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Permit D08-093 - JORGENSEN FORGE CORPORATION
JORGENSON FORGE 8531 EAST MARGINAL WAY S D08 -093 Parcel No.: 0001600023 Address: 8531 EAST MARGINAL WY S T$KW Suite No: Tenant: Name: JORGENSEN FORGE CORPORATION Address: 8531 EAST MARGINAL WY S , TUItWILA WA Citylif Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us DEVELOPMENT PERMIT Owner: Name: JORGENSEN FORGE CORP Address: C/O DOUG JAMES , 8531 E MARGINAL WAY S 98108 Phone: Contact Person: Name: HENRY S MEYER (STEVE) Address: 8531 EAST MARGINAL WY S , TUIRVVILA WA 98108 Phone: 206 676 -9234 Contractor: Name: ADVANCED AMERICAN CONS' INC Address: PO BOX 83599 , PORTLAND OR 97283 Phone: 503 445 -9000 Contractor License No: ACVANAC946BD doc: IBC -10/06 * *continued on next page ** Permit Number: D08 - 093 Issue Date: 03/25/2008 Permit Expires On: 09/21/2008 Expiration Date: 01/04/2010 DESCRIPTION OF WORK: REMOVE EXISTING FORGING MANIPULATOR RAIL BED. EXCAVATE AND PREPARE AREA FOR THE NEW FORGING MANIPULATOR AND SWINGING ARM TURNTABLE FOUNDATION. SET FORMS WITH REQUIRED ANCHORS FOR NEW EQUIPMENT PLACEMENT. Value of Construction: $491,000.00 Fees Collected: $6,745.08 Type of Fire Protection: NONE International Building Code Edition: 2006 Type of Construction: Occupancy per IBC: 0011 D08 -093 Printed: 03 -25 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Permit Center Authorized Signature: Signature: doc: IBC -10/06 City dinukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /wwwci.tukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N I hereby certify that I have read and :1' ed this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied 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 construction or the performance of work. I am authorized to sign and obtain this development permit. Print Name: ,O./Ie Y S T l i YN 67) Permit Number: DO8 - 093 Issue Date: 03/25/2008 Permit Expires On: 09/21/2008 Date: 13 l O� Date: 2 f/1200a 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. D08 -093 Printed: 03 -25 -2008 Parcel No.: 0001600023 Address: Suite No: Tenant: doc: Cond -10/06 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tulcwila.wa.us 8531 EAST MARGINAL WY S TUKW JORGENSEN FORGE CORPORATION 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS 4: The special inspections and verifications for concrete construction shall be required. * *continued on next page ** Permit Number: Status: Applied Date: Issue Date: 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. 5: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. D08 -093 ISSUED 02/19/2008 03/25/2008 6: 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. 7: 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. 8: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 9: 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. 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: 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. D08 -093 Printed: 03 -25 -2008 Signature: doc: Cond -10/06 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 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. // 4 5? O�‘ Date: 2 (/NSr d �d0g Print Name: /1t iv $712'I 6 4 D08 -093 Printed: 03 -25 -2008 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http :' www.ci.tukwila.wa.us Building Permit No. Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. orojceuseo Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION King Co Assessor's Tax No.: 000 /60- 00 3 - 0 9' Site Address: 85 E,ST rimes /v//C /,r'4Y fa aril Suite Number: ///A Floor: Al/.4 Tenant Name: TOR G &N SL -%✓ ?OBE' CORPORA -T /UA/ E -Mail Address: 5' eye r @ jOrJenSell /1”:7 e con', Company Name: ADv// G1..) Am6.7Plc4N CONSTR teCT /OA/ /NC . Mailing Address: P 0. ,Bag 83f77 Contact Person: 6g/IysoA) 1/Ater E -Mail Address: y rgrSoK/1 C e ct ec . ca m Contractor Registration Number: AC V /JA/ 14C V/ 6. Q P Company Name: k PAP CO/IISU47 /N( E/v <, /AVEC2 S Contact Person: . r0 L" .5"c h 6 cc 7E N Company Name: le/W. CONSOL T /NC, E /iV S Mailing Address: / 2 0/ 24C/ Ft c Ave , S Q / TN 800 Contact Person: Sc O 7r 16(E 3L e R E -Mail Address: k /xe b /er e hC p esc O,Y1 Q, C orn Q: Applicatione\Fonne- Applications On Lint; -2006 - Permit Appticartion.doe Revised: 9 -2006 bh City State Zip Fax Number: 020( - 35 /0 7 5 PORrz4,4 OR City Fax Number: 50 3 - C3 - 303 / Expiration Date: I 4` -2n / 0 City New Tenant: State Yes State Zip Day Telephone: 2 S 3 - 3 9' - O 1S1.. No Property Owners Name: ./ L- 7L)fE) /' 6 C00 '4T /ON Mailing Address: R EAST ,4'/V4 4 't/4 y SOVT// 1 TIbre.ci'4 k/4. y$ /0f3 -yo / City State Zip ACT PERS . n your permit is ready :to Name: Ht NRy S. &r6—A, S T Et' 0 Day Telephone: 2 0 - 6 - z 3 Mailing Address: i3 53/ E4ST 0A-Ra/N /9L kiA7 Sion/ , w/9 78/08 - y0 /8 97,2 3/ Zip Day Telephone: 503 - 9000 Mailing Address: 120 / PAC / F/ C Av , S u t' to 800 -- /9COm, Gzi, `/'OZ State Zip Day Telephone: 2 5 - 3 76 • 0/5-0 E -Mail Address: S c/ /e c't'eh @ )( A f ct g c o rn q, c vrri Fax Number: 2 5 3 — 3 9'6 - O 7t 2 ENGINEER OF RE ust be wet stamped by Engineer of Reco 7/Ica/TO Iv y City Fax Number: 2 S 3 — 3 ?c - 0/ (,7 2. Page 1 of 6 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's hid price): $ «P /, 000 Existing Building Valuation: $ V 205, S• /O Scope of Work (please provide detailed information): REMOVE E X /ST /NCB f?Rl /N( /IRAN /p(JL 4 Tph2 RA /1. RED. F) c c A VAre /9/./6 PR f'PARE AREA iOR r//L /New PDR4 /ivl, fil/700 Pvt A1vjQ AND Ski//s/4//%/6 TV1e■v 746 P'vtiLrtTivnt . SET PaRmS w /T/' R QviRE') A4Nc//OR s P'Ae NCcv EQ c',,°/r/trvr PLAc &rn � N% Will there be new rack storage? ❑ Yes rovide All Building Areas in Square Foo ow ntenor Remodel /9 C2 Addition to Existing '. Structure .of Fancy Per IBC PLANNING DIVISION: Q(/ // 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 of 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 ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes )4 No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safely Data Sheets. SEPTIC SYSTEM /j/ /i3 ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q:\ Applications\Form.- Application. On Line \3 -2006 - Permit App1cation.doc Revi.ed: 9 -2006 bh ].. No If yes, a separate permit and plan submittal will be required. Page 2 of 6 Date Application Accepted: �� II A Date Application Expires: 0 � I +C1 1 Staff Initials: /61r.— I 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. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Print Name: dE'NR Y s /Y1 L-' /e - Mailing Address: 55-3/ E4 /r?A,P(mi't km)/ S, Q: Applications\Fomis- Applications On Line \3 -2006 - Remit Application :doe Revised: 9 -2006 Fh Date: 77 Al e Day Telephone: 20 Q - 676 -- z 3 'Y runt/a/9 u49 g9/0B City State Zip Page 6 of 6 Doc: RECSETS -06 RECEIPT NO: R08 -00473 SET TRANSACTIONS: Set Member Amount 01i5Ta 6,745.08 EL08 -163 475.60 TOTAL: 7,220.68 ACCOUNT ITEM LIST: Description City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http../Iwww.ci.tukwila.wa.us Initials: JEM Payment Date: 02/19/2008 User ID: 1165 Total Payment: 7,220.68 Payee: JORGENSEN FORGE CORPORATION SET ID: 0219 SET NAME: JORGENSEN FORGE TRANSACTION LIST: Type Method Description Amount Payment Check 044286 BUILDING - NONRES ELECTRICAL PERMIT - NONR PLAN CHECK - NONRES STATE BUILDING SURCHARGE SET RECEIPT TOTAL: 7,220.68 7,220.68 Account Code Current Pmts 000/322.100 4,085.20 000.322.101.00.0 475.60 000/345.830 2,655.38 000/386.904 4.50 TOTAL: 7,220.68 8778 02/19 9710 TOTAL 7220.68 COMMENTS: Type of ti f 2 �J . Date Called: .0 r A ' Address;, ( ILN 5 pee_ 'AP ,s . 3. nom( I �er cL , _ ,. mt- II Phone No: <I � ter — N. f 1 r, Pro J ( P vie... � r t" Type of ti f 2 �J . Date Called: .0 r A ' Address;, Q Special Instructions: Da e Wanted: '14 _ a�� p.m. Requester: Phone No: Inspe or: Receipt No.: 'Date: O -093 INSPECTION RECORD Retain a copy with permit INSPECTIO NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION V- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 x -3670 Approved per applicable codes. Ell Corrections required prior to approval. Date:7 3 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Project: Type of Inspection: Address: re l ."' J 3 I e vi y i Q n/ 6 fry lJ f Date Called: Special Instructions: Date anted: Request Phone No: 2 9 - t 7 - 5 ?3 f' INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION X 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1 (206)431 -3670 Approved per applicable codes. COMMENTS: 412 cm-) / z -J Receipt o.: EINSPECTION FEE ' EQUIR - ' . Prior to inspection, fee must be 6300 Southcenter Blvo., Suit- 100. Call to schedule reinspection. Date: s- - „ . �,. ti x/.-,. Corrections required prior to approval. 1 Project: x A ce k Type of Inspectio .. /Mk ie Address: =0/ Suite #: / 3a - 17_.3. Contact Person : ��� 4 UP- O Special Instructions: Occupancy Type: Phone No.: 'Zoo,. 76 z ... . � 006 - v23-07487 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre-Fire: Permits: Occupancy Type: INSPECTION NUMBER Approved per applicable codes. • • INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 902 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 -575 -4407 Corrections required prior to approval: COMMENTS: oVA A4 / 714rgar j1 k-e (01 ' 1 t+5 e P I'odttc i`p Inspector: '3/1 576 Date: 0059 Hrs.: /Ay $80.00 RIEINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form:Doc 1/13/06 T.F.D. Form F.P. 113 - . :' ' aa ` r; .tt �„ . - '. - )''''.if ` , ` % 1 � - lir 9iz;i': f•T;'•r • ps. ET C E ( 8 L 1 DE r ' 3 • ' • SHT� u .2 � • r" at< , r Ft :�• r x • av ], x�,` , , 4; , r te s +� A 1 hf At. h d , ' < o, T 'E i T't. 3 EI.. V ( u � � ,�, nx ' {i' 4� ^ '"tea.' � ? E +� .:� � .- .`. •ti' F ° . � a d + � sLti 7 „,, �p ' rl.° �I ,*i1 t. 7 i � { s 1 i s G JT' i 7 ,iZ 1 i t1IENT Jorgensen Forge INSPECTION Oct. 24, 2008 PROJECT - TITLE GLAMA MANIPULATOR PROJECT BUILDING PBIMIT No. D08.093 N/A 1 ,:= 8531 East Marginal Way South, Seattle N R P ORT 13 c I Advanced American Construction 3537 ' at,5 N/A - x 1 ,0 ''° N/A N/A �:: `; N/A °'car 8245 INSPECTED F REMARtts Yes litspEceno N/A See field inspection report for information on forms and reinforcement steel placement. P, CE „T SUPPLIER ° E LOCATION OF PLACEMENT Wheelbarrow Mechanical Vibration BAG MIX Y ESTIMAW PIA ED N/A I YAKS In fill around Glama Manipulator rail assemblies. LOCATION SAMPLED Onsite 6 cubic ft. mix. CE SACK MENT MIX DATA N/A "T L N/A 147:1 I N/A AGO Sand 1 SLUMP J Fluid J AIR% I N/A 1 %O MIX # "Sure Grip HP Grout” ADMIXTURE r.. H P Grout AMWI 8- 50 lbs b. .s 1. ADMIXTURE AMOOM s 1278 I Water 10 s ls./ ds T COOP** E 6 °F TEAPEL TURF 70 °F �, N/A , DESIGN Inside svN UMBER T 4 - sago . 14:40 MR . ; :..,;',1,,M N/A 10,000 I PGI Migg Yi .IbMuti LAB tIO 1. -' i , `ICT titiii t ', 4E 4 : ARE z' .!: . 1 URa N , Pg.7.n .,."?` p` siikekS'rOKIS ' ;! r° i Sftb_YAVIZ 71 ., •1s1 , :(:`3??` 8A 84231 Oct. 31 , 2 008 7 12.56 in 4 4" x 8" 99275 7900 8B 8-4232 Nov. 21, 2008 28 12.56 in it4 126485 10030 8C 8-4233 28 12.56 in : 4 128150 10200 8D 8-4234 HOLD H Nl3TEs _ FIELDTTESTS. ISTMC-3,1:'� ;C}231% 0064'(Iftrapplcable) ?FIELbT STS<A`ASTHO +23 T -119 'r 141;.Ts152;& f} .00. x{ - ;r REmARKs. N/A ;.4 5 +I.s ?^st rus ,, , `B r" pk: YI .; = _ ;& TYPE 1 Reasonably well f ends, tortes on bot ends, less than of cracking through caps TYPE 2 Well formed cone on one end, vaNCal cracks runnhp through caps, ro well defined c one on other end. TYPE 3 Columnar vertical cracking through both ends, no formed cones. TYPE 4 Diagonal fracture with ro a through end. TYPES Side fractures at top or bottom (occurs co with un- bonded caps) TYPE 6 but end of cy Similar to type 5 CO t" is pointed. FORMS 6 N/A REMARI °Mace REMARKS N/A DATE Oct. 2 7, 2008 I L I Bob /Dave INSPECTOR G. Lloyd /caa .R`". ] D. Smith . CONSTRUCTION TESTING LABORATORIES, INC. 1202 East "D" Street, Suite 101, Tacoma, WA 98421 www.ctlwa.com Telephone (253) 383 -8778 Facsimile (2531383 -2231 ORT'SNALL NOT BE REPRODUCED IOCCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF - THE I ABORATORY (rev. 10+10.00) :RHPORT-PERTAINS ONLY TO rill MATERIAL TBSTED •• . -----,-., -.- ' , 1- f' 1.• . . T' :.:' • .."' :°' 't - ) ' , ' ':': ; •:i P Ci ° .i4.f.. - .r.,: " ., t: t'''.:..:W.:0-7;t.:' . 4" . . : ' ': i- ' fi? 0 . . c - r ° r ...s • • ,. - .1, .. . ,,,, ,.. , P 6 ! ' a, . ' 1. A . 1 T:: `:, q. .L.' Jorgensen Forge DATE OF INSPECTION Oct. 16, 2008 G G1 aF ag GLAMA MANIPULATOR PROJECT BUILDING D08 PERMIT HO, N/A 8531 East Marginal Way South, Seattle REPORT NUMBER 10 CONTRACTOR Client PROJECT NUMBER 35.37 onneitAib..: N/A - imotifte. • ... ER TICT:. • N/A itaR . N/A -.- . . Atc;' . - N/A 8245 INSPECTED R ga t ','„ Yes INS PECTED N/A See field inspection report for information on forms and reinforcement pump steel placement. i METHOD 04' corm/marina Puddelin e3"CiEre SUPPLIER BAG MIX EsTIFIATID Of WiiiiKs) ;LADED 1 YRDSS LOCATION OF PLACEMENT Bolt to slab connections throughout the rail beds. LOCATION SAMPLED East end of South rail _ stqt DATA ApmpauRE ?.._ a ge a 1/ 1/ I " "A R j N/A fr: j N/A 1 SLUMP N/A I A/R % N/A I MiX # Bag mix "Pagel V1/ 50" Non-shrink grout N/A AMOUNT _2 N/A ADMIXTURE k N/ AMOUNT 2._ N/A CONCRETE TFJ4PERATURE 621°F „„pr,, 70 . TRUCK NUMBER N/A WEATHER Indoors • NUMBER ... CAST • WOW 1 TIME - 6 - 10 :45 • SA14PLED HR ■ 1LIBER N/A DES/GNSTBEimi 4000 PSI t 1 4 0 V . -" * i "77 . 76 AVETESTteM , : , '... 'AGE '.11 , : .Bg.44: : ': '" ; lialEi4 , : TO01100 7A ; 8-4102 Oct. 20, 2008 4 4.01 in 2 N/A 2"x2"Z2" 30620 7640 7B 8 Oct. 23, 2008 7 4.01 in N/A a 33840 8440 7C 84104 Nov. 13, 2008 28 4.00 in N/A 40710 10180 7D 8-4105 28 4.00 in N/A U 41400 10350 7E 8-4106 HOLD H a 7F 8-4107 H • NOTE : , Pitibt#Sis.ASTM.C. .0443 - C-231 & C-1064 if a' ikalile FIELD TESTS AA..STHO T.23 .. F119 .T.-141 % T452 & tm3.09..i R AE N/A ' ul.i 6) stATiii • . .., .. . IAEA: • • ' 6= .......i...k.:. TYPE Reasonably well formed cones on both ends. less than I" of cracking through caps TYPE 2 Well formed cone on one end, vertical cracks running through caps. no well defined cone on other end. TYPE 3 Columnar vertical cracking through both ends, no well formed cones, TYPE 3 Diagonal fracture with no cracking through end. TYPE 5 Side fractures at top or bottom (occurs commonly with unbonded cops TYPE 6 — Similar to type S but end of cylinder is pointed. CONFORMS REMARKS N/A al,i,,cE. N / A DATE RECO Di LAB. Oct. 17, 2008 L RECO AB BY : Bob/Dave INSPECTOR Re E. Gann/ caa 171; : D. Smith .. REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITHOUT THE WRITTEN APPROVAL OP THE LABORATORY (s,. 10.19-00). REPORT PERTAINS ONLY TO TIE MATERIAL TESTED (fre.12-0S;0T)1 CONSTRUC) ION TESTING LABORA1ORIES, INC. titigt11111:10 CITY OF TUKWILA NOV 1.4 ZOOS PERMIT CENTEF 1202 East "D" Street, Suite 101, Tacoma, vrA wfrt www.ctlwa.com Telephone (253) 383-8778 Facsimile 253 383-2231 CONSTRUCTION TESTING LABORATORIES, INC. s max= 1202 East "D° Street, Suite 101, Tacoma, WA 98421 www.ctlwa.com Telephone (253) 383 -8778 z,- -^:, Facsimile (253) 383 -2231 'f •1 'S.. 'L. M , i . �... Y L 'F .I �,. 1 � N � � ..` k t p NGREt( x8)FC'I(I H 2] s „ b, . . , `S E T ; P " s, � . p T ,. fir, 4 /. �/ :` ° 4 • 1 r, . 1 dt .a Y CLIENT Jorgensen Forge INS iI�ON Sept. 16, 2008 PROJECT TITLE MANIPULATOR PROJECT BUILDING PERMIT NO. D08.093 N/A PR°3ECT 8531 East Marginal Way South, Seattle NUMBER ' ° 03 • CON Phoenix PROJECT NUMBER 3537 4RQER.NO -' N/A cO N iRA CTOR" EnMii, � I N/A I .`REF�RNCE . ottii�!tNii: , � N/A ,0 .% oaDOtar • N/A -0.p: NO.:- :.� Pending INSPECTED _ _ LOCATION OF PLACEMENT n N 1 3 4 d REM' INSPECTED Yes See field inspection report for information on forms and reinforcement steel placement. Vibration Line pump 9OU Mechanical GLACIER ESTIMATED OF YARDS) PLACID 50 mss Manipulator footing line 9.1 to 11. LOCATION SAMPLED East end at line 9.7. _ CEMENT SACK 4.5 CEMENT T/ rT L 11 Mgr N/A = 3/ u I SLUMP J 4 3/ " I .../. N/A 1 MIX DATA MIX# 3065 ADMDRUR FLYASH Amur Aur 2 1570 ADMIXTURE t. N/A AMOUNT 2 N/A WRA 15.6 ozs. /yds CONCRETE TEMPERATURE 74 I, O F ; TD,t niRE 90 O F • If , HE ■ NUMBER • • W - 1 ;', `'- • .: 667 WE,TM�; Clear SF. S CAST tC - r b: ^ -' ` - 4 - • 4 'i ' ," 11:00 is.,, =P/,TE:TE ED Sept. 23, 2008 Oct. 14, 2008 227568 - e T17Pay:. e , DESIGN interns' • .1MEN IONS 4000 IOTA ,CO WD =z' . k.:051 e *.%1 S 2A : 8 -3423 7 12.56 in i 4 4" x8" 28 12.56 in i 2 a 61115 87890 4870 7000 2B 8 -3424 2C 8 - 3425 28 12.56 in 4 87310 6950 2D 8 -3426 HOLD H a -- NO TE::: FIEF. 'TESTS.AS�TM C -31a.0 - 143 C- 231=& C- 1064' I .1'icable - ,F . ELD TESTS AASTHO l' -23' N/A T1.1.9 1 5 Y 8 - ,,3 9.• i w : '- RH.:i0a ! ,1 TYPE 1 Reasonably well formed cones on both ends, less than 1" of cracking through caps T Z cone Well formed cone on One end, vertical cracks running through caps, no well defined cone on other end. TYPE 9 Columnar vertical cracking through both ends, no well formed cones. TYPE 4 Diagonal fracture with no cracking through end. TYPE 5 Side fractures at top or bottom (occurs commonly with un bonded caps) TYPE Similar to type 5 but end of cylinder is pointed. FUR RED N/A OFFICE KS REMA N/A _ DATE IN t Sept. 17, 2008 RL Y Bob /Dave IN SPELTXM I G. Hanson /caa Revi eed D. mith - 'REPORT SNAIL "NOT BE REPRODUCED EXCEPT IN FULLI;WITHdUT THE WRITTEN APPROVAL OF THE LABORATORY (r"v: 4049.00). REPORT PERTAINS ONLY TO TNR'MATBRIAL THSTED (row. •1S -0S.OT) ' CONSTRUCTION TESTING LABORATORIES, INC !-0 PROJECT WILE 1011SHE I •; arrived on the jobsite to perform special inspection and/or field testing for today's scheduled reinforcing steel placements. Testing performed as follows: Due to scheduling problems the concrete placement has been rescheduled to Oct. 9, at 9:OOam. As requested, 1 inspected the reinforcing steel for correct size, grade, placement, lap splice, clearance and cleanliness. Items inspected were found to be in compliance to the best of my knowledge of the approved plans, specifications and applicable codes. •••,•.-: • • ;:-Rgaum • .• 1,/-1?..L7, FR ■ 2*- OVERCAST ' PARILT • CLOUDY 1 Jorgensen Forge GLAMA MANIPULATOR PROJECT 8531 East Marginal Way South, Seattle Phoenix Construction D08-093 NIA CLOUDY FOCKIT SHOWER N/A 4 • , 4. OW SHAWN DIDOORIS) COVER AREA N/A N/A :_•."1 N/A 1202 East "D" Street, Suite 101, Tacoma, WA 98421 Telephone (253) 383-8778 Facsimile (253) 383-2231 N/A N/A DATE RECD: 10-09-08 FIELD INSPECTION REPORT PROFILE / F.DeLEON 1 cc: MAIL DIST.LIST 8245 N/A • 44TART TIME 4 N/A N/A N/A Y N/A DAIS OF INSPECTION REPORT NUMBER PROJECT NUMBER Oct. 8, 2008 07 3537 AWL 4 .kimliSticiiefilal r■ 1 (d Icaa 13 Y D.Smith/L.Detterich REPORT SHALL NOT SE REPRODUCED EXCEPT IN Nit, WITSIOUT THE. WiIRTEN APPROVAL OF CONS,: TEIWINOUR, INC. CWT. 0E4304 REPORT PERTAINS ONLY TO THE MAYORAL TESTED Dev 01413-2000 i-LIV-1 ,, c TPA 04•ra eEiuERias4•n 14.444V Nt 62 F � ` , 10:35"' N/A , N/A N/A :4 N/A e N/A ?? N/A , .i! ' CONSTRUCTION TESTING LABORATORIES, INC. CURT PROJECT NNE ADDRESS PERMIT WA FR CON,RR,C,OR Jorgensen Forge GLAMA MANIPULATOR PROJECT 8531 East Marginal Way South, Seattle Phoenix Construction N/A D08 -093 I arrived on the Jobsite to perform special inspection and/or field testing for today's scheduled concrete placement of slab on grade around Glama Manipulator foundation. Testing performed as follows: The reinforcing steel has previously been inspected and found to be properly placed. The contractor placed approximately 53 yds. of concrete (4.5 cement sack mix, 4000 PSI, mix #3065) for slab on grade. Slump was 61/4" with concrete temperature at 68 with an inside temperature of 76 30 gallons of est. 44 gallon allowable water was added to concrete. I cast one set of four each 4" x 8 concrete cylinders for compressive strength test, to represent today's placements. See today's test report (to follow) for results. Items inspected were found to be In compliance to the best of my knowledge of the approved plans, specifications and applicable codes. Test specimens cast today is stored in an insulated curing box for proper initial curing at the OVERCAST PARTLY CLOUDY CLOUDY RAIN SHOWER N/A DATE RECD: 10 -10-08 FIELD INSPECTION REPORT PROFILE I F.D.LEON I cc. MAIL DIST.LIST 1202 East "D" Street, Suite 101, Tacoma, WA 98421 Telephone (253) 383 -8778 Facsimile (253) 383 -2231 1 DATE OF INSPECTION REPORT . . 8245 �r�:f ' ORCEIIl4 � � . �Is N / A REPORT SEAT. NOT BE REPRODUCED EXCEPT INYULL WITOOUT ENE Oct. 9, 2008 08 3537 = D.Smith I L.Detterich 0 "- z, -`. 1202 East "D" Street, Suite 101, Tacoma, WA 98421 wwW.ctlwa.com Telephone (253) 383 -8778 Facsimile (253) 383 -2231 C uO O R T :(4 8 ) 'CY LINDE R [A ' 'lVI - -39 / AASHTO:T -22], •h ; 1 ,„$„.,41„,,,,... r ,A ' w , 4,i, _ ( � a 3 { .,. ' CONCRETE %NSPEgT/O & TESTRE ; 4 7 • ; . 2 tl1Wf 1 °` 2 QIENT Jorgensen Forge GLAMA MANIPULATOR PROJECT I s "PAN Oct. 1, 2008 PR CT TITLE BUILDING PERMIT NO. D08. 093 N/A P, 8531 East Marginal Way South, Seattle NUMBER 05 ODNTRACTOIL Advanced American C PROTECT NUMMI 3537 WORK ORDER NO. N/A CC E RALTORD ERN°. N/A REFERNCE ORDER NO. N/A JOB dr%• N/A P NO. 1 8245 INSPECTED - 1 I1 1 161 I Yes "MR Yes See field inspection report for information on f orms and reinforcement steel placement. Bucket „=,„ I Vibration GLACIER ESY MMS°OP YARDS) PIACED 1 7RD•S Foundation East one - third. NE corner. cuaNT 4.5 I CE TY I Z T J I I M BAR N/A f . 3 /" 1 SLUMP J 4 1 //» AIR% L N/A 1% MIX DATA MIX # 3065 AOMI TORE FLYASH "' "T 1 50 lbs. /yds3 ADMD N /A AMOUNT N/A WRA 15 ozs. /,yds NOVO MESH 1 lbs. /,yds 850 CONCRETE TEMPERATURE 69 O 78 O F . NUMBER 7346 W EATHER I nside S) AS _TEMPERATURE - 4 - SA I SAMPLED 12:50 HR u 231851 REQUIRED 4000 PSI GYL.NO. ' LAB NO DATE TESTED AGE , t AREA ' BREAK ' DIMENSIONS I . TOTAL LOAD PSI 4A 8 -3807 Oct. 8, 2008 7 12.56 in ; 4 4" x 8" 49995 3980 4B 8 -3808 Oct. 29, 2008 28 4C 8 -3809 28 4D 8 -3810 HOLD H NOTE: FIELD TESTS'ASTM C -31, C -143, C- 231 & C -1064 (if applicable). FIELD TESTS AASTHO T -23, T -119, T -141 T -152 & T -309. FIE R E?L A RItS N/A 1 RESULT (S) STATUS 1 - -, BREAK TYPE _ TYPE 1 Reasonably well formed cones on both ends, less than 1" of cracking through caps TYPE 2 Well formed cone on one end, vertical cracks running through caps, no well defined cone on other end. TYPE 3 Columnar vertical cracking through both ends, no well formed cones. TYPE 4 Diagonal fracture with no cracking through end. ,- TYPE 5 Side fractures at top or bottom (occurs commonly with un.bonded caps) TYPE 6 Similar to type 5 but end of cylinder is pointed. REMARKS L ARKS N/A OFFICE REN ARICS N/A DATE " B Oct. 2, 2008 ' Y: Bob / Dave INSPECIDR I E. Gann /caa I b I D. Smith _ REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF THE LABORATORY (rev. 1049-00 REPORT PERTAINS ONLY TO THE MATERIAL TESTED (rev. 1E -05.07 I CONSTRUCTION TESTING LABORATORIES, INC. ' ii:,,,,; ,i � te COIL , T -( 4x8) C YLI ND ER } C I r "AA SFITO T =22] ' , CONCRETEtNVSPECT/WN & TEST REPORT 47 r , o LENT Jorgensen Forge INSPECTION BUILDING PERMIT NO. Oct. 1, 2008 PROJECT TITLE GLAMA MANIPULATOR PROJECT D08. 093 N/A g 8531 East Marginal Way South, Seattle REPORT NUMBER 05 co „.... Advanced American Construction P� I sm 3537 ORDER NO. N/A `°" .°R° N/A REFERNCE N/A Wi t, N/A P'D."°' 8245 IN S (: Yes IN Yes See field inspection report for information on forms and reinforcement steel • lacernent. "" °N CMICRErE SUPPLIER LOCATION OF PLACEMENT Bucket 14,, vibration G LACIER ESTIMATED OF YARDS) PLACED 1 8 YRD_ Foundation West one - third. LOCATION SAMPLED NW corner. CEMENT MIX DATA 4. 5 ANT I -II MORTAR j N/A A sz 3 /a" SLUMP 5 I AIR % N/A TO M!X # 3065 AOMD FLYASH A"z "T 150 lbs. /yds3 ADM N/A AMOUNT N/A WRA 15 ozs. /yds RETE T� E 6 7 1 ° F TEMPE 64 ° F I NUMBER HR : N BE 6 55 WEATHER Cloudy 4000 Psi 231869 NUMBER - 4 - SAMPLED 14:00 CYLNO. ' LAB NO. ' DATE TESTED AGE ' AREA ' BREAK TYPE ' DIMENSIONS TOTAL LOAD PSI 5A 8 - 3811 Oct. 8, 2008 7 12.56 in i 4 4" x 8" 50575 4030 5B 8 - 3812 Oct. 29, 2008 2 5C 8 -3813 28 5D 8 -3814 HOLD H NOTE: R�EM ARKS FIELD TESTSASTM C -31, C -143, C- 231 &.0 -1064. (if applicable). FIELD TESTS AASTHO T -23, T-119, T-141, T -152 & T -309. N/A 1 RESULT (S) STATUS 1 BREAK pE TYPE 1 Reasonably well formed cones on both ends, less than 1" of cracking through caps _ TYPE 2 Well formed cone on one end, vertical cracks running thfough caps, no well defined cone on other end. TYPE 8 Columnar vertical cracking through both ends, no well formed cones. TYPE 4 Diagonal fracture with no cracking through end. TYPE 5 Side fractures at top or bottom (occurs commonly with un- bonded caps) TYPE 6 Similar to type 5 but end of cylinder is pointed. LAE REMARKS N/A OFFICE REMARKS N/A DATE L Oct 2, 2008 R LAB BY: Bob / Dave � INSPECTOR E. Gann/ca by: D. Smith CONSTRUCTION TESTING LABORATORIES, INC. 1202 East "D" Street, Suite 101, Tacoma, WA 98421 www.ctlwa.com Telephone (253) 383 -8778 Facsimile (253) 383 -2231 REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OP THE LABORATORY Vey. 1040.00). REPORT PERTAINS ONLY TO THE MATERIAL TESTED (rev. 12 .0547) A: �: 1202 East "D" Street, Suite 101, Tacoma, WA 98421 www.ctlwa.corn Telephone (253) 383 -8778 s. Facsimile Facsimile (253) 383 -2231 GO ' 1C�RE;TE'44x8) '�(I 1 E G49 I AASHTO T - 22_ :CO NRniT� YNS�4CTlN & , 'tea T DEPORT' : 1 1 V . °' 1 CLIENT J ensen F DATE INSPECTION BUILDING PERMIT NO. Se • t. 2, 2008 PROJECT TITLE GLAMA MANIPULATOR PROJECT D08.093 711/ A L aoo s 8531 East Mar Wa g South, Seattle REPORT CONTRACTOR AAC NUMBER '. cia , o. N /A CO Q N/A O Rt o.. N/A N/A a.O.NO Pendin INSPECTED Yes I� D Yes See eld ins•ection Bucket GLACIER report for information on forms and reinforcement steel placement. P, „E SUPS LOCATION OF PLACEMENT METHOD OF N Mechanical Vibration Y � )PACED 95 ,„DSS 2500 ton press/ manipulator footing per S2 to 4' height LoCAnort SAMPLED S2 to 4' height. `SAC MIX DATA "NEW I /II l MOR N/A AGG 3/ " l SLUMP I 4 1/ " I AIR% N/A I% _I MIX # 3065 A°" z "'"X FLYASH "' "� 1430 AD"D N/A AMO N/A WRA 14.1 ozs./ gds CO" TEMPERATU 74 I °F ' TEMPERATURE 83 ° F ; r MBER now HR • NUMBER 197 WEAT Clear NUMBER S 5)CAST - 4 - TIME SAMPLED 22.340.1 DESIGN � N " REQUIRED 4000 PSI V O: .,LAIT. •:1 pATEitESTED . AGR AREA' t BREAKTYPR ' OIMEtiSIONS' tOTAL'LOAD. 'PSI IA 8 - 3093 Sept. 9, 2008 7 12.56 in 4 4" x 8" 56770 4520 113 8 - 3094 Sept. 30, 2008 28 12.56 in 4 a 87265 6950 IC 8 - 3095 8 12.56 in 4 86525 6890 ID 8 -3096 HOLD H a NOTE: r FIELD TESTS ASTMI 0 231 &'C -1064 (if applicable). FIELD.iESTS AASTHO T.23, T -119; .T441. =1Sil. T -309. FIELD REMARKS N/A l ' ltFSI (S) S TAT U $ �•. ., • TYPE ' TYPE 1 Reasonably well formed cones on both ends, less than 1" of crackin • throu • h ca • s TYPE 2 Well formed cone on One end, vertical cracks running through caps, no well defined cone on other end. TYPE 3 Columnar vertical l cracking through both ends, no well formed cones. TYPE 4 Diagonal fracture with no cracking throu • h end. TYPE S Side fractures s at top or bottom (occurs commonly with un•bonded ca • s TYPE 8 Similar to ype s c but end of cylinder is pointed. ®N F®Rm N /A REEM R KS N/A D ;„ ' �`° Sept. 3, 2008 R L B Bob / Dave INSPECTOR AAR Testing Review • D. Smith CONSTRUCTION TESTING LABORATORIES, INC. REPORT SHALL NOT BE REPRODUCED EXCEPT IN PULL, WITHOUT THE WRrrTEN APPROVAL OF THE LABORATORY (rw. 10- 10.00). REPORT'PERTAINS ONLY TO THE MATERIAL TESTED (!1.1246 -07) CONSTRUCTION TESTING LABORATORIES, INC. FIELD INSPECTION REPIORT PROJECT Tins AD PROJECT ORIOLS 8531 East Marginal Way South, Seattle CONTRACTOR , Client N/A N A 8245 I COMER N /.4 . a / palm Dam . N/A Arrived on the jobsite at client's request to retrieve cored concrete specimen (4x8) for compressive strength testing. Cored concrete sample transported to CTL for compressive strength testing. Sample will be prepared and pro- cessed on Sep 25 2008. Apparently this sample was extracted from_ previously placed concrete wall inp1t area. Jorgensen Forge GLAMA MANIPULATOR OITI REcO, 09 26 2008 fELO INSPECTION REPORT PROFILE cc. FBI. EUE T& MAILOIST. LIST 1. START TINE J. 1 MINN ME N/A 114 tl N/A 1k N/A . O k N/A (fx 1202 EAST "D" STREET, SUITE 101, TACOMA, WA 9821 Tel # (263) 383 -8778 I Fax # (253) 383 -2231 website: www.ctlwa.com Sep 24 2008 INSPECTOR 04 3537 LDetterich and DertVL%dM. Smith, REPORT SHALL NOT BE REPRODUCED WEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OFCONSLTESTING LAB, INC. Ow. 07-15-04). REPORT PERTAINS ONLYTOTNE MATERIAL TESTED (mr.0i.23-200$ 1 of 1 CONSTRUCTION TESTING LABORATORIES, INC. PROJECT nn JOBSITII ADDRESS CONTRACTOR r Jorgensen Forge """ D08-093 GLAMA MANIPULATOR PROJECT 8531 East Marginal Way South, Seattle Phoenix Construction N/A N/ A 1202 East "D° Street, Suite 101, Tacoma, WA 98421 Telephone (253) 383-8778 Facsimile (253) 383-2231 8245 OF DATE OF uartenoo REPORT NUMBER PROJECT NURSER • -i: :ORDER NO: Oct. 1, 2008 05 3537 N/A I arrived on the jobsite to perform special Inspection and/or field testing for today's scheduled concrete placements. Testing performed as follows: • The contractor placed approximately 10 yds. of concrete (4.5 cement sack mix, Novomesh850, 4000 PSI, mix #3065) for the East one-third of the foundation. The contractor placed approximately 18 yds. of concrete (4.5 cement sack mix, 4000 PSI, mix 3065) for the West two thirds of the foundation. The reinforcing steel was Grade-60, clean, properly placed and lap spliced per the approved project plans and applicable codes. • The concrete has been placed at a slump ranging between 41/2" to 51/2" throughout today's place- ments. I cast two sets of four each 4" x 8" concrete cylinders for compressive strength test, to represent today's placements. See today's test report (to follow) for results. Test specimens cast today is stored in an Insulated curing box for proper initial curing at the OVERCAST PARTLY CLOUDY CLOUDY RAIN FOGGY 78 F N/A 12:50 N/A !:kr. • ■ . • ;' • • • 1 ox - - . irAtitOies • . t mem TIME. N/A . N/A . N/ A N/ A . ■__A y '; REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, vort4otrr THE WRITTEN APPROVAL or CONST.TESTING Lou, INC. (..v. 07.1E44). REPORT PERTAINS ONLY TO THE MATERIAL TESTED Vic 0i. DATE RECO: 10-03-08 FIELD INSPECTION REPORT PROFILE I F.DoLEON / cc. MAIL DIST.UST E. QOM. Icaa D.Smith / L.Detterich {l YV. t , .—'':.-;:!.•••:7`e''' d,' .': ijyJt . ati 4 0N. O. RETEl(y4x$_)C' U E Tl I - 9 / AHD ] i NCI W/1113PEOT ,, ' E �� r • , r.. a t� � '� � � " `t !c : P. - lula e. a; a '! i 1 t]IENT Jorgensen Forge GLAMA MANIPULATOR PROJECT RATE OF t> PWMTT NND. Sept. 23, 2008 PROIECT TITLE D08.093 N / A 04 A 8531 East Marginal Way South, Seattle CONTRACTOR I Phoenix OIECT u UMBER 3537 Fa , *, ` ;,1T N/A OOMIRAGTpsD �� .. I N/A N/A N/A Ii: ° 8245 N F lt9�AR16 - N/A 1 =D N/A See field inspection report for information on forms and reinforcement steel placement. :, N/A „°,F,,„ N/A MAWR CONCRETE _ . • .LOCATION . OF PLACEMENT N/A Y� w OP N / � 4 ,erg N/A LDCATI(1N swam Sampled from 2500 ton press pia wall N /A `° j N/A ”` N/A A N/A SLUMP ( N/A ..,., N/A I MIX DATA MIX# N/A A" M N/A AMOUNT N/A N/A AMOUNT N/A ,ENPFAATIIRE . N/A I cf • THMPERRATURE• N/A °F ; w+1 N/A WEATHER DESIGN "" N/A N/A P� - 1- TIME SAMPLED N/A HR t T N/A � • - TESTED AGE A REAri:;_ - YL SREAtM ms . DIMENSIONS r'G NO: IJIB<NO. - : r';` DATE TOTALILOAD PSI . 3A 8 -3644 Sept. 25, 2008 2 11.10 N/A 4" x 8" 101930 9180 N. .: ' ,new—rEST'S-ASTM c -3 ', C 143, C- 1 & C -1064 (if a.. 'cable). FIEWITESTSIAASTHO T -23 1 T -141, T -152 &7- 309;- w M . RHMARI6 N/A y • - - srn4t s "-. _ 'r<'G` '': ` iy }'5`-' �I 4 +?T1+ fr::; I0.;:: . getitt5 _ _ TYPE 1 Reasonably well formed cones on both ends, less than 1" of cracking through caps TYPE 2 Well formed cone on one end, vertical creeks running thro ugh caps, no well defined cone on other end. TYPES Columnar vertical cracking t hrou gh both ends, no well formed cones. TYPE 4 Diagonal hectare with no cracking through end. TYPES Side fractures at top or botto (oc curs commonly with unbonded caps) TYPE 8 Similar to type ti but end of cylinde Is pointed. Test per Instr FRDM – Joe Schlechten - KPFF N/A B ° A Dt t,A..: Sept. 24, 2008 RAIN Bob /Dave ,, I L. Detterich /caa D. � Smith . . :REPO Rr9HALI: NOT BEREPRDDYCW :DIGIFTIN FYLJfy_WRMOVTTM6 wIl11T®1.APP„DYAL OP,'MELABCRATgRY(r4wr 141400 }`REPORT PERTAINS ONLY TO THE MATERIAL TEST ®_(rer. 19.03.07), . CONSTRUCTION TESTING LABORATORIES, INC. 1202 East "D" Street, Suite 101, Tacoma, WA 98421 www.ctlwa.com Telephone (253) 383 -8778 Facsimile (253) 383 -2231 CONSTRUCTION TESTING LABORATORIES, INC. Jot ensen For. e GLAMA MANIPULATOR PROJECT 8531 East Marginal Way South, Seattle Phoenix Construction N/A . 1: Sept. 16, 2008 PROMOS TIRE ,DBSITE ADDRESS CONTRACTOR BUILDING NO. FR N/A D08 -093 I arrived on the jobsite to perform special inspection and/or field testing for today's scheduled concrete placements. Testing performed as follows: The contractor placed approximately 60 yds. of concrete (4.5 cement sack mix, 4000 PSI, mix #3065) Into the manipulator footing. The reinforcing steel was Grade -60, clean, properly placed and lap spliced per the approved project plans and applicable codes. The concrete was placed at a slump ranging between 4" to 5 ". 8245 DATE RECD: 09 -17 -08 FIELD INSPECTION REPORT PROFILE / FDoLEON / ca MAIL DIST.UST 08! 44 1' 4 ' r 03 3537 N/A REPORT SHALL NOV RE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF CONST. TESTING LAB, INC. (rev. 07.111•O4 ). REPORT PERTAINS ONLY TO THE M MP 2 0 2008 PERMIT CENTEr 1202 East "D" Street, Suite 101, Tacoma, WA 98421 Telephone (253) 383 -8778 Facsimile (253) 383 -2231 I cast one set of four each 4" x 8" concrete cylinders for compressive strength test, to represent today's placements. See today's test report (to follow) for results. NOTE: See attached copy of engineers RFI approval of the #7 bars placed below the rail trenches. -r ; ' �. ` Test specimens cast today is stored in an insulated curing box for proper Initial curing at the obsite. - . - ,NEB C0Tm d • -: • ti;.:, � .4 - PER;, - _,,, : g. Suwon. lc= - ✓ l®i ill to � ' l' SNAIL ,,,D,,,,,5, COVERED AREA 9ili ietS) l t' 700 F r L p 11:00 . ax I N / A , ®' N/A t�, x i R O V 1/ 1 14 -- I Talk MOX I 1 iiART urn :l u 1 FINRNTIME _ ■ N/A N/A ::! N/A Fri N/A -- D.Sm+Ll.°G CONSTRUCTION TESTING LABORATORIES, INC. Jot ensen For. e GLAMA MANIPULATOR PROJECT 8531 East Marginal Way South, Seattle Phoenix Construction N/A . 1: Sept. 16, 2008 PROMOS TIRE ,DBSITE ADDRESS CONTRACTOR BUILDING NO. FR N/A D08 -093 I arrived on the jobsite to perform special inspection and/or field testing for today's scheduled concrete placements. Testing performed as follows: The contractor placed approximately 60 yds. of concrete (4.5 cement sack mix, 4000 PSI, mix #3065) Into the manipulator footing. The reinforcing steel was Grade -60, clean, properly placed and lap spliced per the approved project plans and applicable codes. The concrete was placed at a slump ranging between 4" to 5 ". 8245 DATE RECD: 09 -17 -08 FIELD INSPECTION REPORT PROFILE / FDoLEON / ca MAIL DIST.UST 08! 44 1' 4 ' r 03 3537 N/A REPORT SHALL NOV RE REPRODUCED EXCEPT IN FULL, WITHOUT THE WRITTEN APPROVAL OF CONST. TESTING LAB, INC. (rev. 07.111•O4 ). REPORT PERTAINS ONLY TO THE M MP 2 0 2008 PERMIT CENTEr 1202 East "D" Street, Suite 101, Tacoma, WA 98421 Telephone (253) 383 -8778 Facsimile (253) 383 -2231 I cast one set of four each 4" x 8" concrete cylinders for compressive strength test, to represent today's placements. See today's test report (to follow) for results. NOTE: See attached copy of engineers RFI approval of the #7 bars placed below the rail trenches. •r dviscuzcu t vtgc 1v12uupu12ttur ruUnuaUOn - 1nouX - T afOO: Mall Yahoo My Yahoo Mai! More Make Y! My Home Page Y MAIL Mail Contacts Check Mail I Compose 2008 Credit Score for $0 Folders [Add - Edit] Jorgensen Forge Manipulator Foundation Inbox (232) From: "Joe Schlechten <schlechten @kpfftacoma.com> Drafts To: bm.cunha @yahoo.com Sent Cc: 'Steve Meyer" <SMeyer@JorgensenForge.com> Spam (3) [Empty] Trash [Empty] Tim, Search Shortcuts My Photos My Attachments Check Mall ADVERTISEMENT Compose Calendar Notepad P RY.1.0IJ I Next I Back, to_Messages Delete I Reply ' I Forward I Spam I Move... v I Search If you have any questipns, please give me a call. Joe Schlechten KPFF Consult) cn Engineers 253 396010 schlechtenikpfftacoma.com Delete J Reply v 1 Forward I Spam I Move... v J PreYtgu I Next I Back_to Messages Copyright m 1994 Yahool Inc. All rights reserved. Terms of Service - Copyright/IP Policy - Guidelines NOTICE: We collect personal information on this site. To learn more about how we use your information, see our Privacy Policy rage 1 or i Hi, tim.cunha Sign Qut All -New Mail WEB SEARCH Whams New? Mobile Mail Options Search Mail I Search the Web I Mark as.tZnrgad I Print Thursday, September 11, 2008 10:54 AM Per our telephone conversation, the 12' 6" #7 cross -bars immediately below the rail trenches can be left as detailed on the shop drawings. This will provide a cover of 3" for the vertical legs of this bar. The longitudinal bars at each end of this bar are to move inward with this bar. Select Message Encoding - I Full Headers Search Mail I Search the Web I RECIEVFrt SEP 2008 PERMIT CENTt httn: / /us.mc455. mail. yahoo .com /mc /showMessage ?fid =Inbox &sort date &order down&st... 9/15/2008 CONSTRUCTION TESTING LABORATORIES, INC. „ == l T,,, 1202 East "D" Street, Suite 101, Tacoma, WA 98421 X,t3 www.ctlwa.com Telephone (253) 383 -8778 aL:i ' Facsimile (253) 383 -2231 CONO (4x8) CYII.1NDER [ASTM C- / AASHTO T•22] C O N CR E TE�INTSP.,ECTiOAh & TE R 1: 7 ; ' 1 , 1 T : 1 ' J .. 1 atENT Jorgensen Forge INSPECTIION BUILDING PERMIT NO. Sept. 16, 2008 PROTECT TITLE GLAMA MANIPULATOR PROJECT D08.093 N/A 8531 East Marginal Way South, Seattle REPO 03 coNTRACrcR Phoenix NUMBER UM 3537 O RD WO ER NO. N/A tomorrow I ER NO. N/A I O`er N / : N / A I P.a.Na I Pending Ft" INSPECTED REMARKS Yes INSPECTED RP Yes See field inspection Line pump report for information on forms and rein orcement steel lacement. P L �;Ew METHOD CONSOLIDATION Mechanical Vibration amaETE SUPPUER GLACIER ESTIMATED OF TARD(S) PUKED 50 'MOSS LOCATION OF PLACEMENT Manipulator footing line 9.1 to 11. LOCATION SAMPLED East end at line 9.7. • 4 5A« MIX DATA 4.5 97r I/ II MO TA N/A nco 3/ 'r SLUMP 1 4 3/ " I AIR% N/A MIX# 3065 ADMIXTURE FLYASH AMOUNT L 1570 ADM URE A N/A mourn* L N/A WRA 15.6 ozs. /,yds VERA� TURE 741 °F TEai ERATURE 90 ° I ' -- NgMUER - -- MR U MMB 667 WEATHER Clear SPN °" B T - 4 - SAMPLED 1 1:00 227568 D RE D "T" 4000 PSI C(L.NO. LAB NO. ''DATE TESTED AGE AREA '- B REAK TYPE ' DIMENSIONS TOTAL LOAD PSI 2A 8 - 3423 Sept. 23, 2008 7 12.56 in 1 4 4" x 8" 61115 4870 2B 8 -3424 Oct. 14, 2008 28 i a 2C 8 -3425 28 2D 8 -3426 HOLD H NOTE: FIELD TESTS ASTM C -31 :C -143 C -231 & C -1064 if a I ' l icable . FIELD TESTS AASTHO -23 T -119 T- 141 -152 & T -309. J 5 N/A 1 RESULT (S) STATUS 1 BREAK T YPE TYPE 1 Reasonably well formed cones on both ends, less than 1" of cracking through caps TYPE 2 Well formed cone on one end, vertical cracks running through caps, no well defined con* on other end. TYPE 9 Columnar vertical cracking through both ends, no well formed cones. TYPE 4 Diagonal fracture with no cracking throw • h end. TYPE S Side fractures at top or bottom (occurs commonly with un•bonded ca • s TYPE 6 Similar to type 5 but end of cylinder is pointed. REMARKS N/A OFFItF REMARKS N/A DATE REm IN LAB. S 17 2008 R tA�B a I Bob /Dave INSPECTOR G . Hanson / °mot Reviewed bw: D. Smith REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITHOUT THE WRITTEN APPROVAL OF THE LABORATORY r...15.19-00 . REPORT PERTAINS ONLY TO THE MATERIAL TESTED r.r. 12 -0 4 Jorgensen Forge 8531 East Marginal Way South Seattle, WA 98108 USA Gladbeck, 22 August 2006 W. Nowitzki /ka CODE ED FOR A PPROVED COVE® M AR 2 0 2008 City O1Tu TECHNICAL SPECIFICATION for QUOTATION 5805/06 FILE C i PY railbound type'- - including accessories - CILAMA Maschinenbau GmbH 1 Railbound Forging Maninulatot< 1 GSM - 100j300 WP' CID�tau uW 7ati 44113i'dAL J adtbG T pu.7Intern. Fild101XI70U$03_iPmDOC RECEIVED CITY OF TUKWILA FEB 1 9 2008 pEHMIT CENTER Jorgenson Forge, Seattle, WA / USA 22.08.2006 Quotation No. 5805/06, page 7 No /ka 2.0 Scope of Sunni 2.1 I complete Manipulator - type GSM -100 /300 WP completely assembled and test - operated in our workshop consisting of: the manipulator frame with wheels the travel gear the rotating gear the peel and tongs the lifting and lowering mechanism the tilting gear - the parallel and angular side shifting mechanism - the horizontal and vertical suspension - the central lubrication system the complete hydraulic drive system the complete hydraulic controls the oil/air- cooling unit the piping on the manipulator the wiring on the manipulator the electric motors the limit switches and indicators - the encoders and its brackets - the prime and finish coat LLAMA Maschinenbau GmbH weight: appr. 58.000 kg 127.868 lbs t) Jorgenson Forge, Seattle, WA / USA Quotation No. 5805 -1/06, page 14 111.4.0 27.11.2006 No/kar Description Swinging Turntable, SD -100 /100 the welded basic frame (foundation frame) with foundation anchors the swing arm with hydraulic motor and planetary gearing GLAMA Maschinenbau GmbH The machine is designed for heavy duty operation in forging shops. In keeping with these rough working conditions the machine is of singularly rugged construction and characterized by the following distinctive features: - the of heat - resistant steel cashed turntable with V- shapes for ingot positioning, mounted to the swingarm via a spring suspension system and a rotating track bearing with integrated gear -tooth system for the rotation drive the rotation drive consisting of a hydraulic motor with planetary gearing and pinion as back gearing the hydr. valves like control valves, shock absorber valves and safety relief valves as "built -in equipment" to the existing press control ■ 1 n 480 118,9"1 1080 142,51 , 90142.51 2600 1102,41 LLAMA • 2180 186,81 7700 1106,31 • 01000 139,4°1 II AutoCAD / " Mechanical 2006 G L A M A nnderungen uur to CAD When) Auftrag Oateiname 15698P002 geleichnet 27.11.2006 Mal. genruft r m rn Dept Zsithmmg dart veer .tnrcIrelegt Rath Drillen ends ten eder agingle% geesehl eder tederveeig nwnbreuuNkh htenIll verden (6$11 tfr G,661, T7. la DWG 1. ATI. Reties n1d1112.1, K elle end 62 erne narhehall en rte afernerM redpnd in this unite ea copyright and the property el rite* G*I aid seat NO be toped er *eland le . lend Party, In end. era peel. vehad the wilI... pe..ne.w.1 Mane Gels, net used for en, unentheruM plepeeea. II renrna the preperly of C1/114A G.nll and ea enb tee 1. m.. /fan We Pewee .11 «ghee a a:mime t lb 6611 R Pa1G and 61 GL Maschinenbau GmbH Ent standen aus: Zekhndngs -tir • 15498P000/3 Schwenk- Drehfisch swinging arm turntable SD 100/100 15498 P 00 2/3 1 \Z. ANCHOR ENVIRONMENTAL. L.L.C. Memorandum FILE COPY To: Phil Goss and Chuck Luce, Jorgensen Forge Corporation From: John Laplante, PE, Anchor Environmental, L.L.C. CC: Scott Kuebler, PE, SE, KPFF Date: July 27, 2007 Re: Geotechnical Design Recommendations Furnace Foundation Jorgensen Forge, Seattle, Washington 2 SUBSURFACE CONDITIONS CORRECTION LTR# Anchor Environmental, L.L.C. 1423 3rd Avenue, Suite 300 Seattle, Washington 98101 Phone 206.287.9130 Fax 206.287.9131 I EXPIRES 03/26/09 1 This memorandum presents geotechnical engineering design recommendations for the design and construction of the new furnace foundation at the Jorgensen Forge Corporation (Jorgensen) facility in Seattle, Washington. 1 BACKGROUND Jorgensen is installing a new furnace inside the forge shop building located on their property in Seattle, Washington. The furnace will be located in a vacant space adjacent to several existing furnaces. Historically, this space was occupied by a smaller furnace structure, and remnants of the foundation of this former furnace are present below the existing ground surface. The new furnace requires an appropriate foundation. At the request of Jorgensen, Anchor has prepared geotechnical engineering recommendations for use in the structural design and construction for the new foundation. cow ®kg% Anchor Environmental performed one boring in the vicinity of the new furnace and lkpR 2 manipulator on June 22, 2007. The target depth of the exploration was intende to be 40 fe However, at a depth of approximately 25 feet heaving soils were encountered d groundwater pressure. This condition inhibited the ability of the standard pene (SPT) sampling program to provide representative soil density because the soil in the base of the boring was disturbed by the heave. Thus, after review of the conditions encountered in the RECEIVED CITY OF TUKWILA MAR 10 2008 PERMIT CENTER upper 25 feet, as well as the regional geologic descriptions of the site, Anchor elected to terminate the boring at the depth of 25 feet. Subsurface conditions were as follows, in order from the ground surface downward: Jorgensen Forge July 27, 2007 Page 2 2.1 Medium Dense Sand The upper 8 feet consists of medium dense, dry brown sand. The upper portions of this material contained concrete debris indicating this stratum is composed of fill. Below a 5- foot depth, debris was not encountered during sampling. 2.2 Loose Sand Below the medium dense layer loose, moist, brown, fine to medium sand was encountered from 8 to 10 feet below ground surface (bgs). 2.3 Soft Silt A layer of soft silt is present below the loose sand layer, at a depth range of 10 to 13 feet bgs. The silt contains organics and has low plasticity. 2.4 Sand Below the soft silt, another sand layer was encountered. This material is dark gray in appearance. Both samples collected in this interval appeared to be disturbed due to heaving conditions, and the density is characterized as "loose." However, the actual in situ density of the material is likely greater than that inferred from the blowcounts recorded during sample collection. This material was present from 13 feet bgs to the bottom of the boring, which was terminated at a depth of 25 feet bgs. 2.5 Groundwater Groundwater was encountered at an estimated depth of 13 feet below ground surface at the time of drilling. Figure A -1 describes the boring log that is presented in Figure A -2. Both figures are attached for boring log B -01, detailing geologic conditions in the exploration advanced for this study. 3 GEOTECHNICAL ENGINEERING DESIGN RECOMMENDATIONS For design of the footings, we recommend using the following soil parameters: 4 CONSTRUCTION RECOMMENDATIONS For construction of the footings, we recommend the following Jorgensen Forge July 27, 2007 Page 3 • For strip footings use an allowable bearing of 3,000 pounds per square foot (psf). This includes factor of safety of 3.0 against bearing capacity failure. • For isolated footings use an allowable bearing of 3,500 psf. • Use a minimum footing dimension of 2.5 feet. • Footings should be embedded a minimum of 2 feet. • For design of shallow foundations, use a vertical modulus of subgrade reaction (a.k.a. spring constant), Kv, of 90 pounds per cubic inch. • For transient loading, such as would occur during an earthquake, allowable bearing capacities can be increased by one -third over the values provided above. We estimate that settlement would be on the order of 1 to 1.5 inches under these loads, and given a properly prepared subgrade as described below. Given the granular nature of the subgrade, settlement is expected to be elastic and occur essentially as the loads are applied. The sands encountered in our exploration B -1 are potentially susceptible to liquefaction during an earthquake. The magnitude of the earthquake and location of the epicenter will determine the amount of ground movement at the site. For a large earthquake (magnitude 7.5) with a 475 - year return interval, liquefaction could result in settlement of six or more inches. For a smaller earthquake (magnitude 6.5) with a 72 -year return interval, liquefaction settlement of a few inches could occur. In either case, the subgrade settlement and temporary loss of soil strength from liquefaction could result in damage to the equipment. • Overexcavate beneath all footings a minimum of 12 inches and replace with compacted structural fill. If soft conditions are encountered at the base of the overexcavation, an additional overexcavation of 12 inches should be performed in the area where soft soils are encoutered. Jorgensen Forge July 27, 2007 Page 4 • The excavated materials are likely suitable as structural fill if debris is removed and the moisture content is controlled. • The structural fill shall be placed in 8 inch lifts and compacted to a minimum of 95 percent of the modified Proctor maximum dry density (as determined by ASTM D 1557 test procedure) below the footing or slab. • The moisture content of the fill should be controlled within two percent of the optimum moisture. Optimum moisture is the moisture content corresponding to the maximum Proctor dry density. • If the on -site material is not suitable for structural fill, the contractor should import a select soil. We recommend using a clean, well - graded sand or sand and gravel with less than five percent by weight passing the No. 200 mesh sieve (based on the 3 /4 -inch minus fraction) be used. • Any material to be used as structural fill should be sampled either from the site or from the supplier's pit to determine the maximum dry density and gradation. We understand that portions of the new furnace footprint are underlain by an existing concrete slab. We recommend that KPFF review the condition of the slab to determine the structural condition of the concrete. Concrete that is intact could remain in place below the new foundation provided that the concrete can support the applied loads without failing. Where concrete is deteriorated, it should be removed and either crushed and reused on site, or replaced with structural fill compacted as described above. We appreciate the opportunity to work with Jorgensen on this project. Please do not hesitate to contact us if you have any questions or comments. Sample Description Classification of soils in this report is based on visual field and laboratory observations which include density /consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field nor laboratory testing unless presented herein. Visual- manual classification methods of ASTM D 2488 were used as an identification guide. Soil descriptions consist of the following: Density/consistency, moisture, color, minor constituents, MAJOR CONSTITUENT, additional remarks. Density/Consistency Soil density /consistency in borings is related primarily to the Standard Penetration Resistance. Soil density /consistency in test pits is estimated based on visual observation and is presented parenthetically on the test pit logs. Standard Penetration Standard Penetration SILT or CLAY Resistance (N) Resistance (N) In Blows /Foot Consistency in Blows /Foot 0 -4 Very soft 0 -2 4 - 10 Soft 10 - 30 Medium stiff 30 - 50 Stiff >50 Very stiff Hard SAND or GRAVEL Density Very loose Loose Medium dense Dense Very dense Moisture Dry Little perceptible moisture Damp Some perceptible moisture, probably below optimum Moist Probably near optimum moisture content Wet Much perceptible moisture, probably above optimum Legends Sampling Test Symbols BORING SAMPLES ® Split Spoon Shelby Tube ® Cuttings m Core Run * No Sample Recovery P Tube Pushed, Not Driven TEST PIT SAMPLES • Grab (Jar) • Bag Shelby Tube Groundwater Observations Surface Seal Groundwater Level on Date (ATD) At Time of Drilling Observation Well Tip or Slotted Section Groundwater Seepage (Test Pits) ANCHOR l i lt ENVIRONMENTAL, L.L.C. 2 -4 4 -8 8 -15 15 -30 >30 Approximate Shear Strength in TSF <0.125 0.125 - 0.25 0.25 - 0.5 0.5 - 1.0 1.0 - 2.0 >2.0 Minor Constituents Not identified in description Slightly (clayey, silty, etc.) Clayey, silty, sandy, gravelly Very (clayey, silty, etc.) Estimated Percentage 0 - 5 5 - 12 12 - 30 30 - 50 Test Symbols NS No Sheen SS Slight Sheen MS Moderate Sheen HS Heavy Sheen TCD Triaxial Consolidated Drained QU Unconfined Compression DS Direct Shear K Permeability PP Pocket Penetrometer Approximate Compressive Strength in TSF TV Torvane Approximate Shear Strength in TSF CBR California Bearing Ratio MD Moisture Density Relationship AL Atterberg Limits 1--•1 Water Content in Percent Liquid Limit Natural Plastic Limit PID Photoionization Detector Reading CA Chemical Analysis DT In Situ Density Test Figure A -1 Key to Exploration Logs Jorgensen Forge Boring: B -01 Medium dense, dry, silty, very fine SAND with concrete debris. Medium dense, dry, brown, fine to medium SAND. Loose, slightly moist, brown, fine to medium SAND. Soft, very moist, brown SILT with numerous organics. Very loose to loose, wet, dark gray SAND. Bottom of Boring at 25.0 feet. Completed 6/22/07. ANCHOR I NVIRONMINT•L, L.L.C. K:UOBS \010128 -JORG ENSON ASTANDARD PENETRATION Depth RESISTANCE (blows per foot) LAB in Feet SAMPLES LITHOLOGY 1 2 5 10 20 50 100 TEST 0 -5 -10 -15 -20 -25 -30 S-1 S -2 S -3 S -4 S -5 S-6 1. Refer to Figure A -1 for explanation of descriptions and symbols. 2. Soil descriptions and stratum lines are interpretive, and actual changes may be gradual. 3. Ground water level, if indicated, is at time of drilling or at the time and date specified. Ground water level may vary with time. 11 1 Figure A -2 Boring Log B -01 Jorgensen Forge 1 '1 JORGENSEN FORGE STRUCTURAL CALCULATIONS for MANIPULATOR FOUNDATION 4 4 4 4i at _ 4,4 A , �,. K U� ON AL REVIEWED FOR CODE COMPLIANCE A P O@�� MAR 2 0 2008 City Of Tukwila KPFF Project No. 107026.20 EXPI RES 03/ !9� November 20, 2007 Prepared By: KPFF Consulting Engineers 1201 Pacific Avenue, Suite 800 Tacoma, Washington 98402 (253) 396 -0150 FILE CO rtIlit oR DDS RECEIVED CITY OF TUKWILA FEB 19 2008 PERMIT CENTER without load unbeladen: with load betaden: •tttitt. .ttitts. max. Last: 14000 kg load 3Ur' 4840 s5; sa 2x17750 kg Zx 3'7.3= 78.3' EG: 58000 kg � 127.9 .2x0800 2x0630 E G: 58000 k g_ 4. 50,0:m. 2-x 30, trot r 2-x 3875 4800 2x30400 kg z��7,oz 13g,o AutoCAD Mechanical 2006 Dateiname 56yF aT 1O {■ligyvlPVt TV( = Z>,.11150+- 2.st/1z = 2x70 kN 2-? 6,7- 5/ 2x112 kg = Z x 74. 2x0800 2x0630 = 2x70 kN = i% of !~ Z x l b tom o s 2x5690 kg Z� i 35 Z4 7 Lt P7ry lo. Anderungen nur in CAD zut9ssigt Auftrag 1239 CIL gezekhnet gepruf t 16.05.2007 Czyborra Masc Belastungs g Diese ZekNnung dart wader rer Ieifaltigt noon Entstanden aus : Dritten ■ngeboten oder zugangl ch oemacht oder anderaeuig minbrauchtkh Denutrr rerden I¢1S f UrhG,¢¢1. 17.1! UMG ). Alle Rechte inenbau GmbH schema GSM 100/300 W loadin Zeichnungs -Nr. 16690/B.00 0/ Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 project location client by date sheet no job no. 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V 7, date //4/O client M/41 Mr), V?o.E.. /144A, CO''7 d 5 ¥ ► -• I S mo X /m,► . > 6 (9 1 -O 4 (e),/C? lei / 11(17.c Zz 5/zC7 /0k✓S 44/4 -c4 3 ' »4J4 / & f7 ' /o/ SpM /A./(-, /5 O Sv bv3 X N 360 x x �',p / v � � Cis EAto $p4/,‘-( , /5 L ? c? l % i %t/ Zi sheet no. job no. lob Z G, EAW9 p /t (-5 C Y/5 77/.rc, p/7 w/ /,17A t e 77 9'4- //t/ /0x 57"//c AS 7r'p /T /5"/ 5"o/A'7€? /v>c 9//� 7i(-) ,e7j A 2/7/ A- 4 . r 1, /',4-,L 6 6/0007 3Zx RSX 4.0 &zz /�i�r ('s 761 PCP 7u Arco 0/,7 / 574-&j /14-a, . e 44-4k, Hot Rolled Steel Code AISC: ASD 9th Mild Formed Steel Code, „., , AISt 99' - '. Wood Code NDS 91/97: ASD Wood Tempera p r� 5. ... 9 ,' 1.O.0F Concrete Code ACI 2002 Company Designer Job Number Global KPFF JRS 107026.20 Display Sections for Member Calcs Main Interrnal Secctions for M Include Shear Deformation Include Vet prnq 5 Yes Area Load Mesh (in ^2) Merge Toleranpe (in) P -Delta Analysis Tolerance Vertical xis 144 12 0.50% Biaxial Column Method Concrete Stress Block Use racked° eet�ris: PCA Load Contour Rectan• ular Number of Shear Re Bad Framin• Warm •s General Material Properties General Section Sets Lab-I Sha Manipulator Foundation Beam Sept14 2007 4:03 PM Checked By: G ksi Nu Therm \1 E5 F Density[k/ft^3l 16 A in2 I in4 Izz in4 J in4] Joint Coordinates and Temperatures Tern F Detach F Dia RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 1 19 N19 54 " 0 1 IC1111/ 0 UCIdUI Fr um ulap . 21 N21 60 0 0 0 6^ ` . ',. I 23 N23 66 0 0 0 ✓ 1 Company Designer Job Number Joint Coordinates and Temperatures (Continued) KPFF JRS 107026.20 Joint Boundary Conditions X [ ft ] Manipulator Foundation Beam Zft Sept 14, 2007 4:03 PM Checked By: Member Primary Data L -bel I Joint J Joint K Joint Rotate de • Section /Sha•e M1 N1 N2 Beam M3 N3 N4 Beam m r3fau]t Default M11 N11 N13 I N14 Beam Beam Beam Beam None I Conc4 Conc4 Default Default Default Default Default Conc4 Default Conc4 Default Conc4 Default fa I Conc4 Default Joint Label X k/in Y k/in Z k/in X Rot k- rad Y Rot. k- ft/rad Z Rot. k -ft/rad Footing_ N 1 Reaction CS940 Reaction Reaction RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 2 1 Slab DL Y i7 M1 0 1 6 . " uperim 3 DL + Manipulator DL L2 Company Designer Job Number Joint Boundary Conditions (Continued) r 23 Joint Label X N23 Basic Load Cases H Superimposed DL None J Moving Loads Moving Load Patterns Pattern Label MANIPULATORDL 424.8 4 Y 157. MANIPULATORDL KPFF JRS 107026.20 Load Combinations Load (k) -39.2 -67.1 Manipulator Foundation Beam Direction Distance 0 5.75 Sept 14, 2007 4:03 PM Checked By: Y [k/inl Z [k/in] X Rot.jk- ft/rad] Y Rot.[k- ft/rad] Z Rot.jk- ft/rad] CS94 Reaction Footing BLC Description Category X Grav_i __ Y Gravity Z Gravity Joint Point Distributed Area (Me_ (. 22 Member Distributed Loads (BLC 1 : Superimposed DL) Member Label Direction Start Maanitude[k/ft d. ..End Magnitude k/ft d... Start Location[ft. %] End Location[ft, %] 1 M1 Y -.7 -.7 0 0 0 0 �.. 0 4 M5 i16 Y Tai Pattern Increm... Both Wa s 1st Joint2nd Jo...3rd Joi..4th Joint5th Joint6th Joint7th Joint8 h oint9th JointlOth J... M1 MANIPULATORDL 1: =molt TORD Descriotion RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 3 Company Designer Job Number JRS 107026.20 Load Combinations (Continued) Manipulator Foundation Beam Sept 14, 2007 4:03 PM Checked By: Descri tion Sol PDelta SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor + Man p iator 1 M2 '1." Ult: DL + Manipulato... L2 1.3 M2 1.6 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 4 KPFF JRS _107026.20 -.7k/ft -.7k/ft -.7k/ft -.7k/ft -.7k/ft -.7k/ft -.7k/ft -.7k/ft -.7k/ft - ArtimIti2P.Alft/13,1A "Nilt44 P. '"\i,MaYvAi JI\ It/M I • 1 • N12 3 4 5 s 7 8 Loads: BLC 1, Superimposed DL r' ry .7k/ft -.7k/ft -.7k/ft -.7k/ft -.7k/ft -.7k/ft -.7k/ft -.7k/ft -.7k/ft -.7k/ft -.7k/ft -.7k/ft . : el ':"\idli AL'4/ VLIZ''L'AVII i" .AP,'IliN lilt fdr\ra 61\ 1 1. 0 1,1 7 . , '" - i' Mel\ ."01 Oit i .'. 10 11 12 13 14 15 , s116 17 18 19 20 21 N122 , q123 ..c. anipulator Foundation Beam Sept 14, 2007 at 2:57 PM Manipulator Beam.r3d Company Designer Job Number KPFF JRS 107026.20 Joint Reactions (By Combination) LC Joint Label X [k] 1 N1 0 Manipulator Foundation Beam Sept 14, 2007 3:03 PM Checked By: 3 1 7 1 9 1 10 1 13 I,4 q. c 19 21 2> '7, 23 1 25 1 N3 0 0 0 0 N7 0 5.104 0 0 5.104 `? 0 5.104 0 0 0 N17 COG (ft): 0 X: 33 5.064 5.104 Y: 0 0 Z: 0 0 0 0 0 5,10; N23 0 0 0 0 0 0 0 2.52 Z Jkl 0 MX [k -ft] 0 LI o, /6.o 66 c )/0, Os �- "74' MY [k -ft] 0 ' !/4C7/AS lobo / ( /mil-) (oAY t/'C >€' ` r 0 729( p/T MZ [k -ft] 0 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 1 Company Designer Job Number 7 8 9 10' 'Y 11 49 :5' 55 56 KPFF JRS 107026.20 Member Section Forces (By Combination) Member Label Sec M1 I 1 M3 3 Manipulator Foundation Beam Axial[kj y Shear[kJ 0 2.52 1.204 07 . - 1.343 11716 £ ' 0 '1. 337 - 2.611 'iA.92taif 1.219 0 2.483 . 101111"'1111 -.064 0 -1.328 -2.615 2.503 -2.59 1.241 -1.306 2.525 1.261 - .013 - 1.286 2.542 0 269". -.004 -1 278" ` "' - 1.558 -.925 - 1.149 -.454 1.019 -.8 6 1.149 -.259 -.211 1.246 0 247 -.027 =,056 -1.33 2 .603 2.478 0 -2.551 2.551 z Shear[kj 0 0 0 0 0 0 0 Torque[k -ft1 _y-y Moment[k -..z -z Moment[k -... 0 0 0 0 0 0 0 0 Sept 14, 2007 3:07 PM Checked By: 0 0 0 .1.412 - 1.87 72 -1.226 249! .249 -.092 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 2 Company Designer Job Number Member Section Forces (By Combination) (Continued) 57 58 59 60 61 62 63 64 1 KPFF JRS 107026.20 LC Member Label M13 65 66 1 M14 67 68 69 70 F 71 1 M15 72 73 74' 75 `76.= � 77 78' 79 80. 81 1 82 83 84' 85 87 108 109_ ._1-7" 110 t :. M16: M17 Sec 2 3 4 5 1 0 2 .. 0 3 0 4 •• 0 5 0 1 0 2 3 4 5 1 2 3 5 1 2 3 4 5 1 3 T 4 � 5 M18 ` 1 103 3 104 105 _ _ 5 106: - M22 107 - -- 2 Manipulator Foundation Beam Axial k y Shear[k] z Shear[kj Torque[k -ft] y -y Moment[k -..z -z Moment[k-... 0 1.278 0 0 0 -.072 1 .0 .004 0. 0 0 - .553 0 -1.269 0 0 0 -.079 0 -2.542 0 0 0 .1.351 0 O `. 0 O .: 0 0 0 0 3 0 4 _ 0 0 0 1.306 '.. 0 .032 0 :241 0 -2.514 0 2.59 0 1.317 0 :043 0 - 1.23__ 0 `.:. -2.503 O 2.601 - 0 .. 1:328_ 0 _ .054 0 -1.219 0 -2.492 O 1 : 0 1.337 Sept 14, 2007 3:07 PM Checked By: 2.559 0 0 0 1.351 1.286 0 . 0 `::.. �.. ° . ;.0 -.092 .013 0 0 0 -.579 -1.261 0 I 0 0 ' -.111 - 2.534 0 0 0 1. 312 2.569 . 0 0 0 1.312 1.295 0 _ 0 0_ -.137 .. 1 .022 0 r:. 0- 0 . -.631 - 1.251 0 0 0 -.17 0 0 . 0 1 " 1.246 2.579 0 0 0 0 0 0 0 0 0 . 0 : 0 0 0 0 O ` 0 86 '88 89 90 91 92 93 94 96 1 M19 3;: 4 5 1 2 0 0 0 .064: 0 -1.209 0 -2.483 .. '0 . 2.616 0 _ .1.343 0 .07 0 -2.477 0 2 :615` 0 1.342 0 ::069 -1.205 0 -2.478 0 2.603 0 1.33 ; r 0 0 0 0 0 0 0 0 0 0 0 0 .056 0 0 0 „ ::1.217 0 0 -2.49 _ 0 0 2.573 , 0 ` : I- O - 1.3 0 .027: I 0 :. 0 -1.247 0 0 F -[ 0 0 0 0 . 0 0 O 0 _ 1.149 0 0 1:149 0 0 O 0 -.826' 0 0 -.381 0.` 0 1.... :'.1.019 .. O 0 1.019 0 0 -.454 1 0 0 -.972 0.: 0 r. -:535 0 0 .856 O 0 0 -.624 0 i. -1:149 0 -.72 O. '.665 0 .665 0 0.. 1 7 7 -.82 : . 0 0 - 1.35 . _f 0_- 0 .925: o 0 .455_ -- 0 -- '0 .455 0 0 1.029 0:: .0' 1.558 _ 0 0 -1.132 0 , :249 0 _ 249 0 I -1.226 _J 0 -1.745 0 -1.31 0 .08 . 0 .08 0 -1.372 - I 0 . - 1:87 - _ 0 - 1.412 0 1.246 - .211: -.713 - .259.. .856 ....-� 0 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 3 Company Designer Job Number KPFF JRS 107026.20 Joint Reactions (BY Combination) LC Joint Label X k Manipulator Foundation Beam Sept 14, 2007 3:08 PM Checked By: 3 N3 1 0 '! N5 0 0 7 N7 0 9 1 0 11 1 13 15 1 17 23 1 - 424>7.2 25 1 N9 N10 0 0 5.3 0 5.21$ 0 ,;5.33 N11 5.325 0 N17 0 0 N19 2 0 0 N23 COG ft : Y: 0 Z: 0 0 0 0 0 0 titig 0 0 0 0 0 0 0 0 0 0 0 N1 0 Y_jk] 7.764 2.447 3.247 3.912 4.429 805 5.061 Z [k] 0 MX [k -ft] 0 AfAc7/47kis 6,1 coAe,vece)A._ 7-0 77-m pr MY [k -ft] 0 MZ [k-ftj 0 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 1 Company Designer Job Number Member Section Forces (By Combination) 17 18 3 5 0 .99$ ..,.=`r ,4:': .725 0 -.549. R 0 - 1.822 0 - 26.631 0 0 - 25.946 -2.683 1.105 - 1.442 -.044 - 2.591 - 16.578 - 16.326 - 12.697 - 10.721 -3.658 1.436 3 5 6 7 9 io 11 55 56 KPFF JRS 107026.20 LC Member Label Sec Axial[kj M1 ;M2 5 0 0 1 M3 - .M12 1 Manipulator Foundation Beam y Shear[k] 7.764 6. °411 °> 5.218 2.671 5.118 3.844 71 1.298 . 024 3.271 - 3.19 4 z Shear[k] 0 0 0 0 0 Torque[k -ft] y -y Moment[k -..z -z Moment[k -... 0 0 0 0 -5:346 Sept 14, 2007 3:08 PM Checked By: 0 0 0 -9.737 2 15.653 - 19.014 - 22.871 28,366 0 - 23.366 5X343 t' - 26.364 15_. RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 2 Company Designer Job Number Member Section Forces (By Combination) (Continued) LC Member Label Sec Axial[kl _y Sh kj z Shear[k� T -ftj 57 2 0 . 838 0 0 _ 58 3 0 -.436 , .0 . 0 59 4 0 -1.709 0 0 60 5 0 - 2.982 0 0 61 1 M13 1 0 2.284 62. 2; 0 1.011 63 3 0 -.262 64 4 0 -1.536 65 5 0 -2.809 66 11 M14 1 0 2.422 2 _ 0 1.148 0 '3 : ' 0 .125 -7- 0 0 ._ 4 0 -1. 398 0 0 5 :0, -2.672 0 r 0 67 _68 _::.: 69 =:,70 71 72'' 73 74 75 76 77 79 80 81 1 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 [100 101 1 102; 103 104 105 106 I JRS 107026.20 M15 M.16 M17 M18 M19 M20 • M22 1 0 3 4 5 1 :, M21 1 2 3 T. 0 4 0 5 1_ 0 2 ' 0 3 0 4 a0 5 0 1 0 2 3 4 5 2' 3 0 4 T- 0 : 5 0 .2 ., 3 4.r 5 Manipulator Foundation Beam 0 .f 1.252 0 :.. ;. 0 -.021 0 o « I - 1.295 0 0 _ -2.568 0 -0 F 2.6 0 - 1.326 0 0 0 0 0 0 0 :053':. -1.22 -2.494 2.649 1.376 .103 -10171 -2.444 2:678 1.405 :131 -1.142 2.415 2.688 1.414 .141 -1.132 -2.406 0 2.648 0 1.375 0 .101 0 .::... _1.172: 0 -2.445 1 0 ...... 2.591 4 0 -1.229 5 .: 0 ::.. J -2.502 2.525 0 0 0 0 0 107 _ 2 0 0 108 3 0 .044 0...:;.. 109 110 0 0 0 0 0 0 �0 0 0 0 0 0 0 . - 0 0 0 0 0: 0 0 0 0 0. 0 0 0 0 0 o .0 0 0 0 0 0 0 0 0 0 0 0 0- 0 0 0 0 0 0 0 0 Sept 14, 2007 3:08 PM Checked By: y -y Moment[k -..z -z Moment[k-.. 0 -1.52 0 -1.671 0 -.867 0 .892 0 .892 0 -.344 0 -.624 .0 0 0 0 0 0 0 0 0 0 .' 0 (-� 0 0 0 0 0 0 0 0• 0 2 3`:. 4 0 5 0 0 .2.679 1.405 0. .132 0 0 0 -1.141 0 2.41 5 0 0 0 0 .0: 0 0 0 0 0 0 0 0 - T _ .05 1.679 1.679 .34 0 -.043 o 0 2.054 2.054 .637 0 - Th.669 2.117 0 : 2.117. 0 _ .645 0 .128 .565 1 958 1.958 .448 -.106 • 294:' • 1.65 .119 -.078 1.256 • 1.256 _ _ -.283 � l -.866 -.494 833 .833 -.699 -_ =1.275 ^ .897 .._.._1 .437 .437 1.071 -1.625 -1.223 .133 .133 0 -1.332 -1.843 0 __ - _1.399 _ 1 0 I 0 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 3 Company Designer Job Number Joint Reactions (By Combination) 4'; 5 6 7 2 8 2 9 2 10 2 11 2 15 17 8 19 2C 21 22 23 2 LC Joint Label X N1 KPFF JRS 107026.20 N3 N4 N5 X16 N7 N8 ' N9 N10 N11 N17 N19 f6.u. N21 N2 2 N23 COG ft 6' 0 0 0 k X: 33 Manipulator Foundation Beam _Y [k3 10.966 4 4.586 5.525 6.255 6787; 7.147 7.369- 7.485 = 7.527 ..:; 7.521 N13 0 7.438 7.34 i8 7.263 7234:' 7.207 158.258: ' Y: 0 Z 2/ 4I, ►,6ster, PC.: 47 k MX 0R 0 0 0 Z: 0 tA-2I Ca , / €c-7? Pb pr 7 10446_,_ k -ft Sept 14, 2007 3:10 PM Checked By: MY k -ft 0 0 0 0 0 0. 0 0 46- 7 e RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 1 Company Designer Job Number KPFF JRS 107026.20 Member Section Forces (By Combination) LC Member Label Sec Axial M1 Manipulator Foundation Beam k] T v Shear kl 1 0 10.966 9.167. 2 3 2,822 1.024 - 2.443 2.013 .215 -1.584 -2.573 - 3.789 -2.036 -5.633 -.063 -26.93 - 23.414 - 23.057 - 17.305 - 17.932 0 0: 0 7.2 =11 b - 15.141 0 1 2.568 0 - 12.066 -3.659 034 ..;: 0 0 0 :33.001 11 2 M3 1 0 4.62 0 0 0 33.001 1 46, ,2 :. .:0s 1, , s0 ` 2.362 6 , 0' 0 7.01 0 1.833 -3.033 2.689 0 - 22.107 0 r 221'07 0 - 26.854 0 30.251 0 -32.3 - 36.071 - 37.611 - 36.643 - 34.136 0 - 29.915 -6.259 0 -3.309 3 55 6 " .: 2 4. 0 - 7.369 .563 1.235 - .908 -2.706 -4.505 .981 z Shearrkl 0 0 0 Sept 14, 2007 3:10 PM Checked By: Torque[k -ft] y -y Moment[k -..z -z Moment[k-.. 0 0 0 0 0 0 0 0 75' - 13.751 6 - 34.458 2.596 ., - 29.385 -8.112 -4.645 3.29`'< -.586 -.586 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 2 Company Designer Job Number KPFF JRS 107026.20 Member Section Forces (By Combination) (Continued) 58 LC Member Label Sec Axialaq y Shear[k] z Shear[k] Torquejk Mom entjk-..z-z Momentjk -... 57 2 0 1.183 0 0 0 -2.147 3 0 -.615 0 0 . 0 -2.36 59 4 0 0 0 60 5 0 0 0.. 1 0 0 0 2 0 0 0 3 0 0 0 4 0 0 0 61 2 M13 62 63 64 65 66 2 M14 67 68 �.. 69 70 71 2 M15 72. 73 75 76 77 78 79 80 81 82 83 84 85 86 87 T:88 89 91 92 93 94 95 96 97 98 99 100 I 101 2 102 103 1041 105 106 2 .. 107 108 109 110 _ M16 M17 .M1 8 M19 M21 5 0 0 0 1 0 2 0 3 . 0 . 4 5 1 3 4 3 4 . - -- 5 M20 1 2 5_ 0 1 0 2 2 3 4 5 M22 ; .. -1 2 f .. . . 4 5 Manipulator Foundation Beam 0 - 1.975. O -3.773 0 3.567 0 " 1.768 0 -.03 O ^.' - 1.828 0 0 'Os 0 0 0 0. 0 0 0 0 4 0_ 5 .0 1 0 0 0 0 0 0 0 0 0 -2.414 =4.212 3.226 1.428 -.37 -2.169 -3.967 3.42 1.622 -.176 0 0 0 0 0 0 0 0 0 0 0 0 0 0 : . 0 0 0. 0 0 0 0 0 -3.627 0 0 3.672 ';.0 ` `0 2 0 1873 0 3 0 ..;.075 4 0 -1.723 0 5_ 0 _3:522 ("• ... 0 1 0 _ 3.742 0 2 0 1.943'' 0 3 0 .145 0 _ 4 0 ' -1.653 71 0" 0 1 0 -3.452 0 3.782 1.984 .186 - 1.613 -3.411 3.796 1:998 .199 - 1;599 - 3.397 3.783' 1.985 ..186` - 1.612 -3.41 3.74 1.941 .143 -1.655 -3.454 3.66 1.861 .063 - 1.735 ._ - 3.534 0 0 0 0` 0 0 0 0 0 0 0 0 . 0 0 0 0 0 0' 0 0 0 0 o 0 0 0 0 0 0 0 0 `0 0 0 0 0' 0 0 0 0 0 0 0 '0 0 0 ' 0 0 0 0. 00 0 0 0 0 0 0 ... 0 0 0 _0 Sept 14, 2007 3:10 PM Checked By: 0. 0 0 0 0. 0 0 -1.224 1.26 1.26 -.485 -.882 .071 2.372 2.372 .481 -.061 .745 2.901 0 2.901_ 0 0 .248 0 -.945 0 2.991 _ 0 2.991 .911 .799 0 2 :765 0 2.765 0 X633 0 -.15_ A1 2.33 2.33 .168 -,646 -.11 1.774 =.399 0 - 1.223 0:. -.698 0 1.176 0 1.176 0 -.987 0 _ 1.801 - 1. .617 0 .617 0 .. -1.513 0 -2.295 0 _1.727 .189 .189 -1.882 -2.603 -1.976 0 _ __ RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 3 Company Designer Job Number KPFF JRS 107026.20 YN II 42.322 zisot Manipulator Foundation Beam 12C f N/JAWA) 7v hC. Sept14 2007 3:42 PM Checked By: Envelope Joint Reactions Joint _ X k 1 N1 max 0 N4 N5 9 10 11 13 N6 IfAtipt N7 m N12 max 25 N13 max 3 13.858 13.851 13.819 13.785 3 13.707 13.638 3 13.557 13.506 13.662 14.388 15.366 17.436 3 3 13.751 3 0 0 19 N10 max 29 N15 max N11 max N21 max 8.974 9.784 3 11.197 3 3 5.286; 3 12.352 3 3 13.1,26 MX k -ft lc X 6 . 494 3 0 ax 0 3 13.576 3 ( 0 3 0 3 0 3 0 3 0 © 13.791 3 3 MY_jk -ft] Ic MZ [k -ft] Ic 3'' 0 3 0 3 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 1 Company Designer Job Number Envelope Joint Displacements N9 max 0 N10 max 0 3 N13 max N23 max -.033 -.033 -.038 -.037 -.037 -.036 3 1.339e -4 7.489e -5 1.352e -4 1.342e -4 1.373e -4 1.434e -4 3 1.516e -4 1.594e -4 1.644e -4 N11 max N12 max 0 3 -.037 -.034 1.361 e-4 3 1.667e -4 3 N3 max 0 N4 max 3 -.028 3 3 -.023 3 -.052 0 3 0 3 0 3 0 3 -.032 3 0 0 3 0 0 3 : - 3.972e -4 'J3: 3 3 - 5.126e -5 3 - 3.555e -4 3 - 3.589e -5 -3:031e-4 0 3 - 2.309e -5 -2.645e-4 3 3 19 23 4 25 27 KPFF JRS 107026.20 N1 max 0 Manipulator Foundation Beam Joint X in Ic Y in Ic Z [in] Ic X Rotation ... Ic Y Rotation ... Ic Z Rotation [... Ic 0 3 1 0 ©- 7.597e -5 3 -.009 3 0 Sept 14, 2007 3:42 PM Checked By: RISA -3D Version 6.0 [L: \107- \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 2 Company Designer Job Number Enve lope Member Section Forces 1 21 43 49 53 55 Member KPFF JRS 107026.20 Sec Manipulator Foundation Beam Axial[kj Ic y Shear[kl Ic 0 Sept 14, 2007 3:42 PM Checked By: 3 16.256 3 14.458 23.334 21.536 17.504 13.589 11.791 21.978 16.305 19.942 0 3 0 3 tl'.. 3... , 0 3 0 3 0 3 0'; 3 0" =3 0 3 0 3 - 12.603 3 - 13.275 - 13.275 - 15.773 - 12.489 -8.768 -9.018 21.124 3 26.491 3 16.138 -3.538 -2.495 -2.495 - 14.862 8 i 9 S max 0 10 A,.M rntri 0 11 M2 1 1 max 0 3 31.947 s �� 12 ; min:. z . 0 3 rt:::_ -4.363 13 2 max 0 3 30.149 � n x 3 ;X6 X14' .162 � . , a .... � � �s.,r�:�. 37.515 3 3,122 : g 2 3 8,229- 26.366 - 10,027 0 0 3 3 0 3 0 3 3 I,.. 0 3 0 0 0 3 3 3 0 31 0 0 3 3 0 3 -.956 - 69.439 ` 3 1.423 3 1.057 3 0 3 :, 3 0 3 130.557' 3 3 z Shear[k] 39.313 3 1 0 Ic Torquejk -ft] Ic y -y Momen... Ic z -z Momen... Ic 3 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 3 Company Designer Job Number Envelope Member Section Forces (Continued) r 58 59 60 61 M7 62 63 64 65 66 67 68 69 5 707 81 M9 82 83 85 1: 87 '88 89 90 91 92 93 94 95 96 97 99 10(1 101 ' 1102 103 104. 105 106 107 108 109 110 KPFF JRS 107026.20 Member Sec 4 !max min 5 max min) 1 imax! min 2 'max' 0 mini 0 3 J max 0 min r .0 4 maxi 0 mii max min 5 max M10 1 max min =` 2 max �xn Axial ki 0 0 0 0 0 0 0 0 0 Manipulator Foundation Beam Ic y Shearik] Ic z Shear[k] 0 0 0 0 3 3 3 3 3 71 M8 1 max :72 =rnin'.l ' • 0 73 2 Imax! 0 ' 3 20.806 74, ;. min '0 YI- 16:388 75 3 :max 0 3 17.012 3 0 76. �' min I . ` . 3 20.192. 3 I 0 77 4 max 0 3 13.294 3 0 78 . : :min '0..., 3 23.986 3 79 ': 5 max ! 0 '3 11.495 3 80 mini 0 " 3 - 25.785 3 3 14.589 1 31-0 1 0 3 3 . D. 3 1 max 0 3 23.173 3 mint . 0 - 3 -14.008 3 max 0 3 21.375 3 min 0 13 - 15.806.E =.3 3 ' max l C) 3 17.566 3 1 ,�minI 0 3 4 max 0 3 .' min 0 ;3' 3 3 -19,6 0 13.832 3 0 - 23.433 3 .::0 21.9 3 -15.268 3 3 max 0 3 18.077 3 min 0 ( :•- 19:098 31 4 max 0 3 14.329 3 min D 3 22.921 3 5 max 0 _ 3 12.531 3 mi 0 3 - 24.719 ' 3 M11 1 max 0 3 24.161 3 Min _ 0 F37 -12.995 3 _ 2 max 0 3 ._ _ 22.362 0 _14.79 3 3 max 0 ; 3 18.526 Min ' , 0 ...3 - 18.636 max 0 ' 3 14.76 4 mini .0 j -3 - 22.473 5 max I 0 ._ 3 12.964 "Min 0 3 - 24.271 111. __ M12 1 max 0 min ::: 0 113 2 Imax]0 12.42 3 -24:86 . `3 10.621 3 0 - 26.659 0 22.066 3 0 0 3 -15.13 3 0 3 20.268 3 0 3 . ! - 16.929 3 3 16.482 3 3 -20.73 3 3 . 12.774 3 :0 T3....- 24.517 3 0 3.._ 10.976 3 0 3 0 13.1-26.315 3 ° 0 �3 0 3 22 605 3 0 3 3 24.543 3 12.595 3__ 22.744 0 0 0: 0 3 0 31 0 Ic 3 3 3 3 3 3 3 0 0 ,3 0 3 0 3 0 3 0 0 3 0 3 0 3 0 3 0 3 0 1 _0 3 Oa 0 3 3 3 Torque[] r Ic y -y Momen... Ic z -z Momen... Ic 0 3 0 3 2.287 3 0.. 3 0 3 - 130.916 3 0 3 0 3 6.383 3' 0 3 _ .0 3 -128.918 3 0 3 0 3 6.383 3 0 .:;, 3 0 3 -128.918 3 0 0 0 0 0 0 3 I 0 _3 3 0 3 0 3 0 3 0 3 0 3 3 3 3 1 . 0 3_ 0 3 0 3 0 3... 0 3 0 3 0 3 0 3 0 3 _0 3 - _ 0 3T 0 3 0 3 12.033 3 0 3 0 3 - 25;231 ' 3 `1-0 . 3 r 0 - 3 1 23.699_ 3 0 3 0 3 -13 :469 FY . 3 0 3.... 0 :... .. ,:3 0 0 3 0 °0 t3J :.. 0_ O 1 ''3 0 0 3 0 O 3 O 1 3 T 0 3 0 . L 0 3 O 3. 3 3 3 3. 3 0 3 0 3 3 3 3 0_ 3 3T -00 �3 3 0 3 3 0 3 2 3 0 3 3 '0 3 0 3 3 0 3 3 0 0 0 0 0 0 0 0 3 0 O .3 0 O 3 I 0 Sept 14, 2007 3:42 PM Checked By: 3 5.713 . 3 3 - 125.047 3 3 6.626 3 -119.974 3 3 9. 3 3 - 120:669` 3 3 13.033 3 3 .119.058731 3 13.033 3 =3 119.058 :3 3 0 3 12.018 3 3 _0 ® - 1.15.743 3 3 0 3 12.681 3 3'• - 111.074 3 0 3 14.867 3 0 .. '- 3 - 112.334 0 3 _18.583 _ 0 i'-111.277 0 3 18.583 3 O 3 111 : :27713J 0 3 17.212 3 O 3 :108.546 3_ 3 17.541 3 1 3 _104.303T 3 3 19.415 3 106.1.16 i 3 0 3 22.936 ' 3__ 3 O 3 105.°58 F 3 3 0 3 22.936 3 3 - 105.585 .3 3 0 3 21.314 3 0 -- 37103.-353 0 3 21.434 3 _ 0 I3T99:i.03 Td 1 0 3 23.165 ' 3__. 0 T3 - 101:7813 0 3 26.56 3 0 _3 , '= 101:68 3� 0 3 26.56 _3 0` . 3 101.6855 1 0 3 _ __ 24.975 3 3 - 99.845 - 31 5.226 3 3 . - 96.342 3 27.177 3� 98.974 3 30.729 0 3 99.206 3 3 30.729 3 3 - 99.206 3 3 29.792 _ 3 0 •0' 3 0 3 0 3 2 • ;•0 3 0 O 3 0 3. 0..:;.:: 0 3 0 .•0.:. 3 3 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 4 Company Designer Job Number 114 115 116 117 119 120 Member 121 M13 122 123 124 125 KPFF JRS 107026.20 Envelope Member Section Forces (Continued) Sec 131 M14 I 1 imax 137 4 max, A381 '101 139 5 i max '140-14. HO: 141 M15 1 max 23.011 3 19.03 3 22.598 18.474 3 14.383 3 12.584 17.19 15.97 3 12.862 3 3 59.888 44.347 56.48 64.646 3 70.752 78.207 3 93.667 116.267 135 I 3 max 5 I max 159 5 max 165 3 i max 24.81 13 11.063 17.768 3 37.609 3 37.609 3 78.207 3 101.518 3 110.002 in i max Axialfkl 0 0 0. 2 max 0 In : 0 max Ic 0 mow 1 3 I 169 5 i max 0 3 14.172 170 I.rmn , . 0, 3 - 27.756 Manipulator Foundation Beam v Shearfkl Ic - 14.393 3 18.887 3;254 I 15.099 22i 11 3 13.301 3 .91 3 3 3 24.796 12.30 22.998 3:. -'- 14.104 3 3 19.099 3 z Shearfkl 0 .. 0 0 0 v -v Momen... Ic z -z Momen... Ic 3 -97.633 3 30.262 3 .417 3 3 32.081 3 =9 7,26". " ; 3 35.249 3 7,649 ', 3 0 3 35.249 3 0 0 Sept 14, 2007 3:42 PM Checked By: 0 0 0 3 .. , 0 0 0 4' 3 3 0 0 0 3 3 3 0 3 1 97.649 3 0 32.568 1 123.881 -113.982 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 5 3 3 33.234 3 -6.132 3 3 3 3 Company Designer Job Number 171 72 173 203 215 21 217 18 219 Member M18 M22 JRS KPFF 107026.20 Envelope Member Section Forces (Continued) Sec M19 - 21.686 3 ',JO 13.769 3 0 b urin 0 3= 23.484 3' 1 I max 0 3 24.52 3 0 min','0 .3 12:743 , 3..,; ,0 max 0 3 22.722 3 0 train 4 . 0 ;.3 ; ;"14.541 3g- k 0< .a~ 18.903 3 max max max , 177161 SRO 4r�ifn �, max max max 21.71 max 2 max 0 max Axial k I 0 w0° 3 Manipulator Foundation Beam Shear[k] 24.839 14.187' 23.041 27.685 Ic 3 3 z Shear[k] Ic Torr uefk -ftl Ic - Momen... Ic z -z Momen... Ic 0 3 0 3 0 1 3 123.881 3 0. 3 ; 0 ,:3 0 3 . - - 113.982 . - 3 0 3 0 0 3 0 0 0' 0 0'. 3 3 3 0 3 3 Sept 14 2007 3:42 Psi Checked By: 0 3 126.167 129.801 3 3 - 107.65 3 3 134.783 3 3 , X108:325 3 3 141.115 3 105.734 3 141.115 3 105.734 3 140.568 3 141.37 ► 6,40 1 143.521 147.021 3 41.527 20.089 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d1 Page 6 3 3 3 Solution: Envelope Member y Shear Forces (k) KPFF JRS 107026.20 39.3 31,9 -.. ...., ..„, 26.5 „ , , o.. 2 22 21.7 22.1 23 23.7 24.2 24.5 24.8 24.8 24.4 23.3 21.5 24.8 24.5 , .. -.. ^•, `.`■ M2 M3 M4 M5 M6 M7 942 /+13 /14 /+15 1+16 117 M8 8 • -•-• ".- -- M9 M10 M11 M12 M13 M14 M15 M16 M17 M16 M19 M20 M21 M22 9 +110 01 /+112 1+113 1 +-115 +116 +117 418 09 420 1+121 '-)+122 ' - ..„., „.... -25.3 9 -237 -238 -26.5 -26.7 -26.3 -25.8 -25.2 -24.7 -24.3 -23... -24.3 -25.6- -27.8 -23.5 -23.9 -23.7 Manipulator Foundation Beam 34.7 -21.1 Sept 14, 2007 at 3:51 PM Manipulator Beam.r3d 23 -12.5 Solution: Envelope Member z Bending Moments (k-ft) KPFF JRS 107026.20 1239. 141.1 - - ----- -. • __, 101.5 78,2- - - 88.4 1 \ 4 M1 1 N12 - A% M4 - M - IA _ 6 47-- ZI 1_ 8... .1m8.96..72:1:190.__21061.6c, 3 m 0 1 .1 7 2..; 3 m 5 1 . 2 3. _ 3 m 7 1 ... 0 4 - - M15 M16 ' M17 M18 M19 M20 M21 M2is -57.8 ' A.4■4,1 1■12 1■13 , 1.4 NI5 T6 's17 1■18 9 /■110 /01 /s112 ' N414 15 4116 107 1418 'sl19 ■120 s121 . 2 ' • . 1 --- 43Q.9 ' ..f.,._, ...,...,._.. „,, ,,-...,,,.......---i-s-,-, --N.-, -i------:--,---- -87: - ----/- ------.' '' ..,..\,, 1209 . 140.8 " n - -113.8 -108.8 -105.4 -103.2 -101.8 -99 1.416.31°57 -138 ,, 9 . - -15i.5156 -151.1 -140.8 Foundation Beam Sept 14, 2007 at 3:51 PM Manipulator Beam.r3d Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 project location client by date sheet no. job no. (e)/!-r9__c Company Designer Job Number KPFF JRS 107026.20 Envelope Joint Reactions Joint X [k] N1 max l 0 Manipulator Foundation Beam a 7 n2AN /4U(�1470h Sept 14, 2007 3:46 PM Checked By: 4 ) 4 30 40() RISA -3D Version 6.0 [L: \107- \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 1 Company Designer Job Number Envelope Joint Displacements Joint KPFF JRS 107026.20 X [inj Ic 0 Manipulator Foundation Beam Sept 14, 2007 3:46 PM Checked By: N11 max N12 max N13 ;max N14 max -.028 '1011710 -.028 1.783e -4 14 N10 max N15 imax N22 max -.034 -.033 4 -.036 4 1.751e-4 4 1.754e -4 4 1.762e -4 N18 1.769e -4 1.946e -4 2.041e-4 15 N8 max 17 N9 max 19 9 10 11 12 N2 N3 max mit 7 N4 max aB max N6 m m max min max 0 0 14 4 -.017 4 .067. • .062" -.023 -.027 74 -.036 4 4 -.031 4 0 0 0 0 0 .081 - < 4 4 4 4 0 0 0 0 4 0 max -.034 4 0 4 0 4 4 4.; 4 4 0 0 0 4 0 4 0 - 5.238e -4 4 1.299e -4 4 e 4 1 1.092e -4 - 4.517e -4 8.567e -5 4 I - 3.8886 -4 4 4 6.738e -5 4 4 1- 3.311 e-4 4 4 6.818e -5 4 4 yr 287e -4 ,.';4 1.063e -4 1 N1 max Y (in] 4 -.008 Ic Z [in] Ic X Rotation ... Ic Y Rotation ... Ic Z Rotation[... Ic 0 1 4 0 4 0 4 1.376e -4 4 4 4 4 1 4 RISA -3D Version 6.0 [L: \107- \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 2 Company Designer Job Number Envelope Member Section Forces Member Sec Axial[k] is y Shearfkj Ic z Shear[k] Ic M1 1 1 max 0 58.585 j 4 0 4 2. 3 4 5 9 11 2 M2 KPFF JRS 107026.20 4 max max max max 13 2 max 0 0 0 4 Manipulator Foundation Beam -3,9 56.787 50.444 .738 44.273 - 18.454 42.475 20.252 49.264 13.367 47.466 4 4 4 4 4 -4 0 0 0 4 4 4 0; 0 0 0 0 14 0 0 Sept 14, 2007 3:46 PM Checked By: Torque[k -ftj Ic y -y Momen... Ic z -z Momen... Ic max 'NW s max 41.86 40.062 4 0 4 4 0 4 24.463 4;, 0 , 4 , 178.301 4 0 4 27.413 45 46 47 48 49 50.4 ;; .. 51 52 `' 53 28.762 4 0 3 5. 3t: 4 of , 23.883 4 0 - 40.137 . .4.:;? 0 22.085 4 0 935 j;4 ',0 4 ' 35.233 4 0 4 4..28,811 4 4 4 4 0 4 28.572 34.361 4 0 ; 4 27.049 35.662 30.386 23.465 35.559 4 33.761 29.772 19.491 4 18.762 18.762 4 31.712 4 4 31.712 4,W 1 °'73 4 29.204 28.045 4 24.997 14 12.095 6.777 X85 "4`` 4 0 4 11.919 4 0 4 0 4 0 4 4 4 - 43.265 4 3.629 8.607 8.364 4 4 4 14.934 4 4 - 105.683 4 4 22.609 4 4 " = 138.214 ° "4 22.609 138,21 22.862 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d1 Page 3 4 4 Company Designer Job Number 57 58 6 61 62 63 65 67 105 107 :108 109 111 1'1'2 113 M7 KPFF JRS 107026.20 Envelope Member Section Forces (Continued) Member Sec Axial k Ic Shear k Ic z Shea k Ic Tor•ueik -tJ Ic Momen... Ic z -z Momen... Ic 4 - 0 4 23.808 4 0 4 0 4 0 4 16.158 4 -40 `326 30.475 23.914 37.743 31.085 4 37.115 4 35.317 32.366 34.358 37.972 37.972 36.368 4 1 36.243 4 max 2 max max 101 M11 1 max 97 4 max 0 4 26.304 max 0 4 24.506 4 4 4 4 max max 0 max 0 - '' 4 Manipulator Foundation Beam 22.01 2.124 4 35.685 8442 33.887 - 30.219 29.067 35.012 24.334 39.-83:1 31.61 26.817 4 0 0 0 0 4 4 0 0 4 0 4 '. 0 4 0 0 4 Sept 14, 2007 3:46 PM Checked By: 20.569 4 02. 20.569 4 - 221.102 4 4 19.933 4 214.209. 4 20.852 05.399 4 23.438 4 208.762 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 4 4 4 4 4 4 39.882 4 78.763 4.:' 4 45.058 4 181.`536 4 42.626 4 Company Designer Job Number KPFF JRS 107026.20 Envelope Member Section Forces (Continued) Member Sec Axial kl Ic y Shearfkl Ic z Shear[kl .105 1 14 115 116 117 119 120 121 12 , 123 124 125 M13 4 39.486 26.06 4 39.59 37.791 27.763 62.689 120.436 131.741 4 27.639 25.841 37.688 32.756 25.965 39.288 37.489 38.389 4 26.715 4 I 0 . 4 68.647 4 I 0 14 94.614 4 94.614 4 t 27.122 4 32.295 36.591 28.513 4 25.323 4 :1_: ,.a 0 188.401 54.168 62.689 101.873 110.48 131.741 139.733 149.075 159.765 171.804 171.804 198.723 4 210.394 4 max li max in 0 max max 0 0 4 in•.,, .0.. :' =.4 Manipulator Foundation Beam 32.469 39.168 - 24.875 37.37 - 26.'674 4 0 4 0 4 4 0 `' Torouefk -ft 4 4 0 0 0 0 0 4I 0 0 Sept 14, 2007 3:46 PM Checked By: - v Momen... Ic z - z Momen... Ic 46.959 1 86.573 4 46.959 4 186,573 4 46.493 4 182.898 4 48.529 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 5 4 4 Company Designer Job Number Envelope Member Section Forces (Continued) M19 4 I max 0 0= max 0 min 0 max 0 min : = 0 7 max 0 4 25:096 4 32.926 4 30.871 w 4 27.795 4 0 35.972 4 0 25.996 4 0 ; , 4 0 <; 39.271 4 0 = 24.514 4: 37.472 4 0 4 .0 4 0 4 . i. 0 ' 4 0 4 1 0 4 i 0 " 4 . 0 4 0 4 0 37.772 26.04 32.55 Mat. 25.483 0 0 0 0 4 x 0 4 0 227.39 43.542 41.743 32.353 30.555 56.834 242.859 231.225 227.39 206.336 168.274 151.266 111.427 191 M20 215 3 max 0 4 51.83 4 48.624 240.899 171 172 173 174 176 177 178 179 180 181 82 217 2.18 219 22 Member M18 KPFF JRS 107026.20 Sec 1 max 2 Axial k Ic Shear k Ic z Shear k Ic To ue k -ft Ic 4 Manipulator Foundation Beam 0 0 0 Sept 14, 2007 3:46 PM Checked By: y Momen... Ic z -z Momen... lc 0 4 210.394 4 0 4 -. - 196.766 0 4 215.844 »189:512, 222.644 183:808 230.792 - 185:345 240.289 182.251 240.289 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 6 4 4 4 4 4 4 4 4 4 4 Solution: Envelope Member y Shear Forces (k) KPFF JRS L 107026.20 41.9 ,-, c •-.. .0 35.6 35.2 35.7 M2 M3 M4 M5 M6 . M7 2 /sI4 /%15 ■16 '%17 -36.3 -40.3 -41.9 36.4 • 37.1 37.7 38.3 38.8 39.2 39.5 M8 M9 M10 M11 M12 M13 . M14 8 419 10 1411 I12 113 Manipulator Foundation Beam 39.6 M15 15 ...... . ._ , ...._ 1.6 -40.9 -40.2 -39.6 -39.1 -38.6 -38.2 -38 39.3 38.4 39.8 39.3 39.6 M16 M17 M18 M19 M20 M21 16 /s.117 418 19 s120 , 121 • 56.8 M22 22 -37.9 -38 -39.5 -37 -38.5 -38.1 -33.6 2 -18.9 Sept 14, 2007 at 3:50 PM Manipulator Beam.r3d Solution: Envelope Member z Bending Moments (k-ft) KPFF JRS 107026.20 94,6.- .?.- - 22.6 31.7 29.8 18 0 2_0 6 27.7 33.5 38 41.6 45.1 47 ..,.. t.41--- M2 - ' 1v13 - ' ---.. M5 ... MB--. M - 7 - - - - M111 -- - MT - IWO M11 7 M - 1 - 2 - M13 M14 9 1 112 %13 14 /45 /16 V /48 9 1■11 0 /111 12 s113 414 . s . . . • 4-36 -24 _235.5 -222.6 ' 21 .7 -203.6 -198.1 -194.6 -192.8 -192.2 -192.2 -191.6 -187.7 Manipulator Foundation Beam 240 2tA.4 _igem 182. 9 3 • M15 M16 M17 M18 M19 M20 M21 15 1■116 1 ■118 /■119 , 120 1121 -99.4 151.3 . M22 2 -37.5 Sept 14, 2007 at 3:50 PM Manipulator Beam.r3d Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 Project location client ()(,/ mA-f, by date sheet no. job no. Company Designer Job Number KPFF JRS 107026.20 Envelope Joint Reactions Joint N1 Manipulator Foundation Beam Ulz? &I-II/Abe/Po pL d (L N4 max 0 5 20.658 5 0 gr ain x , , ":0 5. 6.606.`' 5 0 max 0 5 1 22.63 5 0 mr ,,. :0 g x ..7.506 -M° 5 0 11 max 0 5 23.891 5 0 5 0 5 , ..0 5 0 5 0 5 0 N22 24.528 24.761 24.779 5 24.708 5 24.635 15 24.595 24.53 5 24.46 24.614 5 24.428 27.471 5 37.466 49.451 5 ; 31.379 24.565 5 10" "` 0 17 N9 max Totals: 24.579 5 1 24.404 5 332.929 Y jig 97.767 5 0 :504`'! : 0, 17.676 5 0 0 5 0 ` 5 Ic Sept 14, 2007 3:55 PM Checked By: Z k Ic 1 MX k -ft Ic MY k -ft Ic MZ r5/ c 3-00>c 3 r 9 (.1) 45t 4s3y3.00 '6,ro1F« r s. RISA - Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 1 Company Designer Job Number Envelope Joint Displacements Joint N1 KPFF JRS 107026.20 Manipulator Foundation Beam X in lc Y Ic Z [inij 0 Sept 14, 2007 3:55 PM Checked By: 9 N5 max 10 to 11 N6 max 12 13 N7 max max 0 min = T' -0 max mt11 '.' max mina" max -.036 -.044 -.039 -.033 -.033 -.048 -.046 5 -.041 Kr 0 0 5 0 5 0 5 2.311e-4 ,4314364 2.638e -4 5 2.81e-4 2.868e -4 5 2.864e -4 2.831e-4 2.798e -4 2.787e -4 2.877e -4 2.96e -4 3.253e -4 3.61e-4 3.795e -4 5 3.841e-4 45 N23 -.046 -.042 2.813e -4 3.102e -4 1.358e -4 1.289e -4 5 -.029 5 5 0 0 5 0 0 5 0 s 1 5 0 5 0 5 2.206e -4 5 - 6.768e -4 1.74e -4 5 -.009 5 Ic X Rotation ... Ic Y Rotation ... Ic Z Rotation [... Ic 5 0 5 0 5 2.763e -4 5 le 4' 2.608e -4 5 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 2 Company Designer Job Number KPFF JRS 107026.20 Envelope Member Section Forces Manipulator Foundation Beam Sept14 2007 3:55 PIVi Checked By: Member Sec Axial k Ic Shear k Ic z Shear[k] Ic Torque[k -ft Ic - Momen... Ic z -z Momen... Ic M1 1 max 0 5 90.447 5 i 0 5 0 5 0 5 "Cr on : t,, 5 - 9:593 - , 0' S' £ 0' , ., ,: 5 5 2 max 0 5 88.109 5 0 5 0 5 0 5 8.. 5 931.. •,,.. 0 .. ,. • r�;e.'�,. s '1) . ,,g '`. 66.959. t5 max ET max 74.316 64.987 5 55.988 53.651 65.59 5 63.252 54.67 46.389 44.051 59.051 56.713 48.811 38.816 56.291 39.227 5 36.89 55.891 53.554 46.313 41.154 5 5 48.216 5 29.475 5 5 ' - 163.512 I': 5' 5 42.807 5 ; 5 42.807 5 44.635 53.551 5 60.639 57.463 5 56.041 5 56.373 58.457 58.457 42.179 40.259 40.259 5 29.843 21.18 5 22.158 441 28.52 28.045 ©1170 0G721 ©M ©12113 111111171 0 ©11711 ©M 0 IZI 53.953 46.494 5 60.639 5 51.278 45.852 29.924 78.5 5 0 5 0 5 0 5 17.897 28.52 RISA - 3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d1 Page 3 Company Designer Job Number Envelope Member Section Forces (Continued) Member Sec Axial k Ic Shear[k] Ic 57 4 max 0 5 39.229 67 68 69 M 11 0 `. 5 346.739 5 39.065 5 .335.561 5 40.28 5 321.722' , 43.757 327763 49.525 X 1969 49.525 6: = 48.013 5 max max ax ax min' 4 q „ b. ax 41.154 5 61.495.5 1;:0A 38.816 5 0 3;833 5 u 0 58.776 5 0 4336 56.438 5 0 40.659 61 929Sf 60.441 - 42.066:b 58.104 - 44.404 50.849 551594: . 43.719 85.8.849.,; 41.381 5 5 5 51.825 `.1.3 57.085 3i6:003, 57.085 5 - 31603° 5 55.031 06534' ;297 49.231 111 M12 1 max 0 5 61.109 5 65.077 67.509 67.509 5 5 65.205 67.781 .793 r5' 59 60 61 M7 KPFF JRS 107026.20 0 Manipulator Foundation Beam .38 36.891 6 5. 723 ' 56.628 5 113 2 max 0 5 58.771 5 z Shea 0 0 0 Ic Tor • uejk -ft Ic y-y Momen.. 0 5 0 0 Sept 14 2007 3:55 Psi Checked By: Ic z -z Momen... Ic 5 33.932 5 5;628 5 39.935 346.739; 5 39.935 j 68.84.6 1 5 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 4 Company Designer Job Number Envelope Member Section Forces (Continued) mmn max thin min max 42.536 62.152 59.814 42.828 62.273 59.935 5 52.418 44.969 42.632 61.759 59.421 51.65 43.912 5 41.574 57.962 49.82 46.117 43.779 99.591 99.591 5 5 109.692 5 121.545 135.152 150.512 150.512 162.726 274.057 5 274.057 286.895 317.832 131 M14 141 M15 52.443 45.166 176.693 192.414 209.888 209.888 223.3 238.466 255.385 0 114 116 117 1 119 120' 1 121 22 123 124 125 - 43.722 51.5 50:927 44.35 81 98 42.013 =60 536 M13 1 61.701 -40 76 5 5 59.363 15 -4 3 3'I 06..] 5 `' 52.062 5 0 5 0 5 15 I 'S 0 0 0 5 5 0 5 74.757 -- 298.895 74.534 92.491 77.911 5 5 115 143 KPFF JRS 107026.20 Manipulator Foundation Beam Sept 14, 2007 3:55 PM Checked By: Member Sec Axial k Ic Shear k Ic z Shear k Ic Tor • ue k -ft Ic - Momen... Ic z -z Momen... Ic {293.126 5 67.176 5 282 548 ' 5 69.473 , 5 292:933' ' 74.757 5 298.895'_'5 5 5 5 301.487 5 335.931 5 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d] Page 5 5 5 Company Designer Job Number JRS 107026.20 Envelope Member Section Forces (Continued) 171 72 175 Member Sec M18 Axial k I 44.956 42.618 59:41 61.694 - 4{3;361: 59.356 =42:6 5 5 1 5 0 0 0 .965 24i 4 94 s. 389.003 ;41.4A8 378.795 °21212t; 43.536 394.076 400.965 363.639 178.847 75.981 5 356.424 5 " 93'899 5 369.3 5 -296.518 217 _ 4 max 0 5 78.319 5 0 5 0 5 0 5 57.862 max max Manipulator Foundation Beam Shearik Ic z Shear k 62.587 5 0 9.691. 5ii 60.249 52.626 <°-X9 ..449 5 ' 5 0 Ic Tor . ue k -ft 5 Ic v_y Momen... Ic z -z Momen... Ic 5 0 5 335.931 5 :t} 6 - 315 : 524::' 5 5 5 0 5 0 0 Sept 14, 2007 3:55 PM Checked By: 5 345.3 03269 383.93 - 292.133 383.93 RISA -3D Version 6.0 [L: \107- \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Beam.r3d) Page 6 5 5 `; 5 5 5 5 Solution: Envelope Member y Shear Forces (k) KPFF JRS 107026.20 76.7 65.6 c „ , 56.3 55.9 56.6 57.7 M2 M3 . M4 M5 M6 M7 I M8 M9 ' M10 M11 . M12 M13 , M14 2 1J3 44 1■15 N17 8 '■19 1%410 T 11 1■I12 s113 ‘114 --- -63.2 -65. 58.8 59.7 60.4 61.1 61.7 62.2 62.3 61.8 .... , '-" - • `-- _ -64.9 -63.8 -62.8 -61.9 -61.2 -60.5 -60 Manipulator Foundation Beam M15 15 60.3 62.6 61.7 62.2 68.5 -59.6 -59.6 -60.4 -62.2 -59 • M16 M17 M18 M19 M20 M21 16 ■117 T 18 N119 20 ‘121 -60.6 -60 89.8 M22 22 • Sept 14, 2007 at 3:55 PM Manipulator Beam.r3d 23 -29,1 -52.8 KPFF JRS 107026.20 Solution: Envelope Member z Bending Moments (k-ft) 42.8 60.6 58.5 40.3 3g.g 49.5 57.1 62.9 67.5 72.3 74..8 - M3 M4 ---M5--- M7 • M8 - M9 - • M10 M11 Ki112 — M13 • M14 M15 M16 M17 M18 M19 M20 M21 M22' 12 /■I3 sI4 .145 , 16 1 449 T 11 ' N113 1114 1115 4/416 1\117 1\118 t■119 /sI20 ' 22- 2 -60.1 • . . . . . , -21.„ ' • -j-.... ,.----,,,,...---,-,.....-...---- .... ...-^,-...- -..-,...,-, -,...--,'-' ,' '•-• -..,..-..., . - . .,..-.., -37 1 _ 367.9 _3 -333.4 -322 -314.5 -309.9 -307.7 -307.2;307.6 -306.7 -300.5 _314133.2292.1 -241. 3?0 Manipulator Foundation Beam 383. 331, - 274-1- 242 209.9 ;" • 150.5-' 363.6 -159.2 Sept 14, 2007 at 3:55 PM Manipulator Beam.r3d Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 Pro ject / /A /, /G /rC "//,1434. )ei location jo : �,16 client by \)/1-51 date 7/$47 sheet no. /0 707 job no. /Y /,& GA 7O ? / o v /9 /a tic, y l r7o tom, fie /x/rai? A/6 `5 s - 0 5e CoA,77" d 36_3_ //z_/z �z A - so /Ave ej 7 z dr - Z-/z - 5 3 • Z 0(2 ///t s ! A5 L 3G`) 7 /7 �l ors Se 7� ' 2f 'Tv 3/ ter e 2 ` f6'T S • ktetiteoite Old 14/2 C LC uL11 7'rc» 7i5/ l � 11/6/2007 Concrete Reinforcing Design Calculation ACI 318 -05 Section: Jorgensen Forge Maniuplator Foundation Longitudinal Beam Bottom Reinforcing Materials: fc = 4 ksi [3 = 0.85 fy = 60 ksi c = 2.453 in ES = 0.0328 Tension - Controlled Loads: Vu = 90.40 kips Mu = 390.00 kip - ft Geometry: b = 26.00 in 4) for moment = 0.90 b = 26.00 in 4 for shear = 0.75 d = 29.25 in / / y a = 2.085 in Z t+ p647# s As = As (min) = 2.535 in 4'Vc = 72.1 kips Vs = 24.3 kips Avis = 0.0139 in Stirrup Size = Number of Stirrup Legs = 2 Stirrup Spacing, s = 14.63 in Maximum Spacing = d/2 = 14.63 in Mu As - 4 *fy *(d -a/2) (1)Vc =_ 4 *2 *(fc)' /2 *b w *d As *fy a 0.85*fc*b 13 = 0.85 for fc of 4 ksi or less 13 is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi (3 minimum is 0.65 As pito o /44,- 6, ' A e 3 Co /,'z Vs = (Vu - 4)Vc) /(1) 0 3•(fc) 200 As(min) = MAX: `b or --- -`b f f Av Vs s fy`d Concrete Reinforcing.xls Section: Jorgensen Forge Maniuplator Foundation Longitudinal Beam Bottom Reinforcing Materials: Loads: Geometry: Concrete Reinforcing Design Calculation ACI 318 -05 fc = 4 ksi R = 0.85 fy = 60 ksi c = 2.229 in CS = 0.0401 Tension - Controlled Vu = 90.40 kips Mu = 390.00 kip - ft b = 26.00 in b = 26.00 in d = 32.00 in a = 1.894 in As = As (min) = 2.773 in 4Vc = 78.9 kips Vs = 15.3 kips Avis = 0.0080 in Stirrup Size = #4 Number of Stirrup Legs = 2 Stirrup Spacing, s = 16.00 in Maximum Spacing = d12 = 16.00 in Mu As - 0 *fy *(d -a/2) 4,Vc = 0 *2 *(fc) *d As *fy a= 0.85 *fc *b 4) for moment = 4) for shear = Vs = (Vu - $Vc) /4 1 = 0.85 for fc of 4 ksi or less p is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi p minimum is 0.65 0.90 0.75 3 *(f c) " 200 As(min) = MAX: *b *d or — *b *d f f Av Vs s fy *d 9/18/2007 Concrete Reinforcing.xls 9/21/2007 Section: Moment: M = 250.90 kip -ft Geometry: Concrete Allowable Stress Design ACI 318 -05 Jorgensen Forgee Manipulator Foundation Longitudinal Beam Bottom Reinforcing b = 26.00 in t = 36.00 in As = 3.000 in Bar Diameter = 0.875 in d = 32.00 in Concrete: fc = 4,000 psi Modulus of Elasticity: Ec = 3,644 ksi Es = 29,000 ksi Ec = 33 *145 *(fc) k = ( * p * n + (p *n) - p *n fc = 2 *C /(k *d *b) p = 0.0036 k = 0.213 T = C = 101.26 kips fs = 33,754 psi fc = 1,145 psi kd = 6.80 in Icr = 17,886 in Iconc = 101,088 in Max Reinforcing Spacing = 8.87 in p = As /(b *d) j =1 -k/3 s = Min of 600,000 /fs -2.5Cc or 480,000 /fs Page 1 of 2 n = Es /Ec n = 8.0 j = 0.929 T = C = M /(j *d) Icr = (b *kd /3 + As *n *(d -kd) c,= 3.56 in fs = T /As Iconc = (b *t Concrete ASD.xls Estimated Crack Width: Concrete Allowable Stress Design ACI 318 -05 Crack Width, w = 0.076 *R *fs *(dc *A) (Gergely -Lutz Equation) h1 =d - kd= 25.20 in h2 =t -kd= 29.20 in R. = h2 /h1 = 1.16 fs = 33.75 ksi dc = 4.06 in (Concrete Cover to Nearest Bar + 1/2 Bar Diameter) Number of Bars = 5 A = 41.60 in w = 0.016 in 9/21/2007 Page 2 of 2 Concrete ASD.xls • Concrete Reinforcing Design Calculation Section: Jorgensen Forge Maniuplator Foundation Longitudinal Beam Top Reinforcing Materials: Loads: Geometry: fc = 4 ksi R = 0.85 fy = 60 ksi c = 1.071 in cS = 0.0818 Tension - Controlled Vu = 90.40 kips Mu = 401.00 kip-ft b = 58.00 in b = 26.00 in d = 30.25 in a = 0.910 in $Vc = 74.6 kips Vs = 21.0 kips Av /s = 0.0116 in Stirrup Size = #4 Number of Stirrup Legs = 2 Stirrup Spacing, s = 15.13 in Maximum Spacing = d/2 = 15.13 in Mu As - 4*fy*(d-a/2) •Vc = *2 *(Pc) *d ACI 318 -05 4) for moment = $ for shear = smilee,e7 Lc/ Se e a et /4-7Af-- 5- j�1,C, v i/ 4� 4 3, ov iA Z.. As *fy a 0.85 *fc *b 11= 0.85 for fc of 4 ksi or less R is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi R minimum is 0.65 Vs = (Vu - 4Vc) /4> 0.90 0.75 3 *(f c)' 200 As(min) = MAX: *b *d or — *b *d f f Av Vs s fy*d 11/6/2007 Concrete Reinforcing.xls Concrete Reinforcing Design Calculation ACI 318 -05 Section: Jorgensen Forge Maniuplator Foundation Longitudinal Beam Top Reinforcing Materials: fc = 4 ksi fy = 60 ksi Loads: Vu = 90.40 kips Mu = 401.00 kip - ft Geometry: b = 58.00 in b = 26.00 in d = 33.00 in a = 0.832 in As = 2.735 in As (min) = 2.860 in As (413) = 3.646 in2 If As is Tess tha min ti - the smaller of As(min) or As(4 /3) may be used to provide the required area of reinforcing. 4Vc = 81.4 kips Vs = 12.0 kips Avis = 0.0061 in Stirrup Size = #4 Number of Stirrup Legs = 2 Stirrup Spacing, s = 16.50 in Maximum Spacing = d/2 = 16.50 in Mu As = • *y *(d -a /2) (I)Vc :_ 4 *2 *(fc) *b *d 4 for moment = 4) for shear = As*fy a 0.85 *fc *b Vs = (Vu - (f)Vc) /(1) = 0.85 for fc of 4 ksi or Tess 13 is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi 13 minimum is 0.65 = 0.85 c = 0.979 in ES = 0.0981 Tension - Controlled 0.90 0.75 3 *(fc)' 200 As(min) = MAX: 'b or — *b„, *d f f Av Vs s y'd 9/18/2007 Concrete Reinforcing.xls 9/21/2007 Section: Concrete Allowable Stress Design ACI 318 -05 Jorgensen Forgee Manipulator Foundation Longitudinal Beam Top Reinforcing Moment: M = 250.80 kip -ft Geometry: b = 58.00 in t = 36.00 in As = 3.000 in Bar Diameter = 0.875 in d = 33.00 in Concrete: Fc = 4,000 psi Modulus of Elasticity: Ec = 3,644 ksi Es = 29,000 ksi Ec = 33 *145 7c)' /2 k = ( * p * n + (p *n)2)1/2 - p *n fc = 2 *C /(k *d *b) p = 0.0016 k = 0.146 T = C = 95.86 kips fs = 31,955 psi fc = 686 psi kd = 4.82 in Icr = 21,124 in Iconc = 225,504 in Max Reinforcing Spacing = 12.37 in p = As /(b *d) j = 1 - k/3 s = Min of 600,000 /fs -2.5Cc or 480,000 /fs Page 1 of 2 n = Es/Ec n= 8.0 j= 0.951 T = C = M /(j *d) Icr = (b *kd /3 + As *n *(d -kd) c = 2.56 in fs = T /As Iconc = (b *t Concrete ASD.xls Estimated Crack Width: Concrete Allowable Stress Design ACI 318 -05 Crack Width, w = 0.076 *R *fs *(dc *A) (Gergely -Lutz Equation) h1 =d - kd= 28.18 in h2 =t -kd= 31.18 in R = h2 /h1 = 1.11 fs = 31.95 ksi dc = 3.06 in (Concrete Cover to Nearest Bar + 1/2 Bar Diameter) Number of Bars = 5 A = 69.60 in w = 0.016 in 9/21/2007 Page 2 of 2 Concrete ASD.xls Solution: Envelope Member y Shear Forces (k) KPFF JRS 107026.20 29.4 53.1 60.3 60.9 59.8 59 1'42 1■13 q(J4 615 ■•6 /17 59 59.4 60 60.6 61.2 61.7 62.1 62.4 62.4 61.7 60.2 62.5 61.6 62.1 68 448 -68.4 -62.1 -61.6 - 62.4 -62.9 -62.8 -62.3 -61.6 -81 419 %110 %111 Z(412 S(•13 C�J14 Manipulator Foundation Beam 15 4416 ■117 N118 f■19 ■20 C(J21 -60.4 -60 -59.6 -59.4 -59.5 -60.4 -62.3 -59.5 -60.7 -60.1 ()(_7141/4-tz ifces it/ 5'7/FCF/2 Spn/x/C--2 /E(1,0 z"e / ri (d OF-,7" ex/. e 22 -52.9 23 -29.2 Sept 21, 2007 at 12:46 PM Manipulator Beam.r3d Solution: Envelope Member z Bending Moments (k -ft) KPFF JRS 107026.20 368 385.8 353 240.9 2 ■13 �15 �+16 c17 r 1 1 11 -1586: - 239 '287431 281.9 233.7 190.6 146 1 • 104.9 75.4 75.6 98 1+19 +110 11 /+112 13 /414 Manipulator Foundation Beam 21.9 -317.6 -312.4 -308.5 -308.4 -306.2 -307.4 - 308.6308.1 -302.1 -31848 5 293.2 Manipulator Beam.r3d Sept 21, 2007 at 12:46 PM nyri Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 project location client ott if 5 et:5/6k_, by date sheet no. job no. Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 Protect ���y�//rl� "� ) )ATOM_ p0,14.0117/04,' by location v/t624✓ 51( ' / Z �? date V 7 client 1///14.//u1 76 )-2 v v/..//-)A7/c. 4_/ 4,1 ,,-7'17 7h >v e7t e C7ivx-/ "r/Z`( L)/07/-i /80S x 4 g C )C 4, e '` lv S Z 3Z /,c, 9 lam° 51� � /z :5C)". 11 IZ x U CA5 > / 7 f `fiie 6 Z7 x 4g ,c ?o Y /0:›6 sheet no. 1 M1 N1 N2 Wood Code NDS 91/97: ASD Slab Beam None Conc4 Default z IA2 .:N2, .... .N3 .. .., . ` ,.Slab B am None - Conc4; Default Default Default- M3 4.. _ N3 4 N4 :.',. Slab ';Slab ..:.': - Beam -"Beam 44 None : None: Conc4 ' Conc4 4 M5 N5 N6 Slab Beam None Conc4 Default N6 N7 r' Slab . ' Beam. None " ... Conc4. Default'' Hot Rolled Steel Code AISC: ASD 9th Cold Formed,Steel Code AISI 99 ASD Wood Code NDS 91/97: ASD ood'Temperature <,100� Concrete Code ACI 2002 Company Designer Job Number Global KPFF JRS 107026.20 Max Sections for Member Ca[cs Include Shear Deformation Inetude Warping,.. K , Area Load Mesh (in ^2) P -Delta Analysis Tolerance Vertical °Axis . , 97; Yes Yes 144 Merge Tolerance ={in) " 1 0.50% Y Display Sections for Member Calcs 5 !rrme BetaE (PCA} a : <: . p Concrete Stress Block Use`Cracked Secttoris . Bad Framin. Warnin. s Number of Shear Re • ions Reition Spacing Inc ' t'rie (iri Biaxial Column Method Unused Force ,Werr n General Material Properties General Section Sets Shape Joint Coordinates and Temperatures Member Primary Data Label I Joint J Joint Type Beam PCA Load Contour Yes Manipulator Transverse Material Conc4 RIGID A [in2J 888 6 K Join lyy [in4] 170400 8`., Sept 20, 2007 2:43 PM Checked By: Therm \1L5( F)�Densi k/ft ^3J . 6 .16 fit?,. ,.ti. - ps Izz [in4] 25300 J [in4] 101300 1 e6 . RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Slab.r3d] Page 1 1 M1 1.42. Y Y 933 ;933 �� `' m U 933 Y .933 aids L LUUdtIUIl n io 0 CIIU LUL.dOUr11LL, /of___ 0 0 3 M3 M4.. Y -.933 -.933 0 0 5 M5 Y -.933 -.933 0 0 - ,933 , . , •.933 ". Company Designer Job Number Joint Boundary Conditions Joint Label X jk/inJ I Reaction 1 N1 3 N3 N4 5 N5 N7 CS1 CS116 CS,116 ,";:, CS116 CS110 CS51.8 Reaction 1 Basic Load Cases BLC Descri.tion KPFF JRS 107026.20 Manipulator Transverse Y [Win] Z [k/in] CS51.8 Reaction Cate •o X Gravi Y Gravi Z Gravi Joint Point Distributed Area Me... Surface (... Member Distributed Loads (BLC 1 : Superimposed DL) Joint Loads and Enforced Displacements (BLC 2 : Manipulator) Load Combinations Joint Label L,D,M Direction X Rot.[k- ft/rad] Y Rot.[k- ft/rad] Z Rot.[k - ft/rad Reaction Sept 20, 2007 2:43 PM Checked By: Footing • Ma • nitude k k -ft in rad k *s ^2 /ft RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Slab.r3d] Page 2 DL + Superimposed .. DL + Mani•ulator Yes Yes 1 2 Company Designer Job Number Joint Boundary Conditions Joint Label X jk/inJ I Reaction 1 N1 3 N3 N4 5 N5 N7 CS1 CS116 CS,116 ,";:, CS116 CS110 CS51.8 Reaction 1 Basic Load Cases BLC Descri.tion KPFF JRS 107026.20 Manipulator Transverse Y [Win] Z [k/in] CS51.8 Reaction Cate •o X Gravi Y Gravi Z Gravi Joint Point Distributed Area Me... Surface (... Member Distributed Loads (BLC 1 : Superimposed DL) Joint Loads and Enforced Displacements (BLC 2 : Manipulator) Load Combinations Joint Label L,D,M Direction X Rot.[k- ft/rad] Y Rot.[k- ft/rad] Z Rot.[k - ft/rad Reaction Sept 20, 2007 2:43 PM Checked By: Footing • Ma • nitude k k -ft in rad k *s ^2 /ft RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Slab.r3d] Page 2 JRS KPFF 107026.20 { M1 M2 M3 M4 /42 /43 �14 J5 Manipulator Transverse M5 16 M6 Manipulator Slab.r3d Sept 19, 2007 at 9:15 AM KPFF JRS 107026.20 - .933k/ft 1iA Loads: BLC 1, Superimposed DL 2 3 - .933k/ 4 Manipulator Transverse - .933k/ft - .933k/ft Sept 20, 2007 at 2:22 PM Manipulator Slab.r3d 1 • • N \rA., \i/A 14.4/ "' /�`.' \ Aj \/\[ 4Ay \,\\1\ ", �1, \ I∎ ,P�. i^ \i\ / A / \Y" IMair \U' \/i''\, /\I t/ \` "/� "\!;'' i \ ^. 4. ^. '1 �/�`1' J �} 1 i �. \i �;� u� r�V B.i al i � v � ;� `, y °� % ��`QB � , � , i ti,''�i \;i'` KPFF JRS 107026.20 - .933k/ft 1iA Loads: BLC 1, Superimposed DL 2 3 - .933k/ 4 Manipulator Transverse - .933k/ft - .933k/ft Sept 20, 2007 at 2:22 PM Manipulator Slab.r3d Company Designer Job Number KPFF JRS 107026.20 Joint Reactions (By Combination) LC Joint Label X [k] N1 0 1 2 3 N5 6, 4.319 , ,4.083 7 1 :1 1 N3 4.319 0 COG (ft): 4.083 1.915 Totals: 24.956 X: 6.5 Y: 0 0 Z: 0 0 0 0 0 0 0 /4 o,9 33 Manipulator Transverse Y [k] 1.915 5 /6, /3 /3 Z Z[k 0 1Z,5Z7 MX jk -ft] 0 Z, /Z7 2 ?st �- Sept 20, 2007 2:23 PM Checked By: MY [k -ft] 0 MZ k ft 0 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Slab.r3d] Page 1 JRS Loads: BLC 2, Manipulator KPFF L107026.20 M1 -67.1k M2 /13 M3 Manipulator Transverse -67.1k M4 M5 M6 /15 < 6 /47 Sept 20, 2007 at 2:12 PM Manipulator Slab.r3d Company Designer Job Number KPFF JRS 107026.20 Joint Reactions (Bv Combination) LC Joint Label X [k] 2 N1 0 Manipulator Transverse Y [kJ 10.882 Z [k] 0 MX [k -ft] 0 Sept 20, 2007 2:25 PM Checked By: MY [k -ft] 0 3 7 2 8 9 12 N3 0 N5 N6 0 Totais: COG (ft): X: 6.5 :4 22.671 x .286 10.882 Y: 0 0 0 22.671 2.418 0 0 0 134.2 Z: 0 0 0 0 0 0 MZ_Lk -ftJ 0 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Slab.r3d] Page 2 Company Designer Job Number KPFF JRS 107026.20 Joint Reactions (By Combination) LC Joint Label X[k] 0 1 3 3 5 7 9 3 N1 N2,r N3 N5 N6rm' N7 COG (ft): 3 3 3 Iota . 579 26.99 6 :5 12.797 9.156;. Y: 0 Z fk] 0 0 0 0 Z: 0 MX [k ft] 0 0 0 0 MY [k ft] MZ [k ftJ 0 0 0 0 0 0 0 0 oo 4.007'ZZS' 24, / ! s" + 134, z 0 0 0 0 0 0 X: 6.5 Manipulator Transverse Y (k] 97 3, ou 5, Zv e5 Sept 20, 2007 2:26 PM Checked By: (o9' El-to v6 // R"a 77.4 01 1 / 2 / S $77/?? //L/ 77'7' loit/6/7rudwAeoat g/i c, /c RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Slab.r3d] Page 1 Company Designer Job Number KPFF JRS 107026.20 Joint Deflections (By Combination) LC Joint Label )(in 0 Manipulator Transverse Sept20 2007 2:26 PM Checked By: 5 3 7 3 N1 N5 0 N7 0 0 229 - .233 .24.1 -.247 0 0 0 0 0 0 0 0 0 2.32e -4 - 2.32e -4 - 21863G - 4 - 2.503e -4 Z [in] .247 -.233 X Rotation rad Y Rotation [rad] Z Rotation [rad] 2.503e -4 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Slab.r3d] Page 2 Company Designer Job Number KPFF JRS 107026.20 Member Section Forces (Bv Combination) Manipulator Transverse Sept 20, 2007 2:27 PM Checked By: - 34.881 -11.13 33.801 31.641 10.877 8.957 - 32.721 35.961 -9.917 -8.97 -13.29 10.05 - 11.837 79.34 - 11.837 - 21.754 -3.652 65.604 54.298 - 17.035 -6.158 LC Member Label Sec Axial k y Shear[k z Shear k To ue k -ft] y -y Moment 3 M1 1 0 12.797 0 0 0 15.057 34.374 54.2 .8 54.298 59 .. ®y'.w ........ 34 374 15.057 - 3..52, - 21.754 k -..z -z Moment k -... 0 -61 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Slab.r3d] Page 3 KPFF JRS Results for LC 3, DL + Manipulator Member y Shear Forces (k) 07026.20 12.8 { 1 M1 '■12 13.3 M2 _ M3 M4 Manipulator Transverse 36 Manipulator Slab.r3d 7 -13.3 -12.8 Sept 20, 2007 at 2:31 PM Results for LC 3, DL + Manipulator Member z Bending Moments (k-ft) KPFF JRS 107026.20 M1 _54.3 - - M2 M3 414 Manipulator Transverse M4 M5.. M8 - 1 -21.8 Sept 20, 2007 at 2:31 PM Manipulator Slab r3d Company Designer Job Number Joint Reactions (By Combination) LC Joint Label X [kl 1 .._ N1 0 3 7 N3 N5 PN6' ... 41.889 N7 Totals: 77 .. 41.889 4'1.177' 19.9 247.162 0 0 0 0 0 0 0 0 0 0 0 9 KPFF JRS 107026.20 COG (ft): 6.5 �- 4 7s 165F- z 5, o v , 00 / kS iC z- 4, e5 4 00 zrl zs Manipulator Transverse Y_kj 19.9 6 f55 Z [kJ 0 Y: 0 Z: 0 MX [k -ft] 0 l F S Sept 20, 2007 2:33 PM Checked By: MY [k -ft] 0 M Z 0 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Slab.r3d] Page 1 Company Designer Job Number KPFF JRS 107026.20 Manipulator Transverse Sept 20, 2007 2:33 PM Checked By: Joint Deflections (By Combination) Joint Label X in Z [in. X Rotation rad Y Rotation rad Z Rotation jradl Ni 0 .384 0 0 0 4.028e -4 N2 0 - N3 -.361 4.5 86-4 3.72e -4 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Slab.r3d] Page 2 Company Designer Job Number KPFF JRS 107026.20 Member Section Forces (By Combination) Manipulator Transverse LC Member Label Sec Axial[k] y.Shear[k] 0 1 3 4 " ` j 5 7 9 10 15 17 2 0 19 ';20t, 21 #* 22F 0. 23 24 25 27 ,28M 0= 4 29 M1 M26 4 M3 M5 A 6 A 1 3 5 1 3 5 1 2 3 5 0 0 0 0 - 55.485 0 0 0 -56.889 -15 0 0 - 1 6.404 0 0 4 0 0 0 0 0 0 0 19.9 1.653 17.405 157.E 14.909 451474;`; - 52.677 .54.081 - 17.807 0 - 20.615 51.274 0 0 0 0 0 0 0 0 61 19.211 0 17.30 16.404 0 56.889 54.081 0 0 0 1 4.90 - 16.157 0 - 18.653 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - 27.043 0 9.638 - 18.653 - 34.809 09` -5.573 '24.452 55.268 86.873 86.873 95.705 105.327 116:738 126.939 1 26.939 115.738 105.31 95.705 8 6.873 7 , 86.873 55.'268. 24.452 -5.573 - 34.809 34. 09 -9.638 z Shear[k] 0 Sept 20, 2007 2:33 PM Checked By: Torque[k -ft] v -y Moment[k -..z -z Moment[k- 0 RISA -3D Version 6.0 [L: \107 - \107026 (Jorgensen Manipulator Foundation) \Risa \Manipulator Slab.r3d] Page 3 Results for LC 4, Ult: DL + Manipulator Member y Shear Forces (k) KPFF JRS 107026.20 19.9 M1 �12 M2 M3 20.6 M4 Manipulator Transverse 56.9 M5 Manipulator Slab.r3d -20.6 -19.9 Sept 20, 2007 at 2:33 PM 107026.20 Results for LC 4, Ult: DL + Manipulator Member z Bending Moments (k-ft) KPFF JRS M1 M3 M4 Manipulator Transverse 1'5 86.9 M6 -34.8 Sept 20, 2007 at 2:33 PM Manipulator Slab.r3d Mil Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 project 41(// POOP OV.ci location G( 1 2Ce client M / w0 7 / �- CvAll �3 c5h 0 7 @ /1 0•C 0/60iti (o ` q t 0_ 0,67//4, 13(7770 mi /2)E /4 ,'d>2 c/ v4 i/z /° 5- 3— / 2� /S, -- rewpg/44-7 0 ,24- Abt,9,/pe7,te by. date 74/0 C2, v, 0,15/ ��7 sheet no. job no. /o7v26,Zv / / $ f D.c �3/ 44,L. 0, 36 = 0,70 / -, O. 3� i/v VF7 £4 / -ce - q 1 45 , 0,39'74/ Concrete Reinforcing Design Calculation ACI 318 -05 Section: Jorgensen Forge Maniuplator Foundation Transverse Beam Top Reinforcing Materials: fc = 4 ksi fy = 60 ksi Loads: Vu = 56.90 kips Mu = 126.90 kip - ft Geometry: b = 48.00 in b = 48.00 in d = 16.00 in a = 0.662 in As = 1.800 in As (min) = 2.560 in As (4/3) If As is Tess than As(min) then the smaller of As(min) or to provide the required area of reinforcing. 4)Vc = 72.9 kips Vs = 0.0 kips Av /s = 0.0000 in Stirrup Size = #4 Number of Stirrup Legs = 2 Stirrup Spacing, s = 8.00 in Maximum Spacing = d/2 = 8.00 in Mu As = 4 *fy *(d -a /2) 4Vc = 4 *2 *(fc) *b *d As *fy a = --- 0.85*fc*b 4) for moment = 4) for shear = Vs = (Vu - 4Vc) /+ = 0.85 for fc of 4 ksi or Tess 6 is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi (3 minimum is 0.65 R = 0.85 c = 0.778 in es = 0.0587 Tension - Controlled 0.90 0.75 2.400 in2 4/3) may be used 3'(fc) 200 As(min) = MAX: 'b or -- `b,,,'d f f Av Vs s fy`d 9/20/2007 Concrete Reinforcing.xls Concrete Reinforcing Design Calculation /SCI 318 -05 Section: Jorgensen Forge Maniuplator Foundation Transverse Beam Top Reinforcing Materials: fc = 4 ksi fy = 60 ksi Loads: Vu = 56.90 kips Mu = 34.80 kip - ft Geometry: b = 48.00 in b = 48.00 in d = 15.00 in a = 0.191 in As = 0.519 in As (min) = 2.400 in As (4/3) = 0.692 in2 If As is Tess than As(min) then the smaller of As(min) or As( - : - used to provide the required area of reinforcing. 4)Vc = 68.3 kips Vs = 0.0 kips Avis = 0.0000 in Stirrup Size = #4 Number of Stirrup Legs = 2 Stirrup Spacing, s = 7.50 in Maximurn Spacing = d/2 = 7.50 in Mu As - 4, *fy *(d -a/2) 4Vc = 4 *2 *(fc) *b *d 4) for moment = 0 for shear = As *fy a 0.85*fc*b Vs = (Vu - (1Vc) /4 13 = 0.85 for fc of 4 ksi or Tess 13 is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi 13 minimum is 0.65 R = 0.85 c = 0.224 in ES = 0.1975 Tension - Controlled 0.90 0.75 3 *(fc) 200 As(min) = MAX: *b *d or — *b *d f f Av Vs s fy *d 9/20/2007 Concrete Reinforcing.xls Protect / eigi u/ PUC/47oit /CV,t11.i N, location client M14-A/ /gv Ito,' by / ' date / / �U7 AX&I' 6 ,141 < 97 0/57/07/04 4()/ '' r6 or N E 5 0 /7/3 7 ?A C144-/ / ovx"l, ,4-,(, /1--/ V /7ic.2/, 4 /,23 sheet no. job no. /oA)Z4.4) j ConsuIting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 c/VACfT 7F 0ft STS ,Ca1 l nr F 7,-e_ dnt_% Gf y mecc �z /Z Moivae ccP / /Ca T a� / /c7/4 ' off" o,4 /e s7€ o C-0 /Z T/ 617 T/ S / r `7zovci T/4/4 .4 qQ --4/( k.v9s ,ry SG-//2 777 1 -Pe-s . 1 of 1 COEFFICIENT OF FRICTION The following friction coefficients shall be considered in calculating the sliding friction forces : Concrete to Soil / Rock 0.30 Concrete to Steel 0.45 Steel to Steel 0.30 Steel to Teflon Plate 0.10 Brick Masonry on moist clay 0.33 Brick Masonry on dry clay 0.50 Brick Masonry on sand 0.40 Brick Masonry on gravel 0.60 Brick Masonry to Brick 0.70 Brick Masonry on rock :0.75 Granite on Granite 0.60 Limestone on Limestone 0.75 Cement Blocks on Cement Blocks 0.65 :Cement concrete on dry clay 0.40 Cement concrete on wet clay 0.20 Cement concrete on wet sand 0.40 ;Cement concrete on dry sand 0.50 - 0.60 Cement concrete on dry gravel 0.50 - 0.60 !Cement concrete on dry rock 0.60 - 0.70 Cement concrete on wet rock 0.50 Brick on Brick 0.65 Wood on Wood 0.48 Note: Friction is more on dry surfaces of the same material compared to wet surface. ego tjaEl�: print page top 11/6/2007 1:56 PM Section: Jorgensen Forge Manipulator Foundation Stem Wall Reinforcing Materials: fc = 4 ksi fy = 60 ksi Geometry: As *f a = -- 0.85 *feb Vc = 2 *(f *b *d Av *f *d Vs= -- - - - - - -- s 11/6/2007 b = 12.00 in for moment = 0.90 b = 12.00 in for shear = 0.75 d =: 11.00 in As = 0.410 in Av = 0.000 in s = 18 in Spacing is too Large by Code As(min) = 0.44 in a = 0.603 in (IMn = 14.8 kip-ft Mn Reduced to 75% of Calculated Mn as As < As(min) Vc = 16.7 kip Vs = 0.0 kip +Vn =: 12.5 kip •Mn = + *As *f *(d -a/2) 4Vn = 4Vc + (Vs Ultimate Capacity of Concrete Section ACI 318 -05 Vs(max) = 8 *(fc)' /2 *bw *d 13 = 0.85 for fc of 4 ksi or less 13 is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi 13 minimum is 0.65 R = 0.85 c = 0.709 in cs = 0.0435 Tension - Controlled Av(min) = 0.18 in Vs (max) = 66.8 kips 3 *(fc) 200 As(min) = MAX: *b *d or — *bw d f f b *s 50 *b *s Av(min) = MAX: 0.75 *(f * - - -- or - -- f f Concrete Ultimate Capacity.xls pro MA//// kuA//-}T/a.... location �JC)a1 t j/tlA 504. -/ client 6s, 7= / /Z. 5 Of /dice C' -' 15 K'7 TO /cifpr 74e z 66/ /2 /A/6 4 3 ' /q/6 x-* l.U/z^G =- -t_ 0,3s° ,k /�, Z !Z- t A‘ 287 Z 36.0 bs / C9/ � , Zz - by 006 date 7 °, G k i sheet no. job.no. 1v7v7G,z) 7Z° X 5 = 4,0/c 3 Z /c ��.. j Consu!ting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 57 (, ()A CA0A7 43 6 © (dn., c �+ 0, 8, 60 2 x � project /4714A/WWa.e `C / e+� Z - ��7/ k Jb location ��/ G 6�Z,�,.�;' /�(/ / date / client /2 a, ow 3 - t 5e. /2' 76) gi /307- eA-cii 6014 y Zx 0,3/= 0, 6Z_ /A.• 0,37 //A./ V/-= sheet no. job no. /o 707( . 1- j ConsuIting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 -Ayrio / lit-/i 0/2 </ ; b1c project location dient by date sheet no. job no. 1 Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 P */ r /mot., Z 500 1300 1300 Stellung II • Sto[3Last Pos /f /0/4 Stellung 1 / I -\ I 2600 EG m 1 AIL 0 500 ru,9 5 /6" StonLast EG 0 2600 0 3g, 22 MINT " AutoCAD Mechanical 2006 Anderungen nur in CAD zulissig! Auftrag • 1240 gezeichnet gepruft LA 10.07.2001 A.Tilg Masc Belastung g Dateiname : 17030 -6 P65/7'oL l Stellung I Diese Zeknnung darf wader ver iett Sltigt noon Entstanden aus Dritten angst ten oder zugingl cn genacnt oder anderweitiq mSlaraucnikn aenutzt warden 1115 t UrnG.641. 17. 111 UWG ). All. Melt* • 6.75 x 57,/t3 4- ZZ // /oZ56 4 -8.99x = 3 30 x 13a> + I ou'x Z6rx.> +— 4v x 3 /ov 473, ors X o. ZZ43 x 0,03.95 7 = 374'4, l - 4(4 ?( 75 t' y ZO 4- q3) Zz- 4 423,32.4.c -14 1 l inenbau GmbH sschema SD- 100/10 loadin Zeictnungs -Nr. 17030/B.00 0/ / C O /.�7 /cap; r project 16(-0,,-6/12(7 /Aj �j // location {. client W/416 A ., A &oc/6 of N sQ 2,7 P,3 ail, / Sw.,(/ ,124- / ZW Cos Jfby date sz7 /9.7 Z ' 1 ,Z / //,/ 2,x /9/, Z 3, 37 ks - (7 37 i./c) 837 c- 01337 >0,7Y o,.. /0 sheet no. job no. 4 Consu!fing Engineers 1201 Pacific Ave. Suite 800 Tacoma. WA 98402 (253) 396 -0150 Fax (253) 396 -0162 /)2 .//PoC470/2 S rz 36 - 0 = 3/7 4550i44 i. Covc X � o'-o° x 7_p° X63 � Pptild (i 7- 5,7SxS,Zs f'3a) a. /5S /oo9k P `" 3 °, z � - /vz, _ /90 /& project AlipulATo FovM01>iUtf location Y/ -4k3v 1Z client • co T 22 e� cost S/7"6:#1< S 7 9z e SAY sS .t Ci 154-4(_, --DxY 300 tu / 17,e11 `7, 74 V13/ve fiA C /A/C- -, 2410 - Z4x 0.75 v `f;`' /7= /, oc> eon. /2t /,o> /2 20,9/7 `2 z 0.90 by Jf date �l /574 ��G `6.0 = /GK 0,7s /Z `2 =/00 4 10 0, 7 s 3 f2 z `f f o i go,cc))7 sheet no. job no. /v 70ZG.? Affelli Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 Ew57 ,/ 7 05e J2; 01 itAc7 /)kJ otwe.7-I END Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 FY/57 / r project 1411/,A)044)7? 1 01-/v i 77oY tocation �1 � C�r iJ roar dient Ploh-1 6N--/c9/ru/A/4-6_ 577 / 5 C. to/ ryp /c re /3" i6 le/AC / f o •c.�'= Sam i ' c Gt� /4u 4)4-e, A.//?i9 W/ 4 (5, 000 /0/ Cep,,ec 7/L `1 az 0,6 o.ssx3orw /660e5/ 3 � 54, 62 /'/ 1, " by J/ - +� date ?/Z "7 sheet no. job no. (oA,Za.TU 74 Agiotior, oI /, w/ • 17111Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 project R/`1/V /AU4 17Q`r //,7, location \k2/2641/4--'510-" /-;w 1 client 23 4 C, 5z ) 1 5-- / 7 c / / 4 /x/0% /G,6 / l/ /l ° w ©� / by \J/ date /v/t/ 7 sheet no. job no. /a77ZG.2 MCW/ ,'k/5 //A /2,p C So/',ort €,3z� S - Fh Job s fi /A-A 1 7-? /p,,z Zf 7 5//ove, Ara ! ' 5, 4 7:1rC 7 7 7 , 4 ,c., / g , 4 k/ 77746 /41o4/ ( OA" vv4, 1' DEEP SAW CUT AT PERIMETER, TYP PROVIDE (13)/6 x 3' -0' W/ 9' EMBED INTO EX WALL EA SIDE 16'- o'(REF) 1' -11 1/4' (6) SPA 0 = 4' -O' PRESS OPERATOR CONTROL BOOTH 5-4 3/4' SIN Fl-1 . EL +6.99 DOSING STEEL EDGE ANGLE Lek\ it \NI 7\4 N.. I r Nti:r (1) 14'- O'(REF) ■;Nr / : 9 7 1 -10' SECTION SCALE: 3/4 " =1' -0' erAILW\INX. ligN1NNX \ LN km■:■■ NA. .XS`.M111.\ '%.‘11b1111 ' CL MANIPULATOR CUT EXIST BEAM EX RAIL & BM 6' -0 1/2' 5-4 3/4' EXISTING 12't SLAB 15- o'(REF) 1' -11 1/4' (6) SPA 0 8' = 4' -O' DEMOLITION PLAN SCALE 1/4 " =1' -0" EX W6 6' -4 1/2' 15- o'(REF) EX FIT WALL EX W6 W/ BAR 1 1/2x3 EXISTING FURNACE SLAB W/ 2' PL EL &78t Ex CO1c SLAB EX STRUCTURAL FILL EXISTING PIPE TRENCH r- iinnTED FOR CODE COMPLIANCE APPROVE MAR 2 0 2008 City Of Tukwila 2 ' pe BUILDING DIYI.SIOIL REMOVE END OF EX PL & 1' BOLTS REMOVE EX STIFFENER EX BM BEAM SUPPORT DEMOLITION SCALE 1 1/2` =1' -0` EX W12 /EX 1'e BOLTS y � W Z d 4 NOTE 1. SAW CUT EXISTING SLABS FULL DEPTH ALONG DEMOIJ110N BOUNDARY PRIOR TO REMOVING SLABS 2. \ I INDICATES \� EXTENTS OF I CONCRETE REMOVAL DO NOT REMOVE LOWER FLANGE PI. HOr C ;EIVED SUPPORT CITY OF TUK`All EX 1' PL FEB 1 9 2008 PERMIT CENTER PERMIT SUBMITTAL 0 IA 0 W Q • 0 C Z O Z U_ W 0 cc Z CC O a. � Z 2 PROJECT NO. 107026.20 SCALE: AS NOTED DATE: 11/19/07 SHEET NO. D1 N CC d 16'-0 CL PRESS 7' -10 1/4' 2-3 5/8' (3) SPA (4) CORE 4 3/4'0x12 1/2 DEEP HOLES IN EX CONC WALL 14' -0 "(REF) - Y -1D 0 0 0 EX CONC 0 2' -11 3/8' 1/ °0 0 0 0 15' -0 "(REF) O 0 O O O —E lk - SWING ARM SUPPORT PAD O O l o O O 0 0 CL SWING ARM 0 0 15-0 0 0 MANIPULATOR RAIL BEAM AND SWING ARM ANCHOR LOCATION PLAN SCALE: 1/4" =1' -0` (17) A 0 3' -3" = 55' -3" O O o O 0 0 O o 0 O O O (3) ANCHOR BOXES PROVIDED BY OTHERS AND SET INTO THE SWING ARM FOUNDATION UNDER THIS CONTRACT. SEE GLAMA DRAWING 16 666 00 0/0 O O 0 0 0 0 0 O O 0 0 0 0 0 O 0 0 0 O 0 0 (84) 5'0x12 1/2 DEEP BLOCK -OUTS IN THE FOUNDATION FOR ANCHOR BOLTS 30' -0 "(REF) D E COMPLIANCE ED FOR MPLIANCE APPROVE MAR 2 0 2008 City Of Tukwila l B ILD ION RECEIVED CITY OF TUKWILA FEB 19 2008 PERMIT CENTER PERMIT SUBMITTAL z •o a 0 1 2 444444 Z 0 wQ C3 0 C Z O Z LL 0 Z LL w � z O Z 0 Oa — 3 z 2 SCALE: AS NOTED DATE: 11/19/07 SHEET N0. S7 PROJECT NO.: 107026.20 • I 1/4 1/4 CL MANIPULATOR 2'O HOLE IN PL � B r � 1 �J PL, VP 3/4' BOTTOM PL BAR 3/4' PLAN SCALE 1 1 /2' =1' -o" 3/4'2 1/4' CL SWING ARM SECTION SCALE 3 " =1' -0" SECTION SCALE: 1 1/2' =1' -o" 5/16(1/4) 5/16(1/4) 2'0 STD STEEL PIPE 0 5- 6'tOC, MAX L4x4x3 /8 W/ 1/2'0x6' VHS 0 18'0C (4)20mmx13Omm BOLT (SAE GR 2) WELDED TO BOT PL (8)3/40x8WHS 20mm PL BY OTHERS C6x13x5-11' W/ 1/2'0 x6' VMS 09 "0C 'co RIM I 1/4 1/4 m 1/4 1/4 1 (4) 20mmx130mm BOLTS WELDED TO PL BAR 3/4x2 1/4 2 1/4' DETAIL SCALE 1 1/2' =1' -o' 1 1/8' BAR 3/4x4 1/2 / 111 M 1 / 4 1/4 SECTION SCALE 1 1/2' =1' -0" r 2' PL 3/8' 10' CL SWING ARM 1 10' 150mrk 150mrk 2 1/4' vp L4x4x1/2 W/ 5/8'6x6' VHS 0 18'OC (6' FROM ENDS) SECTION SCALE:1 1/2"4-0" 20mm PL BY OTHERS 3/4' 3/8' PL & GROUT BY OTHERS 2 PL 1 \ `(8) 3 /4x8'WHS L3 1/2x2 1/2x1/2 W/ 5 /8'0x6'WHS 0 12'0C L4x4x1/2 W/ 5/8'0x6' VHS 0 18'0C (6' FROM ENDS) 3/8' L4x4x1/2 W/ 1/2'4x6' DBA 0 12'0C DETAIL SCALE 1 1/2" =1' -0' CONC FOUNDATION OR SLAB i' -5" 1 7/8' 2' PL 1' -5 1/2' r— —r- N [D 3/8(5/16) 5/16 BAR 3x2 2' -7 1/2' (3) 2'4 HOLES 5' OD HRS X 1/2" WALL - - MECHANICAL TUBING (HOT ROLLED SEAMLESS) 3/16 Cl PIN 2 ' PL N. vo 0 PLATE PIN DETAIL SCALE: 3" =1' -0' 1' -6' PLAN SCALE: 1 1/2" =1' -O' 5' -11' (2)L4x3 1/2x1/2 W/ 5/B'0 NHS 0 18 "OC (6' FROM ENDS) 1/4' PL CL SWING ARM u 1 3/4' (4) 1 /2'0x2'WHS 0 90' NOTE 1. PROVIDE A MINIMUM OF (4) PLATE PINS PER PLATE 1' -6' e J 2' -7 1/2' u MANIPULATOR 1 3/4' BAR 3x2 1/4 DETAIL SCALE 1 1/2' =1' -0' 1' -5 1/2' 2' -8 3/4' 2' PL SIDE 1 7/8' M,SI KIiVi. 1 \ �l � l ' / /'` 3/8(5/16) \ \ / 5/8'0x6' WHS 0 i • — BA /2 W/ R ♦ i L4x4x1 N BAR 1/2x3 3/8(5/16) 1/2 18 0C (6' FROM 1/4 ENDS) S3 3/8" REVIEWED FOR — CODE COMPLIANCE APPROVED ED T' P 14x4 MAR 2 0 2008 City Of Tukwila B ILDI' , DIVISION RECEIVED CITY OF TUK" FFR 1 9 2008 PERMIT CENTER PERMIT SUBMITTAL z 444444 z 0 W 0 p CC Z 0 � U W LL CO CC z CC g 0a � Z ' PROJECT NO.: 107026.20 SCALE: AS NOTED DATE: 11/19/07 SHEET NO. S6 1 S N 0 o z 3/4' EXPANSION JOINT EX 10' SLAB (3) 1'0x12" THREADED A307 RODS 8" CONC SLAB W/14 0 12" OC EA WAY - CRANE RAIL BM & SHIM BY OTHERS 4' STRUCTURAL FILL ELEVATION BEAM SUPPORT MODIFICATION SCALE: 1 1/2 " =1' -0" 1x5 1/2x0' -10' STIFFENER 1x10x2' -11' PL EL +6.99 1• 3/8' CORE DRILL 4 3/411 x121/ HOLES. SEE FOR LOCATION 11 1/2' CL RAIL 1 11 1/2" 1/8" 3' -5 5/8' SECTION SCALE 3 /4' =1' -0" RAIL SUPPORT BEAM BY OTHERS / ANCHOR BY OTHERS SHIM & GROUT BY OTHERS a. MANIPULATOR 3' -5 5 /8' 1 1/811x9" HOLE FOR 1'0 THREADED RODS ELEVATION BEAM SUPPORT MODIFICATION SCALE: 1 1/2 "4-0" EX 24" WALL 4' -5 1/8" a +a44 6' -0 1/2' 11 1/2' 4' STRUCTURAL FILL CL RAIL 1' -1 11 1/2' 13' -1't TO EDGE OF SLAB / 8" El. +&61 W6x15 W /(6) 1/2 "0x6" 11HS 0 12 ON 60T FIG (2) 15 0 9-- 7?r (16) 6' -4 1/2' 2 "PL 1 USE 5 /81/x8" WHS AT THIS LOCATION NOTE SEE A/S3 & B/S3 FOR DETAILS NOT SHOWN L3x3x1/2 W/1/2"Ox6" BAR 1/2' WHS 0 18 1 2 " 1 3/8' 14x2'-8' 0 12'00 1' -4' TOP OF BAR 5" a +a6s NEW W6x15 W/ / 1(7/8) BAR 1 1/2"y! (SEE NOTE 1 —\ / a +8.78 S EX 2" STEEL PL ! STRUCTURAL FILL CL TRENCH r (3)14 SECTION AT TRENCH SCALE 1 1/2 " =1' -0' NOTE 1. WELD BAR TO TOP OF W6 WITH 1/4' FILLET EACH SIDE EX GONC SLAB EX STRUCTURAL FL / 4012 " CONC SLAB, THICKNESS VARIES 1' -4' REVIEWED FOR CODE COMPLIANCE APPROVED MAR 2 0 2008 City Of Tukwila B ILD DIVI ION 1 3/8' 2' PROVIDE ADM. 14 ALONG TRENCH EA SIDE S2 /,S3 1/4 RECEIVED CITY OF TUKWILA FEB 19 2008 PERMIT CENTER PERMIT SUBMITTAL 4Qa4Q4 z W z O 1- U LL cn PROJECT NO.. 107026.20 SCALE: AS NOTED DATE 11/19/07 SHEET NO. S5 EX PIPE TRENCH 3/4' EXPANSION JOINT F 3/4' EXPANSION JOINT AROUND COLUMNS, TYP 8' CONC SLAB W //4 0 12' OC EA WAY APPROX EXCAVATION UMITS (3) i4 STRUCTURAL FILL PO 1 L EL +1.86 0 BASE OF ANCHOR BOXES /40 12 r60 12' uJ EX BUILDING FDN cn (7) /6 ( ----- 1 160 12 r CONC SLAB W //4 0 12' OC EA WAY 12 3/4 (5) /4x3-0' EA WAY (4) 20x300mm HILTI BOLTS BY OTHERS (POST INSTALLED) - APPROX EXCAVATION UMITS 42 L J EA WAY 5 -0' • 2' a S1WNG ARM REST 20 SO /60 EA SIDE I • ( f SECTION SCALE 3/4' =1' -0' 8' -6 3/8' • • 2' -7 1/2' ( f �i 5• -0' SECTION SCALE 3/4' =1 -0' • CL SWING ARM 2' - 7 1/2' CL MANIPULATOR 7 Nits MME' as i' Mii■lsi. 160 12' LU I 00 12-j (3) ANCHOR BOXES PROVIDED BY OTHERS AND SET INTO THE SWING ARM FOUNDATION UNDER THIS CONTRACT. SEE GLAMMA DRAWING 17030 -00-0 DATED 4/7/209 STRUCTURAL FILL 3 -6 3/8' 4' STRUCTURAL FILL U APPROXIMATE EXCAVATION MATS I n d Ldo 6 -6' 13 -1'± TO EDGE OF SLAB 18' THICK CONC SLAB 2 STEEL PL l� 11 j EL +8.78 1 EX STRUCTURAL '� `�k hlr / FILL 160 12' L J EA SIDE /6012' EA SIDE EX BUILDING FDN NOTE SEE A /S3 & B/S3 FOR DETAILS NOT SHOWN 34 1 NOTES 1. VERIFY ELEVATION AT BASE OF ANCHOR BOX WITH OWNER PRIOR TO SETTING ANCHOR BOXES. 2. CJ CONSTRUCTION JOINT - ROUGHEN SURFACE TO MINIMUM 1/4` AMPLITUDE 8' CONC SLAB W m 012. EA WAY EX 2' STEEL PL EX CONC SLAB CO EW E OT COMP LIANC E APPROV MAR 2 0 2008 FItY Of Tukwila DIVISI STRUCTURAL FILL, TYP RECEIVED CI OF TUKWILA FEB 1 9 2008 PERMIT CENTER PERMIT SUBMITTAL < a3 44< z 0 W O Z z LL O Z u- W z O Z 0 Lu O 0 _ -3 Z SCALE AS NOTED DATE 11/19/07 SHEET NO. S4 PROJECT NO.: 107026.20 3/4" EXPANSION JOINT EX PIPE TRENCH } x 3' -0" 4' -5 1/8" 3/4" EXPANSION JOINT, TYP EX 10" SLAB 4" STRUCTURAL FAL O 4 7 ZO% . . :.+ImInv.r lemma ( i4 N 1S1 j40 12 _t.0 i # # 4' STRUCTURAL FILL DETAIL SCALE: 3/4" =1' -0" I MANIPULATOR FDN 4" -5 1/8" FILL EX HOLE W/ 2" PL EA SIDE AS INDICATED r CONC SLAB W /i4 0 12" OC EA WAY 3 1/2" N APPROX EXCAVATION LIMITS APPROX EXCAVATION LIMITS RAIL STRUCTURAL FILL 8" CONC SLAB W //4 0 12" OC EA WAY STRUCTURAL FILL CUT NEW SLOT FOR NEW RAILS EACH SIDE AS INDICATED EX 2" PIT COVER PLATE 2" 1' -1 3/8" 2' -7 1/2" CL RAIL 111/2" 1' -8" tr ( FJ9 ( I • J (15) P 9. /70 9" ( LOC) I 1 ANCHOR BOLT 4' -8" BLOCKOUT, TYP SECTION SCALE: 3/4 " =1' -0" h) 50 9. 4" -5 1/8" 1/8" (1d) p • SECTION SCALE: 3/4 " =1' -0" 13' -0" CL MANIPULATOR 1/8" ( / (6) 115 CL MANIPULATOR 4' -5 1/8 1509 "r1 2. PI- EL +8.44 �Vfitlii< %iL..L. V/{ C),S4, S5 ,S4, S5 2' -7 1/2" 1' -8" CL RAIL 11 1/2" '!gym -_ai4 1' -1 3/8" j5x12 -6 "0 9" 4" STRUCTURAL FILL 4" STRUCTURAL FILL 5 0 12" OC EA WAY T&B 2" PL ROUGHEN SURFACE TO 1/4" MIN AMPLITUDE, TYP 18" THICK CONC SLAB 2" STEEL PL ROUGHEN SURFACE TO 1/4" MIN AMPLITUDE 6' -7"t 11 =n- ALTERNATE 11 4' -0" 5 012 "OC EA WAY TO REVIEWED FOR CODE COMPLIANCE APPROVE L . MAR 2 0 2008 City Of Tukwila G . �i�ISly 1' -6" ...gmam•xgkw.hvogi■x■vg.,......gftwamo ii.wbai:71.1"....11.•■••••■x%N STRUCTURAL FILL EL +8.78 STRUCTURAL FILL NOTE: SEE A/S3 FOR DETAILS NOT SHOWN 11 1/2" EL +8.78 BACK F1LL EX 2" PL 1 3/4 SMOOTH STEEL ROD 0 ink. GROUT HORIZONTALLY INTO EXISTING SLAB. GREASE END IN NEW SLAB DRILL r0 HOLE IN EX SLAB EX CONC SLAB EX STRUCTURAL FILL RECEIVED CITY OF TUKWILA FEB 19 2008 PERMIT CENTER NOTE: 1. 20mm COVER PLATES AT RAILS NOT SHOWN. PERMIT SUBMITTAL 0 2 aa41aQ\ Z 0 W Q CC Z 0 Z LL Z 0 CC C/) z Z � cr 0 a � Z U) 0 U w SCALE AS NOTED DATE: 11/19/07 SHEET NO. S3 PROJECT NO.: 107026.20 OPERATOR x 8001H 6' -4 1/4* 14'- O'(REF) 5' - "± 4 / 29' -0' a+a: sam eza 3041 - $` ' -e. _ - a +8.44 TOP OF EXISTING STEEL BASE PL = EL +10.00 r PLONTOPOF• 18' CONC SLAB (6) r0 PIPES, SEE H/S6 EX PIPE TRENCH 15'- 01REF) O O O • ., • O O flto;l =t*,s t tits s�. ees, s itutii :is } ia`s _ 30'- O'(REF) (2)14x4' -0" 0 REENTRANT CORNERS (5) LOCATIONS �- SCALE 3/4' =1' -0* TOP BAR EL +8.65 ( EX 2" PIT COVER PL'S NOT SHOWN. — ..... ... SEE DETAIL-1/S3 1 I FOR PLATE MODIFICATIONS. 16'- 0'(REF) TOP OF EX ANVIL a +8.27 PRESS CONTR FOUNDATION PLAN SCALE: 1 /4` =1' -0' EX SLAB w/ STEEL PLATES PROVIDE 2 PIPE IN SLAB NOTES: 1. SLOPE FLOOR BETWEEN LEVELS AS INDICATED W/ MAXIMUM SLOPE = 3/4' PER FOOT. 2. EXISTING FLOOR ELEVATION IS APPROXIMATELY +&90. 3. FOR LOCATION OF ANCHOR BOLTS SEE A/S7. 4. CONTRACTOR SHALL COORDINATE AND VERIFY ALL DIMENSIONS WITH MANIPULATOR AND SWING ARM MANUFACTURER PRIOR TO CONSTRUCTION. 5. ANCHOR BOLTS FOR RAIL BEAMS ARE NOT INCLUDED IN THESE DRAWINGS. THESE ANCHOR BOLTS WILL BE POST INSTALLED BY THE MANIPULATOR MANUFACTURER 6. MANIPULATOR RAIL AND SWING ARM COMPONENTS ARE SHOWN SCREENED FOR INFORMATION ONLY. 7. CJ - INDICATES SLAB CONTROL JOINTS. SAW r DEEP. u EL +8,44 dd RECEIVED CITY OF TUKWILA FEB 19 2008 PERMIT CENTER PERMIT SUBMITTAL Z 0 0 w Q o cc z O z u_ O w cc z0 o cc 0 f- O12 —J 2 PROJECT NO.: 107026.20 SCALE: AS NOTED DATE: 11/19/07 SHEET NO. S2 SPECIAL INSPECTION SCHEDULE WARMED PER 2006 eC SCC1Dl 109 & CIUPIER 17 REM r6PECDIN miaow 96PEC11CN 1:0111075 LWENts Saco Grading =nation & H By Cootednkd Engineer Fnd foundation pryvotion By &cotednkd En¢rcer Concrete Radon g placement x Preparatim of teat rpecines x Concrete placement 0 Embedded plates x Curing 2 addag of whom and studs x Ptah wddng x STRUCTURAL NOTES GENERAL Design Code All design and construction shall conform to the requirements of the International Building Code, 2006 Edition. Submittals: Shop drawings shall be submitted to the Engineer prior to any fabrication or construction for all structural items, including the following concrete reinforcement, embedded steel items and the 2 loch steel plate. Existing Conditions: The Contractor shall verify all levels, dimensions and existing conditions in the field before proceeding with any demolition or construction. The Engineer shall be notified of any discrepancies or field changes and the Contractor shall obtain direction from the Engineer before proceeding. Dimensions of existing conditions marked as (REF) may be hne.n r ecord drawing. and are to be fetid verified by the Contractor. Construction: The Contractor shall be responsible for all construction safety, methods, techniques, sequences, or procedures required to perform the work GLAMA MANIPULATOR AND SWING ARM REFERENCE DRAWINGS GSM - 100 /300WP, 16 866.00.0/0, doted Sept. 28, 2007 Foundation Plan, 17 032.00.0/0, doted July, 13, 2007 Manipulator Loading, 16690/B.00 0/3, doted May 16, 2007 Swing Arm Looding, 17030/B.00 0/3, dated July 10, 2007 FOUNDATION DESIGN LOADS Manipulator Swing km DEAD LOAD/RAIL MAX UVE LOAD/RAIL Foundation 10' 391K 27.9K 9K 6.8K 22.51( 4' -3' 4' -3' 1' -B' ' =1 l l — iii —III — , •- TORSIONAL MOMENT = 29.5 K -FT The slab under the 2 inch steel plates has been designed for moble manipulator with o 97 kip axle load with dual wheels (4 ties toted). 60' 1 15-9' 15' -9' 12.5K 97K axle load MANIPULATOR CENTERUNE The centerline of the manipulator tracks and foundation is shown on the Foundation Plan as being 16' -6' from and parallel to Grid D. The final centerline position and orientation shag be field established by the Contractor relative to the four columns of the 2500 ton press. The centerline shall be centered between the columns and shall be perpendicular to the two west columns. The Contractor shall provide Jorgensen with a field survey that demonstrates how the location and alignment of the centerfne was established. Construction of the foundation shall not proceed until the centerline locution and alignment has been approved by Jorgensen. The Contractor shall maintain all centerline monumentation during construction. If the monumentatan is disturbed during construction, the centerline shall be re- established to Jorgensen's satisfaction at no addltiiond cost. DEMOUTION Demolition of existing slobs and fnmdodionn shod1 be as shown m Dr 01. FOUNDATION SOILS Geotechnical Data Geotechnicd data is based on the Geotechnical Design Requirements Memorandum by Anchor Environmental, LLC. dated July 27, 2007. Design parameters: Allowable bearing pressure, 3,000 psf (includes o factor of safety of 3.0). Vertical modulus of subgrode reaction, k = 90 pc_ Construction Requirements: Excavate existing materials to accommodate the new foundations and structural fill. Compact the subgrode in accordance with the recommendations of the Geotechnicd Design Requiements Memorandum. Prior to placing the structural fill, the subgrode shall be inspected by the Geotechnicd Engineer for soft spots. Local soft spots shall be excavated another 12 inches, the subgrode compacted, and filed with compacted structural fill. Excavated material shall be stockpled at a designated location on the Jorgensen property. Excavated material will be disposed of by the Owner. Structured fill shall be provided, placed and compacted in accordance with the recommendations of the Geotechnicd Design Requirements Memorandum. CONCRETE Concrete work shall conform to all requirements of Chapter 19 of the International Budding Code. Concrete Mix: The concrete strength shall be verified by standard 28-day strength tests (2 cylinder breaks per strength test). Concrete for cylinders and slump tests shill be token at the discharge end of pump Ines. Concrete mixes shall conform to the following requirements: Concrete mixes shall conform to the following requiements: Concrete strength at 28 days, 4,000 psi. Maximum cement content, 5 sacks (470 Ibs). Maximum, water/cementitiious materials ratio = 0.40. 248K Maximum aggregate size = 1 1/2 in (2 inch cover). Concrete shall not be air entrained. Due to the dimensions of the concrete foundation pours, heat build -up In the concrete Is en Important consideration In selecting the concrete mix design. The concrete supplier shall provide a concrete mix that Is designed to mWndze the heat b lid-up In the concrete after It la placed i e lire forma. Factors such es the use of large aggregate, type 1I cement, fly ash, and using cold mix water should be considered. As fly ash can retard the early strength of the concrete, an acceptable mix shall produce a minimum strength of 2,000 pal at 7 days. Concrete shall not be placed on top of the first stage swing arm pour unto it has been moist cured for a minimum of 7 days Mix Design: The Contractor shall submit a concrete ma design for approval 2 weeks prior to placing any concrete. The mix design shall be based on field experience or trill mixtures in occordance with the provisions of Section 5.3 of the American Concrete Institute 'Building Code Requirements for Structural Concrete AO 318 -05. The concrete under the steel plates shall be smooth trowel finished. The contractor shall remove any high spots under the steel plates greater than 1 /8' as measured with o 10' straight edge. Exposed concrete shall be finished with a medium broom finish. Sloped surfaces shop be broomed perpendicular to the slope. Curing The concrete foundation shall be moist cured for minimum period of 7 days by sealing the surface with two coots of curing compound (ASTM C 309, Type 1). The acing compound shill be placed in accordance with the manufacturers written inst ructions. The application rate shop not exceed 200 square feet per gallon. A second coat shall be placed at right angles to the first coot to enure complete coverage. After the find application of curing compound, the foundation shall be covered with white pdyethylene film meeting the requirements of ASTM C 171 for the remaining curing period. Joints in the film shall be lapped a minimum of 6 inches and taped Core shill be taken to ovoid any tearing the film during plocement Any tears in the fpm shall be repaired by lapping additional film over the tear and taping in place. The first stage swing arm pour shall be wet cured for 7 days by placing wet burlap over the foundation. The burlap shall be kept wet for the curing period. Do not apply curing compound to this surface. Second Stoge Swing Ann Pour, Prior to plocing the second stoge pour, the surface snap be cleaned of any loose debris, thoroughly wetted, and any standing water removed. The surface shall be in a saturated surface dry condition. REINFORCING STEEL Deformed Bari ASTM A 615, Grade 60 Deformed Bar Anchors (DBA): ASTM A 496 Reinforcing Supports: Reinforcing supports shall be in accordance with Concrete Reinforcing Steel Institute Manual of Standard Practice, MSP -2 -01. Epoxy coated or plastic bar supports wil not be allowed. Reinforcing Lap Splices Lop splices shall be a minimum of 60 bar diameters. Reinforcing Cover. Concrete cover over reinforcing shall be a minimum of 2 inches on all surfaces, except the cover on the bottom of slabs and foundations shall be a minimum of 3 inches, UNO. ADHESIVE MORTAR: The adhesive used to anchor reinforcing, smooth bars or threaded rods to existing concrete shall be Hiti HY -150 adhesive mortar or an approved equal. Instillation, including drilling holes in the existing concrete, shall be in accordance with the adhesive manufacturers written instructions. The adhesive for the threaded rods shall be able to withstand termeratures to 200' F. STEEL Steel design, fabrication and erection shall conform to the requirements of Chapter 22 of the International Building Code. Materiels: Steel Anal.. Rode .,,,.1 DI.,t ACiu A 36 Welded Heeded Studs (*IS): ASTM A 108 Anchor Bolts: As supplied by the manipulator and swing arm manufacturer Welding Electrodes: 70 ksi, low hydrogen Wddmg All welding shall be in conformance with American Institute of Steel Construction (MSC) and American Welding Society (AWS) standards and shall be performed by AWS/WABO certified welders. Only welds that are prequalified, as defined by AWS, or qualified by testing shill be used. Shop drawings shall show all welding with AWS D2.4 symbols. Steel Plate: A 2 inch thick steel plate shall be set on the top of the concrete slabs as shown on the Drawings. The Contractor shall submit o plate placement plan to the Engineer for approval that shows the location of all individual plates. Provide a minimum of 4 plate pins per individual plates EXPANSION JOINT MATERIAL Preformed expansion joint filer shall conform to ASTM D 1751. INSPECTION SCHFDt1LE NO1FS: 1. The items checked with an 'X' shall be inspected in occordance with IBC Chapter 17 by a certified special inspector from an established testing agency. For materid sampling and testing requirements, refer to the structural notes and the notes below. The testing agency shall send copies of ad structural testing and inspection reports directly to the Engineer, contractor and bulling official. Any materials which fall to meet the project specifications shall immediately be brought to the attention of the Engineer. 2. Special inspection is not required for work performed by an approved fabricator per IBC Section 1704.2.2. 3. Continuous special inspection means that the all times observing the work requiring special inspection means that the necessary to confirm that o 4. All welds shall be visu site at x: AB ADD_ ADJ AGG AFF ANCH ARCH B BLDG BLK BM BOT BRC BSMT RUN BUR C CAP CB CC CIP CJ cic CLR CIAU COL CONC CONN CONST CONT CONTR COOtO CP CTR CY 08 DBA DEL DET DF DIA DIAG DIM DKG DO DN DWF DWG DWL EA EF EL ELECT ELEV EMBED EQ EQUIP EW EX EXP EXT FD FDN AN FLG FIR FS FT FTC GA GB GALV GEN GL GOVT GR GWB HF HGR HK HORIZ HP BC ID IE IF STRUCTURAL DRAWING ABBREVIATIONS Anchor Bolt Additional Adjustable Aggregate Above Fnish Floor Anchor Architectural Bottom of Building Blocking Beam Bottom Bearing Basement netrorn Bunt -Up Roofing Camber Capacity Concrete Beam Center to Center Cast in Ploce Construction or Control Joint Centerline Ceiling Clear Concrete Masonry Unit Column Concrete Connection Construction Continuous Contractor Coordinate Complete Penetration Center Cubic Yard Divider Beam Deformed Bar Anchor Double Detaa Douglas Fr Diameter Diogond Dimension Decking Ditto Down Deformed Wre Fabric Drawing Dowel Each Each Face Devotion Electrical Elevator Embedment E Equipment Each Way Existing Expansion Exterior Floor Dram Foundation Finish Flange Floor Far Side Feet Footing Gage Grade Beam Galvanized General Glued Laminated Beam Government Grade Gypsum Wall Board Hem -Fr, Honker Hoofs Horizontal High Point Hollow Structural Section International Budding Code Inside Diameter Invert Elevation Inside Face RECEIVED CITY OF TUKWILA FEB 19 2008 PERMIT CENTER IN INT JST JT K KSF KS1 IF L1H LLV LP LVL MAX MECH u1u MISC MOM NDT NC NOM NO NS NTS OC 00 OF OPNG OPP P PC PEN PDP PL PLWD PNL PP PS PSI PSF PT PWT R RD REINF REF R 4 RO RND RTN SC SCHED SECT SHT SBA S0G SP SPEC 50 SS STD STIFF STIRR STL STRUCT SUPP Inch Interior Joist Joint Kipi (1,000 lbs.) Kips Per Sq. Ft Kips Per Sq. Inch Lineal Foot Long Leg Horizontal Long Leg Vertical Low Point Laminated Veneer Lumber Liaxhr,um Mechanical M91;7119171 Miscellaneous Moment Non Destructive Testing Not in Contract Nominal Number Near Side, Nonshrink Not to Scale On Center Outside Diameter Outside Farce Opening Opposite Post Piece Precast Penetration Plan Dimension Point Plate, Property Line Plywood Pond Partial Penetration Prestressing Pounds Per Sq. 1n. Pounds Per Sq. FL Point Prefabricated Wood Truss Radius Roof Drain Reinforcing Reference Dimension Remai(der) Required Round wing Return p Schedule Sec tion Sheet Shier Slab -on -Grade S Square Stainless Steel Standard Stiffener Stirrup Steel Structural Support SYM Symmetrical T/ Top of Jc8 Top and Bottom T&G Tongue and Groove THK Thick(ness) THRU Through TRANS TIP UNO VERT VW WHS W/0 Transverse Typicd Unless Noted Otherwise Vertical With Wood Wide Flange Welded Headed Stud Without Work Point WT Structural Tee WWF Welded Wre Fabric DRAWING LIST S1 STRUCTURAL NOTES S2 FOUNDATION PLAN S3 SECTIONS S4 SECTIONS S5 SECTIONS S6 PLANS, SEC110NS & DETAILS S7 ANCHOR LOCATION PLAN D1 DEMOLITION PLAN 3 PERMIT SUBMITTAL 0 Iry z44<1 < Z 0 W I ll CC Z O Z LL 0 Z LL CO W CC O Z CC 0 O a Z 2 PRUJEC I NU.: i07026.20 SCALE: AS NOTED DATE 11/19/07 SHEET NO. S1 Motors Bag House 0E12 0E13 GEtt GE Forme Erwyaoen I GE17 OEa aka I HEE4 14E15 1 ° 1402 1; itE19 mM man aa: Fee *Ware ses AEI AE3 AE12 AE10 AE11 AE12 AE13 AE14 AE15 AE15 AEIT AE18 AE19 AE20 Forge Shop LF]0 6671 Back Bay Heat Treat orage 1 C T6wC4 I 3 each Bleed vsI'es 1 Earthquake Valve Resetting brstruc ronsfor Sdtind Earthquake Valve 9Wrnbig' Close at gas outlets before resetting. (TMs is al the gas valves In the plant In case there is a break h a line.) Unscrewcap (A) and lit valve dem (B) then lower slowly to permit points €to engage. Replace cep (A) and tighten Wth wench. Watch cubic fiat did on gas meter for 20 seconds. it this hand mores, shut ott gas and cat gas company as =trenaly dangerous =disons of break in fine is indicated. 11 valve is closed by remote control remove housing Iran remote cordrol and pull down lever (D)then reset as above. 1 -.d1 Bleed Main Gas From Gas Co. lye Powerhouse Main Gas to Plan To shut down Gas Secure Valve #1 Complete Shut Dawn Seaue Vahe 02 For Em emency Shut Down Break glass with provided rod, pull lever to trip earthquake valve. Close Valve 01 Close Valve 62 Open Valves 04 (3 places) Open Vehe E5 (1 place) FILE COPY Permit N0., 9 =. Phan HIV approval Is subject to WON and Approval of construction documents does not the violation of any adopted code or o . Roceipt of approved Reid Copy and conditions is acknoutedgeck Are 1QaeM wsa 11eae Lade slave 16 2 IEO3 IE04 J�2 JE00 J1:04 B Date:, 2 s 7' c Ad 2 OQ 6 City of Tukwila BUILDING DIVISION Flo � nl How ,1EE2 6603 10205 140285 8E63 11E09 1610 8E11 14112 86 Melt Shop E11 a 2E12 JE12 JE44 2E15 covr7,Quc rvAv ,q REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. 1E, AlE18 JEST { JEEu Fire *rani MO role LE U Fie Nydree2 15191 14166 Fire Speeder lDD AEI V AE5 a110. CNt0 att0 Main. Office rime earn° 4-20'4 1143 Ore erdlnpJeMr Far J1..0 Amal IPS Fie Hydrae West. menu 1D acv wee North Jth • East O 000 0 Oil Room 00 SEPARATE PERMIT REQUIRED FOR: terkgethanical Electrical ref Plumbing Ci of `Tukwila LBU LDING DIVISION el RECEIVED CITY OF TUKWILA FEB 19 2008 4rnCHMIT CENTER Or17 Am Ariake 1120 ire AE21 AE22 AE23 AEa1 w Dryer art Up ll HR r O apDorn Rasa Mamma lese 1.es Fie Ike m m 10 Hose Ges 1 4;4 Fee reptant 1911h Hose A Fire repo 166111166 Gas Line EarrrhouaRe Valve (See note #1 for shutting down and resetting Procedures.) O&-0 02 -02 -2009 HENRY S MEYER (STEVE) 8531 EAST MARGINAL WY S TUKWILA WA 98108 RE: Permit No. D08 -093 8531 EAST MARGINAL WY S TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 03/01/2009 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, R :), AQ_ ct Bill Rambo Permit Technician xc: Permit File No. D08 -093 city of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director September 29, 2008 Henry S. Meyer Jorgensen Forge Corporation 8531 East Marginal Wy S Tukwila WA 98108 Dear Mr. Meyer, City of Tukwila Department of Community Development Jack Pace, Director RE: Request for Extension Building Permit No. 1348z093 Electrical Permit No. EL08 -163 Jorgensen Forge Corp — 8531 East Marginal Wy S This letter is in response to your written request for an extension to Permit Numbers D08 -093 and EL08 -163. The Building Official has reviewed your letter and considered your request to extend the above referenced permits. The City of Tukwila Building Division will be not be extending D08 -093 since an inspection has been conducted and automatically extended your permit expiration date to March 1, 2009. However, EL08 -163 will be extended an additional 180 days from the date of expiration, through March 29, 2009, per your request. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, ifer Marshall it Technician File: Permit No. D08 -093 & EL08 -163 P:\Permit CenterrExtension Letters \Permits\2008\EL 08 -163 Permit Extension.doc Page 1 of 1 jem Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 September 15, 2008 Dear Madam: Sincerely, Henry S. Meyer Project Engineer 206 -676 -9234 JORGENSEN FORGE CORPORATION ALUMINUM e TITANIUM - SPECIALTY STEELS 8531 EAST MARGINAL WAY SOUTH SEATTLE, WASHINGTON 98108 PHONE (206) 762 -1100 FAX (206) 763 -0848 Jennifer Marshall Permit Technician City of Tukwila 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 RE: Permit Numbers D08-093 a At 8531 East Marginal Way S, EL08 -163 '&ad wAaelc oat o9- O 2 0$ c t -e#Gtelee.t• ,r4a(Lo7 The Permits referenced above were not acted i n for an extended period after having been applied for and granted in March of 2008. The Plant Eq ipment that would work with the machine to use the foundation and electrical connection referred t• in the permits suffered a breakdown. Some time was needed to be sure there would be no changes o the plans. Construction has now been restarted, a completion of the project is estimated by the end of November, 2008. An extension of these p rmits to cover this time frame is requested. ak. 40 441Thvoi /4h`t I V 'e-1S 6cr v RECi:'a•:E0 VEP1R DRY 'Whig 07 -29 -2008 HENRY S MEYER (STEVE) 8531 EAST MARGINAL WY S TUKWILA WA 98108 Dear Permit Holder: Based on the above, you are hereby advised to: Thank you for your cooperation in this matter. Sincerely, AA/ xc: fer Marshall, it Technician Permit File No. D08 -093 City of Tukwila RE: Permit No. D08 -093 8531 EAST MARGINAL WY S TUKW Department of Community Development Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 09/21/2008 , your permit will become null and void and any further work on the project will require a new permit and associated fees. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 4. March 5, 2008 Henry Meyer 8531 East Marginal Way S Tukwila, WA 98108 -4018 RE: CORRECTION LETTER #1 Development Application Number D08 -093 Jorgensen Forge Corporation — 8531 East Marginal Way S Dear Mr. Meyer, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning and Public Works Departments have no comments. Building Department: Dave Larson, at 206 - 431 -3678 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other 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. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, 414.th- 401:e Brenda Holt Permit Coordinator encl xc: File No. D08 -093 • Cizy of Tukwila Department of Community Development Jack Pace, Director P:\Pennit Center \ Correction Letters \2008\D08 -093 Correction Ltr #1.DOC wer • Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • • Building Division Review Memo Date: March 04, 2008 Project Name: Jorgenson Forge Corp Permit #: D08 -093 Plan Review: Dave Larson, Senior Plans Examiner Tukwila Building Division Dave Larson, Senior Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Please provide a copy of the soils report referenced on sheet S1 under structural notes - foundation soils, to become part of the permit submittal. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. � PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 - 093 PROJECT NAME: JORGENSEN FORGE CORP SITE ADDRESS: 8531 EAST MARGINAL WY S DATE: 03 -10 -08 Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: �� � �3� -off B �I ing ivision Public Works ri DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete Comments: TUES/THURS ROUTING: Please Route Documents/routing slip.doc 2 -28 -02 REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Fire Prevention Structural Structural Review Required n DATE: DATE: Planning Division n Permit Coordinator No further Review Required Approved Ti Approved with Conditions Fl Not Approved (attach comments) Notation: REVIEWER'S INITIALS: n DUE DATE: 03-11-08 Not Applicable ri Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: n DUE DATE: 04-08-08 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tulwila.wa.us 1 REVISION SUBMITTAL 1 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /0 /y/A,eCH 2O06 Plan Check/Permit Number: D08 -093 ❑ Response to Incomplete Letter # ® Response to Correction Letter # A62 rtpyitECF Tr r , 111 Revision # after Permit is Issued BAR El Revision requested by a City Building Inspector or Plans Examiner p O ?008 &alit cevrch Project Name: JORGENSEN FORGE CORPORATION Project Address: 8531 East Marginal Way S Contact Person: Henry Meyer Phone Number: 2 OG — 6e76 - p.Z3 f� Summary of Revision: $OPP[ y Co /ES OF 2 ' RtPvier z' TFCem.//c•94 P41/6N RECornm&//DATOW/S NMEmo /ANOu AS fi/ERtNcED o KPL'F NuC, ,sZ . Sheet Number(s): < o PAGE PQc v .r e'v T "Cloud" or highlight all areas of revision including date of re ision , I (1 ') Received at the City of Tukwila Permit Center by: Entered in Permits Plus on \applications \forms - applications on line\revision submittal Created: 8 -13 -2004 Revised: DEPARTMENTS: Building Pu lic Works tea- PERMIT COORD COPY • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 -093 DATE: 02 719 -08 PROJECT NAME: JORGENSEN FORGE CORPORATION SITE ADDRESS: 8531 EAST MARGINAL WY S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued 611 4 9- 11 -` 2 1--t' 95 Fire Prevention Structural n ERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete rvi Incomplete Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 15144, 2 Planning Division Permit Coordinator DUE DATE: 02-26-08 Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROU ING: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: Not Applicable DUE DATE: 03-25-08 Approved 1 1 Approved with Conditions n Not Approved (attach comments) 7( Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Cf Fire ❑ Ping ❑ PW ❑ Staff Initials: License Information License ACVANAC946BD Licensee Name ADVANCED AMERICAN CONST INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602308267 Ind. Ins. Account Id SECRETARY Business Type CORPORATION Address 1 P 0 BOX 83599 Address 2 City PORTLAND County OUT OF STATE State OR Zip 97283 Phone 5034459000 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 1/4/2006 Expiration Date 1/4/2010 Suspend Date Separation Date Parent Company Previous License MCUTTC *085L3 Next License Associated License Business Owner Information Name Role Effective Date Expiration Date BURCH, MARVIN PRESIDENT 01/04/2006 JOHNS, MICHAEL S SECRETARY 01/04/2006 HARPER, JEFF V TREASURER 01/04/2006 Look Up a Contractor, Electrl n or Plumber License Detail Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. • Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date WESTERN SURETY Until Page 1 of 2 https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= ACVANAC946BD 03/25/2008