMITTAL REPORT BO LT" LOAD SUMMARY Load Case #5: .Um Normal Operation Kith Seismic Loading R =2.0 Bolt Hole Total Shear (ibs) Total Axial (lbs) A+ 2030 2127 B+ 5724 -16296 C+ :925 - 17486 D+ 990 -14252 E+ 255 -14728 F+ 899 20938 G� 1897 -12979 H+ 4592 2939 I+ 2765 16474 + 1078 25500 I1;+ 572 17631 L+ 1369 17021 fit+ 3607 20803 �+ 7181 19617 1834 4438 B- 3859 -15178 - 1966 - 1. D- 1442 -13018 E- 1956 -10926 F :975 -10647 G- 288 -8.191 H- 3955 9041 I 7996 J- 217.97 Is 2194 15648 L- 1439 14397 if- 1035 17.108 N- 2135 10115 11a3dmums 7996 2 00 Total abs) 51096 Swing i •1114-- Inn, +1 Roll -1 Ro" -16296 - 17486 - 14252 - 14728 -20938 -12979 Sum 16474 25500 17631 17021 20803 19617 Sum - i' -15178 121 -r_ _ -13018 -10926 -10647 -8491 Sum X89 22222 21757 15648 14397 17308 10115 Sum 101448 Totals - 177068 218494 Offset 42 inches Total Z .%Soment 8,306,799 in -lbs 692.33 ft -lbs Modified: 6/16/05 C:\ DATA\ superswing \submital \tukwila\swing - submit- tukwila -redo. fm Z Z. �w u� D . JU 0 Cl) 0 C0 uj W = H S2 LL W O LL �d z F-: i- O Z F- 5 . U� CO) 0 r W w. HP �- O . Z: W p M O F- z 8 SEAT SWING: ADDENDUM 'T'UKwLA, WA FILE COPY ftrmit NO. ENGINEERING SUIWITYAL REPORT BY Nm R HANSEN, PH. D., P.E. Table of Contents 1.0 Description of Addendum 2.0 Structural Loads 2.1 Sheave/Drum, Cables 2.2 Dynamics, 2.3 Wind, No .9- Operational 2.4 Wind, Operational 2.5 Dead Load 2.6 Seismic Load 3.0 Support Legs Analysis 4.0 Anchor Bolts, Analysis e , � • �' • People L 06 — REVIEWED F CODE COMPLIANCE JUL r- G 2005 I -�(a' � I City �f "�'u�:wiia _WID�NG! . nTVTS10N Swia9 -- Cy z a� W J U, U O' W =: J � N LL . .W O � U-<:' z a W z �r �O z F- 5' U O' O O F- W UJ � �. �O z UN O 1 z SwtNG: SUBMITTAL REPORT 1.0 Description of Addendum The results and a detailed description of the analyses for the 8 Seat Swing where previously reported for a ride being installed in New Jersey with higher wind requirements. A copy of that report (8 Seat Swing, Morey's Pier: Revised, by Ned R Hansen, dated 5/4/05) should accompany this report. It was shown that the structural and baseplate joints were adequate for the load cases presented. The 4 Seat and 8 Seat Swings are essentially the same ride with the difference being that the 4 Seat version only has one that swings. The ride dynamic loads are essentially the same, in fact the one arm operation is a option for the 8 Seat ride. Since the wind loading is lower in Tukwila, WA the structural calculations were not regenerated, but the seismic conditions (Load Case #5) are more extreme so that load case was run and the results are presented in Section 3. All the bolt loads were recalculated and are presented in Section 4. For load cases 1 -4, the bolt loads were adjusted for the change in wind pressure using spreadsheet analysis. The intent was that the report would follow the same form as the Morey's Pier report and so that the explanations on the differences would be minimal. Although, some material has been repeated for clarity. It should be noted that the highest baseplate reaction loads occur from the seismic condition and that load case will govern. *f Modified 6/1/05 C:\ DATA\ superswing \submital \tukwila\swing - submit- tukwila. fm 0 z �Z '~ w 00 Cl) J = C/) L w �a- U- ¢: C �. = d. �. w t- O z i— w 5: U O N 0H =V LL F- 0 .z W U CO) O F- z t ` SWI NG: SUBMITTAL REPORT 2.0 Structural Loads The main structural elements are the two legs. This section includes an description of the various analyses that were performed on the legs plus the loads induced into the anchor bolts. 2.1 Sheave /Drum, Cables • The cables are pretensioned with the tumbuckles to 60001bs • The pneumatic system causes the drive cable to increase in tension while, the back side cable decreases in tension. See figure below. T1 +T2= constant, if T1 >0 T T1 T2 • Total Axle reaction load (T1 +T2) is 12,000 lbs I 2.2 Dynamics, • From loads given the preceding section, two conditions for dynamic loads are: Axle 1.6 Gs T 3.2 Gs 19 1.6 Gs Maximum Vertical Maximum Horizontal • Maximum vertical only: 3.2 Gs • Maximum horizontal case: 1.6 Gs Vertical + 1.6 Gs Horizontal _ S10nq s Z Modified: 6/1/05 C:\ DATA\ superuwing \submital \tukwila\swing - submit- tukwila. fm Z �w 00 CO 0 w =. J f... C0 LL W O: i �d =w z� H O Z F- 5 U O ❑ F- U1 W' �U LL O. Z W U =; O~ Z SWI NG: SUBMITTAL REPORT r 2.3 Wind, Non - Operational • 85 mph, ASCE 7 -02 • The following loads were calculated by Gary Knighton, P.E. per the Tukwila, WA local requirements WIND DESIGN CRITERIA (CQUATIONS FROM ASCE 7 -02) 60 FT HIGH 4- SEATER SWING TUKWILA, WA WIND COEFFICIENTS V = 85 MPH ALPHA= 9.5 (EXP C) 1= 1 zg = 900 Kzt = 1 Kd = 1 HEIGHT 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 33.0 36.0 39.0 42.0 45.0 48.0 51.0 54.0 57.0 60.0 Kz Qz (pso 0.60 11.189 0.70 12,946 0.76 14.100 0.81 14.980 0.85 15.701 0.88 16.315 0.01 16.853 0.94 17.334 0.96 17.769 0.98 18.168 1.00 18.536 1.02 18.879 1.04 19.199 1.05 19.501 1.07 19.787 1.08 20.057 1.10 20.315 111 20.561 1.12 20.790 1.14 21.022 Table 6 -2 Table 0.1 Table 6-2 Figure 6-4 Table 6 -4 G Cf E 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 0.85 2.00 1.000 Qz= 0.00256 *Kz *KzVKd *I'V"2 EQ. 6-15 Kz from table 6 -3 Kzt use 1.0. unaware of topographic irregularities, refer to Figure 64 Kd u3e 1.0 For conservative value, allowed to u3c 0.85 to 0.05 refer to tablo 6 4 G =0.85 from Section 6.5.8.1 Cf use 2.0, Conservative value based upon Figures 6 -19, 6 -20 & 6 -21 E = percentage of wind blockage (1.0 =100 %) Pz = CPG *Qz Wz = Pz * E 'Leg Width'112 (UNIFORM LOAD ALONG COLUMN) _ AWAY Modified: 6/1105 C:\ DATA\ supenwing \submital \tukwilalvwing- submit- tukwila.6n z 3: d �. JU 0 c r ) o .w� _. F- en LL- WO L L U� = CY �W z F- e-- O z H LLJ W � = p U ON D f- W W LO z' W U CO). O z LEG Pz WIDTH Wz (psf) (mches) (pll) 19.02 36.00 57 22.01 35.00 64 23.97 34.00 68 25.47 33.00 70 26.69 32.00 71 27.74 31.00 72 28.65 30.00 72 29.47 29.00 71 30.21 28.00 70 30.89 27.00 69 31.51 26.00 68 32.09 25.00 67 32.64 24.00 65 33.15 24.00 66 33.64 23.00 64 34.10 22.00 63 34.54 21.00 60 34.95 20.00 58 35.35 13.00 38 35.74 13.00 39 Qz= 0.00256 *Kz *KzVKd *I'V"2 EQ. 6-15 Kz from table 6 -3 Kzt use 1.0. unaware of topographic irregularities, refer to Figure 64 Kd u3e 1.0 For conservative value, allowed to u3c 0.85 to 0.05 refer to tablo 6 4 G =0.85 from Section 6.5.8.1 Cf use 2.0, Conservative value based upon Figures 6 -19, 6 -20 & 6 -21 E = percentage of wind blockage (1.0 =100 %) Pz = CPG *Qz Wz = Pz * E 'Leg Width'112 (UNIFORM LOAD ALONG COLUMN) _ AWAY Modified: 6/1105 C:\ DATA\ supenwing \submital \tukwilalvwing- submit- tukwila.6n z 3: d �. JU 0 c r ) o .w� _. F- en LL- WO L L U� = CY �W z F- e-- O z H LLJ W � = p U ON D f- W W LO z' W U CO). O z SWING: SUBMITTAL REPORT • The FEA model was constructed with the purpose of determining the stresses in the tower to baseplate connection and sizing the gussets. An equivalent constant pressure was imposed on the plates composing the tower legs in the worst case orientation. ' Since the actual wind pressure distribution is trapezoidal and the actual wind areas are j greater than modeled, a equivalent wind pressure approach was used. The wind areas ' discretized into 3 foot elevations increments is shown below. 70 7.86 i i1 4.08 4.00 k� ! i I }} I { I i i U 1.29 1.29 u 37 3.82 3.82 5.60 19 .09 4.09 5.83 3,91 391 6.06 4.10 4,10 6.28 3.91 3.91 6.51 4.10 4.10 6.73 3.91 3.91 803 4.10 4.10 12.34 3.91 3.91 12.62 4.04 4.04 12.79 2.45 2.45 72.9b 2.16 21G t3.13 223 2.23 13.29 2.17 2.17 13.46 188 1.06 13.63 4.70 4.70 i 14.11 u� l ' 1121 saaff ••��'� #.food ws �� ��• 6.31 673 0.01 12.34 12.62 12.70 12.96 13.13 1329 13.46 t3.63 119.11 Ma ificd: 6/1/05 C: \DA fA\ supcmwing \submital \tukwila\swuig- submit- lukwila. fm z g Z; W � D J U. UO NO W = J H. CO O LL W J LL. Q. CY = W' Z� �.. O. Z 1-: W 5 U� ON C) =U LL O 111 Z C U O~ Z ` SWING: SUBMITTAL REPORT • The resulting wind pressure calculations are shown below. As is seen, the equivalent pressure is 71 psf that is implemented on the plate elements in the model. Tuknila Rind Lond 85 mph, ASCE 7 -0: Total Moment at Basepinte (ft -lbs) . 466527. Total Shear at Basepinte (lbs) 19455 Diffe r encesmg . A '� 6 -Nonoperational Constant Pressure 71 psf 0.49 psi 40 mph 0.22145 factor Operational Constant Pressure 15.7 psf 0.1092 psi 465149 158.12. • It should be noted that the wind area included in the above analysis includes both arms, for an 8 Seat Swing. This is a conservative assumption for the 4 Seat configura- tion. _ 007-4 Modired:6/lro5 L t C:\ DATA\ superswing \submitel \tukwila\swing - submit- udnvila.fm ..r.i. 1... N •. Z '~ W � D UO U (� W J � LL W O. 2� LL Q U = �.. W ' Z F- O Z F- Ul 25 U O to (3 WW h- LL O .. Z W U =. O Z onstant Pressure Analvsis Correct Pressure + Area Segment Number Segment Bottom Elevation (ft) Segment Top Elevation (ft) Nlid Elevation (9) Segment Area (ft ^2) Segment Pressure (psf) Segment Moment (ft -lbs) Shear Force (lbs) Segment Area (ft ^2) Segment Pressure (psf) Segment Moment (ft-lbs) Shear Force (lbs) 1 0 3 1.5 1 17.8 71 1894 1263 50.6 19.020 1445 963 2 3 1 6 4.5 17.3 71 5542 1232 36.7 22.010 3631 807 3 6 9 7.5 16.9 71 9004 1201 30.7 23.970 5515 735 4 9 12 10.5 16.5 71 12280 1170 30.9 25.470 8269 788 5 12 15 13.5 16.0 71 15371 1139 30.7 26.690 11069 820 6 15 18 16.5 15.6 71 18275 1108 30.2 27.740 13841 839 7 18 21 19.5 1 15.2 71 20994 1077 30.5 28.650 17028 873 8 21 1 24 22.5 14.7 71 23527 1046 33.3 29.470 22094 982 9 24 1 27 25.5 14.3 71 25874 1015 32.5 30.210 25037 982 10 27 30 28.5 13.9 71 28035 984 25.8 30.890 22731 798 11 30 33 31.5 13.5 71 30103 956 21.3 31.510 21122 671 12 33 36 34.5 13.0 71 31892 924 21.2 32.090 23493 681 13 36 39 37.5 1 12.6 71 33441 892 20.4 32.640 24945 665 14 39 42 40.5 1 12.1 71 3.3851 861 20.3 33.150 27281 674 15 42 1 45 43.5 1 11.7 71 36012 828 19.5 33.640 28506 655 16 45 48 46.5 11.2 71 36977 795 19.4 34.100 30730 661 17 48 51 49.5 10.7 71 37746 763 18.4 34.540 31425 635 is 51 54 52.5 10.4 71 38630 736 ".5 34.950 41248 786 19 54 57 55.5 6.6 71 26079 470 27.5 35.350 53874 9 20 57 60 1 58.5 0.0 71 0 0 1 8.2 35.740 17061 292 21 60 � j 63 1 61.5 1 0.0 71 0 1 0 1 15.7 1 36.000 34804 566 Total Moment at Basepinte (ft -lbs) . 466527. Total Shear at Basepinte (lbs) 19455 Diffe r encesmg . A '� 6 -Nonoperational Constant Pressure 71 psf 0.49 psi 40 mph 0.22145 factor Operational Constant Pressure 15.7 psf 0.1092 psi 465149 158.12. • It should be noted that the wind area included in the above analysis includes both arms, for an 8 Seat Swing. This is a conservative assumption for the 4 Seat configura- tion. _ 007-4 Modired:6/lro5 L t C:\ DATA\ superswing \submitel \tukwila\swing - submit- udnvila.fm ..r.i. 1... N •. Z '~ W � D UO U (� W J � LL W O. 2� LL Q U = �.. W ' Z F- O Z F- Ul 25 U O to (3 WW h- LL O .. Z W U =. O Z <i SWING: SUBMITTAL REPORT 2.4 Wind, Operational • 40 mph • The ride is limited to an operational wind speed of 40 mph • Above this wind speed, the ride should not be operated • Based on the results of the equivalent wind pressure analysis above, the resulting oper- ation wind pressure is (40/85)A2 *71 =15.7 psf or 0.109 psi 2.5 Dead Load • The total weight of the ride and all the components is approximately 38,000 lbs • This load is included in the model using two methods. • The first is that the vertical sheave /drum load is vertically downward on the axle. In the actual application, this load is reacted by a sheave mounted to the baseplate. Since that was not modeled, the sheave vertical load contributes partially to the overall dead load. The remaining load is applied by an equivalent body load with the mass of struc- ture, so that the baseplate vertical reaction is approximately 38,000 lbs for the non - dynamics related loads. - vMn.9 Modified: 611105 i + C: \DATAl supecswing \submitalkukwile\swing- submit- tukwilafm . nn..... ��,'• z '~ w � =Y JU U0 CO =. U. w 0 � J LL Na UJ Z� �0 z �. o C/). o � w s U LL ~O' 111 Z'. U N` P H: O Z { SWING: SUBMITTAL REPORT 2.6 Seismic Load • As provided by Gary Knighton on May 31, 2005. Tukwila, WA Date and Time: 5/31/2005 10:23:49 AM MCE Parameters - Conterminous 48 States Zip Codo - 98188 Central Latitude = 47.447736 Central Longitude = - 122.273462 Data are based on the 0.10 deg grid set Period SA ( soc ) 0.2 133.7 Map Value, Soil Factor of 1.0 1.0 046.0 Map Value, Soil Factor of 1.0 S i = MCE Parameters x Specified Soil Factors 0.2 133.7 Soil Factor of 1.00 l=k.` t 00 1.0 070.8 Soil Factor of 1.54 4 ' MCE Parameters - Conterminous 48 States Zip Code - 98188 Central Latitude = 47.447736 Central Longitude =- 122.273462 Data are based on the 0.10 deg grid set Period SA (sec) ( %g) 0.2 133.7 Map Value, Soil Factor of 1.0 1.0 046.0 Map Value, Soil Factor of 1.0 MCE SPECTRUM x SOIL FACTORS Fa = 1.00 Fv =1.54 Period SA 501L. st (sec) Fa 0.000 01106 053.5 133.7 0.4FaSs To 0.200 133.7 T =0.2, FaSs 0.529 0.600 133.7 118.0 Ts ., },q. �p•��� = C7.7�$�} 0.700 101.1 R 0.800 088.5 0.900 078.6 1.000 070.8 T =1.0, FvS1 1.100 064.3 1.200 1.300 059.0 054.4 �ptSt�lG DI:�IC' C T��DK`'`i p 1.400 050.6 1.500 047.2 1.600 044.2 1.700 041.6 1100 1.900 039.3 037.3 2,000 035.4 - �-f S . sc�S' VJ •' SWIP 9 Modified: 61I105 i C:\ DATA\ superswing \submital \wkwila\swing - submit- tukwila.fm Z �Z W tY 2 D JU UO N0 Cl) = CQ L' WOO J U. D =d �W Z 1- 1- O w ~` U � :O �. 0 E- WW U; lL OO W Z U= O Z.... . a SWING: SUBMITTAL REPORT 3.0 Support Legs Analysis FEA Analysis Summary Part Description One support leg on is used to support each side of the main axle for the ride. These legs are essentially a tapered rectangular cross - section member attached to the foundation using anchor bolts. Drawing Number Assembly Drawing Name Drawing Number Built -up Column, TAS Structure F- TAS- STR -W -40 Material Properties The following is a list of material properties used in the calculations: Modeling Assumptions: • The modeling was performed using MSC.FEA which a combination of MSC/NASAN with a MSC /Patran pre and post - processor. • The legs, baseplate and gussets were modeled using plate elements. • The baseplates are anchored to the foundation using 14 bolts each. The model assumes that each of the bolt holes is constrained. • The structural crown and axle provide a supporting connection between the two legs. The complexities of that connection were not modeled. Instead a thick plate was used to connect that two legs. The stresses and deformations of the connecting plate should not be considered when examining the FEA results. • None of the internals or attachments were modeled. Mesh Statistics: Number of Nodes 44469 Number of Plate Elements 44476 Constraints • All the bolts holes were constrained as pinned. SWAY Modified: 611/05 C:\ DATA\ supemwing \submitel \tukwila\swing - submit- bAwila.fm :�f�..l',t _ �µL•]J. u:SfiU�ti:.�.df.., :..1i�2.j�J.W+-0rt +l�wi:Al. 'a{%46 '..;s{.. a.i.i,« *+»+.:,w+wzip� dtk�:m. :s:dKrcze.U.#rar: �. r:;'.'r s wctya: Yx nw r•.. z iF- Z Z u� 0 . UO Co J = F- �w w LLQ CO D = E .. w z F- E- O w 25 U O� o E_ ww LLF- — O .. Z w U =: O z Elastic Poisson's Yield Tensile Material Modulus, Ratio, Strength, Strength, (Psi) 0 (Psi) (psi) ASTM, A36 30 X 106 0.3 36 58 Modeling Assumptions: • The modeling was performed using MSC.FEA which a combination of MSC/NASAN with a MSC /Patran pre and post - processor. • The legs, baseplate and gussets were modeled using plate elements. • The baseplates are anchored to the foundation using 14 bolts each. The model assumes that each of the bolt holes is constrained. • The structural crown and axle provide a supporting connection between the two legs. The complexities of that connection were not modeled. Instead a thick plate was used to connect that two legs. The stresses and deformations of the connecting plate should not be considered when examining the FEA results. • None of the internals or attachments were modeled. Mesh Statistics: Number of Nodes 44469 Number of Plate Elements 44476 Constraints • All the bolts holes were constrained as pinned. SWAY Modified: 611/05 C:\ DATA\ supemwing \submitel \tukwila\swing - submit- bAwila.fm :�f�..l',t _ �µL•]J. u:SfiU�ti:.�.df.., :..1i�2.j�J.W+-0rt +l�wi:Al. 'a{%46 '..;s{.. a.i.i,« *+»+.:,w+wzip� dtk�:m. :s:dKrcze.U.#rar: �. r:;'.'r s wctya: Yx nw r•.. z iF- Z Z u� 0 . UO Co J = F- �w w LLQ CO D = E .. w z F- E- O w 25 U O� o E_ ww LLF- — O .. Z w U =: O z t { SWING: SUBMITTAL REPORT Support Legs Analysis: Appendix A: FEA Mesh and Constraints s w1 /�g Modified: 6/1/05 C:\ I)N FA\ superswing \submitel \tukwile\swing- submit- tukwila fm z ;F- W UO N o w= fA LL, W O LL Q. N _ d: W. ? I H O z F- 2 5. U O - . 1-- W W` 2 i- lL O . z . W U� 0 F O z I Z i= W Q� 2 WU UO U o W= J � C0 LL W O g J . � Q. F_ LLI Z � Z !- U� O � O 1- W FU LL ~O . Z W Cl) O Z '''• Swag Modified: 6/1/05 C:\ DATA\ superswing \submital \tukwile\swing - submit- tukwda. fm SMNG: SUBMITTAL REPORT Appendix F: FEA Results Load Case #5: Max Seismic with Two Arm Operation Nastran Filename: lc5 seismic.db Load Case Combination: Description Load Type Value Dead Load Combined point and 38,000 lbs gravitational application Arm Dynamics, Vertical Point Load on Axle -5600 lbs both sides Arm Dynamics, Horizontal Point Load on Axle +/ -5600 lbs in offsetting directions Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Seismic Acceleration in Direction of 0.357 Gs Swing Arm Dynamics Note that the seismic load is applied using non - structural mass in the tower legs times the body force of 0.357 Gs plus the total weight of the crown and boom arms applied as a horizontal load along the cross plate in the model (6500 lbs). Allowable Stresses Since this is a rare occurrence loading, the fatigue loading allowables do not apply. The stresses up to 28 ksi are allowed. Results • See inclosed plots of various stress components • Calculated stresses do not exceed allowables. soyff Modified: 6/1/05 C:\ DATA\ superswing \submital \wkwila\swing - submit- tukwda.fm Z Z 2 D JU UO. WO w= � w 0 2 �; gQ Cj) =w z F-. O . Z E_ W LU U� O � 0 F- w W. LL w Z O Z 'Ll Cl - THAN :NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.. MSC.FEA 2005 31- May - 0514:09:09 Fringe: Untitled.SC1, A1:Static Subcase, Stress Tensor, , von Mises, At Z2 6.00+ 5.40+ 4.80+ 4.20+ 3.60+ 3.00+ 2.40+ 1.80+ 1.20+ 6.00+ i 7 7 X - 6.00 +002 default Fringe : Max 8.39 +004 @Nd 102 Min 1.92 +000 @Nd 659 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR - T HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. y ` MS FEA 2005 31 -Ma 1 t 8.40 +00 ringer tled.SC1, iabcase, Stress Tensor, , von Mises, At Z2 1 1 7.80 +00 f 7.20 +00 6.60 +00 6.00 +00 l 5.40 +00 4.80 +00 f 4.20 +00 3.60 +00 . 3.00 +00 2.40 +00 1.80 +00 1.20 +00 6.00 +00 0. Y �• - 6.00 +00 default Fringe: Max 8.39 +004 @Nd 10 Min 1.92 +000 @Nd 659 • D CLEAR y . „:t UE TO THE QUALITY OF THE DOCUMENT. THIS NOTICE IT I D ti NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALI "fY OF THE DOCUMENT. . _ .. .. _ ... _._.�.. ......_.. .... ..._�.. .��._ �.___ _. .. � � r._«. �.. ���....... �- �...._... �..-.........+..« w...... �.«.. .......cmr.e- rnx.�c�rc..c��i_.r sci ._..l.a..w. «�� ......... .. ..:. .._�_.., �........ .. .. .. .... .« .. .... Fringe: Untitled.SC1, A1:Static Subcase, Stress Tenso es, l MSC.FEA 2005 31- May -05 14:10:39 8.40 +00 Fringe: Untitled.SC1, A1:Static Subcase, Stress Tenso es, 7.80 +00 7.20 +00 6.60+003 - 6.00+00 5.40 +00 4.80 +00 4.20 +00 3.60 +00 'Y! x 3.00 +00 2.40 +00 k 1.80 +00 1.20 +00 R 6.00 +00 Y t 0. Z - 6.00 +00 1.92 +000 default Fringe: Max 8.39 +004 @Nd 10 Min 1.92 +000 @Nd 659 DOCUMENT IN THIS FRAME IS LES rj 4 iu F, THI N T O Q UALITY O D• - „' �S. '�. •••'`�' ?.:sue' NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. MSC. FEA 2005 31 -May-O 8 Fringe: Unfitled.SC1, Al: se, Stress Tensor, , von Mises, At Z2 7.80+003 J f„ y" 6 {° 5 _ 4. 80+003 yy C` 4 Y +. 3. 60+00 3 X 1 ' r 11 11 74 1. 80+003 1.2 5 F . 6 _ 1 - 6 . 00+00 r de Max 8 .3 9+004 • • 10 i Min • 111 • • • - „' �S. '�. •••'`�' ?.:sue' NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. MSC. FEA 2005 31- May - 0514:13:55 Fringe: Untitled.SC1, A1:Static Subcase, ensor, , X Component, 9.00+ 7.80+ 6.60+ 4.20 +00 3.00 +00 1.80 +00 6.00 +00 - 6.00 +00 - 1.80 +00 - 3.00 +00 Y Z - 5.40 +OC - 6.60 +OC - 7.80 +OC Y - 9.00 +0C d fault Fringe : T MOx 2.08 +OOd. d 3 Mi -i,92+004 Nd 1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. r :NOTICE: IF THE DOCUMENT IN THIS A IN OF THE DOCUMENT. N THIS NOTICE IT IS DUE TO THE Q , MSC. FEA 2005 01- Jun -05 07:07: Fringe: Untitled.SC1, A1:Static St Z--�L Tensor, , Y Component, At Z2 NOTICE: IF THE DOCUMENT IN THIS FRAM I 7 CLEAR D THIS NOTICE IT IS DUE TO THE QUAL T 9.00 +00 1 7.80 +00 6.60 +00 5.40 +00 4.20 +00 3.00 +00 1.80 +00 ._ 6.00 +00 3 - 6.00 +00 F - 1.80 +00 - 3.00 +00 ` Y L - 4.20 +00 - 5.40 +00 - 6.60 +00 - 7.80 +00 - 9.00 +00 default Fringe : Max 8.67 +004 @Nd 102 Min -8.27 +004 @Nd 13840 NOTICE: IF THE DOCUMENT IN THIS FRAM I 7 CLEAR D THIS NOTICE IT IS DUE TO THE QUAL T MSC.FEA 2005 31-May. Fringe: Untitled.SC1, Al X_'L se, Stress Tensor, , Y Component, At 9. 7. 6. 4.20+003 3.00+003 1.80+003 6.00+002 -6.00+002 -1.80+003 -3.00+003 -4.20+003 -5.40+003 -6.60+003 -7.80+003 -9.00+003 default Fringe: Max 8.67+QP4 @Nd 102 Min -8.27+004 @Nd 1384� NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.. $WING: SuBMITTAL REPORT 4.0 Anchor Bolts, Analysis As explained above, each of the bolt holes were constrained in the FEA of the tower structure. The constraint forces from the FEA analysis were extracted to determine the reaction load in each of the anchor bolts. Because the analysis constrained multiple nodes around the hole diameter, all of these nodal forces were extracted and added together for each bolt hole. In the following, appendices, the results for each of the load cases described above are presented. SwBng i ••','� 1 100h LOGO �',•• Modified: 611/05 C:U BATA\ supwawing \submital \tukwila\swing - submit- lukwiln.fm z . ;�- W .3 U. U O' U) W =. CO LL W O 5 Q fn � F.. W S Z W �5 D a U :O N, W ltl; H U. LL - Z' lli U= Z ,.-f' ..1,» s.... : i .:Er .,..S.wi� .!1.. Si tti... �, 1 ,..,C•W'..+;Id;:.Lfii:. .S,SI. G7.*i�:a:.+L:; >a:a.ccn+4rorA..r .a.r..� ,.�a _::_:.v,'.ti:�., 4...r1«. SWING: SUBMITTAL REPORT Appendix A: Bolt Loads Locations The following plots show various views of the baseplates. When viewed from the bottom, the var- ious bolt hole locations are denoted with letters, A -N. The plus /minus sign indicates if the base - plate is +Z or -Z baseplate. • Tower from the bottom looking up. y i j I i z +Z BASEPLATE - Z BASEPLATE sway Modified: 611105 C:\ DATA\ supenwing \submital \tukwila\swing- submit- wkwila. fm z W W J U UO CO w= CO U- w O L L i Cy ' �w z� � z W 2 -9. UC .O :w W ' U O. iU z U =. O z Y1 +Z Baseplate and bolthole identifications r >' =, i_ +A +N +B +C +D +E +F +G _ g 7 Willy modified: 6/1/05 •rr• rrnu u.. rr,•. C:\DATA\superswing\submitalktukwila\swirig-subinit-ftikwils.fm z w UO .0 U. W = J H—' CO _ O' W 9:Y U- a S2 d � w _: Z F-O Z F- Do U ,O N O I-� w w XU u. 0' U O z �- SWING: SUBMITTAL REPORT -Z Baseplate and bolthole identifications Im DO -D -E -F -G Swing Modified: 611105 i - 's� �. C:\ DATA\ sups rswing\submital \wkwila\swing - submit tukwila.Gn ,rr '� rra�. u•, •• �• z W 6 2 JU U O. N W= CO O W J. LL Q. Co D _ d F. W. i— O Z f- O C l) LL O _ U CO) O Z SWING: SUBMITTAL REPORT Appendix B: Bolt Loads Results :1 Load Case # 1: Two Arms Normal Operation s� y .3 ti Nastran Filename: lcl_8seat.db Load Case Combination: Description L Load Type V Value Dead Load C Combined point and 3 38,000 lbs gravitational application Arm Dynamics, Vertical P Point Load on Axle - -5600 lbs both sides Arm Dynamics, Horizontal P Point Load on Axle + +/ -5600 lbs in offsetting directions Sheave Load on Axle, Both P Point Load on Axle - - 12,000 lbs Sides (Vertical Direction) Wind Load, Weak Axis of P Pressure on Surface 0 0.109 psi Legs Modified: 6/1i05 S C:\ DATA\ supacswing lsubmital \tukwila\swing - submit- tukwila.fm , � r •• r•..4 .... fi r ..•. Z ` Z mo w. u�D UO Cl) D cn w w= J � CO 1L. w O U. co) = Cf �. w Z �.. O. Z E-; 2 :3 U0 ;O �' o� = LU U , LL 0' _ Z' U CO P O Z SWI NG: SUBMITTAL REPORT BOUT LOAD SUMMARY Tnknila's Load Load Case #1: 2 :Um \o mal Operation iv/ Operational Winds Bolt Hole Total Shear s Total Axial lbs A+ 1437 5939 B+ 2055 5845 C+ 1263 5116 D+ 851 2958 E+ 769 2066 F+ 822 1020 G+ 532 227 H+ 1436 -1545 I+ 1073 -1895 J+ 1025 -1869 K+ 641 80 L+ 535 992 M+ 869 2693 -N+ 2101 3374 A- 1746 -1548 B- 636 2255 C- 858 4565 D- 544 4543 E- 381 5309 F- 1211 8054 G 3289 8441 H- 1211 5938 I- 845 771 J- 705 -236 K- 600 -1365 L- 626 .390 M- 808 -5390 N- 497 -3948 + -1 RoW - -1 ROW 5845 5116 2958 2066 10:0 227 Sum 17232 -1895 -1869 80 992 2693 3374 Sum 3375 2255 4565 4543 5309 8054 8441 Sum 33168 771 ?36 -1365 :390 -5390 -3948 Sum -12558 Maximums 3289 8441 Totals 50000 Totals 50400 -9183 Offset 42 inches Total Z Moment - 1,251,243 in -lbs - 104,270 ft -lbs ' •,rr Irrru NN U ��• Modified: 6/1/05 C:\DATA\ supersw4ig\submital\htkwila\swing-submit-tukwda.fm z '~ w W� JU U O Cl) C0 w W = F-. N W. WO 1L Q co D = Cy �W Z = H H O z F-. W W U� .O N 01-. WW LL — 0 z W C-) =. O z SWING: SUBMITTAL REPORT d i' ? t: Appendix C: Bolt Loads Results Load Case #2: One Arm Normal Operation Nastran Filename: lc2 4seat.db Load Case Combination: Description Load Type Value Dead Load Combined point and 38,000 lbs gravitational application Arm Dynamics, Vertical, Point Load on Axle -5600 lbs One Side Arm Dynamics, Horizontal, Point Load on Axle 5600 lbs one side, same direction as wind loading Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Wind Load, Weak Axis of Pressure on Surface 0.109 psi Legs s wag i Modified: 6/1/05 C:\DATA\superswing\subniital\tukwila\swing-Bubmit-tukwila.fm Z Z . w u� D J U: UO CO 0. w= J �— N LL .,. w 0 w� S2 = w Z Z 1- w w D O N; o�- w L O tt! Z U- H H' O Z 4' 1� I SWING: SUBMITTAL REPORT BOLT LOAD SUMMARY Tukmila's Load Load Case #2: 1 Arm Normal Operation iv/ Operational Winds i i Bolt Hole Total Shear s Total Axial lbs A+ 2256 •889 B+ 5211 -10658 C+ 2667 -10836 D+ 1098 -7734 E+ 507 -7274 F+ 489 -9292 G+ 1189 4841 H+ 2489 5556 I+ 2737 12248 J+ 1 17452 K+ 889 11402 L+ 1348 10330 Vii+ 2462 11203 N+ 3561 10048 A- 2.483 4189 B- 2880 -10359 C- 1271 -15703 D- 866 -8724 E- 1337 -7108 F- 2416 -6937 G- 3344 -5273 H- 2413 6385 I- 5531 15433 J- 2765 15084 K- 1106 10966 L- 532 9957 ii- 638 11123 N- 1062 6629 mamm ums 5;31 1745: Totals 44000 +1 RoW' - -1 Rota -10658 -10836 -7734 -7274 -9292 - -48.41 Sum -50634 12248 17452 11402 10330 11203 10048 Sum 72683 -10359 -15703 -8724 -7108 -6937 -5273 Sum -54104 15'433 15084 10966 9957 11123 6629 Sum 69193 Totals - 104739 141876 Offset 42 inches Total Z Moment 5,178,896 in -Ibs 431,575 ft -Ibs SWON Modiricd: 611/05 C: IDATA\superowuig lsubmitalUukwila\swing- submit- tukwils. fm a , 41...... A. /v.MYt<a;. .% "", z Z w D JU UO N13. J l— N LL W O J u- Q Nd = W Z F- O Z l— W 2 5 D O. ON D H- W H� -O •. Z W U= O Z SWING: SUBMITTAL REPORT ;.s Appendix D: Bolt Loads Results Load Case #3: Maximum Vertical Loading Nastran Filename: lc3_maxvert.db Description Load Type Value Dead Load Combined point and 38,000 lbs gravitational application Arm Dynamics, Vertical, Point Load on Axle - 11,100 lbs Both sides Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Wind Load, Weak Axis of Pressure on Surface 0.109 psi Legs �WJ'/ly • s Modified: 611105 C:\ DATA\ supo rsw4\submi►al \tukwila\swing - submit- tukwila. fm z Z w JU 0 0. C0 W. W =, C0 LL; W O U- ¢ a : z �. F- O z F-: U � O N; v H- .w w w —O ui z O z w Total Shear abs) � A+ 1286 8893 B+ 3458 i C+ v, 8324 D+ 529 4891 E+ 316 3587 t �. 261 3239 SWING: SUBMITTAL REPORT BOLT LOAD SUMMARY Tukwila's Load Load Case 93: 2 Arm Max Vertical w/ Operational Winds Bolt Hole Total Shear abs) Total Axial (lbs) A+ 1286 8893 B+ 3458 9377 C+ 1420 8324 D+ 529 4891 E+ 316 3587 F+ 261 3239 G+ 440 578 H+ I38 2483 I+ 950 -3391 J+ 520 -3831 K+ 148 -626 L+ 188 810 M+ 875 3:54 \+ 2367 4468 A- 510 2483 B- 497 781 C- 308 :594 D- 323 3835 E- 440 5126 F- 1417 8618 G- 3586 9536 H- 1364 8893 I- 3235 4108 J- 859 2961 K- 277 574 L- 178 -873 M- 453 -4173 N- 889 -3596 'Maximums 3586 9536 Totals 7'000 +S RoW° - -1 RoW 9177 8324 4891 3587 :339 578 Sum 38896 -3391 -3831 -626 810 3254 4468 Sum 694 781 3594 3835 5126 8618 9536 Sum 30490 4208 2961 574 -873 -4173 -3596 Sum -900 Totals 59387 206 Offset 2Inches Total Z Moment - 1,251,446 In -lbs -104,287 ft -lbs s .err', rnr�. u., N� Mimed: 6/1/05 C:\DATA\3uperswing\submital\wkwila\sw4-submit-wkwda.fm Z Z w w, aa JU UO Cl) 0. C0 LLI J = H C0 LL W O LL- Q. N� Z d. I.— _. Z H. 1- O Z 1— LLj LLJ U D O� o F- W W IL O .. Z W U C0 1— _ O Z SWING: SUBMITTAL, REPORT Appendix E: Bolt Loads Results Load Case #4: Maximum Wind Loading Nastran Filename: lc4 maxwinds.db Load Case Combination: Description Load Type Value Dead Load Combined point and 38,000 lbs gravitational application Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Wind Load, Weak Axis of Pressure on Surface 0.49 psi Legs i t f •�_ sma5 Modified:6 /1/05 C:\ DATA\s uperswing\submital \Wkwila\swing - submit- wkwda.fm z Z � JU UO lA 0 C0 w J H w: w 01 LL ¢ Ca =w z �. zO 2 :) D 0 N 0 F- w U I' F - LL ~O; tll Z: N O Z w • r ` SWING: SUBMITTAL REPORT i BOLT LOAD SUMMARY Tukn9la's Load 0.49 Load Case 94: .%IWmum Winds (85 mph) Bolt Hole Total Shear (lbs) Total Axial (lbs) A+ 1775 6128 B+ 6023 16045 C+ 2941 15973 D+ 1277 11455 E+ 764 10742 F+ 689 13499 G+ 1726 7700 H+ 1676 -2462 I+ 2361 -11040 J+ 1080 -15551 Ii+ 579 -9389 L+ 916 -8072 II+ 1706 -8166 N+ 2243 -6861 A- 1677 -2462 B- 1726 7699 C- 689 13500 D- 764 10743 E- 1278 11455 F- 2942 15973 G- 6025 16044 H- 1775 6128 I- 2244 -6861 J- 1707 -8166 K- 916 -8073 L- 579 -9389 M- 1080 -15552 N- 2361 -11040 Maximums 6025 16045 Totals 40000 2.02 +1 Rom' -1 RoW 16045 15973 11455 10742 13499 7700 Sum 75412 - 110.10 -15551 -9389 -8072 -8166 -6861 Sum -59079 7699 13500 10743 11455 15973 16044 Sum 75.115 -6861 -8166 -8073 -9389 - 1.5.552 -11040 Sum -59081 Totals 150827 - 118160 Offset 42 inches Total Z Moment - 5,648,721 in -lbs - 470,727 ft -lbs - omy Modified: &1105 C:\DATA\superswing\submital\tukwila\swing-submit-hdcwda.fm z Z �W QQ � JU 00 to c C0 III W F— 00 LL W h } 0 LL Q 2 Z f- l— 0 z F— W gy U 0� o WW F LL 0. LLI z N P F = . 0 Z ^t.. 4P SWING: SUBMCTTAL REPORT Appendix F: Bolt Loads Results Y' Load Case #5: Max Seismic with One Arm Operation Nastran Filename: seismic.db Load Case Combination: Description Load Type Value Dead Load Combined point and 38,000 lbs gravitational application Arm Dynamics, Vertical Point Load on Axle -5600 lbs both sides Arm Dynamics, Horizontal Point Load on Axle +/ -5600 lbs in offsetting directions Sheave Load on Axle, Both Point Load on Axle - 12,000 lbs Sides (Vertical Direction) Seismic Acceleration in Direction of 0.357 Gs Swing Arm Dynamics SA/111 #aril ,... N V•: Modified: 611/05 C:\DATA\superswing\subinital\tukwila\swing-submit-tukwda.fm Z i� w JU U O: N o W= S2 LL W LL =w ZO Do O � W W X U' u.. O. .. Z° W U =, O ~. Z 46 e' SWING: SUBMITTAL REPORT BOLT LOAD SUMMARY Load Case #5: 2 Arm Normal Operation n Seismic Loading Bolt Hole Total Shear (lbs ) Total Axial (lbs A+ 1463 2126 B+ 4560 -12973 C+ 2247 -13949 D+ 663 -11367 E+ 192 -11738 F+ 839 -16634 G+ 1350 -10261 H+ 3953 2936 I+ 2249 13721 J+ 903 21229 K+ 396 14650 L+ 1046 14130 JI+ 2931 17277 N+ 6007 16287 A- 1198 -4441 B- 3312 -12460 C- 1788 -17824 D- 1269 -10029 E- 1628 -8041 F- 2331 -7110 G 1863 -5168 H- 3408 9039 I- 6815 18892 J- 3690 18231 K 1871 12757 L- 1257 11417 �1- 869 13038 `T- 1620 7362 Maximums 6815 21229 Total (lbs) 51096 +X Roll' -X RoW -12973 -13949 -11367 -11738 -16634 -10261 Sum —1 13721 21229 14650 14130 17277 16287 Sum -12460 -17824 -10029 -8041 -7110 -5168 Sum 0632 18892 18231 12757 11417 13038 7362 Sum 31696 Totals - 137553 178990 Offset 42 inches Total Z Moment 6,647,395 in -lbs $53.950 ft -lbs _ SWJu i ••��•• r.W. LOBS .. '• Modified: 611/05 C: \DATA\supetswing bubmitalltukwilalswing- submit- tukwila. rm mom f. It 1 zz Z . W D JU 00 N W =` J F— N W. W O: LL Q N D �W z_ H O z H W Dp U .O N. 0 1.-. WW H U` u- 0 W z 1— _ O z FILE COPY -- •%ssociated 'X REi /IE rOR � CODE COMPLIANCE Earth Pf Fn APP Geotechnica) Engineering JUL 6 2005 Sciences, Inc. A . , _rA:x =�' : ti- City Of T ukwfla VIF BUILDING DT Subsurface Exploration, Geologic Hazard; and Geotechnical Engineering Report Water Resources � TUKWILA FAMILY FUN CENTER ROPOSED NEW HOTEL AND OFFICE PUILDING Hazar Solid and Ecological /Biological Sciences LM Project No. KE00689G November 15, 2000 RECEIVED CITY OF TUK LA INCOMPLETE MAY 0 4 2005 L TR # PERMIT CENTER Geologic Assessments Prepared for Tukwila Family Fun Center, LLC. Z w JU 00 CO 0 W = NU w 0 Q. co :3 i=- w z0 W U� ' D I— w w �—` 0 W Z U Cl) O Z O)C) I Tukwila, Washington Hazar Solid and Ecological /Biological Sciences LM Project No. KE00689G November 15, 2000 RECEIVED CITY OF TUK LA INCOMPLETE MAY 0 4 2005 L TR # PERMIT CENTER Geologic Assessments Prepared for Tukwila Family Fun Center, LLC. Z w JU 00 CO 0 W = NU w 0 Q. co :3 i=- w z0 W U� ' D I— w w �—` 0 W Z U Cl) O Z O)C) I SUBSURFACE EXPLORA'T'ION, GEOLOGIC HAZARD, AND GEOTECHNICAL ENGINEERING REPORT TUKWILA FAMILY FUN CENTER PROPOSED NEW HOTEL AND OFFICE BUILDING Tukwila, Washington Prepared for: Tukwila Family Fun Center 7300 Fun Center Way Tukwila, Washington 98188 Prepared by: Associated Earth Sciences, Inc. 9115' Avenue, Suite 100 Kirkland, Washington 98033 425 -827 -7701 Fax: 425- 827 -5424 November 15, 2000 Project No. KE00689G z �w �D J UO (00 J �. LL N O W, �a =W' ?� �- z �- w �5 O -: w w. F- �, U- O ..z w O z d l. , 4R 7j '4 SUBSURFACE EXPLORA'T'ION, GEOLOGIC HAZARD, AND GEOTECHNICAL ENGINEERING REPORT TUKWILA FAMILY FUN CENTER PROPOSED NEW HOTEL AND OFFICE BUILDING Tukwila, Washington Prepared for: Tukwila Family Fun Center 7300 Fun Center Way Tukwila, Washington 98188 Prepared by: Associated Earth Sciences, Inc. 9115' Avenue, Suite 100 Kirkland, Washington 98033 425 -827 -7701 Fax: 425- 827 -5424 November 15, 2000 Project No. KE00689G z �w �D J UO (00 J �. LL N O W, �a =W' ?� �- z �- w �5 O -: w w. F- �, U- O ..z w O z Tukwila Family Fun Center Subsurface Exploration, Geologic Hazard, Proposed New Hotel and Office Building and Geotechnical Engineering Report Tukwila, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazard, and geotechnical engineering study for the proposed new hotel and office building adjacent to the Tukwila Family Fun Center in Tukwila, Washington. Our recommendations are preliminary in that definite building construction details have not been finalized at the time of this report. The proposed building location and approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan, Figure 1. We have also included locations and logs for explorations performed during previous geotechnical and environmental studies by other consultants. In the event that any changes in the nature, design, or location of the structure is planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1.1 Purpose and Scope The purpose of this study was to provide subsurface data to be utilized in the preliminary design and development of the aforementioned project. Our study included a review of available literature including the following geotechnical and environmental reports: • Giles Engineering Associates, Inc. (Giles), Preliminary Geotechnical Engineering Exploration and Analysis, Proposed La Quinta Inn, Interurban Avenue and Grady Way, Tukwila, Washington, March 24, 1998 • GeoEngineers, Report Geotechnical Engineering Services, Family Fun Center, Tukwila, Washington, June 30, 1997 • GeoEngineers, Phase I Environmental Site Assessment Report, Proposed Family Fun Center, Tukwila, Washington, August, 12, 1997 The study also included excavation of exploration pits, drilling test borings, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and ground water conditions. Geologic hazard evaluations and engineering studies were also conducted to determine suitable geologic hazard mitigation techniques; the type of suitable foundation, allowable soil bearing pressures, anticipated settlements, basement /retaining wall lateral pressures, floor support recommendations and drainage considerations. This report summarizes our current fieldwork and offers hazard mitigation and development recommendations based on our present understanding of the project. November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. scyida - KE00689G2 - tD.o: id -00 - wzx Page 1 Z ~ w �U UO CO J � CO w O 95 u- ¢ U� = �w z �-- O Z E- 25 U 0 O N. o1-- U1 LL O w Z U= O~ Z r , Tukwila Family Fun Center Subsurface Exploration, Geologic Hazard, Proposed New Hotel and Office Building and Geotechnical Engineering Report Tukwila, Washington Project and Site Conditions 1.2 Authorization Written authorization to proceed with this study was granted by Mr. John Huish of Tukwila Family Fun Center, LLC on October 18, 2000. Our study was accomplished in general Z accordance with our scope of work letter dated October 11, 2000. This report has been W prepared for the exclusive use of Tukwila Family Fun Center, LLC and their agents, for specific application to this project. Within the limitations of scope, schedule, and budget, our 0 0 services have been performed in accordance with generally accepted geotechnical engineering CO ° and engineering geology practices in effect in this area at the time our report was prepared. co Our observations, findings, and opinions are a means to identify and reduce the inherent risks !2 a- to the owner. No other warranty, express or implied, is made. w 0 �_J 2.0 PROJECT AND SITE DESCRIPTION U¢ w Z This report was completed with an understanding of the project based on a preliminary z o building layout and site plan provided by Tukwila Family Fun Center, LLC. We understand W that you intend upon constructing a new hotel and office building on two separate parcels of j � ❑ property located adjacent to your Tukwila Family Fun Center. The parcels are designated o Parcel 1, which in on the west side, and Parcel 2, which is on the east side. Parcel 2 would w w support a four - story, 140 -room hotel, associated parking, indoor swimming pool, and F landscaping. Parcel 1 would support a three -story office building with a footprint of LL o approximately 10,000 square feet, surrounded by at grade parking and landscaping. Both cd Z parcels are relatively flat and support scattered wild vegetation. Both parcels have been subject F to past grading activities. Z 3.0 SUBSURFACE EXPLORATION Our field study included excavating 11 exploration pits, drilling one exploration boring, and performing a geologic hazard reconnaissance to gain information about the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed represent gradational variations between sediment types in the field. If changes occurred between sample intervals in our borings, they were interpreted. Our explorations were approximately located in the field by measuring from known site features shown on the site plan provided by Tukwila Family Fun Center LLC. We did not have a topographic survey at the time our fieldwork was completed. The conclusions and recommendations presented in this report are based on the 12 explorations completed for this study and supplemental information contained in the Giles and GeoEngineers' reports. The number, location, and depth of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. SGH/da - KE00689G2 - LD -D: I da 111-00 - VIM Page 2 I• 1- 1 I Tukwila Family Fun Center Subsurface Exploration, Geologic Hazard, Proposed New Hotel and Office Building and Geotechnical Engineering Report Tukwila, Washington Project and Site Conditions ground, extrapolation of subsurface conditions between field explorations is necessary. It should be noted that differing subsurface conditions are sometimes present due to the random nature of deposition and the alteration of topography by past grading and /or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re- evaluate specific recommendations in this report and make appropriate changes. 3.1 Exploration Pits Exploration pits were excavated with a track - mounted backhoe. The pits permitted direct, visual observation of subsurface conditions. Materials encountered in the exploration pits were studied and classified in the field by a geotechnical engineer from our firm. All exploration pits were backfilled immediately after examination and logging. Selected samples were then transported to our laboratory for further visual classification and testing, as necessary. 3.2 Exploration Borings The exploration boring was completed by advancing a 3 -3/8 -inch inside - diameter, hollow -stem auger with a truck- mounted drill rig to a depth of approximately 10 feet. Below 10 feet, the boring was completed with mud rotary drilling techniques. During the drilling process, samples were obtained at generally 5- foot -depth intervals. The borings were continuously observed and logged by a geotechnical engineer from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test procedure in accordance with ASTM: D 1586. This test and sampling method consists of driving a standard 2 -inch outside - diameter, split - barrel sampler a distance of 18 inches into the soil with a 140 -pound hammer free - falling a distance of 30 inches. The number of blows for each 6 -inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ( "N ") or blow count. If a total of 50 is recorded within one 6 -inch interval, the blow count is recorded as 50 blows for the number of inches of penetration. The resistance, or N- value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached boring logs. The samples obtained from the split - barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. We performed mechanical grain size analysis by ASTM Method D 2487 on samples collected at depths of 15 and 20 feet. Moisture contents were obtained for samples collected at depths of 5 and 10 feet. The results of these tests are presented in the Appendix following the exploration logs. November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. 5GH/da - KEOO689G2 - LD -D: Idal 11-010 - W2K Page 3 Z �Z �w �U UO CO co W J = I-- S2 w w 9-1 U. to = a �w Z �_o z�_ W w U� o�__ U1 U1 w z ui U= O Z I }� Tukwila Family Fun Center Subsurface Exploration, Geologic Hazard, Proposed New Hotel and Office Building and Geotechnical Engineering Report Tukwila, Washington Project and Site Conditions 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished Z for this study, visual reconnaissance of the site, and review of previous geotechnical and 1 z environmental reports prepared for this property. As shown on the field logs, the exploration W holes generally encountered fill materials overlying natural alluvial deposits of loose sands D i overlying medium dense to dense sands. The following section presents more detailed 0 0 subsurface information organized from the upper (youngest) to the lower (oldest) sediment Cn co w types. ~ Wo 4.1 Stratigraphy Fill U- C/) d =w Fill soils (those not naturally placed) were encountered in all explorations. The fill ranged in Z thickness from 5.5 or 6 feet in EB -1, EP -1 and EP -11 to as much as 16 feet in EP -5. As noted z o on the exploration logs, the fill consisted of loose to medium dense, moist, brown to black, UJ 5 silty sand with sandy silt and large amounts of rubble and debris. The rubble and debris 0 N consisted of concrete and asphalt pieces to 6 feet in diameter or width, pipe, plastic, wood, o �. } wire, and scrap metal. The fill generally became thicker and contained more large debris on = v central and eastern portion of Parcel 2. These materials appear to vary in both quality and depth across the site. Since the quality, thickness, and compaction of the fill materials is low U o Z or variable, the fill is unsuitable for direct structural support. Figure 1 shows areas where v co large sized rubble was encountered. These areas have been delineated to estimate areas that o may require excavation of fill soils during pile installation. Other areas containing larger Z rubble fill that were not explored by this current study, should be expected. Alluvium Natural alluvial soils beneath the fill materials consisted of loose to medium dense, moist, dark brown to gray, fine sand with traces of silt and occasional lenses of siltier material and gravel. These alluvial soils were deposited by the Green River within the last 10,000 years, according to the "Geologic Map of the Renton Quadrangle, King County, Washington, " by D.R. Mullineaux, 1965. Our exploration pits only penetrated the upper few feet of this material due to the overlying thickness of fill soils. However, borings completed by Giles show that this material is generally medium dense grading to dense at depths ranging from 25 to 40 feet within the proposed hotel building footprint. In the area of the proposed office building, our boring EB -1 indicated that this material was loose to a depth of 35 feet and graded to dense at a depth of 60 feet. The explorations performed by GeoEngineers and previous consultants referenced in the GeoEngineers report show similar soil conditions on the project site. November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. SGH/da - KE00689G2 - LD- D: - wr K Page 4 « :rt �'°�N:'� o e'' yyn -9�`?'".'.4�`l�dEr+ 9M!kl�'y?�r14 4�, 'n?rx, .�• gs+mn wn- .- .._,e.- "'^rt'.�.�..s:� poilgi r I Tukwila Family Fun Center Subsurface Exploration, Geologic Hazard, Proposed New Hotel and Office Building and Geotechnical Engineering Report Tukwila, Washington Project and Site Conditions 4.2 Hydrology Ground water seepage was not encountered in any of our exploration pits completed to maximum depths of 21 feet. EB -1 and the borings completed by Giles were completed with mud rotary techniques, and therefore, accurate ground water elevations could not be obtained. However, ground water was noted on GeoEngineers exploration GB -2 in the area of the proposed office building at a depth of about 16 feet. Ground water depths in the proposed hotel area ranged from 5 to 17 feet in explorations completed by other consultants included in GeoEngineers' reports. Two of these previous explorations include monitoring wells completed in November of 1996. Ground water levels were measured at 11.5 and 17.25 feet in GCW -16 and GCW 17 respectively. In general, two types of ground water may be encountered on the site. The first would be a "perched" water table that forms during wet periods of the year above the less permeable strata within the fill soils. Perched water occurs when surface water infiltrates down through relatively permeable soils and becomes trapped or "perched" atop a comparatively impermeable barrier such as the silty layers within the fill. The second ground water horizon may be encountered in excavations that penetrate into the underlying alluvial sands and represent the unconfined regional aquifer. It should be noted that fluctuations in the level of the ground water may occur due to the time of the year and variations in rainfall and adjacent river levels. } November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. sGHida - KE00689G2 - rD -o: W 1 t 1.00 - wyK Page 5 Z �z �w u� D UO N o wi J F.. U� w �Q cf) = �w Z I -- �o Z k--. W U O N o f- wW u- o .Z w U= O Z �,, . �. .:r._h•.r »e,li..,.a:..i.�:�e::4 . s'..; 5,": iL: w.: zu1 ,:'.LGiai.J,rbc+i:+�•s.,,,yiy :wx w��:.�.J'.W -! �, &.u'+x.� �. 1 ; ..,iw:v:I:.:W •N+' rk` sie',{. i�Y�.Ytdtisa�itl+� r, xuiui xu.:s Proposed New Hotel and Office Building Subsurface Exploration, Geologic Hazard, Adjacent to Tukwila Family Fun Center and Geotechnical Engineering Report Tukwila, Washington Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope and ground water conditions as observed and discussed herein. The discussion will be limited to seismic, landslide, and erosion hazards, including sediment transport. 5.0 SEISMIC HAZARDS AND RECOMMENDED MITIGATION Earthquakes occur in the Puget Lowland with great regularity. Fortunately, the vast majority of these events are small and are usually not felt by man. However, large earthquakes do occur as evidenced by the 1949, 7.2 magnitude event and the 1965, 6.5 magnitude event. The 1949 earthquake appears to have been the largest in this area during recorded history. Evaluation of earthquake return rates indicate that an earthquake of the magnitude between 5.5 and 6.0 likely will occur within the next 8 to 12 years. Generally, there are 4 types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture; 2) seismically induced landslides; 3) liquefaction; and 4) the actual shaking. The potential for each of these hazards to adversely impact the proposed project is discussed below. 5.1 Surficial Ground Rupture Generally, the largest earthquakes which have occurred in the Puget Sound /Seattle area are sub - crustal events with epicenters ranging from 50 to 70 kilometers in depth. For this reason, no surficial faulting or earth rupture, as a result of deep, seismic activity, has been documented to date, in the King County Region. Therefore, it is our opinion, based on existing geologic data, that the risk of surface rupture impacting the proposed project is low. 5.2 Seismically Induced Landslides Steep slopes occur along the banks of the Green River, greater than 150 feet to the north of the property. However, risk of static or seismically induced landsliding affecting the proposed development is low due the lateral separation between the proposed structures and the river banks. 5.3 Liquefaction We performed a liquefaction hazard analysis for this site in accordance with guidelines published in Seed & Idriss, 1982; Seed et. al, 1985; and Kramer, 1996. Liquefaction occurs when vibration or ground shaking associated with moderate to large earthquakes (generally in excess of Richter Magnitude 6) results in loss of internal strength in certain types of soil November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. SGH/da - KE00689G2 - tD -D: IdaI / 1-00 - VOU Page 6 Z fz �W UO N W = H co U_ WD 9-1 LL ¢ co = �_W Z f- Z 0 w �5 U� O U) o t- WW w Z U= O Z +ti!!r�61$ rerm�axw� !a�•tti"a *a . , �, ,�5�%�'xt°n�ar+ <.r - x*wn�«x�t�nn�x�. A i I i Proposed New Hotel and Office Building Subsurface Exploration, Geologic Hazard, Adjacent to Tukwila Family Fun Center and Geotechnical Engineering Report Tukwila, Washington Geologic Hazards and Mitigations deposits. These deposits generally consist of loose to medium dense sand or silty sand that is saturated (e.g., below the water table). Loss of soil strength can result in consolidation and /or lateral spreading of the affected deposit with accompanying surface subsidence and /or heaving. Liquefaction occurs because the soil builds up excess hydrostatic pressure with the application of cyclic shear stresses that are induced by ground motions during an earthquake. If the soil is loose, the water pressure between the soil particles will suddenly increase to a value equal to the confining pressure applied by the weight of soil above the affected zone, resulting in deformations (shear strains in excess of 20 percent). Soil with a "high" risk of liquefaction displays this type of behavior during an earthquake and can result in the sinking or tilting of heavy structures or the floating of light buried structures. If the soil is dense, it develops enough shear resistance to withstand the applied cyclic stresses even with increased pore water pressures. The associated deformations are much smaller, and thus have a "low" risk of liquefaction. However, deformations such as building subgrade soil settlement can still occur to a lesser extent in this soil type. The liquefaction potential is dependent on several site - specific factors such as soil grain size, density (modified to standardize field obtained values), site geometry, static stresses, level of ground acceleration considered, and duration of the event. The earthquake parameters (a Magnitude 7.5 earthquake occurring directly beneath the site with a peak horizontal ground acceleration of 0.30g) used in our liquefaction analyses are in accordance with the recommended parameters set forth in the 1997 Uniform Building Code (UBC) Guidelines. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio (CSR - the ratio of the cyclic shear stress to the initial effective overburden stress) induced by an earthquake to the cyclic shear stress ratio required to cause liquefaction. As depicted on Figure 2, these parameters can be plotted to show the potential for liquefaction with depth for the subject property. Figure 2 demonstrates that values of CSR calculated based on soil properties at the site are generally higher than values that would be theoretically necessary for liquefaction to occur within the site soils. Therefore, our analysis indicates that the site soils have a high risk of liquefaction above a depth of 55 feet. Pile foundations that extend at least 10 to 15 feet below the liquefiable zone will substantially reduce the potential for seismically induced building settlement. The presence of a 15- foot -thick, non liquefiable "crust' will substantially reduce the total settlement that would be realized at the ground surface. Surface settlements of several inches are; however, possible. 5.4 Ground Motion The project site is located within a Zone 3 rating for seismic activity on a scale of 1 (lowest) to 4 (highest) based on the Seismic Zone Map of the United States, Figure No. 16 -2 in the 1997 edition of the UBC. This zonation is based on past earthquake activity in the Puget Sound region. As such, design recommendations in the report accommodate the possible effect of November 15 , 2000 ASSOCIATED EARTH SCIENCES, INC. SGH/da - KE00689GZ - LD- D:16111.00 - w: K Page 7 Z ~ w 0 0 wi CO w UQ co = �w Z F - O Z H- U� ON o�_ W F� u. 0 ..Z w U= 0 Z " .+ iraih�.' w'+ ixr* ��; �` TfiSRF' J�igRrl' �3xsw.. amrcrxrv+ r-, oe,asrervrxxn�•r;'��CYNrX'M?`N +S wV � ".'�*+XCEIf. ".trorMgr� * Ir Proposed New Hotel and Office Building Subsurface Exploration, Geologic Hazard, Adjacent to Tukwila Family Fun Center and Geotechnical Engineering Report Tukwila, Washington Geologic Hazards and Mitigations seismic activity in areas with a Zone 3 rating, corresponding to a peak ground acceleration of 0.3g (a Richter Magnitude 7.5 earthquake occurring directly beneath the site), in accordance ` with UBC guidelines, using soil type Ss. 5.5 Landslides Steep slopes occur along the banks of the Green River, north of the property. However, the risk of slope movement within the banks of the Green River affecting the proposed development is low due the lateral separation (in excess of 150 feet) between the proposed ` structures and the river banks. j 4 i 6.0 EROSION HAZARDS A MITIG To mitigate and reduce the erosion hazard potential and off -site soil transport, we recommend the following: 1) All storm water from impermeable surfaces should be tightlined into approved storm water drainage system or temporary storage facilities. 2) To reduce the amount of soil transport, silt fences should be placed along the site margins. { 3) Construction should proceed during the drier periods of the year and disturbed areas should be re- vegetated as soon as possible. 4) Soils to be reused around the site should be stored in such a manner as to reduce erosion. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting or the use of hay bales /silt fences. November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. SGH/da - KE006890 . LD -D: Ida111 -00 - N. Page 8 Z z �w 3U 000 C0 =. Cf) w 0 U- Q C0 =w z� moo. Z �. UJ U o F- w LL z W U CO Z L .1 : >: ...�: '-.�c' .i- Ca.:t,A i, : t,.[u�..'s.. - :�:�w.a.ti..:a.h .Wi :14nnL'.ii� w•'.: h:;b �w...::i: 1dv+.:•s.:'?.�+,.J+%.�FP '.lrutrMa.;: susikS+x#1:4:+�iu:.i�J.s Proposed New Hotel and Office Building Subsurface Exploration, Geologic Hazard, Adjacent to Tukwila Family Fun Center and Geotechnical Engineering Report Tukwila, Washington Design Recommendations III. DESIGN RECOMMENDATIONS 7.0 INTRODUCTION The site contains some potential soil and foundation- oriented complications, especially with respect to concrete rubble in the existing fill, loose granular soils susceptible to liquefaction, and moisture- and disturbance- sensitive soils. The conclusions and recommendations in this report are based upon the assumption that the foundations, floor slab, and grading construction are observed by a geotechnical engineer or engineering geologist from our firm. The proposed project is feasible from a geotechnical engineering standpoint using pile foundations for the building superstructure, and pile- supported lower floor slabs. Loose surficial fill and native soils should not be used to support planned foundations. Pavement support on existing fills is possible with some near - surface remedial improvements. Due to the presence of loose surficial soils and the possible need to raise site grades,. some settlement of non -pile support structures and paved areas; however, is anticipated. 8.0 SITE PREPARATION Site preparation of planned building and road /parking areas that will not be supported by pile foundations should include removal of all brush, debris, and any other surficial deleterious material. Additionally, any upper organic topsoil encountered should be removed and the remaining roots grubbed. Areas where loose surficial soils exist due to grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. Most of the fill encountered in our exploration pits was in a loose to medium dense condition. However, the density, thickness, and rubble content of the fill across the site is highly variable. We anticipate that the upper loose surficial fill soils, once re- compacted or replaced with structural fill, will be adequate for support of pavement and other external surfacing such as sidewalks. However, there will be a risk of long term damage to these surfaces including, but not limited to, rutting, yielding, cracking, etc. if the uncontrolled loose fill is not completely removed and replaced with compacted structural fill. The risk can be reduced by selective removal and replacement of the most settlement- sensitive near - surface soils. Utilities founded above loose uncontrolled fill that contain abundant rubble are also at risk of settlement and associated damage. The extent of stripping necessary in areas of the site to receive external surfacing, such as sidewalks and pavement, can best be determined in the field by the geotechnical engineer or engineering geologist. We recommend that road and parking areas be proofrolled with a loaded dump truck to identify any soft spots. If construction is to proceed during wet weather, November IS, 2000 ASSOCIATED EARTH SCIENCES, INC. SGH/da - KE00689G2 - -D: Ida II1 -00 - IVY Page 9 Z �W JU UO N �iM U) U _ WO CC J U. Cl =W �- O W LU �o U ON o ff WW F-� O ui Z v ED o� Z 0111111 111 .lrst, es 1 — "I'll, +gym ."F'' . ii : ,..,v ' ..: e. .c ..:1•'?'ft� Y 'Px i Proposed New Hotel and Office Building Subsurface Exploration, Geologic Hazard, Adjacent to Tukwila Family Fun Center and Geotechnical Engineering Report Tukwila, Washington Design Recommendations we recommend systematic probing in place of proof rolling to identify soft areas of the exposed subgrade. These soft areas should be overexcavated and backfilled with structural fill. The on -site fill soils contain a high percentage of fine- grained material which makes them Z = moisture- sensitive and subject to disturbance when wet. The contractor must use care during W site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with U o structural fill. Consideration should be given to protecting access and staging areas with an co w appropriate section of crushed rock or asphalt treated base (ATB). W r Wp If crushed rock is considered for the access and staging areas, it should be underlain by engineering stabilization fabric to reduce the potential of fine- grained materials pumping up a through the rock and turning the area to mud. The fabric will also aid in supporting U construction equipment, thus reducing the amount of crushed rock required. We recommend CY w that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of z � the near- surface soils and differences in wheel loads, this thickness may have to be adjusted by z the contractor in the field. I Uco As noted previously, two monitoring wells are located on the property. If the wells will not be o used in the future, they should be properly abandoned. Specific standards for abandonment of w W wells depend on the type of well in question. The State of Washington Department of Ecology (Ecology) outlines this information in a publication entitled Minimum Standards for O Construction and Maintenance of Water Wells. Local regulations may also apply. co �_ O �- z 9.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type and placement, and compaction of materials as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that .section should be used. After overexcavation/stripping has been performed to the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to receive fill should be recompacted to 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free - draining layer by silt migration from below. After recompaction of the exposed ground is tested and approved, or a free - draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. SGH/da - KE00689c2 - LD -D: Idal11-00 - w2 K Page 10 , 1,��'I ;1NP.f:��vax+•t�1*MttWt l L7X' �dk�Y�fiPMll Y�aeeree�, . �.- ru.. . r�.., w. r:.. au"..+ sn7aKF% Plh3t!„ � P." r. �l4tmw4' zcvr« s, r+« n� na 4s iw !2M�9dHfh14(S��'1'ftkk "1DriY+� ,4 Proposed New Hotel and Office Building Subsurface Exploration, Geologic Hazard, Adjacent to Tukwila Family Fun Center and Geotechnical Engineering Report Tukwila, Washington Design Recommendations non- organic soil, acceptable to the geotechnical engineer, placed in maximum 8 -inch loose lifts with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the backfill should be placed and compacted in accordance with current local or county codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the location of the roadway edges before sloping down at an angle of 2H: 1V. The contractor should note that any proposed fill soils must be evaluated by Associated Earth Sciences, Inc. (AESI) prior to their use in fills. This would require that we have a sample of the material 48 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine - grained material (smaller than No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture- sensitive. Use of moisture- sensitive soil in structural fills should be limited to favorable dry weather conditions. The on -site soils generally contained significant amounts of silt and are considered moisture- sensitive. In addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free - draining gravel and /or sand should be used. Free - draining fill consists of non - organic soil with the amount of fine- grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in- place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part -time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 10.0 FOUNDATIONS Due to the presence of loose surficial soils, the existing loose fill with concrete rubble, and the potential for long -term settlement or liquefaction- induced settlement, a deep foundation system is recommended for support of the proposed structures. For this project, we recommend the use of auger -cast piles. Augercast piles offer the flexibility to adjust pile* lengths to accommodate site conditions combined with a relatively high capacity per pile. We have presented a pile capacity based on a common diameter and nominal embedment depth into the bearing stratum. Higher capacity piles are possible. Once actual column loads are established, it may be prudent to re- evaluate the pile capacities presented in order to provide the most efficient pile cap and pile configuration. November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. SGH/da - KE00689G? - LD -D: Ida 111-00 - W3K Page 11 Z 3:z �w D U00 W H U) U_ w U_ Q cl) = �w z X �- 0 w U� 0 01-- UJ UJ UO w Z U= z v: su� 1 r - �, �%: s;` t+ 5:. v+ S'.. ida: i+ s:+" s` �3J." �zt- '.:.i;. w Proposed New Hotel and Office Building Subsurface Exploration, Geologic Hazard, Adjacent to Tukwila Family Fun Center and Geotechnical Engineering Report Tukwila, Washington Design Recommendations Cast -in -place concrete piles (Augercast) may be used for foundation support. We recommend that an experienced contractor install all piles. It should be noted that concrete, asphalt, logs, and other large debris were encountered in the fill. The areas where we encountered large rubble and debris in our explorations, within the proposed hotel building footprint, are delineated on Figure 1, (other areas of large debris should be expected). It will be necessary to have a backhoe present during pile installation to dig out obstacles and backfill the excavation prior to drilling piling. Because of the variable nature of the subsurface soils, it is inappropriate to provide exact pile lengths. However, We estimate pile lengths to be on the order of 50 to 55 feet for the proposed hotel and 70 to 75 feet for the proposed office building. Augercast piles with a minimum diameter of 18 inches will be capable of supporting loads on the order of 50 tons when embedded a minimum distance of 10 feet into the lower, dense bearing stratum. - Allowable design loads may be increased by one -third for short -term wind or seismic loading. Anticipated settlements of pile supported structures will generally be on the order of 1 inch. 10.1 Lateral Pile Capacity Although the majority of lateral resistance to wind and seismic loading will be generated by passive resistance against the grade beams, the piles will provide an additional capacity of 5 tons (applied at the pile top) with less than one inch of deflection assuming the pile is fixed at the ground surface. This lateral capacity is applicable for the liquefied, seismic loading conditions. For reinforcement design, a depth of fixity of 15 feet should be assumed. Piles within 10 feet of another pile along the direction of force should be considered to be in the zone of influence and the lateral capacity of only one of these piles should be used in design. If the lateral contribution of the piles is more critical to the practical design of the structure, we can provide a comprehensive lateral pile analysis. Such an analysis would present lateral pile capacities taking into account the interaction between piles. 10.2 Uplift Capacity Uplift capacity of augercast piles develops as skin friction between the pile surface and the surrounding soil. For 18 -inch diameter piles installed as recommended, we recommend the use of an allowable uplift capacity of 10 tons per pile. The weight of the pile should be neglected. This uplift capacity is applicable to the liquefied, seismic loading condition. All piles designed to resist uplift loads should be provided with full -length reinforcement. At a minimum, this should include a No. 8 reinforcing bar installed through the full length of the unset grout column. 10.3 Pile Inspections The actual total length of each pile may be adjusted in the field based on required capacity and conditions encountered during drilling. During installation, the pile contractor should provide November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. SGH/da - KE00689G2 - LD -D: Nall t -00- W2K Page 12 Z W �U 00 N co W J H 0 w LL =w z� 1— O z� U� O - 01-- W �F IL ui Z CO O Z ... Mimi �.axanwsw�� i!!1>'}TNar" ntYlStu.j..,5... t° fir.. .. "` w. aw+ Sfi�otcsre+ r�r�rr.. yaa+ 4r .: «n. I Proposed New Hotel and Office Building Subsurface Exploration, Geologic Hazard, Adjacent to Tukwila Family Fun Center and Geotechnical Engineering Report Tukwila, Washington Design Recomunendations a calibrated grout pump to track grout volumes. An inline pressure gauge is also recommended. Since completion of the pile takes place below ground, the judgment and experience of the geotechnical engineer or his field representative must be used as a basis for determining the required penetration and acceptability of each pile. Consequently, use of the presented pile capacities in the design requires that all piles be inspected by a qualified geotechnical engineer or engineering geologist from our firm who can interpret and collect the installation data and examine the contractors operations. AESI, acting as the owner's field representative, would determine the required lengths of the piles and keep records of pertinent installation data. A final summary report would then be distributed, following completion of pile installation. P RESSU RE S 11.0 LATERAL WALL P I _ All backfill behind walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal to 35 pounds per cubic foot c Full g g q q P P (P fl• Y restrained, horizontally backfilled rigid walls, which cannot yield, should be designed for an equivalent fluid of 50 pcf. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of on -site fill soils comprised of primarily silty sand, free of debris and deleterious materials, and compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended as this will increase the pressure acting on the wall. A lower compaction may result in settlement of the slab -on -grade above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above values. Perimeter footing drains should be provided for all retaining walls as discussed under the section on Drainage Considerations. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the wall. This would involve installation of a minimum 1- foot -wide blanket drain for the full wall height using imported, washed gravel against the walls. 11.1 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the pile caps and grade beams, and the existing fill soils or structural fill, or by passive earth pressure acting on the buried portions of these elements. The foundations must be backfilled with structural fill, compacted to at least 95 percent of the maximum dry density, to achieve the passive resistance provided below. We recommend the following design parameters: November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. SG11/da - KE00689G2 - LD -D: IdaII1.00 - w2 K Page 13 r: �S,.. tr.: 1. i»t�'J��«..r"a'.9:aw: .1 04 77 xm+,1'' Z �.= z �w UO CO �w w U_Q CO D = a �w z w� �5 U� nN o�_ ww u. O Z w CO o� Z Proposed New Hotel and Qfflce Building Subsurface Exploration, Geologic Hazard, Adjacent to Tukwila Family Fun Center and Geotechnical Engineering Report Tukwila, Washington Design Recommendations • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.30 The above values include a safely factor of 1.5. 12.0 FLOOR SUPPORT A structural slab floor, supported by pile foundations designed in accordance with our above recommendations, should be used for the office and hotel structure due to the liquefiable soils at this site and the variability of the surficial soils. The floor should be cast atop a minimum of 4 inches of washed granulithic material or pea gravel to act as a capillary break. It should also be protected from dampness by an impervious moisture barrier or otherwise sealed. 13.0 SPREAD FOOTING FOUNDATIONS Ancillary structures such as dumpster enclosures and low screen walls can be supported on conventional shallow foundation. For design, a maximum allowable soil bearing pressure of 1,000 psf should be used assuming footing subgrades consist of recompacted existing fill in a firm and unyielding condition. If soft soils are present, they should be removed and replaced. All footings should be embedded at least 18 inches for frost protection and should have a minimum width of 24 inches. 14.0 DRAINAGE CONSIDERATIONS All retaining and grade -beam footing walls should be provided with a drain at the footing elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set 2 inches below the bottom of the footing at all locations and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. In addition, all retaining walls should be lined with a minimum 12- inch -thick washed gravel blanket provided over the full- height of the wall, and which ties into the footing drain. Roof and surface runoff should not discharge into the footing drain system but should be handled by a separate, rigid tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. Because of the seasonally high water table, hydrostatic uplift forces can be developed on the bottom of the proposed swimming pool. The pool should be pile supported. To resist hydrostatic uplift on the pool, each pile can be assumed to provide 10 tons of uplift resistance. We recommend that the pool be equipped with a sub slab drainage system if storm drainage grades allow. November IS, 2000 ASSOCIATED EARTH SCIENCES, INC. SGH/da - KE00689G2 - LD -D: Ida 111-00 - W_ Page 14 � ,tip „�:,��::�x,�s:�,�. �.; �; �: ��: �t��: :x,a::::;;.:y.�� "�a.rr�r;�;.�:w � ��`•` _ _ Z �z �w �U UO NO J �_.. S2 LL w UQ U� = �w Z �_O w �5 �o U ON o �- wW �z ui Cl) U O Z Proposed New Hotel and Offcce Building Subsurface Exploration, Geologic Hazard, Adjacent to Tukwila Family Fun Center and Geotechnical Engineering Report Tukwila, Washington Design Recommendations 15.0 PAVEMENT RECOMMENDATIONS The majority of the parking and access areas are planned for those portions of the site underlain by weak, rubble fill materials and soft soils. These materials exhibited varying densities and were observed to be relatively loose. As such, some remedial measures will be necessary for support of pavement. To reduce the depth of overexcavation required to achieve a suitable subgrade for support of the pavement, we recommend that an engineering stabilization fabric be placed over the stripped subgrade prior to filling. The addition of an engineering stabilization fabric permits heavier traffic over soft subgrade and increases the service life of the system. The fabric acts as a separation barrier between the existing, relatively fine- grained surficial materials on the site and the load - distributing aggregate (sand or crushed rock). As a separator, it reduces the loss of costly aggregate material into the subgrade and prevents the upward pumping of contaminating silt into the aggregate. The high tensile strength and low modulus of elongation of the fabric also act to reduce localized stress by redistributing traffic loads over a wider area of subgrade. In addition, the recommended method of installation (proofrolling) identifies weak areas, which can be improved prior to paving. After the area to be paved is stripped, engineering stabilization fabric such as AMOCO 2002 (or equivalent) should be placed over the subgrade with the edges overlapped in accordance with the manufacturer's recommendations. Following subgrade preparation, clean, free - draining structural fill should be placed over the fabric and compacted to 95 percent of ASTM:D 1557. Where fabric is exposed, spreading should be performed such that the dozer remains on the fill material and is not allowed to operate on uncovered fabric. When 12 inches of fill has been placed, the fabric should be proofrolled with a loaded dump truck to pretension the fabric and identify soft spots in the fill. Upon completing the proofrolling operation, additional structural fill should be placed and compacted to attain desired grades. Upon completion of the structural fill, a pavement section consisting of 2 inches of asphalt concrete pavement (ACP) underlain by 2 inches of 5/8 -inch crushed surfacing top course and 4 inches of 1' /a -inch crushed surfacing base course is the recommended minimum. The crushed rock courses must be compacted to 95 percent of maximum density. Given the variable in- place density of the existing fill subgrade, some settlement of paved areas should be anticipated unless the existing fill is entirely removed and replaced with structural fill. 16.0 PROJECT DESIGN AND CONSTRUCTION MONITORING At the time of this report, site grading, structural plans, and construction methods have not been finalized and the recommendations presented herein are preliminary. We are available to provide additional geotechnical consultation as the project design develops and possibly November 15, 2000 ASSOCIATED EARTH SCIENCES, INC. SGH/da - KE00689G2 - LD -D: Ida lll -00 - K K Page 15 i Z ~ w � �U 00 0 J S2 LL w LLQ C0 =) 1 �w Z z� W 25 D U) o �- ww F_F_ w z ui 0X oF_ Z i Z ~ w � �U 00 0 J S2 LL w LLQ C0 =) 1 �w Z z� W 25 D U) o �- ww F_F_ w z ui 0X oF_ Z Proposed New Hotel and Office Building Subsurface Exploration, Geologic Hazard, Adjacent to Tukwila Family Fun Center and Geotechnical Engineering Report Tukwila, Washington Design Recommendations changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know and we will prepare a cost proposal. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington • � .x 9 EXPIRES 11 / 20 / r'D_� x 4utAlot�- Kurt D. Merriman, P.E. Susan G. Harrison, P.E. Associate Engineer Project Engineer Attachments: Figure 1: Site and Exploration Plan Figure 2: Liquefaction Analysis Appendix A: Exploration Logs (AESI) Appendix B: Exploration Logs (other consultants) November IS, 2000 ASSOCIATED EARTH SCIENCES, INC. SGNida - KE00689G2 - co o:Wa ili -oo- Yr.K Page 16 y,,,,. �,At /�. ,.:.�� ". .,uw... .«i.+:x:e+s�'_�.. Vii.. us* i.'.: u.> x.: �.:.{ rs..: c:.<.. rl? 1•. S+:: iL'+ 'ra�i�::u.uG.a..�;ti.: ..a�iitu �+.:(�w'.:' c1�y�n, Ut1: d3Vx'i.'::+ti::{:rA./c:aYCC:s�k sti... i. nan2i :ilx'1:L'6L�c�it�iti(u1' " "� "' ��+ Z .� w u� D �U 00 U W = U- w UQ to = �w Z I O Z F-- w LU Do U O— 0 F— WW u- O .Z W CO O Z ro C�J C NOTICE: IF THE DOCUMENT IN THIS FRAME IS'LESS CLEAR'fHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.. , G •NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR - THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. W omd 0 UQ v. Mr • WNW ft 00 0 0 w NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARTHAN THIS NOTICE IT IS DUE TO THE _QUALITY OF THE DOCUMENT. CYCLIC STRESS RATIO (CSR) 0.000 0.100 0.200 0.300 0.400 0.500 0.600 0.700 75 80 HIGH GROUND WATER LEVEL CALCULATED VALUES OF CSR F R SITE SOILS THEORETICAL CSR TO CAUSE LIQUEFACTION HIGH RISK OF LIQUEFACTION WHERE CALCULATED CSR > THEORETICAL CSR Qom m Associated Earth Sciences, Inc. LIQUEFACTION ANALYSIS FIGURE 2 cc ® ® km PE ® TUKWILA FAMILY FUN CENTER DATE 11/00 � TUKWILA, WASHINGTON PROJECT NO. KE00689G i Z Z i �, W= JU U O CO W= J C0 LL W0 ..... :3 ti Q = d, �W !- O: Z I- LU 5 U� CO 0 H. WW �U H �O .• Z W O Z v NOTICE: IF THE DOCUMENT IN THIS FRAME ISIESS CLEAR THAN THIS_NOTICE,IT IS QUE TO F THE DOCUMENT: THE QUALITY O „ sM=IATEC Exploration Lo Project Number Exploration Number Sheet EARTH acIfllllnicee, flta = KE00689G EB -1 I 1 of 2 Project Name Family Fun Center Ground Surface Elevation (ft) Location TT kw Ila. WA Datum N/A Driller/Equipment Mud R otary Date Start/Finish 1 - GregoQdB-61 Hammer Weight/Drop 140# / 0” Hole Diameter (in) 6" r� S N a �a a� �, m CL m Q Blows /Foot w m o T C7 rn DESCRIPTION m ° 10 20 30 40 Fill Loose, moist, brown, SILTY fine SAND with gravel and concrete and lenses of silt with sand and gravel. (SM/ML) 5 S-1 .; . • 3 3 •6 Alluvium Loose, moist, brown, fine SAND with traces of silt. (SP) 10 S -2 Contains lenses of soft silt with fine sand (ML) from 10' - 15' (drilling 2 �3 method switched from HSA to mud rotary). 15 S -3 2 A5 3 20 S ': ' : • Grades to very fine to fine SAND with traces of silt and medium sand. (SP) 3 •s 3 25 S -5 3 5 10 5 30 S-6 .. .•: Contains very thin eat stringers and wood fragments 30' - 35'. rY P 9 9 2 q A s 5 35 S -7 Grades tomedfum dense, gray, fine to medium SAND with coarse sand s • s • ' • and fine gravel and trace wood. (SP) s 40 S -8 :' Grades to medium dense, black, very fine SAND with silt and trace ravel. ry g s e .-. (SP -SM) 10 Sampler Type (ST): 2 OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: SGH 3 OD Split Spoon Sampler (D & M) 1] Ring Sample SL Water Level () Approved by: ® Grab Sample ® Shelby Tube Sample -T Water Level at time of drilling (ATD) Z ;}- Z �w �U UO Cl) J I=-' N U- wo 9 - U. CO) =w �_ Z� ZO w �5 U� ON OH WW f' u_ O Z W U= O Z ;a t •1 t 11 0 Z CL CL 0 io m 05 W MUMMIXIMo Exploration Lo Project Number Exploration Number Sheet eAFITH Amm smanilees. m= KE0068 EB -1 2 o f 2 Project Name Family Fun Center Ground Surface Elevation (ft) Location T Willa, WA Datum /A _N Driller/Equipment GregoQdB-61 Rot Date Start/Finish 1012-6100 Hammer Weight/Drop 140# 13 Hole Diameter (in) ID O N c ° �, m Blows /Foot F- o S T � c7 W � 2.2 , � DESCRIPTION ° 10 20 30 ao ° 45 S -9 Grades to trace silt. SP ( ) s ♦22 13 50 S -10 o Medium dense, gray, fine GRAVEL with fine to coarse sand and trace silt. 12 •23 0 0 0 (GP) 11 0 0 0 0 0 0 0 0 0 55 3.11 0 0 ••; �.:. Grades to loose, gray, fine to medium SAND with gravel and traces of silt.. 4 • (SP) a 60 S -12 Grades to dense, gray, fine SAND with coarse sand and gravel lenses. s (Sp) 14 31 17 65 S -13 .' ; ' : 13 15 A 15 70 S -14 : 1a 1 4 & 31 17 75 S -15 '•'. ' •' • Grades to medium dense. 8 8 15 13 80 S -16 .: • ::.: 7 A 18 • 11 Bottom of exploration boring at 81.5 feet Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 11 No Recovery M - Moisture Logged by: SGH 3" OD Split Spoon Sampler (D & M) a Ring Sample SL Water Level () Approved by: ® Grab Sample Z ,Shelby Tube Sample -T Water Level at time of drilling (ATD) `' �..: -v�1 _.,•.., r.d 1S1'+SyJ.1M . _ v y, s s z Z, JU UO to 0 C0 W W = F- U) LL W O 2� 9 U� 2 F. W Z F- 0 z Ir - W U� O N 0 H W W tll z CO) o F- z 'b is f 11 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. Bottom of exploration pit at depth 15 feet Moderate caving below 5.5'. No ground water. 20 m Family Fun Center 0 Tukwilla, WA Z ASSOCIATED Logged by SGH EARTH Project No. KE00689G Approved by: SCIENCES, INC October 2000 U Y f � LOG OF EXPLORATION PIT NO. EP -1 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be CL read together with that report for complete interpretation. This summary applies only to the location of this trench at the m time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 concrete, asphalt, pipe, plastic, wood, wire, and scrap metal (minor large -sized rubble). Z W tY 2 u� D U Cl) 0. C0 J� U LL W O• 2 QQ LLQ co a = w Z �.. �- O w LLJ �o U O� 0 F_ W 2 H �. O .. Z w CO O F- Z ( 12 13 r f 14 15 r 16 i 17 18 19 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. Bottom of exploration pit at depth 15 feet Moderate caving below 5.5'. No ground water. 20 m Family Fun Center 0 Tukwilla, WA Z ASSOCIATED Logged by SGH EARTH Project No. KE00689G Approved by: SCIENCES, INC October 2000 U Y f � LOG OF EXPLORATION PIT NO. EP -1 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be CL read together with that report for complete interpretation. This summary applies only to the location of this trench at the m time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 concrete, asphalt, pipe, plastic, wood, wire, and scrap metal (minor large -sized rubble). Z W tY 2 u� D U Cl) 0. C0 J� U LL W O• 2 QQ LLQ co a = w Z �.. �- O w LLJ �o U O� 0 F_ W 2 H �. O .. Z w CO O F- Z i t , LOG OF EXPLORATION PIT NO. EP -2 This log is part of the report pre pared by Associated Earth Sciences, Inc. (AESI) for the named pp ject and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface con ondi tis may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Fill .j. ':a..LUo.w.., el na ...ti,y+ •; vx.: >EL.'` i' "�.r ',,' s ,asu.Jt+w»M4.a.sd..�.ii.Yiw•rhk hk #�Az.is..+.J.;cvr:Y::tfJ: z J_ Z D JU U0 to 0 CO) LLI J __ N LL w �� LL a. = a �w z Z O w 2 5' Ura O CO) 13 H wW LLF —O . z U� H= O z 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 2 3 4 5 6 7 8 9 Large pieces of asphalt, concrete, and wood to base of fill. 10 11 12 13 � Alluvium 14 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 15 16 17 18 19 Bottom of exploration pit at depth 18 feet �� Moderate caving below 9'. No ground water. L g R Family Fun Center a Tukwilla, WA Z ASSOCIATED Project No. KE00689G m j Logged by: SGH EARTH Approved by A October 2000 DESCRIPTION Fill .j. ':a..LUo.w.., el na ...ti,y+ •; vx.: >EL.'` i' "�.r ',,' s ,asu.Jt+w»M4.a.sd..�.ii.Yiw•rhk hk #�Az.is..+.J.;cvr:Y::tfJ: z J_ Z D JU U0 to 0 CO) LLI J __ N LL w �� LL a. = a �w z Z O w 2 5' Ura O CO) 13 H wW LLF —O . z U� H= O z Y sl 1 { l f � i I i 1 .Z a c� Y. LOG OF EXPLORATION PIT NO. EP -3 This log is part of the report prepS by Assodated Earth Sciences, Inc. (AESI) for the named p roject and should be £ read together with that report for pplete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface ctions may change at this location with the passage of time. The data presented are o a simpitication of actual conditions encountered. DESCRIPTION 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 3 4 5 6 I 7 8 9 10 Moderate quantities of concrete and bricks below 10'. 11 12 Alluvium 13 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional 14 lenses of silt with fine sand. 15 16 17 18 Bottom of exploration pit at depth 18 feet 19 Moderate caving below 10'. No ground water. Family Fun Center Tukwilla, WA Logged by: SGH ASSOCIATEO Project No KE00689G EARTH Approved by /A&M BCIENCES O INC October 2000 z Z. u�D JU UO (A 0 . co UJI J_.. N LL W O U _ CO) D = �w z r F z O W �o o_ 0 F•-. W F-- LL O .z w U= O z i j f { LOG OF EXPLORATION PIT NO. EP-4 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named pproject and should be read together with that report for complete interpretation. This summary a plies only to the location of this trench at the $L time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are C1 a simplficaHon of actual conditions encountered. DESCRIPTION Z = E" -- W tY � U O N o CO III CQ O w Ei Q : co Z) =d I— w HO Z t-- UJ VO O N f-- =U 0 ..Z w CO O Z Fill Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 2 3 (Abundant large -sized rubble throughout fill.) 4 5 6 7 8 9 10 11 12 13 ' 14 Alluvium 15 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 16 17 18 19 Bottom of exploration pit at depth 18 feet Moderate caving below 14'. No ground water. Family Fun Center Tukwilla, WA ASSOCIATED Project No. KE00689G 9 Logged by: SGH EARTH Approved by SCIENCES, INC October 2000 Z = E" -- W tY � U O N o CO III CQ O w Ei Q : co Z) =d I— w HO Z t-- UJ VO O N f-- =U 0 ..Z w CO O Z 'S 1 ,3 LOG OF EXPLORATION PIT NO. EP -5 Family Fun Center Z Tukwilla, WA ASSOCIATED Logged by: SGH EARTH Project No. KE00689G Approved by rA&M SCIENCES m INC October 2000 Y cc,.. ww��.. .. n.r•.vwwManr+!n+b�ltlN.M'RFG4 u..,a•r. +.,..,.. ... ... ..................ww..+w. n r f.ww�.... I Z ,3: Z �w u� D . JU UO 0 wi L W O LLQ �D a LLI I-- O Z I— W �p O N_ t] F- W W: ~ I �O tll Z U= O Z This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named pp roject and should be interpretation. This read together with that repo complete summary applies only to the locafon of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are p a simplfication of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 3 (Abundant large -sized rubble including concrete slabs to 6' diameter and wood throughout fill.) 4 5 6 7 8 9 10 11 12 13 14 15 16 Alluvium 17 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional 1 lenses of silt with fine sand. 19 20 21 22 Bottom of exploration pit at depth 21 feet Moderate caving throughout hole. No ground water. 23 Family Fun Center Z Tukwilla, WA ASSOCIATED Logged by: SGH EARTH Project No. KE00689G Approved by rA&M SCIENCES m INC October 2000 Y cc,.. ww��.. .. n.r•.vwwManr+!n+b�ltlN.M'RFG4 u..,a•r. +.,..,.. ... ... ..................ww..+w. n r f.ww�.... I Z ,3: Z �w u� D . JU UO 0 wi L W O LLQ �D a LLI I-- O Z I— W �p O N_ t] F- W W: ~ I �O tll Z U= O Z LOG OF EXPLORATION PIT NO. EP -6 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be CL read together with that report for compplete interpretation. This summary applies only to the location of this trench at the Q time of excavation. Subsurface conditons may change at this location with the passage of time. The data presented are C I a simpification of actual conditions encountered. DESCRIPTION 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, 2 concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 3 (Moderate quantities of large -sized concrete to 4' diameter throughout fill.) 4 5 s 7 8 9 10 11 12 13 Alluvium 14 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 15 16 Z Z w u� D �U U C l) J = H CO U� w �Q cl) d =w l— O Z Ir UJI U� 0_ w U_F U _ F- Z. UN P T O Z LOG OF EXPLORATION PIT NO. EP -7 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named p roject and should be £ read together with that report for compplete interpretation. Th is summary applies only to the location of this trench at the In time of excavation. Subsurface conditons may change at this location with the passage of time. The data presented are a o a simplfication of actual conditions encountered. 5 DESCRIPTION — - z Z IQY 2 . JU 00 NO w= J � N LL WO WQ Cl) D = a ~ i ? F- ZO 5 U O to � E- W u.f W co U O z Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 2 3 (Abundant debris throughout fill, but few large pieces.) 4 5 6 7 8 9 10 11 . 12 13 14 15 Alluvium 16 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 17 18 19 Bottom of exploration pit at depth 18 feet Moderate caving below 15'. No ground water. m Family Fun Center Tukwilla, WA z ASSOCIATED Project No. KE00689G Logged by: SGH EARTH M Approved by SCIENCES, INC October 2000 — - z Z IQY 2 . JU 00 NO w= J � N LL WO WQ Cl) D = a ~ i ? F- ZO 5 U O to � E- W u.f W co U O z LOG OF EXPLORATION PIT NO. EP -8 ` This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named p ject and should be o read together with that report for complete interpretation. This summary a plies only to the location of this trench at the W time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are C3 a simpification of actual conditions encountered. DESCRIPTION I Z 2 F- it— Z tY 2 D J0 0 0 . N wi J l_ _ Co LL w 0 LL Q = Cy t- _ z� I— O z Ir- w w a U� O N off W I- tL O Z w 0 z Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. . 2 3 (Abundant large concrete pieces to 6'.) 4 5 6 7 8 9 10 11 12 13 Alluvium 14 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 15 16 17 18 19 Bottom of exploration pit at depth 18 feet Moderate caving above 6' and below 13'. No ground water. Family Fun Center Tukwilla, WA Z ASSOCIATEO Project No. KE00689G Logged by: SGH EARTH Approved by JI&A&M SCIENCES S INC October 2000 I Z 2 F- it— Z tY 2 D J0 0 0 . N wi J l_ _ Co LL w 0 LL Q = Cy t- _ z� I— O z Ir- w w a U� O N off W I- tL O Z w 0 z LOG OF EXPLORATION PIT NO. EP -9 DESCRIPTION i i a 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 This log Is part of the report prepared by Associated Earth Saences, Inc. (AESI) for the named project and should be read together with that report for compplete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simptfication of actual conditions encountered. Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. (Abundant large concrete, asphalt, and wood pieces to 4' diameter throughout fill,) M Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. Bottom of exploration pit at depth 18 feet Moderate caving throughout hole. No ground water. z �Z �w QQ � UO CO c W III 11 U. w J U_ CO d . =w z� E= 0 z t- w w U� O U 0 t-- WW LL _0 .z W U= O z g Family Fun Center Tukwilla, WA° Z �r ASSOCIATEO Project No. KE00689G Logged by: SGH L EARTH Approved by SCIENCES, INC October 2000 U Y � LOG OF EXPLORATION PIT NO. EP -10 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that repo complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpltication of actual conditions encountered. DESCRIPTION 1 2 3 4 5 6 7 8 9 10 11 12 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. (Abundant old car parts, large pieces of asphalt, concrete, wood, and pipe throughout fill.) 13 14 Alluvium 15 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional 16 lenses of silt with fine sand. i 17 18 19 20 Contains roots at 20'. 21 22 Bottom of exploration pit at depth 21 feet Moderate caving throughout hole. No ground water. LJ Family Fun Center Z Tukwilla, WA ASSOCIATED Project No. KE00689G Logged by: SGH EARTH Approved by 0 INC October 2000 Y z .1 1 ... i� W tY 7 - D J U. UO rn o J = i.- U) LL w O 9 -1 U. a. U) d z F - H O z Ir- w LU U O N o rr W w . M u. O iu z U= OH z `f S 1 Y a LOG OF EXPLORATION PIT NO. EP -11 Family Fun Center Z Tukwilla, WA ASSOCIATED Project No. KE00689G Logged by: SGH EARTH ii Approved by: SCIENCES, INC October 2000 A z ;= Z �W �U UO Co o. U) J F.. CO LL . WO J LL Q d = W H O w 2D U O— o t-- W X F- O .z UN b H Z This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named p roject and should be £ read together with that report for complete interpretation. This summary applies only to the location of this trench at the W ti me of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Fill 1 Loose to medium dense, moist, dark brown, black, and brown, SILTY SAND with SANDY SILT, concrete, asphalt, pipe, plastic, wood, wire, and scrap metal. 2 3 (Minor amounts of rubble and few large pieces throughout fill.) 4 5 6 Alluvium 7 Loose to medium dense, moist, dark brown -gray, fine SAND with traces of silt and occasional lenses of silt with fine sand. 8 9 10 Bottom of exploration pit at depth 10 feet 11 Moderate caving below 6'. No ground water. 12 13 14 15 16 17 18 19 Family Fun Center Z Tukwilla, WA ASSOCIATED Project No. KE00689G Logged by: SGH EARTH ii Approved by: SCIENCES, INC October 2000 A z ;= Z �W �U UO Co o. U) J F.. CO LL . WO J LL Q d = W H O w 2D U O— o t-- W X F- O .z UN b H Z G DC NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE IT IS DUE TO THE,QUALITY. OF THE DOCUMENT. LOG OF TEST BORING GILES ENGINEERING ASSOCIATES, INC. HOLE No. B -1 Bothell, Washington PROJECT Proposed LaQuinta Hotel Site Job No. 6G- 9802018 Tukwila, Washington S.R. Station Offset C.S. Equipment Casing Ground El 24.5 ft . Method of Boring Mud Rotary/SSIST t Start Date March 5, 1998 Completion Date March S. 1998 Sheet 1 of 1 s • { 2 E E S Standard S SPT r r z a A o " ; A c c ::ti C. xPnvn�+ CVrtFU .7^f ".i�Y���+�4'AGG.'� vw�.wx.tmbr.o.: Nnaaewaawi>.m �T Z W JU UO UO CO W J I- C O LL WO 9� LL Q (j):3 _ CY �W Z ZI- W LLJ U ON O I_ W HI- — O W Z U= O Z LOG OF TEST BORING .. GILES ENGINEERING C7J ASSOCIATES, INC. B - Bothell W shl i `• I HOLE No. a ngton PROJECT Proposed LaQuinta Hotel Site Job No. 613- 9802018 Tukwila, Washington S.R. Station Offset C.S. Equipment Casing Ground El 24.5 ft . Method of Boring Mud Rotary/SS /ST Start Date March 5, 1998 Completion Date March 6, 1998 Sheet 1 of 1 o E w a Standard Penetration Test Blows /ft 10 20 30 40 SPT Blows/ft (N) a ~ m E y Z ° c o Z a s E y w w m ~ Description of Material o 3 a a � m c 1 -SS %Grass surface and topsoil 12" 5 . ' 4 2 -SS 1 Very loose, gray, fine to medium SAND with some 2 ' silt (probable fill) 10 3 17 3 -SS PID =1 Firm, gray, silty fine SAND, trace fine gravel ' ` 4-ST 16 5 -SS PID =0 Loose to firm, dark gray, silty fine SAND ---------------------------------------------- 20 6 ' 17 6 - SS PID =0 Firm, dark gray, medium SAND with some silt 7 ' 25 B ' 23 7 -SS PID =1 Grades with little silt 30 9 ' ' 17 8 -SS PID =0 Grades with trace silt 10 - - - - - -- 35 ; > ' 70 S -SS PID =0 Very dense, gray, coarse gravel (blowcount i overstated) .----------------------------------------------------- 40 12 , ' ' 41 10 -SS PID =0 Dense, dark gray, fine to medium SAND, trace silt 13 ' 45 ' 14 ; 38 11 -SS PID =0 15 ' ' 50 ' 37 12 -SS PID =0 Grades with trace gravel 16 ' 55 17 ' 41 13 -SS PID =0 Grades without gravel 18 ' 60 ' 37 14 PID =0 Dense, dark gray, fine to medium SAND 1 g Boring terminated at 61.5 feet. Z �W �U UO In U CO W J = H CO U. WO L Q N n 2 d i.— W Z 1-- 1- O W Uj �5 U� CO D H WW f— 5 . LL O W Z U - O Z ` LOG OF TEST BORING GILES ENGINEERING ASSOCIATES, INC. HOLE No B -3 Bothell, Washington PROJECT _Proposed LaQuinte Hotel Site Tukwila; Washington Station Offset Equipment Casing Method of Boring Mud Rotary/SS /ST Start Date March 8, 1998 Completion Date March 7, 1998 Job No, SG- 9802018 S.R. C.S. Ground El 24.5 ft _ Sheet 1 of 1 t .. G ' E » 0 Standard Penetration Test Blows /ft 10 0 30 40 SPT 8{ow3/ft (N) m a ~ o E to z o m 2 a E N H � a m ~ Description of Material W 3 o 0 o E ` e 17 1 -SS PID=0 ;Grass surface and topsoil 6" +/- ; ------------------------------------------------- - - - - -- Firm, brown, fine to medium SAND, trace silt, little 1 fine gravel (fill) 5 , ' Drill refusal on concrete debris at 7 to 12 feet. 2 , Three drilling attempts were made to complete ';boring (see text for relocation information) (fill) ; ------------------------------------------------------ 10 3 ' 4-SS PID =O Firm, brown and gray, fine to medium SAND, some , silt (fill) •.------------------------------------------------- 4 - - - - -- 15 ' ' 14 5 -SS PID =0 Firm gray, fine to medium SAND 5 , 6 ' 24 6 -SS PID =1 25 8 46 7 -SS PID -0 Dense, dark gray, medium SAND 30 9 ; ' 30 8 -SS PID =0 Grades to firm to dense 10 ' 35 11 30 9 -SS PID -O Firm to dense, dark gray, fine to medium SAND, trace silt 12 ' 39 10•SS PID -0 Dense, dark gray, medium SAND trace gravel (overlying wood debris) 13 45 14 ' 41 11 -SS PID =O Grades to no wood debris 50- ' ' 30 J 12-SS PID -1 Firm to dense, dark gray, medium to coarse SAND 16 -------------------------------------------------------- with some fine gravel . 55 17 ' 49 13 -SS PID =0 Dense to very dense, dark gray, medium to coarse SAND, trace fine gravel -•------------------------------------------------- - - - -•. 18 ' 60 ' ' 50 14-SS PID =1 Dense to very dense, dark gray, medium SAND t 9 Boring terminated at 61.5 feet. RR 42=32= ",, .Qr.,.,�'r,..._' 1 Z Z W U UU NW WO u Q = a �W Z F- H O Z H LU W U� ON Q I— WW tl. Z LU CO O Z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. TEST DATA Moisture Dry 4 4 E BORING GB -2 (Continued) 5i + I i w LL Z LU 1 � p 6( { 6E n Z m m cn 70 0 75 a 80 n ° Note: See Figure A -2 for explanation of symbols a fit. Geo ' Engineers N DESCRIPTION LOG OF BORING FIGURE A-4 40 45 i0 i5 [07 Z Z. � W� JU U O; N Q cl) LL' WO U- Q S H= Z� I-- O tZ l-. W Q, Q, O N W �. O .. Z W Z r� •� BORING B- 16 /MW -16 4 i i a i 10 la 20 Pasture, grass, Comments + - Grayish broom, silty SAND, fine - grained, with organics, some slag, gravel, moist' medium dense. (FILL) - Brown SA.NTD, fine- to medium - grained, moist, medium dense. - Dark brown S.AJND, medium - to coarse- graLned, with silt, wet, dense. - Dark gray to black SAND, coarse - grained, wet; very dense. No hvdrocarbon odor dclectced. No h3 odor detected throughout boring. * 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 BORING LOG B-16/MW-16 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON No: Dak Logged "7 "C. 96387E DEC 1906 TAJ 4 Description �J �t i z Z �W QQ JU UO = W F- D LL W O LQ Cl) =d F- W z t_ WO �5 U� N 0 0 F- W t- tL O W z CO O F- z m V ;$ 15 30 > 50 2 , 3III 4nj 'I• SM� .l Ill I r • ` ' Description �J �t i z Z �W QQ JU UO = W F- D LL W O LQ Cl) =d F- W z t_ WO �5 U� N 0 0 F- W t- tL O W z CO O F- z ti "j 1 I I BORING B= 171MW -17 5 10 15 20 * Boring drilled to •17.5 feet and sampled to 19.0 fleet 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. GEOTECH CONSULTANTS BORING LOG B- 17/MW -17 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON Job N. Oak: I Loyyed by: P1410 9638TE ' DE C 1 996 7AJ 6 �}.L•,.�r- ._.__... . __.........a.wrn III � z �Z '�' • W 2 JU 00 C0 F— �W WO 9 _ W? U = W Z� H O Z F-- W 2� U� O� 0 F-- WW F-F LL o W z' 00 P H. O z Description Comments ' Pasture, grass, concrete rubble, and bare soil ' k - Dares brown, silty SAND, fine- to medium-grained, No hydracarhan © 33 i SM with slag anal gravel, moist, dense. (FILL) odor detr. •...., II . � 1 I - Grayish brown, silty SAND, fine - grained, with gravel 4 2 i and organics, moist, very loose ( 1i�• No hvd:orarl:*n • • • Dark to black: SAND, fine- to odor detected throughout boring. 14 DSP - gray medium - grained, _ Vr 30 with silt, vet, medium dertsm- — 30 �; 41 "1 • . • - Da:k gray to black SANrD, coarse - grained wet, very der-se. * Boring drilled to •17.5 feet and sampled to 19.0 fleet 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. GEOTECH CONSULTANTS BORING LOG B- 17/MW -17 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON Job N. Oak: I Loyyed by: P1410 9638TE ' DE C 1 996 7AJ 6 �}.L•,.�r- ._.__... . __.........a.wrn III � z �Z '�' • W 2 JU 00 C0 F— �W WO 9 _ W? U = W Z� H O Z F-- W 2� U� O� 0 F-- WW F-F LL o W z' 00 P H. O z J LOG OF TEST PITS TEST PIT 4 Depth (Feet) Classification 0 to 5 ML 5to9 9 to it TEST PIT 5 0 to 5 5 to 9 9 to 11 SM /SP SP SM /ML SM SM (Continued) Description 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 (SM); interlayered with Dark Brown Sand (SP); loose, wet; 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). 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. Applied Geotechnotogy inc. Test Pits 4 -5 PINE Geological Engineering Hillman Properties NW Geology & Hydrogeology Tukwila Development JOB NUMBER DRAWN APPROVED DATE REMSED -ATE 15,339.002 - -- S 4/25/89 Z Z W QQD JU UO U J � CO W U. WO V �. LL Q UD = F. W Z F- h- O: Z l'- 2 5 D0 U O � a F- WW u. O Z U= O Z �• � 1 J 1 . 1 TEST PIT 8 0 to 4.5 ML Brown Sandy Silt (ML); soft, moist to I wet; with some organics. 4.5 to 7 SM Brown Silty Sand (SM); loose, moist to wet; fine - grained. .I 7 to 9 SP Dark Brown Sand (SP); loose, moist to wet; fine to medium- grained, with some I Silt. Test Pit completed April 3, 1989. No groundwater encountered during _I excavation. _ Bulk sample obtained at 5 -foot depth. Applied Geotechnology Inc. Tes.t Pits 6 - PLATE Geological Engineering Hillman Properties NW 1 Geology & Hydrogeology Tukwila Development JOB NUMBER DRAWN APPROVED DATE REVISED DATE - 15,339.002 - -- 5 4/25/89 �. r. +�~, LOG OF TEST PITS f (Continued) TEST PIT 6 Z Depth (Feet) Classification Description Z 0 to 4.5 SM Brown Silty Sand (SM); loose, moist to r W d wet; fine to medium - grained, with some I u�lU gravel, railroad ties, slag, and U D concrete (Fill). CO Lu W = 4.5 to 9 SM Gray Silty Sand (SM); loose, saturated; CO LL fine to medium- grained. W 0 9 to 14 SP Dark Gray to Black Sand (SP); loose, Q saturated; medium to coarse - grained. LL COD - Test Pit completed April 3, 1989. I Slight seepage. noted at approximately 4- Z H O 1/2 -foot depth during excavation. H ZF— Bulk sample obtained at 3 -foot depth. W I gy TEST PIT 7 UO co 0 to 4.5 SM Brown Silty Sand (SM); loose, moist; I W W fine - grained, with some organics. ~ W O. 4.5 to 8 SP Brown Sand (SP); loose, moist; fine to LLj Z medium- grained. I U O H Test Pit completed April 3, 1989. Z _ No groundwater encountered during I excavation. Bulk sample obtained at 3 -foot depth. TEST PIT 8 0 to 4.5 ML Brown Sandy Silt (ML); soft, moist to I wet; with some organics. 4.5 to 7 SM Brown Silty Sand (SM); loose, moist to wet; fine - grained. .I 7 to 9 SP Dark Brown Sand (SP); loose, moist to wet; fine to medium- grained, with some I Silt. Test Pit completed April 3, 1989. No groundwater encountered during _I excavation. _ Bulk sample obtained at 5 -foot depth. Applied Geotechnology Inc. Tes.t Pits 6 - PLATE Geological Engineering Hillman Properties NW 1 Geology & Hydrogeology Tukwila Development JOB NUMBER DRAWN APPROVED DATE REVISED DATE - 15,339.002 - -- 5 4/25/89 �. r. +�~, ;NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO_THE QUALITY OF THE DOCUMENT. Z ~ W � JU UO cn p cn W W = U) U WO Q� LL Q U 2 �W Z F— F— O Z F— W 2� Dp U O- p F— WW F N L O .• Z W U= O Z ; t r i 100 50 0 100 Feet N jq �? U 7� June 29, 2005 DEy lopM File No. 262005.005/00703 z Engineers Z PlanneM Mr. Bob Benedicto, Building Official Surveyors W Q D, City of Tukwila W J U 6300 Southcenter Blvd., Suite 100 N o Tukwila, WA 98188 w W Subject: Building Permit Plan Review — Final Submittal S2 u- W O Family Fun Center Screaming Swing Ride Foundation (D05 -131) Dear Mr. Benedicto: N D ' = d F— W We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of z � Washington and the city of Tukwila. The permit applicant has responded successfully ? o to our comments. U co Special inspection by the geotechnical engineer should be provided as recommended in W U the geotechnical report by Associated Earth Sciences, dated November 15, 2000. The LL following is a summary: O z: U CO X' 1. Site excavation and grading. 0 2. Installation of auger -cast concrete piles. z 3. Verification of auger -cast concrete pile capacities. Structural special inspection by qualified special inspectors should be provided. The following is a summary: 1. Construction of augered uncased (auger -cast) concrete piles: Continuous. 2. Concrete construction: Continuous. 3. Reinforcement at concrete construction: Periodic. 4. Anchor bolts /rods at concrete foundation: Continuous Washington Oregon The structural engineer elected to submit structural sketches rather than revised Alaska structural drawings for review. We recommended the structural engineer submit three sets of sealed and stamped structural drawings directly to your office to facilitate issuance of the building permit (correspondence enclosed). Reid Middleton, Inc. Enclosed are two sets of the revised structural drawings (Sheet S 101) and one set of the 728134th Street SW structural sketches. Also enclosed are the structural calculations, geotechnical report, Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 4 Mr. Bob Benedicto, Building Official k City of Tukwila `n June 29, 2005 File No. 262005.005/00703 Page 2 and correspondence from the structural engineer for your records. If you have any y . questions or need additional clarification, please contact us. Sincerely, Reid iddleton, Inc. Phili razil, P.E., S.E. Farhad Rowshanzamir, P.E. Senior Engineer Senior Engineer Enclosures cc: Scott Huish, Comfort Suites Tukwila Gary Knighton, Knighton and Crow mmt\ doc\ 26\ planrevw \tukwila \05 \t007r3.doc \prb Peidrffiddlelon P�Illip Brazil -fwd: Pile drawing p df From: <huwish @ aol -com> To: <Frowshanzamir@ reidmidd.com> Date- 6/28/05 12:02PM Subject: Fwd: Pile drawing pdf - - -- Original Message - From: Gary Knighton <garyk@knightonandcrow.com> To: huwish@aol.com Cc: Everett Hulsey <ehulsey@s-spower.com>; Ned Hansen <nhansen@s-spower.com> Sent: Tue, 28 Jun 2005 10:31:23 -0600 Subject: Pile drawing pdf Pa g e 4 Z Z W 00, 1 C0 W: 0. LL C0 T W. Z 0, , Z 1-, D O Lu LL O Z C0 0 - :NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY, OF THE DOCUMENT._ a y 20`-6 7/16• 1 . i o I i o a - O O O O O O I I O r- ! I s g : � la of Io .. —�-• a O J 0 ' L O 0 0 o - :NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY, OF THE DOCUMENT._ N - 0 . 0 „ZI 0 s _Il Div inq�i v, ',81 c0! NI S -3M00 9a AD C1NV '1N00 X 2149 s? (!) HIM 1Sd0 ,09 x z�?:1dIC' ..sl S13MOQ 9a - AD ;Ic4 d0 N; N29 NI 2149 ,09 x 8# - (1) dam! 1L9 -GWW '0021 Q?CV'?�!Hi 02A I ' dM HOV'9 '0'0 „ Zl ! V` S?d9 9;: ,IVM HOd= O'O ,.Zl 2V S�id9 9a NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.. ' COLS a ' � - : .o-.,3 • � , .o-a = .pis 13•le�s . 'llh1134 801 NCY 1015A IIVL =Q N01S099 �S 1N3.60 Ni3?3 9N1100d • , - 1 1 1 1 1 .• , ,. ,. n 1 1 T___ ____i______________ i______ — . I 1 � • � 1 � J � O� O � O O� V � O r .0-.> " .0-.vi NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO,THE QUALITY OF THE DOCUMENT. Nniii brazil - He: I ag File drawing pdt . _ . _.. e 1 From: Farhad Rowshanzamir To: huwish @aol.com Date: 6/28/05 1:58PM Subject: Re: Fwd: Pile drawing pdf ,t a We need to stamp a sealed drawing. Please forward 3 copies of sealed revised drawing to the City of Tukwila. This will be necessary to complete the permit process. Farhad Rowshanzamir, P.E. Senior Engineer Reid Middleton Inc. 728 -134th Street SW, Suite 200 Everett, WA 98204 fowshanzamir@ reidmidd.com 425- 741 -3800 ext. 183 >>> <huwish @ aol.com> 06/28/0512:01 PM >>> - - - -- Original Message---- - From: Gary Knighton < garyk @knightonandcrow.com To: huwish@aol.com Cc: Everett Hulsey < ehulsey @s- spower.com >; Ned Hansen < nhansen @s - spower.com Sent: Tue, 28 Jun 200510:31:23 -0600 Subject: Pile drawing pdf Scott: I.took the individual details and created pdf files. You should be able to read these and distribute them to your contractors. i Gary CC: Philip Brazil 0 z a ' �w UQ CO Cl) J H' . CO) LL .w �. J_ u_ cl) a = W` z� �o Z !- W W: U 0 W W. H U. tL F'. z ui U CW H X� z From: "Gary Knighton" <garyk @knightonandcrow.com> To: " Farhad Rowshanzamir" < frowshanzamir @reidmidd.com> Date: 6/27/05 3:26PM Subject: [SPAM] RE: Swing Ride Piling Farhad: z I have contacted the geotechnical engineering firm. Unfortunately, Kurt w Merriman, the engineer who made the original recommendations, is on vacation 2 for 2 weeks. The gentleman who is looking out after Kurt's project v recommended that I just increase the diameter of the piles to get the 0 O section required to resist bending. He was not willing to allow the point N o of fixity to change from 15' to 6' as we discussed. Therefore, I have w changed the 12" piles to 18" piles. I modeled the new pile configuration in —' U) Risa -3D with the fixity at 15'. 1 included the Risa model and results p detail in a PDF file. The Model indicated that a bending moment of about 99 k -ft needed to be resisted. I have included a copy of a column interaction diagram performed on PCA -COL that determined that the section was adequate. , U. N d The drawings have been updated to increase the pile size and increase the w reinforcing for the larger piles. The drawings will be forwarded to you z 3:. through S &S Power. z O w Please let me know if you would like further documentation. ? o O - - - -- Original Message - - - -- From: Farhad Rowshanzamir [mailto :frowshanzamir @reidmidd.com] E- = w Sent: Friday, June 24, 2005 10:07 AM To: Gary_K @knightonandcrow.com ~ !6 Cc: huwish @aol.com z Subject: Swing Ride Piling w co U O Good Morning Gary; Z I got your message and called you right now but you are in a meeting. The concern I have is not tension or compression in piling. It is flexure in the piling. Lateral support of the foundation system is provided by the piling. The lateral shears at the top (your calculations on page 2 show 9 kips) transferred to the piling cause a flexural moment about a "point of fixity" in the piling which is added to the axial demand. The geotechnical report (page 2 paragraph 5 of Associated Earth Sciences letter dated June 7) indicates that this depth of fixity is 15'. The resulting moment combined with axial forces (tension or compression) causes the piling to behave as a beam column. Please refer to IBC sections 1808.2.8.4 and 1808.2.9.2. I will try to catch you after your meeting to discuss. Farhad Rowshanzamir, P.E. Senior Engineer Reid Middleton Inc. 728 -134th Street SW, Suite 200 Everett, WA 98204 frowshanzamir@reidmidd.com 425 - 741 -3800 ext. 183 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN. THIS_NOTICE.IT.IS DUE TO THE,QUALITY.OF THE DOCUMENT.,, m CD cu c cn cn A CD c co �c cn 0 CD 0 0 3 v z CD CL w CD CD A 0 sn 0 U) CD 0 0 cn . 0 CD 7 0 0 3 v J Y ZA x Loads: BLC 1, Seismic Gary Knighton St05-001 Tukwila, Wa Auger Cast Pile Model Pile Model wl Seismic Loading June 27, 2005 at 4:10 PM columnAd Z QQ Z D. U L) 0 Cf) 0: CO) W. W 1: J F- V) W O IL If ) Cf. W, Z F-, I_ 0 Z I- W 5. CO! :0 :0 W W . x F- Z. W (j): 2- H X. O F-I �z rte,, i y 1 Column: M6 Shape: CRND18 Material: Conc4000NW Length: 15 ft 1 Joint: N7 J Joint: N11 Concrete Stress Block: Cracked Sections Used: Cracked 'I' Factor: Biaxial Bending Solution: Parme Beta Factor: Rectangular Yes .70 PCA Load Contour 0.65 Code Check: 0.903 (bending) Report Based On 97 Sections Max: 18.91 at 0 ft column uesign aoes not consiaer any i orsionai Moments ACI 318 -02 Code Check Max: .036 at 0 ft Vz k Vy k Bending Check Min: -8.967 at .156 ft A k 0.180 (z) Location Max: 35.458 at 0 ft Location 0 ft My k -ft T k -ft Mz k -ft 0 k -ft Gov Vuy Min: -2.189 at 15 ft phi *Pn 20.939 k Gov Muz Min: -99.04 at 15 ft RISA -3D Version 5.5 [F:\ ENGINEER \SPORTS \ST05 - 001 \column.r3d] Page 1 (sv.. .d. ,c,. , r. . i , t. r >_�tf_S.a 7.;k:'o �. �i � :�Ai`'.,, , : :,ia��1}'��srf< tHr�+"JTi�" � >� � 1 r.�e t Z w �v UO Cl ) o. LU Cf)W WO J LL Q co) a: = w F- _ I- O w � Lu UC3 O — W W Z H H LL O .. z w U =. O H. z column uesign aoes not consiaer any i orsionai Moments ACI 318 -02 Code Check Bending Check 0.903 Shear Check 0.180 (z) Location 0 ft Location 0 ft Gov Pu 18.91 k Gov Muy 0 k -ft Gov Vuy .036 k phi *Pn 20.939 k Gov Muz 99.064 k -ft Gov Vuz 8.967 k Phi eff. .9 phi *Mny phi *Vny 49.691 k phi *Mnz 109.693 k -ft phi *Vnz 49.691 k Tension Bar Fy 60 ksi Concrete Weight .145 k/ft^3 Bar Cover 1.5 in Shear Bar Fy 60 ksi Concrete Type Normal WT Sway yy No F'c 4 ksi E_Concrete 3644 ksi Sway zz No Column Interaction Diagram RISA -3D Version 5.5 [F:\ ENGINEER \SPORTS \ST05 - 001 \column.r3d] Page 1 (sv.. .d. ,c,. , r. . i , t. r >_�tf_S.a 7.;k:'o �. �i � :�Ai`'.,, , : :,ia��1}'��srf< tHr�+"JTi�" � >� � 1 r.�e t Z w �v UO Cl ) o. LU Cf)W WO J LL Q co) a: = w F- _ I- O w � Lu UC3 O — W W Z H H LL O .. z w U =. O H. z r 1 Span Information Span Span Length (ft) I -Face Dist. (in) J -Face Dist. (in) 1 0 -15 0 0 Vcy (k) Vsy (k) Column Steel As Prvd (in ^2) Span Main Bars Gov LC Loc (ft) Pu (k) 1 8 #6 1 O ft 18.91 Axial Span Results - 0 Span Phi_eff Pn (k) Po (k) Rho Gross 1 .9 23.266 1065.236 .0139 Bending Span Results 0 Span ecc. y (ft) ecc. z (ft) NA y -y (ft) NA z -z (ft) Mny (k -ft) 1 5.239 0 1.127 0 Slender Bending Span Results 0 Span KUr yy KUr zz Cm yy Cm zz Lu yy (ft) ! 1 40 40 .457 .9 i 15 Shear Steel s Span Region (ft) Bars Provided f 1 0 -15 15#4 @12in i - I Muy (k -ft) Muz (k -ft) 0 99.064 As Prvd (in ^2) 3.534 Mnz (k -ft) 121.881 Lu zz (ft) 15 Mnoy (k -ft) Mnoz (k -ft) Mcy (k -ft) Mcz (k -ft) 99.04 2.189 y -Dir Shear Span Results Span Region (ft) Vny (k) Vcy (k) Vsy (k) Asy Reqd (in ^2) As Prvd (in ^2) 1 0-15 66.255 35.576 30.68 0 .033 - 0 0 0 0 0 - 0 0 0 0 0 t - 0 i i 0 0 0 0 RISA -3D Version 5.5 [F:\ ENGINEER \SPORTS \ST05 - 001 \column.r3d] Page 2 u .. i ,ii:.... .... .,...:. . •, ,,�.'. ,•.. .. .� .,. r),L:rY.,; u.f,.l.0 t:.6!'YA s,. ;.r�An t��; 3:.. ry• .-41st .;. �, 2: 45. �+,,:1.::+} xil i"...;.,_. ...,.:ca2.r,,:ti.:z,::4�:,.:.: 4�f,.t..:6:i....u.::.::.Y_,u w �r a �J w.'.x:.,:ic..2: z = Z D J U. '00 co U. W x: J f_ S2 LL� w O. LL. Q U = a �. w Z O: 2 5. U 0 f-1 w w' U Z LLi U CO O H z i z -Dir Shear Span Results Span Region (ft) Vnz (k) 1 0-15 66.255 t - 0 i - 0 0 r r� Vcz (k) Vsz (k) Asz Reqd (in ^2) As Prvd (in ^2) 35.576 30.68 0 .033 0 0 0 0 0 0 0 0 0 0 0 0 Z " Z . WD JU U O` � UJ CO U W O' 9-5 LL <, N d I=- _ Z F- Z O' W W U �. .O ` F- W W. .Z F- u- O. Z w F- O Z RISA -31D Version 5.5 [F:\ ENGINEER \SPORTS \ST05 - 001 \column.r3d] Page 3 r % kip) 700 18 in diam. i 1 f 1 Code: ACI 318 -02 Units: English Run axis: About X -axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 06 /27/05 Time: 16:12:52 -200 u pcaColumn V3.5 - Licensed to: Knighton and Crow File: F:\ ENGINEER \SPORTS \ST05 - 001 \pcacolumn.col Project: Tukwila, Wa Column: Auger Cast Engineer: GEK fc = 4 ksi fy = 60 ksi Ag = 254.469 in ^2 8 #6 bars Ec = 3605 ksi Es = 29000 ksi As = 3.52 in ^2 Rho = 1.38% fc = 3.4 ksi e_rup = Infinity Xo = 0.00 in Ix = 5153 in ^4 e_u = 0.003 in /in Yo = 0.00 in ly = 5153 in ^4 Beta1 = 0.85 Clear spacing = 4.32 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 �,.ti,,t. i �E .....i:dLK�lt,'.e:+ *Vi++a.Lr �:S3w+'i•G +dl: "�%d. °A` urx t k: yi 1,e,. t , . r+u^nr ..r. iu.:da�w:i Ymturi. ' C: ei: �f: S-': �aiit`: xSc' �, u, �iwtiT "'u'srur,`SiJ[w.ciu.,pia.»a{ X44.'+ v�+ i .i�s4'�'+�e.�,i•.x�u:e,]':'�i{ z Z . W 2. u� D U Q, N W W. J U) LL W O L L cl) T O W Z �. 1— O Z f- �o LU O CO o�- WW —O ..z W ~ O z �i ,�`" - K.NIGHTON & CROW, INC. S7 =M`iN Ezz 7= CIVIL At.. 17 June 2005 z Ned Hansen Z S&S Power Sports UJI D 0 0 , North Logan, Utah 84341 Cl) 0 co W UJ:r Re: Response to Review Comments on Tukwila, WA project -J S2 U- UJ 0 Dear Ned: The following are my responses to the review comments. U- = W 1. The allowables, on the piles have been revised by the geotechnical engineer to allow a 6 0 ton capacity with a 1" deflection. Previously it only allowed a 3 ton capacity for a 1/2" �-, z LU Uj, deflection. Page 2 of the calculations address the lateral capacity calculations. 2 5 0 '0 N . 2. Based upon the bolt loads provided for load case 5, a new more conservative analysis was performed. The worst case bolt tension and shear were combined (even though they UJ LU M 0 don't occur in the same bolt). The embedment depth was limited to 12 inches for I-- U. calculation purposes, eventhough the embedment depth exceeds 24". Only the 6 bolts in z tension were used for breakout area of concrete. The stress ratio is still quite conservative. Refer to pages 8 to 11 in calculations. 0 z 3. Refer to response I above. The reinforcement cage was increased in depth to 120% of the length of fixity of the piles. 4. Stresses in the slab were calculated. The steel stresses were much lower than the allowable (7.36 vs 60 ksi), and therefore the steel spacing is adequate as shown. Refer to page 3 of the calculations. Please let me know if yo - u: ave any . eAwn. Sincerely, J Gary h PE Ila l enclosure: revise f�Q ions Ai " June 15, 2005 File No. 262005.005/00702 'JUN 1 ' 2 0 0 5 cOMPAUNiTY DEVELOPMENT Mr. Bob Benedicto, Building Official City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Pcrmit Plan Rcvicw — Second Submittal Family Fun Center Screaming Swing Ride Foundation (D05 -131) Dear Mr. Benedicto: We received new calculations in two volumes for the proposed project, a letter by the geotechnical engineer dated June 7, 2005, and a modified foundation drawing. We reviewed the new material for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Structural' . Foundation 1. The sum of the lateral forces calculated for the seismic load condition exceeds the lateral capacity of the piling provided. This is the case even with the use of the higher value of R assumed (see note 5 below). Please clarify and revise as necessary. 2. Tension and shear values are calculated under various loading conditions. The seismic loading condition applies. Please provide calculations showing the adequacy of the anchorage of the bolt group in the foundation per ACI 318 -2002 Appendix D. 3. The foundation system is now supported on piling. Please provide calculations showing the adequacy of the piling to support the imposed lateral loads in conformance with the depth of fixity recommended by the geotechnical engineer. 4. The pile cap acts as a one way slab spanning the rows of piling. Spacing of flexural reinforcement in the pile cap exceeds the limits of ACI Section 10.6.4 for one way slabs. Please revise as necessary. Engineers Planners Surveyors Washington Oregon Alaska Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 iH Z _ ix LIJ , Q � W U, UO �o w= CO U.. w O LLQ U) CY LLJ z �. zO W w. �f U � :O V uu. ~L u O` til Z: U N O ~' Z f r r r Mr. Bob Benedicto, Building 6,,icial City of Tukwila June 15, 2005 File No. 262005.005/00702 Page 2 Lateral 5. Seismic forces are evaluated for a structure with a response modification factor R equal to 2.5. According to ASCE Table 9.14.5.1.1, value of R is 2.0 for "Amusement Structures." Calculations must be modified for the appropriate response modification factor. 6. Seismic design parameters should be indicated on the drawings. Corrections acid CO made Cll16110 tI1C I CVIC \V I11'OCCSS CIO IIOt rCliCVe the IM - 11111 applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. C, Rocz)s�� V r Fatad Rowshanzamir, P.E. Senior Engineer cc: Family Fun Center, Mr. Scott Huish – fax 425- 687 -2858 S & S Power, Inc., Ned R. Hansen – fax 435- 752 -1948 mmt\ 26\ planrevw \tukwila \05 \t007r2.doc \fr Reid iddleton z a� Z u� D U O U co W X° W 01 U— = d. w Z F- �O Z~ UJ DO O� 3 H- w U- ui Z U N;. O z i sd` m� a s s a June 9, 2005 Mr. Scott Huish Family Fun Center 7300 Fun Center Way Tukwila, WA 98188 to C% 0 h f S & S POWER, INC 350 West 2500 North Logan, Utah 84341 USA Phone: (435) 752 -1987 Fax: (435) 752 -1948 http: / /www.s- spower.com RE: Family Fun Center Screamin' Swing ride foundation Dear Mr. Huish, JUN 2005 READ MIDDLETON, INC. This letter is in response to the questions submitted to the city of Tukwila by Reid Middleton, Inc. in regards to the foundation plans for the Screamin' Swing project. We apologize that you did not have the full submittal packet at the time of your initial review, but that has now been provided to you. This letter will refer to both the "Engineering Submittal Report" and "Addendum for Tukwila, WA" prepared by Dr. Ned Hansen of our staff, as well as the revised foundation plans prepared by Gary Knighton of Knighton and Crow, Inc. of Logan, Utah. It will follow the requested points of the letter to Mr. Benedicto dated May 20, 2005. Site/ Geotechnical 1. Associated Earth Sciences, Inc. (AES) of Kirkland, WA provided this submittal. Structural 1. The drawings requested are provided in both package submittals from S &S. The applicable tower drawings start in Appendix G, page 82 of the Engineering report, and the wind area loads and drawings start on page 5 of the Addendum as well as Appendix E, page 57 of the Engineering report. 2. Wind calculations were redone according to the standard requested (ASCE 7 -02) and provided in the Addendum starting on page 4. 3. Load cases were provided in both reports noted above under the loads section of each report. The cover pages of the appendices specify the particular load case and a summary of each case. Section 2 (page 3 of the Addendum, page 8 of the Engineering report) is the loads section for each report, and has each structural load applicable contained therein. 4. The assumption that units are expressed in pounds is correct, and the designation has been added to the requested tables. 5. Provided by AES. 6. 33% increase only as referenced. 7. Provided by AES. 8. Anchor bolt fastener calculations are contained in section 4 of each report with their respective load cases. These sections start on page 24 of the Addendum and page 89 of the engineering report. Am ..r Z J-z IY W - WD J UO ND W = J f.. S2 LL WO 9-J LL Q �D = �W Z I— O Z w � O U O N 01— W u.1 LL. O til Z CO O Z People LooN b0 Lateral 9. Seismic analysis has been added. Please refer to page 8 of the addendum prepared by Gary Knighton for loads and results. These corrections should provide the necessary calculations and information to finalize your foundation plans. Should you need further assistance, please contact me. Thank You, Everett L. Hulsey Project Manager S &S Power, Inc. Z Z W. . U U O` CO O' w =. CO u„ W O. u- (1) Cy Z �. z i-- �5 ;o �. W W L� _o ..z O Z . Associated Earth Sciences, Inc. 019 mi N June 7, 2005 Project No. KE00689B Tukwila Family Fun Center, LLC 7300 Fun Center Way Tukwila, Washington 98188 Attention: Mr. Scott Huish Subject: - Foundation Design Recommendations Tukwila Family Fun Center Proposed Screaming Swing Ride Tukwila, Washington Dear Mr. Huish: As requested, this letter summarizes our foundation design recommendations for the proposed Screaming Swing ride planned on the Tukwila, Family Fun Center Grounds. As you. are ` aware, we have provided geotechnical exploration and design services for the adjacent Comfort Suites Hotel (Associated Earth Sciences, Inc. [AESI] report dated November 15, 2000) and the proposed office building to be constructed to the west of the hotel (AESI report dated July 22, 2003). We also provided observation of the installation of pile foundations for the support of the hotel (AESI construction summary letter dated August 20, 2001). The Screaming Swing ride will be located in the amusement complex of the Tukwila Family Fun Center. The ride will have two foundations supporting an "A "- shaped steel tower. The foundations will be subject to a dynamic swing load that will place 1 /2 of the foundation in compression and the-other half' in uplift during each back and forth cycle of operation. Each foundation will exert up to 97.3 kips of compressive load and 76.9 kips of uplift force. The foundation dead weight will account for up to 73 kips of uplift resistance. Subsurface conditions at the Screaming Swing site were inferred from the field explorations accomplished for previous studies completed by AESI and others on the Tukwila Family Fun Center, hotel, and office building sites. The closest borings to the proposed swing were used to' formulate the recommendations of this design letter. No specific explorations were performed at the swing locations. The previous exploration holes generally encountered fill materials overlying natural alluvial deposits of loose sands overlying medium dense to dense sands. The medium dense to dense sands were typically encountered at a depth of 25 to 30 feet below the ground surface. Kirkland 911 Fifth Avenue, Suite 100 • Kirkland, WA 98033 • Phone 425 827 -7701 • Fax 425 827 -5424 Everett 2911 Hewitt Ave, Suite 2, • Everett,WA 98201 • Phone 425 259 -0522 • Faz 425 252 -3408 ttexr "e''�ck:�u:.'4': t Z i 1 Z : u� D JU UO Cl) 0 CO J H WO 9 wQ �D i cf W z� I— O Z F- w 2 5 U O N . W W F_ LL O' iu z CO O Z It is unknown whether some or all of the fill that mantled the Tukwila Family Fun Center site was removed at the time of original construction. The thickness of fill (if present) below the Screaming Swing ride location is also unknown. The underlying alluvial sands are loose and saturated in the project area. Loose sand below the water table is subject to liquefaction during { a significant seismic event. A liquefaction analysis was not specifically performed for this design letter. The potential for liquefaction on the surrounding project sites was addressed in our previous reports referenced above. The risk is considered no different at the Screaming Swing location. ' Due to the likely presence of loose surficial soils, the potential for existing loose fill with concrete rubble, and the potential for long -term settlement or liquefaction - induced settlement, a deep foundation system is recommended for support of the proposed ride. We recommend the use of augercast piles. Augercast piles were used to support the adjacent hotel structure. We recommend that an experienced contractor install all piles. It should be noted that concrete, asphalt, logs, and other large debris were encountered in the fill on other parts of the site. It may be necessary to have a backhoe present during pile installation to dig out obstacles and backfill the excavation prior to drilling piling. We recommend the use of 12- inch - diameter augercast piles drilled to a minimum depth of 40 feet below the base of the foundation pile cap. Augercast piles with a m inimum diameter of 12 inches will be capable of supporting an allowable - compressive capacity of 25 tons. Allowable design loads may be increased, by one -third * for short -term wind or seismic loading. Anticipated settlements of pile supported structures will generally be on the order of 1 inch. The piles will provide an allowable lateral capacity of 3 tons (applied at the pile top) with less than 1 /2 inch of deflection, assuming the pile is fixed at the ground surface by embedment into a reinforced pile cap. This lateral capacity is applicable for the liquefied, seismic loading conditions. For,reinforcement design, a depth of fixity of 15 feet should be assumed. Uplift capacity of augercast piles develops as skin friction between the pile surface and the surrounding soil. For 12- inch - diameter piles installed as recommended, we recommend the use of an allowable uplift capacity of 8 .tons per pile. The weight of the pile should be neglected. This uplift capacity is applicable to the liquefied, seismic loading condition. All piles designed to resist uplift loads should be provided with full- length reinforcement. At a minimum, this should include a No. 8 reinforcing bar installed through the full length of the unset grout column. The actual total length of each pile may be adjusted in the field based on required capacity and conditions encountered during drilling. During installation, the pile contractor should provide a calibrated grout pump to track grout volumes. An inline pressure gauge is also recommended. Since- completion of the pile takes place below ground, the judgment and experience of the geotechnical engineer or his field representative must be used as a basis for determining the required penetration and acceptability of each pile. Consequently, use of the presented pile capacities in the design requires that all piles be inspected by a qualified 2 jz z ~ w o! � D J U. U0 U LO w J = CO U_ wO LLQ CO = �w z I— O z�_ w �5 vC3 o 0 0H w F- u—' O w z CO O� z v r' i' geotechnical engineer or engineering geologist from our firm who can interpret and collect the installation data and examine the contractor's operations. AESI, acting as the owner's held representative, would determine the required lengths of the piles and keep records of pertinent j installation data. A final summary report would then be distributed following completion of pile installation. If you have any questions or require additional information, please do not hesitate to call. Sincerely, ' ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington ME CF W AS , sipins 1 1/20 Kurt D. Merriman, P.E. Principal Engineer i i cc: Knighton and Crow Attn: Mr. Gary. Knighton, P.E. ` Fax: 435- 752 -8501 KDMAs KE00689BI Projccts0000689MEMP 3 a ' M z Z u� D JU UO: UU C0 J CO w w O U. Q �d _. z F ... z O w w: �o U O C6 o� W tll z: co H � O Z `A 5 - Z4 -05 May 20, 2005 File No. 262005.005/00701 RfFce MAY 2 4 2005 Mr. Bob Benedicto, Building Official pCOMMUNJTy City of Tukwila E�ApMENT 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Family Fun Center Screaming Swing Ride Foundation. (D05-131) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Site /Geotechnical 1. The geotechnical.report by Associated Earth Sciences dated November 15, 2000 recommends design values for buildings and ancillary structures such as Dumpster. enclosures and low screen walls. The report does not address the foundation requirements of a dynamic ride subject to vibrations. A letter from the geotechnical engineer should be submitted with recommendations pertinent to the subject structure. This letter should contain recommendations for overturning and sliding resistances and factors of safety. Structural Foundation Engineers Planners Surveyors 1. Calculations refer to wind design for a 60- foot -high swing and its geometric properties. Drawings of the unit are not provided to verify the dimensions used Washington for wind loading. Please provide drawings showing the elevation of the unit and Oregon the size of the areas exposed to wind Alaska 2. Design wind calculations are based on ASCE 7 -98. That code has since been replaced with ASCE 7 -02, which has different wind design criteria. Please use ASCE 7, -02.as required by IBC.2001 Reid Middleton, Inc. 3. Design calculations refer to various load cases that are not identified. Please 728134th Street SW provide details of the load cases and combinations used for the applied forces on Suite 200 the foundation Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Z U O (0 o LU J �w wO u. = a �w Z r~ E-- O Z ~` U CO o �- w w. �U LL f= Z ui U =; OH Z .- 4. Design calculations referring to load cases do not show the units used. We assume the units are pounds, as that was later used in design. Please clarify and correct as necessary. 5. Foundation overturning calculations show an allowable soil pressure of 1,000 psf, which agrees with the value suggested for ancillary structures in the Geotechnical report. Please confirm the validity of this assumption for a dynamic ride. See Site /Geotechnical note 1 above. 6. An increase of 33 percent is used on allowable soil pressures. Please clarify the load combination used and whether the increase is applicable. See note 3 above. 7. Foundation sliding is not analyzed. Please provide calculations to demonstrate adequate fe ctor of safety against sliding. 8. Calculations for the base plate fasteners show a fastener layout that is completely different from that shown on the foundation drawing. Design calculations should correspond to the drawings. Please revise the fastener calculations to match those actually used on the drawings. Lateral 9. Seismic analysis is not shown in the calculations. Seismic design parameters are also not shown on the drawings. Please revise calculations and drawings to include the effect of seismic forces on the unit. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Farhad Rowwzamir, P.E. Senior Engineer cc: Scott Huish — fax 425- 687 -2858 mmt\26 \pl anrevw \tukwi la \05 \t007r l .doc \fr :Reid iddleton 1 �z w 2 D 0 0' (0 0 (0 LLJ CO L w O J : U- d =w zM f-- 0 Z i-- 0 :0 N` � I- w s L- O. -Z U CO, Z NI1LA, p : ,. % 2 O City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director . 1908 May 9, 2005 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Famnily Fun Center — D05 -131 7300 Fun Center Way, Tukwila Dear Mr. Swanson: ( Please review the enclosed plans and documents for structural compliance with the 2003 International ( Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sin erely, Brenda Holt, ` Permit Coordinator encl xc: Permit File No. D05 -131 i i q;ldocumentAstructural consultantW05.131.doc Page t of l j bh 6300 Southcenter Boulevard, Suite 000 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 t,. z Z �0 0 0 CO 0. CO uj J h CO LL w 0 LL Q CO d = w z� z 0 W w �5 U0. w LL 0 itl Z: CO 0~ z %V Ig 1908 to May 3, 2005 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Scott Huish 7200 Fun Center Way Tukwila, WA 98188 RE: Letter of Incomplete Application # 1 Development Permit Application D05 -131 Family Fun Center, Tukwila LLC — 7300 Fun Center Way Dear Scott: This letter is to inform-you that your application received at the City of Tukwila Permit Center on April 21, 2005, is determined to be incomplete. Before your application can continue the plan review process the following items need to be addressed: Buildine Department: Ken Nelsen, at 206 431 -3677, if you have questions concerning the following: 1 Please provide the referenced soils report by Associated Earth Sciences, Inc., #KE00689G Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) completes of revised plans, specifications and/or other j documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted throueh the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, d' Stefania Spencer Permit Technician Enclosures File: Permit File No. D05 -131 sks Page I TALinks \Does \D05 - 131 \D05 -131 - Incomplete Letter #LDOC 05/03/2005 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 %ie a, :i�.� ^:. �.4 y. r.UA.r -x .. .•. i.:x :� %ur:, ;.i+'w.•k�,` ..:.ii..n�.aJiJJ,:�o3:�;.,,. 'i:..., i:�av'r«:`:;nri�..: rL " ":.C+'� u:.: I:. MYw; eWb.: ri:' o: iL. o. �s+ ..'d'r*tilr.:,.i!..w.iw.ii,A3:'r ' utasY:J,:d{:�:L'3�F:ntac:i."` iu:.rinr.w. Z UJ =Z JU UO CO CO W W = F— �W WO 5 IL j. S2 a = W Z F— F O Z F— W LLj 25 U O - O F—. Z U' F— �. LL O .. Z W U= O~ Z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -131 DATE: 05 -04 -05 PROJECT NA FAMILY FUN CENTER, TUKWILA LLC SITE ADDRESS: 7300 FUN CENTER WAY Original Plan Submittal X Response to Incomplete Letter # Response to Correction Letter # Revision # after /before permit is issued DEPARTMENTS' 1'',0 Building Division A Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural m Permit Coordinator !C DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 05 -05 -05 Complete Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R�TING: Please Route Structural Review Required No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 06 -02 -05 [� Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY Documents /routing slip.doc 2.28.02 z ;r z �W Q D JU UO Cl ) a ' CO W W_ �LL WO LL j � = W z �. z� 0 0 o E- WW U- O . z . W U= O~ z f PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -131 DATE: 04 -21 -05 PROJECT NAME: FAMILY FUN CENTER, TUKWILA LLC SITE ADDRESS: 7300 FUN CENTER WAY X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after /before permit is issued DEPARTMENTS: Fm Building Division Fire Prevention El Public Works f-"% I i A A � , „ � � Structural ❑ 4- 26 -0 s Planning Division Permit Coordinator )e DETERMINATION OF COMPLETENESS (Tues., Th rs.) Complete ❑ Incomplete Comments: DUE DATE: 04 -26 -05 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: +' �5 LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW F-1 Staff Initials: '34 s TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DUE DATE: 05 -24 -05 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY Documents /routing slip.doc 2.28 -02 w � ',...L._.. � � �,.r ,. .dii :i:. c• K �, '� u. °i fit. '%+1 is »i"d'.y .,� •�ri f $ �.u:� /'X�iV �'�,t z _F w 3U UO N J = F- S2 LL w Q � Q LL Q in D T o �W z �- HO z E-- w �5 UC3 ON 0 I-- W W u. O z W U= O z City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206431 -3665 Web site: http: / /www.ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director 0(35 -`Jl REVISION SUBMITTAL r Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 4:7; — A — C J Plan Check/Permit Ntanber: Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: — ?v�.� ,,,� Project Address: - 73oo Ce1Ars` Contact Person: Phone Number: Summary of Revision: RECEIVED CITY OF TUKWILA MAY 0 4 2005 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: C �� Entered in Permits Plus on r� D z ;w z �W 0 to 0 CO w J = F— N 1L WO LLQ rn D. = �w z X F— zO W w O - O N wW � Z. CO O ~' z pplications orms -app ications on lineVcvision submittal Created: 8 -13 -2004 Revised: Jul 08 05 09:14a Axiom Comm Co. Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with I&) to perform construction work widen the scope of its specialty. A General or Specialty consmtction Contractor must maintain a surety bond or assignment of account and cant' general liability insurance. I i License Information License AXIOMCC997NU Licensee Name AXIOM COMMERCIAL CORP Licensee Type CONSTRUCTION CONTRACTOR UBI 602131679 Ind. Ins. Account Id Business Type CORPORATION Address I. I OW WOODINVILLE DR Address Z City BOTHELL County KING State WA zip 98011 Fboue 4254868720 Status ACTIVE Specialty 1 GENERAL Specialty Z UNUSED Efrective Date 10/162001 Expiration Date 11!6/2005 Suspend Date Separation Date Parent Company Previous License AXIONCS995KJ Next License Associated License a " -1786 ; z �- w . Jv U Cl) o W W 2 J I•- 00 W W0 U. Q N d = W H Z f.. 1•- O. Z I-- w. w U O N. o F- W W H �O .. Z W O Z STRUCTURAL VOTES GENEIR&L I. Governing Building Code. 2003 lnterriotlonal Building Code and ASCE 1 -02 2. Wind Loads Basic Wind Velocity 85 mph (3 Second Gust) 90 no Actual Design x mote Msporlance a�clor LOO Force Coefficient Gi 2.0 Design Wind Presbur'e 35 per 3. Seismic Dlesgn Criteria Response Modifica Factor R' ?.O /Nail Building - Artlusertlent Structure) Seismic Responnse Coeficient 'CS' .4451 Spectur•al Response Acceleration 5de' 0.9y13 Specturol k Acceleration Shc' 0.4123 4. C.00POINATION CHECK WITN CONDITIQNS AT T14= JOB SITE AND WITN APCWTEGTURAL, i'ECNANICAL AND ELECTRICAL. S. DATL"; SEE APCI•WTEC TURAL DF'AWING6. 6. DETAILS: SECTIONS AND NOTES, AS S OHN ,1N T14E DP AAING , AVE INTENDED TO BE TYPICAL AND S1•IAL I APPLY TO ALL SnLAR ATUATIONS ELSE14IERF FOUNDATKOF I. SOILS INVESTIGATION; A55CXIATED EARTW SCIENCES, INC. 2. EXCAVATION: CLEAR EXCAVATIONS OF DEBRIS AND LOOSE SOIL PRIOR TO PLACING FOOTING5. ALL FOOTINGS SHALL BEAR UP'.)N LMISTURP ID NATURAL SUB - GRADE OR ENGINEEF•ED COMPACTED BAGKFILL AS Rf , - ,o MENDED IN THE SOILS F'EPOf'". 3. CAPACITY OF 12r DIAMETER x40' AUGER CAST PILE VERTICAL COMPRESSIVE CAPACITY 50 KIPS U'PL IF t CAPACITY 16 KIPS LATERAL GAPACITY 6 KIPS (V2' DISPLACEMENT) LATERAL CAPACITY 12 KIPS (1' DISPLA ".EMENT) 4. FROST PROTECTION: THE BOTTOM OF ALL 5X'TRiOP FOOTINGS 514AL L BE PLACED A MiNIMUM OF 18' BELOW FINISH GRADE C D �LS U l5 L STRENGTH: MNNrW ULTIMATE 26 DA'r (:OMPRESSIVE STF' NGTW: F0011NC;6 ANO FOUNDATION WALLS•.._....._.......... 3000 PSI (2500 PSI DESIGN) INTEPI,. `3LA95 ON ' FADE ....._...- ..-- ...- ..._.- ._.... 3000 PSI FYTEFl(1P r LATWORF _ - ..- ......---- ...- ...- .- ._.... 4000 F'51 EA PTH RETAININ(.i WALLS...... ........-- ... .-- . ..w... - ..... 4000 P51 2 SLUMP OF VIBRATED CONS_ FETE. SLABS ......... _.._......_-.-..-......- ..... .........- ...- .- ..- ...- ..... -.- 3 ING14E5 OTHER BUILDING CONSTF t ZTION...._._............ 4 INCHES 3. FORMS: SUPPORTING FOE! 15 OF- 3WC*-1NG SRAtt NOT BE REMOVED UNTIL STF'U ;TUF`C 3ER5 NAVE ACQU4c'!'D SUFFICIENT STRENGTH TO c,J PPORT SAFELT TWEIP 12WN � -tIGNT IN NO CASE SHALL THEY BE RE1"IOVFD PRIOR TO 24 POUF -. 4, SUSPENDED %A85 94ALL BL PL:SLIPPOrTED, AFTER FORM PFr10VAL, UNTIL CONCF'FTE I4AS PEA - ; 4E.D iT5 SPECIFIED 28 - DAY COi"1PRESSIVE STkENGTH. 5. WALL PEINI OP,`1NG: UNLESS NOTED OTPET': JSE ON TWE DF':.WiNG?5, i<'FiNVORGING STEEL IS TO BE PLACED IN THE FNT•EP' )F THE lAALL (EXCEPT RETAINING: TYPE WALLS) AND DOWELED TO THE FOOTING OF' STPLICTUPF BEt_Ow AND THE STF''.i,TUPF ABOVE WiTH THL SAME UOWE'L SIZE AND SP4CiNG A5 VFF'11GAL ` FINFOP PRO ViDE GORNER BARS AT ALL INTERSECTING CORNER'3. USE SAM BAR SIZE AND SPACING AS HORIZONTAL REINFORCING. ALL STEEL M>t1ST BE TIED IN PLACE PPiOF TO PLACING GONGRETE (INGLUDING DOW ELS). 6. OPENINGS: AP UND ALL SIDE5 OF OPENING WtTW A SIDE GREATEP THAN 12' PP-')ViDE 2 - PFBAP (UNLESS NOTED OTHErlI ISE) AN[) EXTENC 24' BEYOND THE G(F,NER EQUAL TO THE BAR DIAMETER BUT NOT LE% THAN: 1. CONCRETE PROTECTION FOF RFINF0>t'CING STEEL: PROVIDE CONCRETE COVER EQUAL TO THE BAR DIAMETEP BUT NOT LESS THAN. 00111SRETE PLACED AGAINST EAPTN OF' EXPOSED TO WEATHFR: NOT FOP'1ED .--. w-.-... w- .- ...........- ..- .-- ........w 3 INCHES FORMED........... _....-- .w...- .- .- ...-- .....- .- . - -.... 2 INCHES SLABS ON GRADE ...,-.- ..--•..- ..-,-.-- . --_-.- 2 INCHES GOLl1116 (TO THE TIE) ........................... 11/2 INGWE5 BEAM.---.. - . - ...-- ..-...--.....-.-...--.--..-...-.-.- 1 -10 INCHES WALLS EXTERIOR FACE ..•-•... ,..- .,..•.- ..•-...•--.-,.... -.- 2 INCHES INTERIOR FACE .--.-.--- ...w.- .......- ..- ..- ... -.- -. 3/4 INCHES 8. SLA85 ON GRADE. REINFOR STEEL SHALL 8E ADEGIUATELY SUPP01 ED ON PRECAST CONCPt' TE UNITS, TO KEEP THE REINFORCING THE MINIMUM 14EI644T SPECIFIED O-, Ii DIGATED ABOVE THE GF'ADE. LIFTINCa THE REINFORCING OFF THE GRADE DURING PLACEMENT WILL NOT BE PERTIITTED. R ST I. GF . ASTM A615, GRADE 60 (UNLESS NOTED OTHEFY i15E1. 2. DOWEL AND LAP LENGTHS: FOR CONCRETE WORK PROVIDE 38 BAR DIAMETERS FOR DOWEL Et1BEI11ENT AND SPLICE LAP LENGTHS. FOR r1A50NRY NOW PROVIDE 48 BAR DIAMETER FOR DOWEL AND SPLICE LAP LENGTHS. FOF :GELDED WIRE ME51-1 LAP TWO MOLXLES AND TI ■ r , F SPLICE PR . VI A R I E. OR SLAB SPL E DE ASS G SPLICE FOP • S. M11N GL SF'L E ALL BA MUMi SPLICE LENGTH IS 15 INCHES. 3. DETAILING AND FABRICATION: RFiNFOF''-E 'AMERICAN CONCRETE INSTITUTE' (ACI 318 -88). 4. FIEiD BENDING: f'EINFORC',ING STEEL SHALL NOT BE BENT OR STRAIGWTENED IN A MiANNFR INJURIOUS TO THE CONCRETE OR STEEL. 5. SPLICE LOCATIONS: IN SLABS, BEAMS AND GIRDERS, REINFORCING STEEL SHALL NOT BE SPLICED AT ZONES OF MAXIMUM TENSILE STRESS, UNLESS NOTED OTHERWISE ON THE MAWiNG+$. 8Tn S 1. Material: a. Wide Flo'Ige Sections ASTM A992 (50 KSU b. Other slx;m I Plates ASTM A36 C. Pape Goliam ASTM A53, Types E or S, Graole B. d. Steel Tubes AsTrl A500 grade B (46KSV e. Deformed Bar Anchors (DEW ASTM A14g6 f. Wooded said Anchors ( NSA) AS A108 4 Anctwr eats ASTM A301 with ASTM A563 heavy hex nuts aid hardened washer's Grade A h. Boned Colne0kre: ASTM1 A325 i. All steel shapes and plates Mitch ov a part of the Special r trAW Resist Franes (9rFF) shag have Ghonpy CVN values of 20 ft -bs or greater of 10 degrees Fahrenheit. 2. Fabrication and construction shoo comply Irish the lotest edition of the following Codes and Staldarab: a. *wicm Irnat of Steel Corevuction (AW), "Specification for the DssT, Fabrication and Erection of Savchral Stee for Buildings,' wllh 'C 0meraa'y'. b. MSG "Code of Standard Practice" excluding the followngl Section 1.5.1. Section 33 (first ad lost so "rice), Section 3.4, Section 41, Section 4.21, Section 4.2.2, Section 6.3.2, Section 15.4, and Section 1.11.5. c. A 19C 1 9pecticarion for 9rucwal Joint Using ASTM A325 or A490 Bolts' d. Amet'icai Warding society (40, 9rur,tnrol Welding code (specific titems do not apply ohm they conflict w1h the A19G regArementV. 3. Welt a 04 cut ting *V0 be perfILK d ` �& certlf ed welder b. Use E- or a noted otttefw 6e . E60 may be used for sioldlltg ~ f loor and rod dodo. c. AN htw'wectln9 sleet tilt pes Iltihkfl are not b011ied stroll be connected by o fillet weld all around, w4est noted othet,Il . r+" filler held sleet are not framer they 001 be M less than the t hVM9 1 Of tint clorrrec parts far Okkxteseb 114' aid krger. Fillet atlas an plates lase ninon 114r shill be of the wane sites ae tins thirirrest d tins cattrrecte0 pert. d. Retnfa'eit9 Ors. DID not weld, eba elrerept ale sprcif" de'tolled in tins &am". In such cares, use only Abf9 tttiolxlar'ds. DID not aftH rte reh" gars for defa vad bee' anchors (MAN, moictti t bolts, or headed strd ancltorM1fW. e. Do nm mid a'ichor bolts, hc4dfig 'talc' ,low. f. 11ia* 5ttt0 Arid or`s t►131Ar eltldlncj am deformed bar artlia melerng ow eardawl to Met ti gmaicalions. 46 0 0 AI STRUCTURAL STEEL CORT9 g. special Provision for full pa>Mration welds used in mara`+1 fratTm HW* q tlletho* procedurles ad quaky control "I conp:y with ANSI /AWES DIJ-41 and Mme follolring. i. Tack Meld quality comply wW Section 33.1 ii Arc Str Coo, r4es an other it fwfscliore st" or adjacent to the )00, shall be r4palrpd a" repro ved. i0. Preheat oW hterpm requlrylpwla o5 outlined In Section 42 N. Use weld tabs at beam flonge c,onneetioi* after wpk*q rrornow the wt:ld tabs and finNh to a wtsoolh cantor per ;m#;rbn 3:23. Y. Backer bars 5WO be ramowd from the bears bottom flange ca voct ions to collwns. The root of the weld chin be bock gouged to ward metal to remove dl slog and crooks. Weld the ba04a qed region and f hW welding using a reinfar f iliet welds, according to Section 3.13.4. vi• Bakker bars need not be renlov+ed from the beat top f" rannec t ions to Wiliam provided that the badw Wi we V4' thick or low aid are welded to the cohAmn flange w1h a caoin,ow (Riot held for the eivrle length of the backer bar AL llnrepolred crocks, gouges, T ooves ad notches wN not be permitt in the pint area. vit Use electrodes whin Chwpy GVN equal to or ggrreater than 20 ft -to of 10 degrees FoWaiheft. Acceptable eiectrode5 nclude E10TG'K2, E11T 8, and ElIT -I. 4 Bolted Connections, o. Use AST11 A325 bolls for all steel to steel ;av*ctlars In where noted in the drawings Tk jWen bolts by tt:r turn of the nut, calibrated u,rencK or direct terolon indicator "method. Alternate fosterer designs as defined by AI5C flop be submitted to the engineer for review and acceptability prbr to mialotion. b. Use hardened washers beneath the turned element of all bolts or nuts. Use hardened beveled washers, to compensate for the tack of parallelism, inhere the outer face of the bolted parts has a slope greater thin arms in twenty with respect to the plane nomal to the bolt axis. At oversized holes hardened washers or plates shall cdtform with ASTM F -436 and shall completely cover the siol after instollot;on. e• Were a steel to steel beom connection is not show, provide a standard A66 f, - amd correction for one holi the total uniform bad capacity of the beam for the span and Steel Specified. J. Bolts, nuts and woslxrs shall not be reused. 5 Provide full depth web stiffener plates of eoct side of all beams at all bearing poht5. Stiffener plates fall be the thickne55 called out below unless noted otherwise and shall be welded Moth Sides with fillet welds all aroax FLANGE WIDTH STIFFENEP TWIGt:NE'56 WELD SIZE Less trim 8114" i/4" .W 8 1 14 to 12114" 3/8' 114' 12 Ira" to i6 1/2" 08 5/16' lib 112" 1 0 20 3/4' 5/8' 3/8" l.'-V i r I 1 § .4 1 1 ' -0 I 1 I �r , a� A. A4 `i ma y' 4 r -'' •�. ,• • • r af t } .y :.,i 'r' :�4!1.�' Z- , ,,.,,t'• �. ♦• 4* 4 r.' • It t►t•�• .tea j • y+ y'! •r •' �;.� j � ; �. `, 1' } r. < ', . -.�...,k . . 4 - a" 41 �. , * I t-- t -4�.� , -1 Iv. - .. . I. .� .. - .,- .. I y . *V0.0 . y . s ', .� fi• w.;�t �r■�f .• '•rail �i +1 •a �: , ' ��' 1' .�1 t ] "" t ! ► y 'T • ►'� '' ,' ,t' • `'Sic �.'•. • ' ; 4 %' i y� '?�i•►'�''•!4'•���:S ,a',�i', • 1s•4 1 t�,�,r� ?r .,tJ- Y •.T�`. Z - I •i� �' �` i y �. ® - - ® ® 1�` '''air 0 * + { • • r" U,. ; At _ "F rr a •'•. . ..' �r'�. i �� +�►: -fir ' o • ,,,:�► ` +i1 >1►jj.,.�� •44i,.j::,,- .; :, ' a . � .1 -: .•es'. I *�,�'',, _ ' fi '' ;�' •;`�' ! 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IIIIIIII�IIIII s CITY OF T A APR 2 12005 PERMIT CENTER '} � ail t �•� � .. •„� ...,. ♦•� . �'� ~ a.*: , .fi �.�'�• ;'�,,� _ �•; • ; :: ". ql t )o b "W 1 24m*) 1 � �� � r ° sue i \.• ♦�' �1• .C. ° '� , � • P • Inch JR I,I���i����1 7 L wo Hill F LT G A 9 I C T TWIN 3 .;,2I� I I I I I Inch 1116 �� , Ir1w:• +prr- �u�A14 w,. { ��. �Iyyl } ... - 11 �. ' � ) ' �t lS+ i 1 1 ��uM , •w>•1'Lk+1"? f ni' 1 , I... �.�� . �i����l����� ►;,��I���� ���I 1 � IIIII ����I����1 0 I C M . F File: D05 -0131 35mm Dr awing #4 u G"e R _-.--- -- Juan r.• fr o. i l• of ww G Yre71et. / EB-1 • X. .� Q o I / d,f4 y r • � / rr • r r AT G / EF G -- EP -7 B-3 � •� \ ern, crotr7a b • I I •' t� Too r tai I ' gel I AT-, r N � 1 1101 S 01 L6941 $%angg1 ta7"r.raaa OMr� Flaw 17M of vertical two a t , .A r 411 L 8/ATION \ \ �1 �toif �� Af w •6 atL6 a trwln. 41re .fall •f ` r e eater alw fll� f ,,,a MIer17M fl \ ot'� •af•alrl. M ' Orferr �• Fun - Ce f ». Aeofl.h r r r w ,. eNpcle ray n •) _ tow at ewMlt w Mter ar r ' oiji rr ..tar •11x1 r , ",.rent •rr•o IV E- / EP ° B— EP-81' J EP— OS 1 -01 f Q / EP -11 Q •• � • a film 76.9' Bk MN >4.� �G11T�e'w• i� EPA / c ` not r• 'A..N.It. aw after •fi.e ,a M ant r I r r �♦ L•lar. 'r IN �Oy+� r UMVW&00 oil L7tnt jl A It— of r61Y , Iw 17IM oo grlieal two a a.t llr� REFERENCE: DRAWING PROVIDED BY TUKWILA FAMILY FUN CENTER LLC Now - - -- — - - were grain r Gas '.•. ►I" Iine OI . tIca) Cur. c ',er 4 A / tntranea wat •i r r r P• , grant • cy •M towel r r ~ • r � �uwryow Iw..I• sea. . *' . mss• e . w t .ace 01 -I ,ptcp .' • r /lo. no of verUcfl t a awt .♦ —fteso 914 2 f IF .., •ter raro or akne _ r• r ♦ I 0 . w*In rare o•aln �1 Baal oral" 1 oral" , e. r Cam. f roro • 'Ir 1 , t 1 + Itxt Cra.sa try. Saw Mler .411.1 rant Mter We • Mler .suit yler war rare erfln // •aver "rear O" Mier rsul fire at.M.1 tff` .Ilrf It .w w• ral.e .•T M , t l,ele M ant d a'vC% - 061.lW -* 1L if ml.lagn fit' G ay .day N 0 60 100 RET - — - - -- - ,7 • ' --- -• w.w, II I".7 a tiIVV/ 14 teLSIN (y` SITE AND EXPLORATION PLAN TUKWILA FAMILY FUN CENTER TUKWILA, WASHINGTON LEGEND — — — Approximate extent of large sized rubble in fill soils beneath building footprint EB -1 Approximate location of exploration boring (by AESI) EP -1 Approximate location of exploration pit (by AESI) GCW 1 � Approximate location of exploration boring and monitoring well (by Geotech Consultants, 1997) AT-1 Approximate location of exploration pit (by Applied Geotechnology,1989) GBA Approximate location of exploration boring (by Geo Engineers, 1997) B -1 Approximate location of exploration boring (bv Gil es Enaineerinn Accnraaf. 1e,.. •tnnn% FIGURE 1 DATE 11 /00 PROJECT NO. KE00689G IIIIIIIIiIII�II II III I I�I III , I `h I IT ,1.111 (II III I�II1�llI)I I�1�1 I- -I�ji� ..: Inch 1/16 5 I y F � 8 � _. IIIIIIIIIIII( IIIILUIIIIIIIIIIIIIIILILIIIIIIILIII 1. 7 �', ` Z W� ILIIIIIIII. L I_ LLILIILIIIIIII� !IILLIIIII11lIIIu 1..11 1 11111011 II 1IIII IIIIIIIIIII�IIIIIIIil�lllllllll�lllll i+Irrl"I L coal rat Mler N1r