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HomeMy WebLinkAboutPermit D08-119 - JORGENSEN FORGEJORGENSEN FORGE 8531 EAST MARGINAL WAY S D08 -119 Cityef Tukwila Parcel No.: 0001600023 Address: 8531 EAST MARGINAL WY S TUKW Suite No: 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 Tenant: Name: JORGENSEN FORGE Address: 8531 EAST MARGINAL WAY S , TUKWILA WA Owner: Name: JORGENSEN FORGE CORP Address: C/O DOUG JAMES , 8531 E MARGINAL WAY S 98108 Phone: Contact Person: Name: WAYNE TURK Address: 8531 EAST MARGINAL WAYS , TUKWILA WA 98108 Phone: 206 - 357 -1076 Contractor: Name: PHOENIX INDUSTRIAL INC Address: BLDG 7 SUITE 120 , 2111 SE COLUMBIA WAY 98661 Phone: 360 - 567 -1666 Contractor License No: PHOENII985B2 doc: IBC -10/06 DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D08 -119 Issue Date: 03/24/2008 Permit Expires On: 09/20/2008 Expiration Date: 01/25/2010 DESCRIPTION OF WORK: DEMOLISH, EXCAVATE, SET FORMS AND POUR NEEDED CONCRETE FOR BOLT DOWN OF (1) NEW TACCHI DEEP HOLE BORING MACHINE Value of Construction: $358,950.00 Fees Collected: $5,176.92 Type of Fire Protection: NONE International Building Code Edition: 2006 Type of Construction: Occupancy per IBC: 0011 D08 - 119 Printed: 03 -24 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: City 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 N N Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. Start Time: End Time: Fill 0 c.y. 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 Permit Center Authorized Signature: Permit Number: D08 -119 Issue Date: 03/24/2008 Permit Expires On: 09/20/2008 Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: L k - Date: G ? / /CS Print Name: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC -10/06 W rO \('ot. , c n. R_ D08 -119 Printed: 03 -24 -2008 Parcel No.: 0001600023 Address: Suite No: Tenant: JORGENSEN FORGE 1: ** *BUILDING DEPARTMENT CONDPI'fONS * ** • • 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 8531 EAST MARGINAL WY S TUKW PERMIT CONDITIONS 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. 4: The special inspections and verifications for concrete construction shall be required. 5: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. D08 -119 ISSUED 03/04/2008 03/24/2008 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: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 12: 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. doc: Cond - 10/06 * * continued on next page ** D08 -119 Printed: 03 -24 -2008 Signature: • • 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 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 construction or the performance of work. Print Name: w AV 1 Q.. ill, R-lc... doe: Cond -10/06 D08 -119 Date: 03/2.y / pk ordinances governing or local laws regulating Printed: 03 -24 -2008 CITY OF TUKWIL4r• Community Developmek_ Jepartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://wwwatukwila.wa.us 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 Address: Z. AA•ii, ter,. , wi • SO. Tenant Name: 3o t�a.dVc %QAn ot"�Q.. C t -p • Property Owners Name: Jo to"... to"... �, Q.. CSC c— e• Mailing Address: 8531 E. t t W „ l So k,- :tic,,,, City Company Name: €° ,CS t..-- I Ar- Mailing Address: t -O i B City Contact Person: J c S C Q,cLf - Q,/ bb King Co Assessor's Tax No.: 63001 C - C Ca.. 3 - 05 Suite Number: IJ/A. Floor: N/.A New Tenant: 0 .... Yes No State � i } Name: Wo-ire Day Telephone: Cz ©) ZS/ - WA Mailing Address: $S31 Mc- r6 + kA-Q4 W 3 .5 . "�"wkw�\e� WA 9$1e. y City State Zip E -Mail Address: t.) -FO r k. c_,,j o �-� r S Q t'- .Co m Fax Number: (7O 6) 351 Ho Company Name: n L V e_el ) < - 1 7 ," ws ; Z v"_ • Mailing Address: 7-( (� S G C- c L r e� l,J ,. �u �a � e I - t ti/ c�tico� 1jQr 1..).) & 9 T Ch. G 1 City State Zip Contact Person: k.Q.- - SoCk Day Telephone: 3(0 - S(..7 - �� 6 E-Mail Address: k dr) ( clan _, p Cn x 1 v`<) , cslisn`1 Fax Number: 3 - ' S � -) 67 Contractor Registration Number .OR t V 9 W`lS W A pho.a.r3 i19 S ea. Expiration Date: tu.A I Z / 3 ( Slate Zip Day Telephone: Z. S3- 394 -G 1S E -Mail Address: 5 I (Lc-. i 40-" @ k P W\ca..C(S m$ Fax Number: Ste- V) - O 16 Z 1?%c *- ya18 Company Name: k P .F C oi: k.�S. i- I E. K3 ■ A.Q. 2 - -t Mailing Address: Q.0l Po Fi c., IVQ.. i..,..� Ttz.- e.owtk. WA., 9 4 GI_ City State Zip Contact Person: ;c.... .t L.0j.0 L¢,r Day Telephone: ZS 3 - 'n, C, _.. ©1 So E -Mail Address: ku.sz-b 1 Q,c- Q. kt p F P-4- o_..,.. ..,., ,C4 f Fax Number. - ?_.s - 39 C - 0 16 Q:Mppliatioee\Forw- Appliatima On Liae'3 -2006 - Perrin Appliation.doe Rnviud: 9.2006 Page 1 of 6 ' . Y. 141 .. , �, f�,�} �. (� t xiit '! ± -1; RW + t f i.d it . • 7rL - er- i s �/ 1 . ' �P., ^ 1 a t L i 11 per` • .. 'isse OccuPa peF .. _a!!•a� .... 0 , -" -7 ti ,;-: —' - -" =tier. l.-.F' .' n .�.� 06# Y .. - fG AMR 20674J1406 Valuation of Project (contractor's bid price): $ 3s8t9 S6'° Existing Building Valuation: $ 1 4 1 24:6 S 00 , D Scope of Work (please provide detailed information): ' v \ .t , 2 xcc...0 ,z f ' r S Q� ��� Cs. nC re �, Pc t- Cc c r tow a ( 41re � T i b N old o.r l � W\ce c_SIA i 0.42, Will there be new rack storage? ❑.... Yes ❑.. No If yes, a separate permit and plan submittal will be required. PLANNING DIVISION: N /A 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 —jig No If "yes', attach list of materials and storage locations on a separate 8-1/2" x I1 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM N /A ❑ On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q AApplieatiootlForms- Applieatiot,s On L•mel3-2006 - Permit Appliestioo.doc Revised: 9.2006 bh Page 2 of 6 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: ( P12saS EC-1" A is M.l -) Print Name: W A Y (J E Q . TkA,PO4, Day Telephone: Z - 3 S - 7 - 0 6 Mailing Address: F 531 INlait-S,A-c4 `iatc)%- 401E City State TIP Date Application Expires: 9 -08 Date Application Accepted: Q: Applications \Favt - Applications On LineO -2006 - Permit Application .doe Revised: 9-2006 bb Date: 03 / 33 / 0$ Staff Initials: Page 6 of 6 City of Tukwila Parcel No.: 0001600023 Address: 8531 EAST MARGINAL WY S TUKW Suite No: Applicant: JORGENSEN FORGE Receipt No.: R08 -00619 Initials: WER User ID: 1655 Payee: JORGENSEN FORGE ACCOUNT ITEM LIST: Description doc: Receipt -06 BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 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 TRANSACTION LIST: Type Method Descriptio Amount Payment Check 044492 5,176.92 Account Code Current Pmts 000/322.100 000/345.830 000/386.904 RECEIPT 3,134.80 2,037.62 4.50 Total: $5,176.92 Permit Number: D08 -119 Status: PENDING Applied Date: 03/04/2008 Issue Date: Payment Amount: $5,176.92 Payment Date: 03/04/2008 01:24 PM Balance: $0.00 9397 03/04 9710 TOTAL 6102.92 v b )r Printed: 03 -04 -2008 Projes.;.r --- oryCIV -C V rav, , , 4 ' Type of Inspection: /L, 4- / )C s 3 / l � • Date Called: Special Instructions: / Date Wanted: a. Requester: Pe ✓35 7 / O-74 3 INSPECTION RECORD Retain a copy with permit .O h -1, INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: pef wA (e. 'Date; D 4 (, , ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Proj Q lel cA e s/6p Type ffII' spection: F i mi 01- t.... Ad ess: 53 l E 014.06 /K,q i • Date Called: Special Instructions: Date Wanted: fG1 I U -- ) 5 _ - ° C....) a.m. Requester: Phone No: _264 s_7-1074. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 El Approved per applicable codes. Corrections required prior to approval. COMMENTS: i\ozi 61.1 ��, e cJ ✓'�• T ,1� e.c j P i! Cam. 1 Date: / -/f--c` El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: Proje . �/ /J f p ��V x.7 L Typ pe e of Ins e / / 7( S I / If 1 r �f t ry er� Ad s s: / Date Called: Special Instructions: Date Wa'ryrtted: X 7 / U< 2 6,,.. p.m. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit Dog-iO PERMIT NO. CITY OF TUKWILA BUILDING DIVISION I� J 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-367 Approved per applicable codes. Corrections required prior to approval. COMMENTS: sfiFeirol S, Da _72 _Q? ❑ $6 00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be p d at 6300 Southcenter : vd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: COMMENTS: Type of Inspection: ° /iv 19 Addr s: 5 3 J PA .s IL Me rei/ Date Called j ti ra Special Instructions: , Date Wanted: •- / A.l e A () R g e Du/ 1 ...47 7 /cj76 0;(( rc - � JA c,_.E k •- r G, As- 4 i b A e . • Project: 0 > FN 6 Type of Inspection: ° /iv 19 Addr s: 5 3 J PA .s IL Me rei/ Date Called j ti ra Special Instructions: , Date Wanted: •- / ' rin • Requester: Phone No: _ 2a( 7 /cj76 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Inspect INSPECTION RECORD Retain a copy with permit PERMIT NO. Corrections required prior to approval. Date: / / ((0-or ' ❑ $60.00 REINSPECTION FEE REO IRED. Priori «r o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal to schedule reinspection. Receipt No.: ID e: COMMENTS: 4(1,0 1„t,pk 1 2>ti, -co r (4_c_ -A.,-r-eItr cpe„e--. AA s t.-f\S e }i a A S Date Want eld: I e - Requester: Phone N 2,06 - * 1 Project: - ,TO r CelA Cv fi Type of Inspection: . a r yf- - c J yec- 44 4 Address( Wi3I C, ikAAffAikr Date Called: Special Instructions: / Date Want eld: a.m. / Requester: Phone N 2,06 - Inspector Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION g 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Approved per applicable codes. 0 Corrections required prior to approval. Ei $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: UeAl COMMENTS: er g p nitre -- n _ S� P') �,' i .DP �` 3 " J^ Sir 1ii7 iAS rr ,e't € -t) A (.I f' � / 1�e I Date Wanted: � - 2-'5 - f� 6 P.m. Requester: Phone N9: 5 ) /v-7 4. Project: v fnlSF�1 ran N� ?° Type of Inspection: R 00 `t % Ks (cam Address: 3 1 r i Q G r,i,k-4 L Date Called: L J4 C L) Special Instructions: Date Wanted: � - 2-'5 - f� 6 P.m. Requester: Phone N9: 5 ) /v-7 4. D 68 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspern Date: - — t ) j $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: h Project: �`Or ..._/t 1-a/ Type of Inspection: 1of 4 hA� 14)/ Address kS3 ( 6, ,u,aly,`A n? OA/ Date CaE' ed: Soak,; A 6bA ue1 ^. Special Instructions: . • f 0,40ACfC =_ Ai/r l/� DatetWanted: /a. . 4-1( 'os P.m. Requester: Phone No: ' — / 037 INSPECTION RECORD Retain a copy with permit cg- 1(7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 0- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. ❑ Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: li r f Inspeor: Date ! 2 ( J El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: Date: COMMENTS: 19/9-1114-1 [WM kikr tA)A7 AR 5L) f Ad die ss: 60053/ �4.5//y �74/ htl C TL- 5, () ip e:.c f a S ■ re- , it) 'At) '1 u i_. s,vn 0 r cyD111 17) 0,ilidiJ/1-7 Requester: 4, Phone No: Pro p e CA4.5c P / Type of Inspection: Voar/A Ad die ss: 60053/ �4.5//y �74/ htl Date Called: ( Special instructions: Date Waned: G L/- Q� l en. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. [] Corrections required prior to approval. Inspect r: 1 a $58.00 REINSPECTION FEE RE UIREDREINSPECTION FEE RE UIRED Date: 4 T J r $ . Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspect' : Address: �/ c47AR6rni9( S.e_�� - � s [ ai. s5;�, 5Q1 LY ( J r -r t-J - t-v k- 0 - k 60 .!t E ii ' oe 1 A Tri-ke, I Pr Type of Inspect' : Address: �/ c47AR6rni9( Date Called: �„^ Special Instructions: l v 5 pe C- A /! cjf. 7 e)U /`- — I /`S1, a i /7`)`' gy i'Pho (Pi14vAS 0 gate W nt d: (a.m.' �� /v 'P m' Requester: C a No: 6' ?s -7 --Ao7g g--09 pi" INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 Inspe fct or: 0 $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Approved per applicable codes. El Corrections required prior to approval. Date: ` , p y Receipt No.: Date: JORGENSEN FORGE KPFF Project No. 107026.50 March 4, 2008 Prepared By: KPFF Consulting Engineers 1201 Pacific Avenue, Suite 800 Tacoma, Washington 98402 (253) 396 -0150 F1 LE. COPY P %t No° STRUCTURAL CALL COLA TIONS for TACCHI FOUNDATION HOLLOW BORE AREA RECEIVED MAR 0 4 2008 PERMIT CENTER aQl Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 Project 74 / ' i') /`/V/V j ` -/ location J6W,6 k• /)frf.Y ral6 client byte$ date /[ /J //07 sheet no. job no. (c 30 f o*4A-I j /F ' '4" E d ( 2 1 ' or F v v 9 / + 7 a < t - / OA-/ 1 Zan 2 ' -1 It S" S" 3 /6' 14" 7 g5/6/( -/ fioUA-fI / 0/4Y /54 6 - /W/vorn' cjxvcra 5772e /6 A-130u e Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 Proted /Ace,' UMo,4 '7 A / location ‘)()&6&.--(5b--1 client ()A,/2/J -7 /O2a /9,5/6ti CA-6C ( (O, /6// 7 Dry F z o>x 55;8 3,S) - 0,0x 0,56 x E260.7 — /.° oq c - 1, v) 0 53 x z95 /,Os 0•S5x1,oq 3,ZS`xo — 3, z°> 4,0// >e i3v 33e(, ° v c, 4=.0-- 3 = `Z 3cy by date .I f� sheet no. /74#01 job no. 3',29,7 406, s 87o 3,g -7 3 32f, er. ld7o2( 5 id MH4?' '3F DRIVE BOX FOR PUMP/ IN CONVL _ , R (SUGGESTED LOCATION) 16491..0 s 7c /Fr 62,Svv ?, 9zt 7, 7/b 5,0/5 4, 6,30 s, Z9/ 93 S7( / /oZ3 /07 °v1 g 4,412 PESO BANCO AL METRO WEIGHT OF BED PER METER 1050 PESO TOTALE BANCO TOTAL WEIGHT OF BED 28350 PESO TESTA + PIATTAFORMA WEIGHT OF MAIN HEADSTOCK + CHUCK 4500 PESO CARRO ADDUZIONE OLIO WEIGHT OF OIL PRESSURE HEAD SADDLE 3500 PESO CARRO DI FORATURA WEIGHT OF THE BORING SADDLE 4000 PESO LUNETTA AUTOCENTRANTE (x3) WEIGHT OF SELF CENTERING STEADY REST (x3) 2100 PESO LUNETTA GUIDA ASTA (x4) WEIGHT OF BORING BAR STEADY (x4) 2400 PESO TOTALE MACCHINA TOTAL WEIGHT OF MACHINE 44850 PESO PEZZO AMMESSO ADMISSIBLE WEIGHT OF WORKPIECE 5000 CARICO GLOBALE TOTAL LOAD 49850 • REAZIONE AGLI APPOGGI (N *66) MAX REACTION OF SUPPORTS (N° 66) 2037.5 REAZIONE REACTION MAX. 14,15 Kg /crn2 DESCRIZIONE DESCRIPTIONS Kg MH4?' '3F DRIVE BOX FOR PUMP/ IN CONVL _ , R (SUGGESTED LOCATION) 16491..0 s 7c /Fr 62,Svv ?, 9zt 7, 7/b 5,0/5 4, 6,30 s, Z9/ 93 S7( / /oZ3 /07 °v1 g 4,412 r a Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 p Thccat/ Jo /26'i Af5 e/ r L3 /(6p location client by .1 /ZS date /2/g77 sheet no. job no. 1O7c C 6 Foc)/1- //7A-77U D S/6 A--/ Cox- h MA-56 OP '0,1-//: °IL/12 47/0k, to rzii P/k ce Cf /P C®/1- (C) ,fY'2� A ggra Ok - O0A 9, ZZ^ ,42 4- 2. 0S? SY. S 3 Z /O 5:7 r k.. 3 9C b35 x /a3S,76 / z /14 /A/C 3 F77.- . /Oa) 18$ Az_ i4 / «�' ' //8,61e(%s �i cf �7 77* Fr P) AJCY 2' Fooltin/9- 7yat -i I5 , /h, ri r 6e' —P kt /'/'CC/' / I &)222.e ,7r 59) t / I 1(7 6 1 0 PRNA76 -P - : 11,6 I / - 7 c'cUI /s p c ( 0, b 6 ) T AC/7 /off rdUPcp VIA/ (Li 77 `0 c , z - /51c (0, /o\ Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 project C 1 , �.�G � /—v bcation . I 1 6b f,(. / ft46 client by date 1i /1/27 sheet no. job no. _/07016,30 c>/t_//4770ft-/ �,es/6- Ce —Tb -/7 cic r oefc Y w /76 A 2 L 0' ,t /1770/1- SG�1 F.Do A/OA - 7( 550 — OS) /vas ■ : 76 K - /60 '167 friveto /1 19 Cycts/ tc ( 5#c Eril I project Consulting Engineers location 1201 Pacific Ave. Suite 800 cl1ent Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 4pE (opor / by ' date 3 " 5 00-s ls ss ( 4 ' 015764/ 74 sheet no. job no. Dec 21. 2007 11:10vn jon \107— \107028.70 (men kcchl Yodel. Fwkatun)\a \ 52 JORGENSEN FORGE TACCHI MACHINE FOUNDATION FOUNDATION PLAN SAFF SAFE v8.0.7 - File: Tacchi Foundation - December 18,2007 12:50 - Scale: Fit to Page Structural Layer Plan View - Kip -ft Units \ G) Tacchi Four= - - "on 107026.30 )ensem Forge 1 � / \ / `�J % �N �l I 3 ligra project Consulting Engineers location 1201 Pacific Ave. Suite 800 client Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 F001.V1 ,47 41 5, /-rr 5 / /os D € fVe L2 roc)A, „,41 Tjc).— A r, Ov e z 4-6” /OS: 76 x Z Sv >e o,/66 L z SS)- 4/1, - 135 - , 7 + 7,0(x s5 53 1035,7 -abST 07 z ZO, &&Z 23 , (7 0,7s ca, / o Z7,7 z 1006 / p Z3oh 13572— Z7, 7= 108,0 / (' vimL 15�5 805s, AcC/ %' PUN /27 7t�./ date 467 . / 45 / by J N sheet no. job no /0707(9,k, Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 project j09,466vc GC( /( ,&,/'47104' 1—ion client by JI -S date /il/ 7/V 7 sheet no. job no t o7o7Cx?o L /J ,4 if i , CA) le /6 // Ox 4 # 70 G PGA": (7 706 HtgA-50cfc fZ � 11 ChlP COA, `c 000 /Ss 0, 3o 66,3 47zs PUS 00 p/e t =� 45f.?) SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 1 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge A R E A O B J E C T D A T A AREA JNT -1 JNT -2 JNT -3 JNT -4 SECTION SUPPORT X -STRIP Y -STRIP AREA 1 1 2 3 4 SLAB1 SOIL1 NO NO 402.864 10 14 15 16 3 SLAB1 SOIL1 NO NO 401.760 11 17 18 15 14 SLAB1 SOIL1 NO NO 230.454 42 32 141 45 27 NO YES 54.655 44 153 56 57 147 NO YES 26.342 CSX2 116 117 115 114 YES NO 202.776 CSX4 110 113 21 20 YES NO 357.840 CSY1 22 25 24 23 NO YES 39.455 CSY3 142 143 49 50 NO YES 50.358 CSY4 144 145 53 54 NO YES 50.358 CSY5 146 148 147 58 NO YES 25.179 CSY6 59 60 61 62 NO YES 52.685 CSY7 63 64 65 66 NO YES 52.685 CSY8 67 68 69 70 NO YES 52.685 CSY9 71 72 73 74 NO YES 52.685 MSX1 120 122 117 121 YES NO 116.622 MSX3 114 115 113 110 YES NO 357.840 MSY1 26 28 27 24 NO YES 31.820 MSY2 141 142 50 45 NO YES 50.358 MSY3 143 144 54 49 NO YES 50.358 MSY4 145 146 58 53 NO YES 50.358 MSY5 56 59 62 57 NO YES 52.685 MSY6 60 63 66 61 NO YES 52.685 MSY7 64 67 70 65 NO YES 52.684 MSY8 68 71 74 69 NO YES 52.684 MSY9 72 75 78 73 NO YES 52.684 CSY10 75 76 77 78 NO YES 52.685 CSY11 79 80 81 82 NO YES 26.342 MSY10 76 79 82 77 NO YES 52.685 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 2 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge L I N E O B J E C T D A T A LINE JNT -1 JNT -2 SECTION SUPPORT RELEASES LENGTH 4 86 87 BEAM1 10.900 5 87 88 BEAM1 10.900 6 88 89 BEAM1 10.900 7 89 90 BEAM1 9.300 8 90 91 BEAM1 9.300 9 91 92 BEAM1 9.300 10 92 93 BEAM1 9.300 11 93 94 BEAM1 9.300 14 99 100 BEAM1 4.270 15 100 101 BEAM1 3.440 16 101 86 BEAM1 3.190 18 94 102 BEAM1 2.730 19 102 103 BEAM1 6.570 21 2 104 BEAM1 9.300 22 104 105 BEAM1 9.300 23 105 106 BEAM1 9.300 24 106 107 BEAM1 9.300 25 107 108 BEAM1 9.300 26 108 109 BEAM1 9.300 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 3 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge P O I N T O B J E C T D A T A POINT GLOBAL -X. GLOBAL -Y SUPPORTSPRING RESTRAINT RES DIM X RES DIM Y 1 0.000 2.090 2 43.600 2.090 3 43.600 11.330 4 0.000 11.330 5 16.410 7.730 6 24.610 7.730 7 32.810 7.730 8 44.700 7.730 9 54.750 7.730 10 63.400 7.730 11 72.040 7.730 12 80.690 7.730 13 90.980 7.730 14 43.600 4.130 15 99.400 4.130 16 99.400 11.330 17 43.600 0.000 18 99.400 0.000 19 5.990 7.730 20 0.000 11.330 21 99.400 11.330 22 0.000 2.090 23 0.000 11.330 24 4.270 11.330 25 4.270 2.090 26 4.270 2.080 27 7.710 11.330 28 7.710 2.080 32 7.710 2.090 45 13.625 11.330 49 24.525 11.330 50 19.075 11.330 53 35.425 11.330 54 29.975 11.330 56 45.925 0.000 57 45.925 11.330 58 40.875 11.330 59 50.575 0.000 60 55.225 0.000 61 55.225 11.330 62 50.575 11.330 63 59.875 0.000 64 64.525 0.000 65 64.525 11.330 66 59.875 11.330 67 69.175 0.000 68 73.825 0.000 69 73.825 11.330 70 69.175 11.330 71 78.475 0.000 72 83.125 0.000 73 83.125 11.330 74 78.475 11.330 75 87.775 0.000 76 92.425 0.000 77 92.425 11.330 78 87.775 11.330 79 97.075 0.000 80 99.400 0.000 81 99.400 11.330 82 97.075 11.330 86 10.900 7.730 87 21.800 7.730 88 32.700 7.730 89 43.600 7.730 90 52.900 7.730 91 62.200 7.730 92 71.500 7.730 93 80.800 7.730 94 90.100 7.730 99 0.000 7.730 100 4.270 7.730 101 7.710 7.730 102 92.830 7.730 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 4 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge P O I N T O B J E C T D A T A POINT GLOBAL -X GLOBAL -Y SUPPORTSPRING RESTRAINT RES DIM X RES DIM Y 103 99.400 7.730 104 52.900 2.090 105 62.200 2.090 106 71.500 2.090 107 80.800 2.090 108 90.100 2.090 109 99.400 2.090 110 0.000 7.730 113 99.400 7.730 114 0.000 4.130 115 99.400 4.130 116 0.000 2.090 117 99.400 2.090 120 43.600 0.000 121 43.600 2.090 122 99.400 0.000 141 13.625 2.090 142 19.075 2.090 143 24.525 2.090 144 29.975 2.090 145 35.425 2.090 146 40.875 2.090 147 43.600 ' 11.330 148 43.600 2.090 153 43.600 0.000 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 5 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge S U R F A C E L O A D S Load Case SLAB1 AREA UNIFORM -W 1 0.134 10 0.134 4° 7 /0 '_ SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 6 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge S U R F A C E L O A D S Load Case SLAB2 AREA UNIFORM -W 11 0.120 /o3S, 7( z /6 - Z3 0, 4SQ x / zv Z7, CSV 633 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 7 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge L I N E L O A D S Load Case BED LINE TOTAL -W INPLANE -M OUTPLANE -M 4 7.70 0.000 0.000 5 7.70 0.000 0.000 6 7.70 0.000 0.000 7 6.57 0.000 0.000 8 6.57 0.000 0.000 9 6.57 0.000 0.000 10 6.57 0.000 0.000 11 6.57 0.000 0.000 16 2.25 0.000 0.000 18 1.93 0.000 0.000 15 2.43 0.000 0.000 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 8 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge L I N E LOADS Load Case HEADSTK LINE TOTAL -W INPLANE -M OUTPLANE -M 15 9.92 / 0.000 0.000 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 9 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge P 0 I N T LOADS Load Case HEADSDL POINT VERTICAL MOMENT -X MOMENT -Y 8 7.72 0.000 0.000 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 10 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge P O I N T L 0 A D S Load Case BORESDL POINT VERTICAL MOMENT -X MOMENT -Y 13 8.82- 0.000 0.000 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 11 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge P O I N T L O A D S Load Case CTRREST POINT VERTICAL MOMENT -X MOMENT -Y 5 1.54 0.000 0.000 6 1.54 0.000 0.000 7 1.54 0.000 0.000 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 12 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge P O I N T L 0 A D S Load Case BARSTDY POINT VERTICAL MOMENT -X MOMENT -Y 9 1.32 0.000 0.000 10 1.32 0.000 0.000 11 1.32 0.000 0.000 12 1.32 0.000 0.000 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 13 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge L I N E LOADS Load Case CHIPCON LINE TOTAL -W INPLANE -M OUTPLANE -M 21 1.67 0.000 0.000 22 1.67 0.000 0.000 23 1.67 0.000 0.000 24 1.67 0.000 0.000 25 1.67 0.000 0.000 26 1.67 0.000 0.000 `0, o ZL SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 14 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge P O I N T L O A D S Load Case WORK POINT VERTICAL MOMENT -X MOMENT -Y 8 1.39 0.000 0.000 19 1.39 0.000 0.000 5 2.76 0.000 0.000 6 2.76 0.000 0.000 7 2.76 0.000 0.000 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 15 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge B E A M S E C T I O N P R O P E R T I E S SECTION ELASTIC POISSONS SECTION MOMENT SHEAR TORSION UNIT LABEL MODULUS RATIO AREA INERTIA AREA CONSTANT WEIGHT BEAM1 518400 0.170 2.000 0.667 1.667 0.458 0.000 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 17 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge S L A B S E C T I O N P R O P E R T I E S SECTION ELASTIC POISSONS SLAB SLAB SLAB UNIT LABEL MODULUS RATIO THICKII THICKJJ THICKIJ WEIGHT SLAB1 518400 0.200 2.000 2.000 2.000 0.160 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 18. December 18,2007 14 :27 Tacchi Foundation 107026.30 Jorgensen Forge S L A B S E C T I O N P R O P E R T I E S SECTION TOTAL LABEL WEIGHT SLAB1 331.251 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 19 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge S U P P O R T P R O P E R T I E S SUPPORT CONSTANT CONSTANT CONSTANT LABEL KZZ KRX KRY COL1 51840.000 17280.000 17280.000 WALL1 51840.000 17280.000 S0IL1 155.520 ) c /ooc qv pc/ `7a T. SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 20 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge S T A T I C L O A D C A S E S STATIC CASE SELF WT DEFLECTION CASE TYPE FACTOR FACTOR SLAB1 DEAD 1.0000 3.0000 SLAB2 DEAD 0.0000 3.0000 BED DEAD 0.0000 3.0000 HEADSTK DEAD 0.0000 3.0000 HEADSDL DEAD 0.0000 3.0000 BORESDL DEAD 0.0000 3.0000 CTRREST DEAD 0.0000 3.0000 BARSTDY DEAD 0.0000 3.0000 CHIPCON DEAD 0.0000 3.0000 WORK LIVE 0.0000 3.0000 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 21 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge L O A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR SLABDL TOTALDL DLLL SERVICE SLAB1 DEAD 1.000 SLAB2 DEAD 1.000 SLAB1 DEAD 1.400 SLAB2 DEAD 1.400 BED DEAD 1.400 HEADSTK DEAD 1.400 HEADSDL DEAD 1.400 BORESDL DEAD 1.400 CTRREST DEAD 1.400 BARSTDY DEAD 1.400 CHIPCON DEAD 1.400 SLAB1 DEAD 1.200 SLAB2 DEAD 1.200 BED DEAD 1.200 HEADSTK DEAD 1.200 HEADSDL DEAD 1.200 BORESDL DEAD 1.200 CTRREST DEAD 1.200 BARSTDY DEAD 1.200 CHIPCON DEAD 1.200 WORK LIVE 1.600 SLAB1 DEAD 1.000 SLAB2 DEAD 1.000 BED DEAD 1.000 HEADSTK DEAD 1.000 HEADSDL DEAD 1.000 BORESDL DEAD 1.000 CTRREST DEAD 1.000 BARSTDY DEAD 1.000 CHIPCON DEAD 1.000 WORK LIVE 1.000 SAFE v8.0.7 File: TACCHI FOUNDATION lb -ft Units PAGE 1 December 21,2007 7 :51 Tacchi Foundation 107026.30 Jorgensen Forge L O A D C O M B I N A T I O N D A T A COMBO CASE TYPE FACTOR SLABDL TOTALDL DLLL SERVICE SERVDL SLAB1 DEAD 1.000 SLAB2 DEAD 1.000 SLAB1 DEAD 1.400 SLAB2 DEAD 1.400 BED DEAD 1.400 HEADSTK DEAD 1.400 HEADSDL DEAD 1.400 BORESDL DEAD 1.400 CTRREST DEAD 1.400 BARSTDY DEAD 1.400 CHIPCON DEAD 1.400 SLAB1 DEAD 1.200 SLAB2 DEAD 1.200 BED DEAD 1.200 HEADSTK DEAD 1.200 HEADSDL DEAD 1.200 BORESDL DEAD 1.200 CTRREST DEAD 1.200 BARSTDY DEAD 1.200 CHIPCON DEAD 1.200 WORK LIVE 1.600 SLAB1 DEAD 1.000 SLAB2 DEAD 1.000 BED DEAD 1.000 HEADSTK DEAD 1.000 HEADSDL DEAD 1.000 BORESDL DEAD 1.000 CTRREST DEAD 1.000 BARSTDY DEAD 1.000 CHIPCON DEAD 1.000 WORK LIVE 1.000 SLAB1 DEAD 1.000 SLAB2 DEAD 1.000 BED DEAD 1.000 HEADSTK DEAD 1.000 HEADSDL DEAD 1.000 BORESDL DEAD 1.000 CTRREST DEAD 1.000 BARSTDY DEAD 1.000 CHIPCON DEAD 1.000 A 7t ' FFt fzI /C / c,9 -- SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 22 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge F I N I T E E L E M E N T M E S H I N F O M A T I O N X -GRID X- ORDINATE NO VALUE 1 0.000 2 2.135 3 4.270 4 5.990 5 7.710 6 10.900 7 13.625 8 16.410 9 19.075 10 21.800 11 24.525 12 24.610 13 27.293 14 29.975 15 32.700 16 32.810 17 35.425 18 38.150 19 40.875 20 43.600 21 44.700 22 45.925 23 48.250 24 50.575 25 52.900 26 54.750 27 55.225 28 57.550 29 59.875 30 62.200 31 63.400 32 64.525 33 66.850 34 69.175 35 71.500 36 72.040 37 73.825 38 76.150 39 78.475 40 80.690 41 80.800 42 83.125 43 85.450 44 87.775 45 90.100 46 90.980 47 92.425 48 92.830 49 94.953 50 97.075 51 99.340 52 99.400 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 23 December 18,2007 14:27 Tacchi Foundation 107026.30 Jorgensen Forge F I N I T E E L E M E N T M E S H I N F O M A T I O N Y -GRID Y- ORDINATE NO VALUE 1 0.000 2 2.080 3 2.090 4 4.130 5 7.730 6 11.330 mu 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. 44/7 (TcA,Tooris /2_ � (jA/9/ill, //17'2 SAFE. SAFE v8.0.7 - File: Tacchi Foundation - December 18,2007 11:22 - Scale: Fit to Page Slab Resultant M c< Diagram - (TOTALDL) - Kip-ft Units Tacchi Found" , 107026.30 nsen For•eg -0.50 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 SAFE SAFE v8.0.7 - File: Tacchi Foundation - December 18,2007 11:22 - Scale: Fit to Page Slab Resultant Myy Diagram - (TOTALDL) - Kip-ft Units Tacchi Found." 'i 107026.30 nsen Forge .. SAFE SAFE v8.0.7 - File: Tacchi Foundation - December 18,2007 11:22 - Scale: Fit to Page Slab Resultant Mxy Diagram - (TOTALDL) - Kip-ft Units Tacchi Found " 107026.30 nsen Forge SAFE SAFE v8.0.7 - File: Tacchi Foundation - December 18,2007 11:22 - Scale: Fit to Page Slab Resultant Vxoc Diagram - (TOTALDL) - Kip -ft Units Tacchi Found' "'n 107026.30 nsen Forge* SAFE SAFE v8.0.7 - File: Tacchi Foundation - December 18,2007 11:22 - Scale: Fit to Page Slab Resultant Vyy Diagram - (TOTALDL) - Kip -ft Units Tacchi Found , 107026.30 nsen,Forge , IN iu•III III/ 111 -1.04 -0.78 -0.52 -0.26 0.00 0.26 0.52 0.78 1.04 B Beak- Erili 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. � 6 P 4 ' 4 Co 7-002 1206 �' LC Zz_ Z0A--/A-(6 igA-& SAFF 0.00 0.45 0.90 1.35 1.80 2.25 SAFE v8.0.7 - File: Tabchi Foundation - December 18,2007 11:24 - Scale: Fit to Page Slab Resultant ■,oc Diagram - (DLLL) - Kip-ft Units Tacchi Four' in 107026.30 Iensen,Forge , SAFF SAFE v8.0.7 - File: Tacchi Foundation - Decembe 18,2007 11:24 - Scale: Fit to Page Slab Resultant Myy Diagram - (DLLL) - Kip -ft Unit Tacchi Four' ''on 107026.30 Jensen, Forge 1111•1■11111111` SAFF SAFE v8.0.7 - File: Tacchi Foundation - December 18,2007 11:25 - Scale: Fit to Page Slab Resultant Mxy Diagram - (DLLL) - Kip -ft Units Tacchi Foun' 107026.30 iensen For. e -330. -220. -110. 110. 220. 330. 440. 550. E -3 SAFE -1.40 -1.05 -0.70 -0.35 0.00 0.35 0.70 SAFE v8.0.7 - File: Tacchi Foundation - December 18,2007 11:25 - Scale: Fit to Page Slab Resultant Vxoc Diagram - (DLLL) - Kip -ft Units Tacchi Four "'on 107026.30 )ensen.Forge SAFE SAFE v8.0.7 - File: Tacchi Foundation - December 18,2007 11:25 - Scale: Fit to Page Slab Resultant Vyy Diagram - (DLLL) - Kip -ft Units Tacchi Four ' on 107026.30 ensen' For e -960. -720. -480. -240. 480. 720. 960. E -3 Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 project location dient 6c/4-/ ke//cie,g_c /(ZP6 6 Ze)Al2 lx / ; Zo /5■412_ by date sheet no. job no. SAFT 1307-70.4 /rn A B: A \ GO • E L F SAFE v8.0.7 - File: Tacchi Foundation - December 18,2007 12:32 - Scale: Fit to Page Bottom X-Strip Reinforcement (Sq-in) - Kip-ft Units , -I! • ./ \. \ Tacchi Four - `ln 107026.30 j enseh Forge I - \ L M N gir - ■101111111021165714111 -.. ‘ I MEINERIAIMPW - ■=1106111:1 MP" - -mensmnpum,- -- -. ^. 1•1116. 111ffi CI 111:3663 saim.m.... .41.11ME.1.1 SMISI•11011110111142Sr0611.1111171 0 14 3, Co Irsx.3 j le I SAFF (V� • %c./i2 01121, 340 Z. o1 SAFE v8.0.7 - File: Tacchi Foundation - December 18,2007 12:29 - Scale: Fit to Page Top X -Strip Reinforcement (Sq -in) - Kip -ft Units 0,c:O7/%1 -- 0.v °6 o rW7 Tacchi Four •Nn 107026.30 ; enseh Forge IESX4 I I csx: I 1 MSx; l 0T7OA- r' IZ , &f , VA N B' t h u V14 \ C:D r-r,-n N � 1 /...._\ .E M M N 0 `3 �J i i i3 l ' i l i c' r8 . /. /.... \ F , G �.._/ Sn H I \ -' \_. �\ J / K: / LM / N.Y. 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' I MSY2I ILSY3I IMSY3I ILSY<I IMSY4IICBY5 m ® ICSY6I IMBY6I ICSY7 ® ISM IM5Y8I ICSY9I IMSY9I ICSY10 I mo® SAFE SAFE v8.0.7 - File: Tacchi Foundation - December 18,2007 12:32 - Scale: Fit to Page Bottom Y -Strip Reinforcement (Sq -in) - Kip -ft Units Tacchi Four )n 107026.30 ensen Forge SAFF Lfl A B :C , / sY IMSY I ON IMSY2 I CSY3 IMSY3 \ ICSY4 I IMSY4 I SAFE v8.0.7 - File: Tacchi Foundation - December 18,2007 12:32 - Scale: Fit to Page Top Y-Strip Reinforcement (Sq-in) - Kip-ft Units I CSYS S ICSY6 j 'J \ H \ I \ MANI I IBM I msrs K ILSY9 I (MSY9 Tacchi Four In 107026.30 enseb For se • L M N CINEMAS'S a SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 1 December 18,2007 13:47 Tacchi Foundation 107026.30 Jorgensen Forge I N T E G R A T E D X - S T R I P F O R C E S X -STRIP ID CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 STRIP WIDTH 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 LOAD STATION X- ORDINATE TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL 0.000 2.135 4.270 5.990 7.710 10.900 13.625 16.410 19.075 21.800 24.525 24.610 27.293 29.975 32.700 32.810 35.425 38.150 40.875 43.600 44.700 45.925 48.250 50.575 52.900 54.750 55.225 57.550 59.875 62.200 63.400 64.525 66.850 69.175 71.500 72.040 73.825 76.150 78.475 80.690 80.800 83.125 85.450 87.775 90.100 90.980 92.425 92.830 94.953 97.075 99.340 99.400 0.000 2.135 4.270 5.990 7.710 10.900 13.625 16.410 19.075 21.800 24.525 24.610 27.293 29.975 32.700 32.810 35.425 38.150 40.875 43.600 44.700 MOMENT LEFT OF X 1.407 5.665 8.318 7.130 2.204 0.087 - 0.398 - 1.847 - 2.242 - 1.625 - 1.639 - 2.325 -2.169 -1.019 - 1.011 - 1.010 0.104 2.700 6.996 9.008 6.884 3.159 0.882 - 0.060 -0.106 -0.320 -1.287 - 1.558 - 1.211 - 0.854 - 1.149 - 1.497 - 1.324 - 0.613 - 0.416 - 0.660 -0.565 0.200 1.575 1.516 2.160 3.592 6.130 6.573 1.806 - 0.458 - 0.539 0.014 1.283 5.291 8.103 6.478 1.874 0.919 2.597 0.006 - 0.308 1.779 1.784 - 0.355 - 0.420 1.788 1.833 - 0.252 -0.495 1.547 5.891 8.048 SHEAR MOMENT SHEAR LEFT OF X RIGHT OF X RIGHT OF X - 1.03 0.33 0.16 -4.0 =2.9 - 2.45 - 2.72 - 2.35 -1.98 0.24 -2.44 -2.10 - 1.77 0.46 - 2.12 - 1.75 - 1.18 - 0.56 0.91 - 2.69 -3.40 -2.87 -2.37 - 1.63 - 0.99 - 2.33 - 2.03 -1.75 -0.71 - 1.18 - 2.02 - 1.80 - 1.57 -0.05 - 1.58 - 1.81 - 1.52 -1.13 0.10 - 1.57 - 1.18 - 0.74 - 0.36 0.70 -3.92 - 3.03 - 4.04 - 3:07 - 2.26 - 0.06 -0.83 0.48 0.46 -2.08 -3.59 - 2.23 -1.34 - 2.82 - 1.99 -1.13 0.88 - 2.69 - 1.87 - 1.09 0.89 - 2.64 -1.95 -1.09 - 0.26 1.10 - 0.078 2.42 1.285 3.77 5.657 2,.93 t i 3 0.73 . 6.996 1.07 2.226 0.169 - 0.339 - 1.821 -2.219 -1.665 - 1.590 - 2.338 -2.177 -1.072 - 0.991 - 1.114 - 0.071 2.535 7.028 8.971 6.699 3.190 1.088 0.154 - 0.034 - 0.237 -1.209 - 1.491 - 1.168 - 0.845 - 1.158 -1.508 - 1.315 -0.625 -0.412 - 0.714 - 0.624 0.132 1.495 1.459 1.981 3.495 6.282 49 2.422 0.447 0.014 - 0.106 1.119 5.268 8.018 6.292 1.849 0.967 2.604 - 0.012 - 0.286 1.704 1.878 - 0.373 -0.387 1.727 1.927 - 0.326 - 0.614 1.476 5.997 8.051 1.41 2.04 1.58 2.04 2.42 0.38 1.89 2.23 2.62 0.64 2.10 2.64 - 0.72 0.35 0.88 1.38 1.35 - 0.22 1.42 1.72 2.00 1.23 0.64 1.73 1.95 2.18 0.82 1.30 1.94 2.23 2.44 0.27 2.18 2.57 3.01 21 3. .11 -1.59 -2.38 - 0.62 0.35 1.39 0.04 2.13 3.43 2.84 0.29 0.82 1.54 2.51 0.87 1.78 2.64 1.00 1.02 1.84 2.68 1.04 0.97 1.82 2.68 3.50 2.62 -0.98 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 2 December 18,2007 13:47 Tacchi Foundation 107026.30 Jorgensen Forge I N T E G R A T E D X -STRIP ID CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 CSX4 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 MSX3 STRIP WIDTH 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 DLLL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL 3.600 TOTALDL X - S T R I P F O R C E S LOAD STATION MOMENT SHEAR MOMENT SHEAR X- ORDINATE LEFT OF X LEFT OF X RIGHT OF X RIGHT OF X 45.925 5.815 -2.67 5.700 8.735E -03 48.250 1.984 -3.21 2.097 0.59 50.575 -0.272 -2.63 - 0.002 1.11 52.900 -1.151 -2.10 -0.901 L.15 54.750 -1.148 -1.41 -1.061 -0.18 55.225 -1.303 -0.84 - 1.199 1.25 57.550 -2.024 -1.96 - 1.929 1.53 59.875 -2.106 -1.68 -2.034 1.77 62.200 -1.653 -1.44 -1.615 1.11 63.400 -1.274 -0.55 -1.265 0.60 64.525 -1.460 -0.95 -1.464 1.54 66.850 -1.630 -1.68 -1.640 1.72 69.175 -1.377 -1.49 -1.372 1.90 71.500 -0.685 -1.31 -0.700 0.74 72.040 -0.503 -0.01 -0.500 1.14 73.825 -0.664 -1.33 -0.713 1.68 76.150 -0.538 -1.53 -0.591 1.92 78.475 0.147 -1.29 0.087 2.10 80.690 1.343 -0.96 1.271 0.24 80.800 1.289 0.09 1.241 1.87 83.125 1.853 -1.34 1.698 2.20 85.450 3.082 -1.01 2.997 2.58 87.775 5.255 -0.64 5.384 2.90 90.100 8.398 -0.31 8.663 1.81 90.980 9.721 0.59 9.902 -1.36 92.425 6.491 -3.36 6.563 -2.04 92.830 5.622 -2.60 5.775 -0.53 94.953 1.534 -3.47 2.065 0.30 97.075 -0.407 -2.63 0.378 1.19 99.340 -0.468 -1.94 0.013 0.03 99.400 0.012 -0.05 0.000 0.013 2.33 2.135 1.313 -1.11 1.194 3.64 4.270 5.297 0.20 5.250 2.89 5.990 7.832 0.11 7.819 0.62 7.710 6.496 -2.16 6.490 1.19 10.900 2.085 -3.95 2.133 1.50 13.625 0.241 -2.89 0.285 2.08 16.410 -0.164 -2.41 -0.170 1.60 19.075 -1.625 -2.70 -1.648 2.05 21.800 -2.045 -2.34 -2.038 2.42 24.525 -1.445 -1.98 -1.381 0.48 24.610 -1.347 0.34 -1.411 1.89 27.293 -2.153 -2.44 -2.164 2.22 29.975 -2.009 -2.11 -1.992 2.61 32.700 -0.871 -1.79 -0.804 0.72 32.810 -0.735 0.54 -0.779 2.08 35.425 -0.863 -2.14 -0.852 2.60 38.150 0.232 -1.80 0.262 3.09 40.875 2.683 -1.31 2.473 3.70 43.600 6.579 -0.69 6.226 3.01 44.700 8.558 1.23 8.258 -0.97 45.925 5.857 -2.95 5.777 0.49 48.250 2.568 -3.26 2.781 1.07 50.575 0.898 -2.69 1.091 1.50 52.900 0.226 -2.25 0.304 1.46 54.750 0.249 -1.52 0.296 -0.23 55.225 0.003 -1.00 -0.003 1.46 57.550 -0.960 -2.29 -0.938 1.75 59.875 -1.235 -2.00 -1.229 2.00 62.200 -0.940 -1.75 -0.928 1.28 63.400 -0.548 -0.65 -0.545 0.58 64.525 -0.912 -1.23 -0.920 1.73 66.850 -1.259 -2.02 -1.253 1.95 69.175 -1.086 -1.80 -1.087 2.17 71.500 -0.398 -1.58 -0.374 0.89 72.040 -0.127 0.02 -0.145 1.26 73.825 -0.464 -1.62 -0.470 1.93 76.150 -0.349 -1.82 -0.354 2.20 78.475 0.390 -1.55 0.378 2.40 80.690 1.744 -1.17 1.760 0.11 80.800 1.763 -0.06 1.704 2.09 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 3 December 18,2007 13:47 Tacchi Foundation 107026.30 Jorgensen Forge I N T E G R A T E D X - S T R I P F O R C E S X -STRIP STRIP LOAD STATION MOMENT SHEAR MOMENT SHEAR ID WIDTH X- ORDINATE LEFT OF X LEFT OF X RIGHT OF X RIGHT OF X MSX3 3.600 TOTALDL 83.125 2.209 -1.66 2.115 2.46 MSX3 3.600 TOTALDL 85.450 3.477 -1.29 3.260 2.87 MSX3 3.600 TOTALDL 87.775 5.581 -0.88 5.391 3.40 MSX3 3.600 TOTALDL 90.100 8.928 -0.35 9.055 2.69 MSX3 3.600 TOTALDL 90.980 10.800 1.27 10.868 -1.67 MSX3 3.600 TOTALDL 92.425 6.777 -4..00 6.862 -2.31 MSX3 3.600 TOTALDL 92.830 5.793 -2.97 6.109 -0.28 MSX3 3.600 TOTALDL 94.953 1.883 -3.70 2.416 0.66 MSX3 3.600 TOTALDL 97.075 0.186 -2.76 0.568 :1.50 MSX3 3.600 TOTALDL 99.340 -0.163 -2.15 -0.037 0.04 MSX3 3.600 TOTALDL 99.400 -0.038 -0.06 MSX3 3.600 DLLL 0.000 0.019 2.04 MSX3 3.600 DLLL 2.135 1.219 -0.91 1.111 3.29 MSX3 3.600 DLLL 4.270 4.987 0.34 4.953 2.81 MSX3 3.600 DLLL 5.990 7.749 0.44 7.748 0.14 MSX3 3.600 DLLL 7.710 5.940 -2.24 5.941 0.91 MSX3 3.600 DLLL 10.900 1.825 -3.50 1.856 1.56 MSX3 3.600 DLLL 13.625 0.976 -2.21 1.024 2.50 MSX3 3.600 DLLL 16.410 2.635 -1.35 2.632 0.86 MSX3 3.600 DLLL 19.075 0.024 -2.82 -0.015 1.77 MSX3 3.600 DLLL 21.800 -0.314 -1.99 -0.283 2.63 MSX3 3.600 DLLL 24.525 1.760 -1.13 1.936 1.28 MSX3 3.600 DLLL 24.610 2.040 1.16 1.864 1.02 MSX3 3.600 DLLL 27.293 -0.376 -2.69 -0.413 1.84 MSX3 3.600 DLLL 29.975 -0.456 -1.87 -0.425 2.68 MSX3 3.600 DLLL 32.700 1.753 -1.08 1.925 1.34 MSX3 3.600 DLLL 32.810 2.064 1.19 1.919 0.99 MSX3 3.600 DLLL 35.425 -0.231 -2.63 -0.221 1.84 MSX3 3.600 DLLL 38.150 -0.337 -1.93 -0.287 2.58 MSX3 3.600 DLLL 40.875 1.606 -1.19 1.407 3.38 MSX3 3.600 DLLL 43.600 5.490 -0.39 5.201 2.97 MSX3 3.600 DLLL 44.700 7.637 1.45 7.451 -1.25 MSX3 3.600 DLLL 45.925 4.887 -2.94 4.868 0.16 MSX3 3.600 DLLL 48.250 1.514 -3.05 1.773 0.79 MSX3 3.600 DLLL 50.575 -0.130 -2.43 0.091 1.25 MSX3 3.600 DLLL 52.900 -0.745 -1.97 -0.655 1.26 MSX3 3.600 DLLL 54.750 -0.692 -1.30 -0.643 -0.18 MSX3 3.600 DLLL 55.225 -0.884 -0.84 -0.885 1.29 MSX3 3.600 DLLL 57.550 -1.614 -1.92 -1.590 1.55 MSX3 3.600 DLLL 59.875 -1.720 -1.66 -1.712 1.77 MSX3 3.600 DLLL 62.200 -1.331 -1.44 -1.319 1.16 MSX3 3.600 DLLL 63.400 -0.927 -0.50 -0.923 0.55 MSX3 3.600 DLLL 64.525 -1.178 -1.00 -1.184 1.53 MSX3 3.600 DLLL 66.850 -1.361 -1.68 -1.355 1.71 MSX3 3.600 DLLL 69.175 -1.117 -1.50 -1.118 1.89 MSX3 3.600 DLLL 71.500 -0.452 -1.32 -0.431 0.79 MSX3 3.600 DLLL 72.040 -0.205 0.05 -0.221 1.10 MSX3 3.600 DLLL 73.825 -0.453 -1.36 -0.458 1.67 MSX3 3.600 DLLL 76.150 -0.314 -1.55 -0.319 1.89 MSX3 3.600 DLLL 78.475 0.344 -1.32 0.334 2.07 MSX3 3.600 DLLL 80.690 1.518 -1.00 1.532 0.10 MSX3 3.600 DLLL 80.800 1.535 -0.05 1.484 1.80 MSX3 3.600 DLLL 83.125 1.923 -1.42 1.843 2.11 MSX3 3.600 DLLL 85.450 3.009 -1.11 2.823 2.46 MSX3 3.600 DLLL 87.775 4.808 -0.75 4.646 2.91 MSX3 3.600 DLLL 90.100 7.670 -0.31 7.780 2.31 MSX3 3.600 DLLL 90.980 9.273 1.09 9.331 -1.43 MSX3 3.600 DLLL 92.425 5.820 -3.43 5.893 -1.99 MSX3 3.600 DLLL 92.830 4.975 -2.55 5.246 --0.24 MSX3 3.600 DLLL 94.953 1.619 -3.18 2.076 0.56 MSX3 3.600 DLLL 97.075 0.160 -2.37 0.488 1.29 MSX3 3.600 DLLL 99.340 -0.140 -1.84 -0.033 0.03 MSX3 3.600 DLLL 99.400 -0.034 -0.05 CSX2 2.040 TOTALDL 0.000 0.380 1.05 CSX2 2.040 TOTALDL 2.135 0.540 -0.90 1.420 1.08 CSX2 2.040 TOTALDL 4.270 1.644 -0.87 � 2.364 0.79 CSX2 2.040 TOTALDL 5.990 2.367 -0.78 t7.D 2.606 0.78 CSX2 2.040 TOTALDL 7.710 2.598 0. 0 ' 2.394 1.17 CSX2 2.040 TOTALDL 10.900 1.468 1 75 1.051 0.95 CSX2 2.040 TOTALDL 13.625 0.259 0.044 1.06 CSX2 2.040 TOTALDL 16.410 -0.537 -1.48 -0.632 1.09 CSX2 2.040 TOTALDL 19.075 -0.976 -1.35 -1.034 1.17 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 4 December 18,2007 13:47 Tacchi Foundation 107026.30 Jorgensen Forge I N T E G R A T E D X - S T R I P F O R C E S X -STRIP ID CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 CSX2 STRIP LOAD STATION WIDTH X- ORDINATE 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 TOTALDL 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 2.040 TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL TOTALDL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL DLLL MOMENT SHEAR LEFT OF X LEFT OF X 21.800 -1.230 -1.32 24.525 -1.310 -1.27 24.610 -1.349 -0.12 27.293 -1.305 -1.22 29.975 -1.230 -1.19 32.700 -0.998 -1.17 32.810 -1.010 -0.01 35.425 -0.602 -1.06 38.150 0.040 -1.03 40.875 1.214 -0.93 43.600 2.864 -0.97 44.700 1.983 -0.73 45.925 2.165 -0.31 48.250 1.502 -1.18 50.575 0.680 -1.25 52.900 0.127 -1.22 54.750 -0.201 -0.99 55.225 -0.263 -0.24 57.550 -0.495 -1.13 59.875 -0.683 -1.11 62.200 -0.719 -1.08 63.400 -0.735 -0.60 64.525 -0.681 -0.46 66.850 -0.709 -1.05 69.175 -0.674 -1.04 71.500 -0.545 -1.03 72.040 -0.519 -0.27 73.825 -0.361 -0.73 76.150 -0.212 -0.98 78.475 0.097 -0.94 80.690 0.519 -0.86 80.800 0.574 0.22 83.125 1.123 -0.85 85.450 1.769 -0.82 87.775 -0.80 90.100 -0.92 90.980 -0.74 92.425 3.293 -0.44 92.830 2.937 -0.09 94.953 2.004 -1.11 97.075 0.923 -1.11 99.340 0.295 -1.08 99.400 0.068 -0.03 0.000 2.135 0.514 -0.78 4.270 1.571 -0.77 5.990 2.211 -0.73 7.710 2.449 -0.67 10.900 1.404 -1.52 13.625 0.626 -1.26 16.410 0.278 -1.22 19.075 0.051 -1.12 21.800 -0.146 -1.12 24.525 -0.168 -1.09 24.610 -0.296 -0.24 27.293 -0.183 -1.05 29.975 -0.231 -1.05 32.700 -0.156 -1.05 32.810 -0.296 -0.21 35.425 -0.100 -0.98 38.150 -0.039 -0.98 40.875 0.720 -0.82 43.600 2.146 -0.83 44.700 1.486 -0.68 45.925 1.727 -0.21 48.250 1.043 -1.02 50.575 0.207 -1.07 52.900 -0.321 -1.03 54.750 -0.606 -0.83 55.225 -0.664 -0.18 57.550 -0.808 -0.94 59.875 -0.908 -0.92 62.200 -0.870 -0.89 MOMENT RIGHT OF X - 1.230 -1.342 - 1.317 -1.320 - 1.201 - 1.014 - 0.961 - 0.550 0.341 2.107 2.229 1.859 1.781 1.108 0.482 0.059 - 0.252 - 0.330 - 0.583 -0.684 - 0.677 - 0.739 -0.736 - 0.735 - 0.629 - 0.508 - 0.513 - 0.400 - 0.189 0.189 0.544 0.619 1.195 1.976 2.900 2.309 1.222 0.386 0.068 0.395 1.422 2.313 2.451 2.255 1.163 0.640 0.264 - 0.004 - 0.099 - 0.278 - 0.176 - 0.246 -0.205 - 0.278 - 0.224 - 0.285 0.059 1.486 1.762 1.399 1.288 0.583 -0.037 -0.418 - 0.665 - 0.732 - 0.896 -0.914 - 0.835 SHEAR RIGHT OF X 1.22 -0.04 1.23 1.26 1.32 0.09 1.52 0.28 0.81 0.94 0.88 0.91 0.70 0.19 0.99 1.02 1.05 0.50 0.57 1.07 1.09 1.10 0.23 0.90 1.14 1.19 1.16 0.32 1.28 1.31 1.33 1.20 0.06 0.88 0.28 0.83 0.83 0.99 0.03 0.89 0.91 0.61 0.67 0.98 0.87 0.96 0.96 1.02 1.04 -•0.18 1.05 1.06 1.09 -0.12 1.07 1.16 1.31 1.31 0.18 0.75 0.81 0.75 0.79 0.62 0.19 0.88 0.91 0.93 0.46 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 5 December 18,2007 13:47 Tacchi Foundation 107026.30 Jorgensen Forge I N T E G R A T E D X - S T R I P F O R C E S X -STRIP STRIP LOAD STATION MOMENT SHEAR MOMENT SHEAR ID WIDTH X- ORDINATE LEFT OF X LEFT OF X RIGHT OF X RIGHT OF X CSX2 2.040 DLLL 63.400 -0.849 CSX2 2.040 DLLL 64.525 -0.771 CSX2 2.040 DLLL 66.850 -0.735 CSX2 2.040 DLLL 69.175 -0.656 CSX2 2.040 DLLL 71.500 -0.505 CSX2 2.040 DLLL 72.040 -0.475 CSX2 2.040 DLLL 73.825 -0.318 CSX2 2.040 DLLL 76.150 -0.171 CSX2 2.040 DLLL 78.475 0.106 CSX2 2.040 DLLL 80.690 0.474 CSX2 2.040 DLLL 80.800 0.521 CSX2 2.040 DLLL 83.125 0.993 CSX2 2.040 DLLL 85.450 1.545 CSX2 2.040 DLLL 87.775 2.243 CSX2 2.040 DLLL 90.100 2.823 CSX2 2.040 DLLL 90.980 2.755 CSX2 2.040 DLLL 92.425 2.839 CSX2 2.040 DLLL 92.830 2.533 CSX2 2.040 DLLL 94.953 1.729 CSX2 2.040 DLLL 97.075 0.798 CSX2 2.040 DLLL 99.340 0.255 CSX2 2.040 DLLL 99.400 0.059 MSX1 2.090 TOTALDL 43.600 MSX1 2.090 TOTALDL 44.700 0.832 MSX1 2.090 TOTALDL 45.925 1.236 MSX1 2.090 TOTALDL 48.250 1.224 MSX1 2.090 TOTALDL 50.575 0.758 MSX1 2.090 TOTALDL 52.900 0.214 MSX1 2.090 TOTALDL 54.750 -0.148 MSX1 2.090 TOTALDL 55.225 -0.261 MSX1 2.090 TOTALDL 57.550 -0.477 MSX1 2.090 TOTALDL 59.875 -0.633 MSX1 2.090 TOTALDL 62.200 -0.710 MSX1 2.090 TOTALDL 63.400 -0.728 MSX1 2.090 TOTALDL 64.525 -0.734 MSX1 2.090 TOTALDL 66.850 -0.706 MSX1 2.090 TOTALDL 69.175 -0.648 MSX1 2.090 TOTALDL 71.500 -0.557 MSX1 2.090 TOTALDL 72.040 -0.521 MSX1 2.090 TOTALDL 73.825 -0.409 MSX1 2.090 TOTALDL 76.150 -0.191 MSX1 2.090 TOTALDL 78.475 0.120 MSX1 2.090 TOTALDL 80.690 0.526 MSX1 2.090 TOTALDL 80.800 0.594 MSX1 2.090 TOTALDL 83.125 1.112 MSX1 2.090 TOTALDL 85.450 MSX1 2.090 TOTALDL 87.775 1.799 I MSX1 2.090 TOTALDL 90.100 MSX1 2.090 TOTALDL 90.980 MSX1 2.090 TOTALDL 92.425 MSX1 2.090 TOTALDL 92.830 MSX1 2.090 TOTALDL 94.953 MSX1 2.090 TOTALDL 97.075 MSX1 2.090 TOTALDL 99.340 MSX1 2.090 TOTALDL 99.400 MSX1 2.090 DLLL 43.600 MSX1 2.090 DLLL 44.700 0.591 MSX1 2.090 DLLL 45.925 0.833 MSX1 2.090 DLLL 48.250 0.776 MSX1 2.090 DLLL 50.575 0.302 MSX1 2.090 DLLL 52.900 -0.211 MSX1 2.090 DLLL 54.750 -0.529 MSX1 2.090 DLLL 55.225 -0.630 MSX1 2.090 DLLL 57.550 -0.766 MSX1 2.090 DLLL 59.875 -0.841 MSX1 2.090 DLLL 62.200 -0.841 MSX1 2.090 DLLL 63.400 -0.821 MSX1 2.090 DLLL 64.525 -0.794 MSX1 2.090 DLLL 66.850 -0.714 MSX1 2.090 DLLL 69.175 -0.616 MSX1 2.090 DLLL 71.500 -0.500 MSX1 2.090 DLLL 72.040 -0.458 2.703 2.479 2.103 1.301 0.463 0.020 - 0.48 -0.37 - 0.88 - 0.87 - 0.86 -0.22 - 0.62 -0.83 - 0.80 - 0.74 0.19 -0.72 -0.70 - 0.69 - 0.79 - 0.64 - 0.38 -0.08 -0.96 - 0.95 - 0.92 - 0.02 - 0.97 - 0.31 -1.15 - 1.13 -1.10 - 0.56 - 0.53 - 1.07 - 1.06 - 1.05 - 0.20 - 0.78 - 1.00 - 0.97 - 0.88 0.12 - 0.89 - 0.87 -0.88 -0.94 - 0.30 - 0.64 - 0.18 - 1.01 - 1.03 - 1.07 - 0.03 - 0.852 - 0.817 -0.756 -0.615 - 0.473 - 0.468 - 0.350 - 0.150 0.186 0.496 0.561 1.057 1.724 2,550 3.012 2.571 2.502 1.995 1.057 0.335 0.059 0.802 - 0.49 1.286 - 0.61 1.399 - 6 1.045 1.21 0.502 0.037 - 0.217 -0.325 - 0.545 - 0.673 - 0.729 - 0.735 - 0.739 - 0.708 - 0.647 - 0.552 - 0.516 - 0.387 - 0.153 0.182 0.575 0.659 1.287 2.010 -0.41 -0.52 -0.99 - 1.03 - 1.02 - 0.80 - 0.24 - 0.96 - 0.93 - 0.91 - 0.45 - 0.42 - 0.89 - 0.89 -0.88 -0.15 2.475 2.131 1.369 0.478 0.020 0.559 0.871 0.902 0.520 - 0.006 - 0.417 - 0.606 - 0.709 -0.844 - 0.886 - 0.858 - 0.828 - 0.803 - 0.715 - 0.615 -0.492 - 0.456 0.51 0.95 0.95 0.96 0.21 0.78 0.99 1.02 1.00 0.27 1.10 1.12 1.13 1.03 0.05 0.75 0.23 0.71 0.71 0.85 0.02 0.54 0.53 1.01 0.97 0.96 0.77 0.13 1.02 1.05 1.07 0.56 0.53 1.10 1.11 1.13 0.31 0.90 1.17 1.21 1.19 0.22 1.23 0.53 0.71 0.20 0.98 0.96 1.05 0.03 0.47 0.46 0.88 0.84 0.85 0.68 0.14 0.91 0.93 0.95 0.51 0.48 0.97 0.98 0.98 0.28 0.78 0 f03 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 6 December 18,2007 13:47 Tacchi Foundation 107026.30 Jorgensen Forge I N T E G R A T E D X - S T R I P F O R C E S X -STRIP STRIP LOAD STATION MOMENT SHEAR MOMENT SHEAR ID WIDTH X- ORDINATE LEFT OF X LEFT OF X RIGHT OF X RIGHT OF X MSX1 2.090 DLLL 73.825 -0.343 -0.65 -0.324 1.01 MSX1 2.090 DLLL 76.150 -0.139 -0.85 -0.105 1.04 MSX1 2.090 DLLL 78.475 0.139 -0.83 0.193 1.02 MSX1 2.090 DLLL 80.690 0.492 -0.75 0.537 0.19 MSX1 2.090 DLLL 80.800 0.553 0.10 0.606 1.10 MSX1 2.090 DLLL 83.125 0.995 -0.77 1.145 1.12 MSX1 2.090 DLLL 85.450 1.581 -0.75 1.762 1.11 MSX1 2.090 DLLL 87.775 2.172 -0.76 2.245 1.05 MSX1 2.090 DLLL 90.100 2.525 -0.81 2.369 0.45 MSX1 2.090 DLLL 90.980 2.455 -0.26 2.298 0.61 MSX1 2.090 DLLL 92.425 2.340 -0.55 2.145 0.17 MSX1 2.090 DLLL 92.830 2.148 -0.16 1.847 0.84 MSX1 2.090 DLLL 94.953 1.820 -0.86 1.188 0.82 MSX1 2.090 DLLL 97.075 1.126 -0.88 0.415 0.90 MSX1 2.090 DLLL 99.340 0.401 -0.92 0.017 0.02 MSX1 2.090 DLLL 99.400 0.017 -0.02 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 7 December 18,2007 13:47 Tacchi Foundation 107026.30 Jorgensen Forge I N T E G R A T E D Y - S T R I P F O R C E S Y -STRIP ID STRIP LOAD STATION MOMENT SHEAR MOMENT SHEAR WIDTH Y- ORDINATE LEFT OF Y LEFT OF Y RIGHT OF Y RIGHT OF Y CSY1 4.270 TOTALDL CSY1 4.270 TOTALDL CSY1 4.270 TOTALDL CSY1 4.270 TOTALDL CSY1 4.270 DLLL CSY1 4.270 DLLL CSY1 4.270 DLLL CSY1 4.270 DLLL MSY1 3.440 TOTALDL MSY1 3.440 TOTALDL MSY1 3.440 TOTALDL MSY1 3.440 TOTALDL MSY1 3.440 TOTALDL MSY1 3.440 DLLL MSY1 3.440 DLLL MSY1 3.440 DLLL MSY1 3.440 DLLL MSY1 3.440 DLLL 42 5.915 TOTALDL 42 5.915 TOTALDL 42 5.915 TOTALDL 42 5.915 TOTALDL 42 5.915 DLLL 42 5.915 DLLL 42 5.915 DLLL 42 5.915 DLLL MSY2 5.450 TOTALDL MSY2 5.450 TOTALDL MSY2 5.450 TOTALDL MSY2 5.450 TOTALDL MSY2 5.450 DLLL MSY2 5.450 DLLL MSY2 5.450 DLLL MSY2 5.450 DLLL CSY3 5.450 TOTALDL CSY3 5.450 TOTALDL CSY3 5.450 TOTALDL CSY3 5.450 TOTALDL CSY3 5.450 DLLL CSY3 5.450 DLLL CSY3 5.450 DLLL CSY3 5.450 DLLL MSY3 5.450 TOTALDL MSY3 5.450 TOTALDL MSY3 5.450 TOTALDL MSY3 5.450 TOTALDL MSY3 5.450 DLLL MSY3 5.450 DLLL MSY3 5.450 DLLL MSY3 5.450 DLLL CSY4 5.450 TOTALDL CSY4 5.450 TOTALDL CSY4 5.450 TOTALDL CSY4 5.450 TOTALDL CSY4 5.450 DLLL CSY4 5.450 DLLL CSY4 5.450 DLLL CSY4 5.450 DLLL 2.090 4.130 7.730 11.330 2.090 4.130 7.730 11.330 2.080 2.090 4.130 7.730 11.330 2.080 2.090 4.130 7.730 11.330 2.090 4.130 7.730 11.330 2.090 4.130 7.730 11.330 2.090 4.130 7.730 11.330 2.090 4.130 7.730 11.330 2.090 4.130 7.730 11.330 2.090 4.130 7.730 11.330 2.090 4.130 7.730 11.330 2.090 4.130 7.730 11.330 2.090 4.130 7.730 11.330 2.090 4.130 7.730 11.330 0.945 5.341 0.223 0.000 0.294 9.005 - 0.197 1.315 10.296 0.515 0.677 7.481 - 0.257 11--- 0.239 -2.30 1.61 Z 0.998 -4.73 2J J 5.180 -2.09 1.36 1.79 4.30 0.00 1.16 0.16 5.31 0.00 0.98 -0.17 4.95 1 s• I,7J 2.13 1.75 1.60 6.67 - 0.214 -2.60 0 1.67 0.397 -6.41 1.12 9.902 -0.95 6.59 0.680 2.18 6.861 2.73 - 0.173 6.44 0.955 1.66 8.968 1.52 0.178 6.16 0.662 2.19 6.886 2.71 -0.179 6.44 0.914 1.67 9.086 1.46 0.151 6.19 0.593 2.17 7.227 2.55 - 0.285 6.56 0.668 1.67 9.741 1.13 -0.223 6.53 0.304 -1.99 1.159 -4.11 5.089 -1.60 0.000 0.00 - 0.484 -1.9 - 0.220 fi=t :39 9.057 0.000 0.00 - 0.455 -1.71 - 0.179 -4.93 9.049 0.19 0.042 -3.28 1.115 -7.38 9.996 -2.13 0.151 -2.89 1.343 -6.58 9.801 -1.51 0.009 -2.82 0.719 -6.27 7.679 -2.19 0.052 -2.80 0.849 -6.07 7.174 -2.35 - 0.020 -2.61 0.872 -6.02 8.776 -1.38 0.045 -2.79 0.815 -6.08 7.195 -2.35 - 0.033 -2.60 0.789 -6.07 8.874 -1.34 - 0.055 -2.81 0.596 -6.24 7.514 -2.23 - 0.286 -2.60 0.246 -6.41 9.747 -1.01 MSY4 5.450 TOTALDL 2.090 0.149 -2.87 MSY4 5.450 TOTALDL 4.130 0.920 2.11 0.950 -6.15 MSY4 5.450 TOTALDL 7.730 7.259 2.64 6.983 -2.49 MSY4 5.450 TOTALDL 11.330 0.128 6.30 MSY4 5.450 DLLL 2.090 0.199 -2.53 MSY4 5.450 DLLL 4.130 1.011 1.74 1.008 -5.50 MSY4 5.450 DLLL 7.730 7.242 2.04 6.845 -1.93 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 8 December 18,2007 13:47 Tacchi Foundation 107026.30 Jorgensen Forge I N T E G R A T E D Y - S T R I P F O R C E S Y -STRIP STRIP LOAD STATION MOMENT SHEAR MOMENT SHEAR ID WIDTH Y- ORDINATE LEFT OF Y LEFT OF Y RIGHT OF Y RIGHT OF Y MSY4 5.450 DLLL 11.330 0.218 CSY5 2.725 TOTALDL 2.090 CSY5 2.725 TOTALDL 4.130 CSY5 2.725 TOTALDL 7.730 CSY5 2.725 TOTALDL 11.330 CSY5 2.725 DLLL 2.090 CSY5 2.725 DLLL 4.130 CSY5 2.725 DLLL 7.730 CSY5 2.725 DLLL 11.330 44 2.325 TOTALDL 0.000 0.358 5.355 0.344 5.61 0 7 Ol 0.91 0.73 3.57 0.73 0.47 3.21 44 2.325 TOTALDL 2.080 0.154 0.88 44 2.325 TOTALDL 2.090 -0.086 2l 1� -0.50 44 2.325 TOTALDL 4.130 0 0 . 0.82 44 2.325 TOTALDL 7.730 6.814 -0.10 44 2.325 TOTALDL 11.330 3.73 44 2.325 DLLL 0.000 44 2.325 DLLL 2.080 - 0.098 44 2.325 DLLL 2.090 -0.567 44 2.325 DLLL 4.130 -0.151 44 2.325 DLLL 7.730 6.622 44 2.325 DLLL 11.330 -0.169 -0.134 0.345 5.317 - 0.323 0.282 5.116 - 0.266 -0.091 -0.388 -0.306 6.599 - 1.40 -3.29 -0.56 - 1.29 - 0.51 (7 1. 3 2 -0.478 -1.11 0.75 - 522, -0.47 - 0.46 - 0.631 -1.15 0.68 -3.57 - 0.35 6.528 0.25 3.47 MSY5 4.650 TOTALDL 0.000 -0.212 -2.55 MSY5 4.650 TOTALDL 2.080 0.576 1.79 0.298 -0.95 MSY5 4.650 TOTALDL 2.090 0.307 -0.93 0.268 -2.57 MSY5 4.650 TOTALDL 4.130 1.180 1.68 0.974 -5.88 MSY5 4.650 TOTALDL 7.730 8.626 1.62 7.877 -1.74 MSY5 4.650 TOTALDL 11.330 0.646 5.76 MSY5 4.650 DLLL 0.000 -0.275 -2.18 MSY5 4.650 DLLL 2.080 0.406 1.53 0.078 -0.84 MSY5 4.650 DLLL 2.090 0.086 -0.82 0.056 -2.26 MSY5 4.650 DLLL 4.130 0.954 1.38 0.840 -5.17 MSY5 4.650 DLLL 7.730 7.897 1.25 7.352 -1.32 MSY5 4.650 DLLL 11.330 0.544 5.11 CSY6 4.650 TOTALDL 0.000 0.079 -2.46 CSY6 4.650 TOTALDL 2.080 0.694 1.87 0.804 -0.78 CSY6 4.650 TOTALDL 2.090 0.811 -0.76 0.837 -2.14 CSY6 4.650 TOTALDL 4.130 0.864 2.11 0.869 -5.25 CSY6 4.650 TOTALDL 7.730 6.276 2.25 6.279 -1.98 CSY6 4.650 TOTALDL 11.330 -0.080 5.52 CSY6 4.650 DLLL 0.000 0.112 -2.09 CSY6 4.650 DLLL 2.080 0.596 1.62 0.744 -0.64 CSY6 4.650 DLLL 2.090 0.751 -0.62 0.811 -1.79 CSY6 4.650 DLLL 4.130 0.752 1.85 0.838 -4.46 CSY6 4.650 DLLL 7.730 5.324 1.97 5.494 -1.64 CSY6 4.650 DLLL 11.330 -0.180 4.79 MSY6 4.650 TOTALDL 0.000 0.093 -2.43 MSY6 4.650 TOTALDL 2.080 0.636 1.91 0.738 -0.70 MSY6 4.650 TOTALDL 2.090 0.745 -0.68 0.857 -2.04 MSY6 4.650 TOTALDL 4.130 0.694 2.21 0.896 -5.03 MSY6 4.650 TOTALDL 7.730 5.519 2.47 5.849 -2.07 MSY6 4.650 TOTALDL 11.330 -0.198 5.43 MSY6 4.650 DLLL 0.000 0.135 -2.05 MSY6 4.650 DLLL 2.080 0.546 1.66 0.690 -0.56 MSY6 4.650 DLLL 2.090 0.696 -0.54 0.849 -1.70 MSY6 4.650 DLLL 4.130 0.592 1.95 0.888 -4.24 MSY6 4.650 DLLL 7.730 4.595 2.18 5.077 -1.73 MSY6 4.650 DLLL 11.330 -0.282 4.70 CSY7 4.650 TOTALDL 0.000 0.085 -2.42 CSY7 4.650 TOTALDL 2.080 0.614 1.91 0.705 -0.69 CSY7 4.650 TOTALDL 2.090 0.712 -0.67 0.784 -2.02 CSY7 4.650 TOTALDL 4.130 0.565 2.23 0.791 -5.11 CSY7 4.650 TOTALDL 7.730 5.700 2.39 6.149 -1.96 CSY7 4.650 TOTALDL 11.330 -0.286 5.54 CSY7 4.650 DLLL 0.000 0.125 -2.05 CSY7 4.650 DLLL 2.080 0.527 1.66 0.658 -0.55 CSY7 4.650 DLLL 2.090 0.663 -0.53 0.780 -1.68 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 9 December 18,2007 13:47 Tacchi Foundation 107026.30 Jorgensen Forge I N T E G R A T E D Y - S T R I P F O R C E S Y -STRIP STRIP LOAD STATION MOMENT SHEAR MOMENT SHEAR ID WIDTH Y- ORDINATE LEFT OF Y LEFT OF Y RIGHT OF Y RIGHT OF Y CSY7 4.650 DLLL 4.130 0.488 1.96 0.807 -4.32 CSY7 4.650 DLLL 7.730 4.769 2.11 5.328 -1.64 CSY7 4.650 DLLL 11.330 -0.330 4.79 MSY7 4.650 TOTALDL 0.000 0.079 -2.42 MSY7 4.650 TOTALDL 2.080 0.611 1.91 0.694 -0.69 MSY7 4.650 TOTALDL 2.090 0.701 -0.67 0.835 -2.04 MSY7 4.650 TOTALDL 4.130 0.656 2.21 0.930 -4.97 MSY7 4.650 TOTALDL 7.730 5.330 2.53 5.697 -2.12 MSY7 4.650 TOTALDL 11.330 -0.161 5.38 MSY7 4.650 DLLL 0.000 0.114 -2.06 MSY7 4.650 DLLL 2.080 0.527 1.66 0.644 -0.55 MSY7 4.650 DLLL 2.090 0.649 -0.54 0.813 -1.70 MSY7 4.650 DLLL 4.130 0.574 1.94 0.918 -4.20 MSY7 4.650 DLLL 7.730 4.483 2.22 4.935 -1.79 MSY7 4.650 DLLL 11.330 -0.200 4.64 CSY8 4.650 TOTALDL 0.000 0.063 -2.43 CSY8 4.650 TOTALDL 2.080 0.609 1.90 0.677 -0.70 CSY8 4.650 TOTALDL 2.090 0.684 -0.68 0.720 -2.04 CSY8 4.650 TOTALDL 4.130 0.538 2.21 0.716 -5.16 CSY8 4.650 TOTALDL 7.730 5.782 2.34 6.196 -1.95 CSY8 4.650 TOTALDL 11.330 -0.276 5.55 CSY8 4.650 DLLL 0.000 0.092 -2.07 CSY8 4.650 DLLL 2.080 0.526 1.65 0.621 -0.57 CSY8 4.650 DLLL 2.090 0.627 -0.55 0.699 -1.71 CSY8 4.650 DLLL 4.130 0.475 1.93 0.718 -4.37 CSY8 4.650 DLLL 7.730 4.893 2.05 5.355 -1.65 CSY8 4.650 DLLL 11.330 -0.282 4.78 MSY8 4.650 TOTALDL 0.000 0.049 -2.44 MSY8 4.650 TOTALDL 2.080 0.620 1.89 0.678 -0.72 MSY8 4.650 TOTALDL 2.090 0.685 -0.70 0.797 -2.06 MSY8 4.650 TOTALDL 4.130 0.671 2.19 0.866 -5.00 MSY8. 4.650 TOTALDL 7.730 5.369 2.50 5.632 -2.15 MSY8 4.650 TOTALDL 11.330 -0.126 5.35 MSY8 4.650 DLLL 0.000 0.073 -2.08 MSY8 4.650 DLLL 2.080 0.535 1.63 0.615 -0.59 MSY8 4.650 DLLL 2.090 0.621 -0.58 0.750 -1.74 MSY8 4.650 DLLL 4.130 0.587 1.90 0.827 -4.25 MSY8 4.650 DLLL 7.730 4.554 2.18 4.863 -1.82 MSY8 4.650 DLLL 11.330 -0.144 4.61 CSY9 4.650 TOTALDL 0.000 0.040 -2.47 CSY9 4.650 TOTALDL 2.080 0.664 1.87 0.716 -0.77 CSY9 4.650 TOTALDL 2.090 0.724 -0.55 0.706 -2.12 CSY9 4.650 TOTALDL 4.130 0.696 2.13 0.659 -5.29 CSY9 4.650 TOTALDL 7.730 6.203 2.21 6.302 -1.95 CSY9 4.650 TOTALDL 11.330 -0.165 5.55 CSY9 4.650 DLLL 0.000 0.058 -2.10 CSY9 4.650 DLLL 2.080 0.572 1.61 0.640 -0.64 CSY9 4.650 DLLL 2.090 0.646 -0.63 0.658 -1.80 CSY9 4.650 DLLL 4.130 0.605 - 1.85 0.632 -4.50 CSY9 4.650 DLLL 7.730 5.276 1.92 5.430 -1..66 CSY9 4.650 DLLL 11.330 -0.171 4.77 MSY9 4.650 TOTALDL 0.000 -0.094 -2.53 MSY9 4.650 TOTALDL 2.080 0.663 1.80 0.603 -0.91 MSY9 4.650 TOTALDL 2.090 0.613 -0.89 0.641 -2.38 MSY9 4.650 TOTALDL 4.130 1.151 1.87 1.052 -5.40 MSY9 4.650 TOTALDL 7.730 7.007 2.10 6.411 -2.10 MSY9 4.650 TOTALDL 11.330 0.459 5.40 MSY9 4.650 DLLL 0.000 -0.062 -2.16 MSY9 4.650 DLLL 2.080 0.570 1.55 0.538 -0.77 MSY9 4.650 DLLL 2.090 0.545 -0.75 0.591 -2.02 MSY9 4.650 DLLL 4.130 0.991 1.63 0.954 -4.61 MSY9 4.650 DLLL 7.730 5.969 1.82 5.518 -1.78 MSY9 4.650 DLLL 11.330 0.367 4.65 CSY10 4.650 TOTALDL CSY10 4.650 TOTALDL CSY10 4.650 TOTALDL 0.000 -0.398 -2.57 2.080 0.437 1.77 -0.042 -0.98 2.090 -0.033 -0.96 -0.562 -2.56 SAFE v8.0.7 File: TACCHI FOUNDATION Kip -ft Units PAGE 10 December 18,2007 13:47 Tacchi Foundation 107026.30 Jorgensen Forge I N T E G R A T E D Y - S T R I P F O R C E S Y -STRIP ID CSY10 CSY10 CSY10 CSY10 CSY10 CSY10 CSY10 CSY10 CSY10 MSY10 MSY10 MSY10 MSY10 MSY10 MSY10 MSY10 MSY10 MSY10 MSY10 MSY10 MSY10 CSY11 CSY11 CSY11 CSY11 CSY11 CSY11 CSY11 CSY11 CSY11 CSY11 CSY11 CSY11 SHEAR MOMENT SHEAR WIDTH Y ORDINATE LEFT OF Y LEFT OF Y RIGHT OF Y RIGHT OF Y STRIP LOAD STATION MOMENT 4.650 TOTALDL 4.130 4.650 TOTALDL 7.730 4.650 TOTALDL 11.330 4.650 DLLL 0.000 4.650 DLLL 2.080 0.375 4.650 DLLL 2.090 -0.013 4.650 DLLL 4.130 0.271 4.650 DLLL 7.730 10.141 4.650 DLLL 11.330 0.085 4.650 TOTALDL 0.000 4.650 TOTALDL 2.080 0.658 4.650 TOTALDL 2.090 0.681 4.650 TOTALDL 4.130 0.998 4.650 TOTALDL 7.730 4.554 4.650 TOTALDL 11.330 0.182 4.650 DLLL 0.000 4.650 DLLL 2.080 0.564 4.650 DLLL 2.090 0.595 4.650 DLLL 4.130 0.854 4.650 DLLL 7.730 3.871 4.650 DLLL 11.330 0.133 2.325 TOTALDL 0.000 2.325 TOTALDL 2.080 0.512 2.325 TOTALDL 2.090 0.997 2.325 TOTALDL 4.130 0.576 2.325 TOTALDL 7.730 0.325 2.325 TOTALDL 11.330 -0.366 2.325 DLLL 0.000 2.325 DLLL 2.080 0.439 2.325 DLLL 2.090 0.863 2.325 DLLL 4.130 0.495 2.325 DLLL 7.730 0.262 2.325 DLLL 11.330 -0.326 5" 1.69 -0.055 0.44 11.650 6.95 1.52 - 0.81 1.47 0.40 1.90 - 0.67 2.12 2.86 4.97 1.64 - 0.57 1.83 2.47 4.27 0.87 - 0.16 1.17 1.69 1.87 - 0.326 - 0.021 - 0.449 - 0.005 10.005 0.110 0.674 0.994 1.365 4.584 0.107 0.589 0.879 1.206 3.946 0.373 0.326 0.861 1.033 0.578 0.618 -2.19 - 0.83 -2.17 -6.03 - 0.46 -2.43 - 0.69 - 2.13 -4.64 - 2.53 - 2.08 -0.58 - 1.81 - 3.95 - 2.16 - 1.15 - 0.20 - 0.76 - 1.78 - 1.58 - 0.98 - 0.17 - 0.65 - 1.52 - 1.35 Concrete Reinforcing Design Calculation ACI 318 -05 Section: Jorgensen Forge Tacchi Foundation Longitudinal Slab Bottom Reinforcing Materials: fc = 4 ksi R = 0.85 fy = 60 ksi c = 0.060 in ES = t0173 Tension - Controlled Loads: Vu = 1.13 kips Mu = 3.21 kip-ft Geometry: b = 12.00 in 4. for moment = 0.90 13,= 12.00 in 4)forshear= 0.75 d = 20.50 in a = 0.051 in As = :_2 As (min) = 0.820 in As (4/3) If As is less than As(min) then the smaller of As(min) or to provide the required area of reinforcing. 4)Vc = 23.3 kips Stirrup Spacing, s = 10.25 in Maximum Spacing= d/2 = 10.25 in As — Mu 4 *fy *(d -a/2) 4Vc = + *2 *(fc) *d As *fy a 0.85*fc*b i; = 0.85 for fc of 4 ksi or less ii is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi 6 minimum is 0.65 A S CO ti'll3A , 7"4) Aff / 1-1(44 CYS C A f4 0� O. o3c/AA Vs = 0.0 kips No shear reinforcement required Avis = 0.0000 in Stirrup Size = #4 Number of Stirrup Legs = 2 Vs = (Vu - 4Vc) /$ 0.046 in2 s(4/3) may be used 3`(fc) 200 As(min) = MAX: 'b or _*b, *d f f Av Vs s fy *d 12/18/2007 Concrete Reinforcing.xls Concrete Reinforcing Design Calculation ACI 318 -05 Section: Jorgensen Forge Tacchi Foundation Transverse Slab Bottom Reinforcing Materials: f c = 4 ksi R = 0.85 fy = 60 ksi c = 0.057 in ES = 1.0574 Tension - Controlled Loads: Vu = 1.66 kips Mu = 2.94 kip-ft Geometry: b = 12.00 in 4) for moment = b = 12.00 in 4 for shear = d = 20.00 in a = 0.048 in As = Mu As - 4*fy *(d -a/2) As (min) = 0.800 in As (4/3) If As is less than As(min) then the smaller of As(min) or to provide the required area of reinforcing. 4)Vc = 22.8 kips Vs = 0.0 kips No shear reinforcement required Av /s = 0.0000 in Stirrup Size = #4 Number of Stirrup Legs = 2 Stirrup Spacing, s = 10.00 in Maximum Spacing = d/2 = 10.00 in +Vc = 4 *2 *(fc) *d As *fy a 0.85*fc*b Vs = (Vu - 4A/c)/0 p = 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 R minimum is 0.65 0.90 0.75 Ati40Y5es Aitx4 Dr, a053/,7 0.044 in2 (4/3) may be used 3'(fc) 200 As(min) = MAX: *b,,,'d or — 'b,, *d f f Av Vs s fy*d 12/18/2007 Concrete Reinforcing.xls Section: Jorgensen Forge Tacchi Foundation Transverse Slab Top Reinforcing Materials: Loads: Geometry: Concrete Reinforcing Design Calculation ACI 318 -05 fc = 4 ksi fy = 60 ksi b = 12.00 in b = 12.00 in d = 19.50 in a = 0.014 As = As (min) = 0.780 in 0.009 If As is less than As(min) then the smaller of As(min) or As(4 /3) may be used to provide the required area of reinforcing. 4)Vc = 22.2 kips 4) for moment = 4 for shear = R = 0.85 c = 0.016 in Cs = 3.6588 Tension - Controlled / -1 7 057A-9 7 r.4 /A-1 0, Oft /"r z 0.90 0.75 / A/(x > pm A //t- /c4/2Z - I. 4 - d o m/ /7 As (4/3) = 0.012 in2 Vs = 0.0 kips No shear reinforcement required Avis = 0.0000 in Stirrup Size = #4 Number of Stirrup Legs = 2 Stirrup Spacing, s = 9.75 in Maximum Spacing = d/2 = 9.75 in Mu As - 4 *y *(d - a/2) 4Vc = 4 *2 *(fc) *b *d As*fy a 0.85*fc*b Vs = (Vu - 4Vc) /4 ii = 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 P minimum is 0.65 3 *(fc) 200 As(min) = MAX: — *b,„ *d or — *b *d f f Av Vs s y *d 12/18/2007 Concrete Reinforcing.xls Section: Materials: Loads: Geometry: Concrete Reinforcing Design Calculation ACI 318 -05 Jorgensen Forge Tacchi Foundation Transverse Slab Top Reinforcing fc= 4 ksi fy = 60 ksi Vu = 1.66 kips Mu = 0.81 kip -ft b = 12.00 in b, = 12.00 in d= a = 0.020 in As = 0.013 in As (min) = 0.540 in As (4/3) = If As is less than As(min) then the smaller of As(min) or As(4 to provide the required area of reinforcing. 4)Vc = 15.4 kips Vs = 0.0 kips No shear reinforcement required Av /s = 0.0000 in Stirrup Size = #4 Number of Stirrup Legs = 2 Stirrup Spacing, s = 6.75 in Maximum Spacing = d/2 = 6.75 in Mu As - *fy*(d -a/2) +Vc = 4 * 2 *( *d As *fy a 0.85 *Pc *b R = c= ES = 4) for moment = 4) for shear = Vs = (Vu - Wc) /0 (3 = 0.85 for fc of 4 ksi or less f3 is reduced at a rate of 0.05 /ksi for fc in excess of 4 ksi (3 minimum is 0.65 0.85 0.023 in 1.7514 Tension- Controlled 0.90 0.75 ro/ jr /.trcoy' 7A4' Y 7v Low,? = & &UTS Av Vs s fy *d 3 *(fc) 200 As(min) = MAX: *b *d or — *b *d f f 12/18/2007 Concrete Reinforcing.xls Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 project client &(/ / *' 37/04,. OE S/6 5 C/-/ -4 A4y/ ./ice �i4C/7L1 — Oc)/t,v47 /o location jO,6flt/r'/f ` „26f by ii S date /7f /b ave � l' � G it &lc/4 c�p-`� re,/ �C r70 - A~5 4 lii,c// r U k z sheet no. job no. /o70Z6 C D O ov /v 45 = 0/3 X /2 x Si ZI= 0, i ' 7 4 /- 7o d 4'or Asir t,o4y 2X 0,3 /= a,`z >a,sZ %y Chi lc Ch Z' c(4,Ac 7 7. S (14.000- - 4 ,( In /4'? 4 71 x / /SZ x Z, 000 4 7 3, 9s,s Kfypr IOW Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 2 - fi /� / �' oit 1/2A -2 4 / location J' — /� `{/ _( project client by mil date ilia 7 /9 /ljrt/ �D7 g r, ( , ( 2/ Big ?7/ f `'7, x -o7ov� /,a /c7' 7 5 77 'i,4y/ mU m0115 /9// ✓�i9 QU/'C Y 5 /// ?7 3 m4jc2� r� /'O -t(/ 7, S 1 -- v ej CCU dT // ///7 0.e- #,q CO i5U7,‘ /t//F e,9 s5/ V. / ,4- 0-1/ 774" `Q Q /f/.�� 4!F /•c „ e)/ - e Y/A /cS /, d 6 l� z/ P /5 /rI v G'/v 7 ".ice Z� 7} /6i-12-e/4 U 0,5/ J 7/F7. 0/1" A-z' -' / S 4/o7 jG €i k) //2 sheet no. job no. Mil Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 project location client b date sheet no. job.no. 8p1-4(/-167 / ffguic/e. SAFE v8.0.7 File: TACCHI FOUNDATION lb -ft Units PAGE 1 December 18,2007 13:30 Tacchi Foundation 107026.30 Jorgensen Forge S O I L P R E S S U R E AREA GRID I GRID J LOAD PRESSURE 1 1 3 SERVICE 509.328 1 2 3 SERVICE 515.408 1 3 3 SERVICE 520.700 1 4 3 SERVICE 523.942 1 5 3 SERVICE 526.044 1 6 3 SERVICE 527.088 1 7 3 SERVICE 526.041 1 8 3 SERVICE 524.253 1 9 3 SERVICE 522.498 1 10 3 SERVICE 521.010 1 11 3 SERVICE 520.038 1 12 3 SERVICE 520.022 1 13 3 SERVICE 519.712 1 14 3 SERVICE 520.034 1 15 3 SERVICE 520.971 1 16 3 SERVICE 521.027 1 17 3 SERVICE 522.501 1 18 3 SERVICE 524.436 1 19 3 SERVICE 526.215 1 20 3 SERVICE 526.232 1 1 4 SERVICE 541.664 1 2 4 SERVICE 548.185 1 3 4 SERVICE 554.030 1 4 4 SERVICE 557.504 1 5 4 SERVICE 559.630 1 6 4 SERVICE 560.167 1 7 4 SERVICE 558.911 1 8 4 SERVICE 557.016 1 9 4 SERVICE 555.043 1 10 4 SERVICE 553.343 1 11 4 SERVICE 552.191 1 12 4 SERVICE 552.154 1 13 4 SERVICE 551.534 1 14 4 SERVICE 551.541 1 15 4 SERVICE 552.177 1 16 4 SERVICE 552.200 1 17 4 SERVICE 553.203 SAFE v8.0.7 File: TACCHI FOUNDATION lb -ft Units PAGE 2 December 18,2007 13:30 Tacchi Foundation 107026.30 Jorgensen Forge S O I L P R E S S U R E AREA GRID I GRID J LOAD PRESSURE 1 18 4 SERVICE 554.619 1 19 4 SERVICE 556.152 1 20 4 SERVICE 556.306 1 1 5 SERVICE 597.495 1 2 5 SERVICE 604.848 1 3 5 SERVICE 612.392 1 4 5 SERVICE 616.998 1 5 5 SERVICE 618.481 1 6 5 SERVICE 617.374 1 7 5 SERVICE 615.715 1 8 5 SERVICE 614.170 1 9 5 SERVICE 611.068 1 10 5 SERVICE 608.924 1 11 5 SERVICE 608.052 1 12 5 SERVICE 608.037 1 13 5 SERVICE 606.199 1 14 5 SERVICE 605.665 1 15 5 SERVICE 606.443 1 16 5 SERVICE 606.488 1 17 5 SERVICE 606.127 1 18 5 SERVICE 606.675 1 19 5 SERVICE 608.075 1 20 5 SERVICE 609.090 1 1 6 SERVICE 650.506 1 2 6 SERVICE 657.642 1 3 6 SERVICE 663.967 1 4 6 SERVICE 667.583 1 5 6 SERVICE 1 6 6 SERVICE 669.389 1 7 6 SERVICE 667.187 1 8 6 SERVICE 664.322 1 9 6 SERVICE 661.469 1 10 6 SERVICE 658.855 1 11 6 SERVICE 656.758 1 12 6 SERVICE 656.688 1 13 6 SERVICE 655.139 1 14 6 SERVICE 654.153 SAFE v8.0.7 File: TACCHI FOUNDATION lb -ft Units PAGE 3 December 18,2007 13:30 Tacchi Foundation 107026.30 Jorgensen Forge S O I L P R E S S U R E AREA GRID I GRID J LOAD PRESSURE 1 15 6 SERVICE 653.710 1 16 6 SERVICE 653.684 1 17 6 SERVICE 653.657 1 18 6 SERVICE 654.068 1 19 6 SERVICE 654.812 1 20 6 SERVICE 654.071 10 20 4 SERVICE 556.306 10 21 4 SERVICE 555.430 10 22 4 SERVICE 554.149 10 23 4 SERVICE 550.134 10 24 4 SERVICE 545.256 10 25 4 SERVICE 540.363 10 26 4 SERVICE 536.719 10 27 4 SERVICE 535.857 10 28 4 SERVICE 532.020 10 29 4 SERVICE 529.049 10 30 4 SERVICE 527.026 10 31 • 4 SERVICE 526.309 10 32 4 SERVICE 525.872 10 33 4 SERVICE 525.540 10 34 4 SERVICE 526.027 10 35 4 SERVICE 527.220 10 36 4 SERVICE 527.568 10 37 4 SERVICE 528.955 10 38 4 SERVICE 531.095 10 39 4 SERVICE 533.508 10 40 4 SERVICE 535.753 10 41 4 SERVICE 535.861 10 42 4 SERVICE 537.767 10 43 4 SERVICE 538.761 10 44 4 SERVICE 538.275 10 45 4 SERVICE 535.357 10 46 4 SERVICE 533.322 10 47 4 SERVICE 529.297 10 48 4 SERVICE 527.943 10 49 4 SERVICE 519.708 10 50 4 SERVICE 510.480 SAFE v8.0.7 File: TACCHI FOUNDATION lb -ft Units PAGE 4 December 18,2007 13:30 Tacchi Foundation 107026.30 Jorgensen Forge S O I L P R E S S U R E AREA GRID I GRID J LOAD PRESSURE 10 51 4 SERVICE 500.370 10 52 4 SERVICE 500.102 10 20 5 SERVICE 609.090 10 21 5 SERVICE 608.870 10 22 5 SERVICE 606.230 10 23 5 SERVICE 599.957 10 24 5 SERVICE 593.274 10 25 5 SERVICE 586.985 10 26 5 SERVICE 582.497 10 27 5 SERVICE 581.331 10 28 5 SERVICE 576.216 10 29 5 SERVICE 572.299 10 30 5 SERVICE 569.654 10 31 5 SERVICE 568.733 10 32 5 SERVICE 567.880 10 33 5 SERVICE 566.897 10 34 5 SERVICE 567.018 10 35 5 SERVICE 568.115 10 36 5 SERVICE 568.478 10 37 5 SERVICE 569.552 10 38 5 SERVICE 571.510 10 39 5 SERVICE 574.019 10 40 5 SERVICE 576.587 10 41 5 SERVICE 576.689 10 42 5 SERVICE 578.609 10 43 5 SERVICE 579.872 10 44 5 SERVICE 579.945 10 45 5 SERVICE 577.887 10 46 5 SERVICE 576.258 10 47 5 SERVICE 570.433 10 48 5 SERVICE 568.576 10 49 5 SERVICE 558.161 10 50 5 SERVICE 547.418 10 51 5 SERVICE 536.141 10 52 5 SERVICE 535.846 10 20 6 SERVICE 654.071 10 21 6 SERVICE 652.562 SAFE v8.0.7 File: TACCHI FOUNDATION lb -ft Units PAGE 5 December 18,2007 13:30 Tacchi Foundation 107026.30 Jorgensen Forge S O I L P R E S S U R E AREA GRID I GRID J LOAD PRESSURE 10 22 6 SERVICE 650.544 10 23 6 SERVICE 644.289 10 24 6 SERVICE 636.630 10 25 6 SERVICE 628.964 10 26 6 SERVICE 623.288 10 27 6 SERVICE 621.950 10 28 6 SERVICE 615.955 10 29 6 SERVICE 611.154 10 30 6 SERVICE 607.611 10 31 6 SERVICE 606.210 10 32 6 SERVICE 605.226 10 33 6 SERVICE 603.927 10 34 6 SERVICE 603.681 10 35 6 SERVICE 604.361 10 36 6 SERVICE 604.612 10 37 6 SERVICE 605.811 w 10 38 6 SERVICE 607.878 10 39 6 SERVICE 610.428 10 40 6 SERVICE 612.976 10 41 6 SERVICE 613.105 10 42 6 SERVICE 615.510 10 43 6 SERVICE 617.044 10 44 6 SERVICE 616.857 10 45 6 SERVICE 613.492 10 46 6 SERVICE 610.983 10 47 6 SERVICE 606.141 10 48 6 SERVICE 604.498 10 49 6 SERVICE 594.404 10 50 6 SERVICE 583.278 10 51 6 SERVICE 571.409 10 52 6 SERVICE 571.098 11 20 1 SERVICE 495.984 11 21 1 SERVICE 495.146 11 22 1 SERVICE 494.120 11 23 1 SERVICE 491.621 11 24 1 SERVICE 488.520 11 25 1 SERVICE 485.202 SAFE v8.0.7 File: TACCHI FOUNDATION lb -ft Units PAGE 6 December 18,2007 13:30 Tacchi Foundation 107026.30 Jorgensen Forge S O I L P R E S S U R E AREA GRID I GRID J LOAD PRESSURE 11 26 1 SERVICE 482.682 11 27 1 SERVICE 482.076 11 28 1 SERVICE 479.463 11 29 1 SERVICE 477.534 11 30 1 SERVICE 476.364 11 31 1 SERVICE 476.060 11 32 1 SERVICE 475.957 11 33 1 SERVICE 476.280 11 34 1 SERVICE 477.270 11 35 1 SERVICE 478.846 11 36 1 SERVICE 479.285 11 37 1 SERVICE 480.899 11 38 1 SERVICE 483.282 11 39 1 SERVICE 485.797 11 40 1 SERVICE 488.063 11 41 1 SERVICE 488.167 11 42 1 SERVICE 490.010 11 43 1 SERVICE 490.834 11 44 1 SERVICE 490.091 11 45 1 SERVICE 487.323 11 46 1 SERVICE 485.689 11 47 1 SERVICE 482.338 11 48 1 SERVICE 481.252 11 49 1 SERVICE 474.684 11 50 1 SERVICE 466.907 11 51 1 SERVICE 457.894 11 52 1 SERVICE 457.650 11 20 2 SERVICE 526.086 11 21 2 SERVICE 525.342 11 22 2 SERVICE 524.168 11 23 2 SERVICE 521.088 11 24 2 SERVICE 517.209 11 25 2 SERVICE 513.125 11 26 2 SERVICE 510.058 11 27 2 SERVICE 509.319 11 28 2 SERVICE 506.115 11 29 2 SERVICE 503.670 SAFE v8.0.7 File: TACCHI FOUNDATION lb -ft Units PAGE 7 December 18,2007 13:30 Tacchi Foundation 107026.30 Jorgensen Forge S O I L P R E S S U R E AREA GRID I GRID J LOAD PRESSURE 11 30 2 SERVICE 502.051 11 31 2 SERVICE 501.544 11 32 2 SERVICE 501.263 11 33 2 SERVICE 501.267 11 34 2 SERVICE 501.991 11 35 2 SERVICE 503.350 11 36 2 SERVICE 503.747 11 37 2 SERVICE 505.235 11 38 2 SERVICE 507.494 11 39 2 SERVICE 509.925 11 40 2 SERVICE 512.149 11 41 2 SERVICE 512.251 11 42 2 SERVICE 514.098 11 43 2 SERVICE 514.965 11 44 2 SERVICE 514.224 11 45 2 SERVICE 511.251 11 46 2 SERVICE 509.483 11 47 2 SERVICE 505.799 11 48 2 SERVICE 504.605 11 49 2 SERVICE 497.403 11 50 2 SERVICE 489.034 11 51 2 SERVICE 479.578 11 52 2 SERVICE 479.324 11 20 3 SERVICE 526.232 11 21 3 SERVICE 525.488 11 22 3 SERVICE 524.313 11 23 3 SERVICE 521.230 11 24 3 SERVICE 517.347 11 25 3 SERVICE 513.259 11 26 3 SERVICE 510.189 11 27 3 SERVICE 509.450 11 28 3 SERVICE 506.243 11 29 3 SERVICE 503.795 11 30 3 SERVICE 502.175 11 31 3 SERVICE 501.666 11 32 3 SERVICE 501.384 11 33 3 SERVICE 501.386 SAFE v8.0.7 File: TACCHI FOUNDATION lb -ft Units PAGE 8 December 18,2007 13:30 Tacchi Foundation 107026.30 Jorgensen Forge S O I L P R E S S U R E AREA GRID I GRID J LOAD PRESSURE 11 34 3 SERVICE 502.110 11 35 3 SERVICE 503.467 11 36 3 SERVICE 503.864 11 37 3 SERVICE 505.352 11 38 3 SERVICE 507.610 11 39 3 SERVICE 510.041 11 40 3 SERVICE 512.265 11 41 3 SERVICE 512.367 11 42 3 SERVICE 514.214 11 43 3 SERVICE 515.081 11 44 3 SERVICE 514.341 11 45 3 SERVICE 511.367 11 46 3 SERVICE 509.598 11 47 ' 3 SERVICE 505.913 11 48 3 SERVICE 504.718 11 49 3 SERVICE 497.513 11 50 3 SERVICE 489.141 11 51 3 SERVICE 479.681 11 52 3 SERVICE 479.428 11 20 4 SERVICE 556.306 11 21 4 SERVICE 555.430 11 22 4 SERVICE 554.149 11 23 4 SERVICE 550.134 11 24 4 SERVICE 545.256 11 25 4 SERVICE 540.363 11 26 4 SERVICE 536.719 11 27 4 SERVICE 535.857 11 28 4 SERVICE 532.020 11 29 4 SERVICE 529.049 11 30 4 SERVICE 527.026 11 31 4 SERVICE 526.309 11 32 4 SERVICE 525.872 11 33 4 SERVICE 525.540 11 34 4 SERVICE 526.027 11 35 4 SERVICE 527.220 11 36 4 SERVICE 527.568 11 37 4 SERVICE 528.955 SAFE v8.0.7 File: TACCHI FOUNDATION lb -ft Units PAGE 9 December 18,2007 13:30 Tacchi Foundation 107026.30 Jorgensen Forge S O I L P R E S S U R E AREA GRID I GRID J LOAD PRESSURE 11 38 4 SERVICE 531.095 11 39 4 SERVICE 533.508 11 40 4 SERVICE 535.753 11 41 4 SERVICE 535.861 11 42 4 SERVICE 537.767 11 43 4 SERVICE 538.761 11 44 4 SERVICE 538.275 11 45 4 SERVICE 535.357 11 46 4 SERVICE 533.322 11 47 4 SERVICE 529.297 11 48 4 SERVICE 527.943 11 49 4 SERVICE 519.708 11 50 4 SERVICE 510.480 11 51 4 SERVICE 500.370 11 52 4 SERVICE 500.102 1321/ project Consultin Engineers location 1201 Pacific Ave. Suite 800 client Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 5A/2a/ce /4-- S�Z by date CC_ �L 71-LL sheet no. job_no. SAFE X8.0 .7 File: TAC CHI FOUNDATI December 21, 2007 8:02 Tacchi Fo undation Jorgensen Forge Tacchi Foundation Service Deflections JOINT DIS PL A CEMENT S (ELA STIC) Difference POINT GRID I GRI D J LOAD UZ(E) RX(E) RY(E) (in) 17 20 1 SERVICE - 0.0383 - 0.00009 - 4.77E -06 0.0004 17 20 1 SERVDL - 0.0379 - 0.00008 0 21 1 SERVICE - 0.0382 - 0.00009 - 4.92E -06 0.0003 21 1 SERVDL - 0.0379 - 0.00008 0 56 22 1 SERVICE - 0.0381 - 0.00009 - 5.80E -06 0.0002 56 22 1 SERVDL - 0.0379 - 0.00008 0 23 1 SERVICE -0.0379 - 0.00009 - 7.83E -06 0 23 1 SERVDL -0.0379 - 0.00008 - 3.54E -06 59 24 1 SERVICE -0.0377 - 0.00009 - 9.04E -06 0 59 24 1 SERVDL - 0.0377 - 0.00008 - 5.48E -06 25 1 SERVICE -0.0374 - 0.00009 - 9.05E -06 - 0.0002 25 1 SERVDL - 0.0376 - 0.00008 - 6.30E -06 26 1 SERVICE -0.0372 - 0.00008 - 8.29E -06 - 0.0002 26 1 SERVDL - 0.0374 - 0.00008 - 6.20E -06 60 27 1 SERVICE - 0.0372 - 0.00008 - 8.03E -06 - 0.0002 60 27 1 SERVDL - 0.0374 -0.00008 - 6.09E -06 28 1 SERVICE -0.037 - 0.00008 - 6.33E -06 - 0.0002 28 1 SERVDL - 0.0372 - 0.00008 - 5.16E -06 63 29 1 SERVICE - 0.0368 - 0.00008 - 4.32E -06 - 0.0003 63 29 1 SERVDL -0.0371 - 0.00008 - 3.80E -06 30 1 SERVICE_ - 0.0368 - 0.00008 - 2.19E -06 - 0.0002 30 1 SERVDL -0.037 - 0.00008 - 2.20E -06 31 1 SERVICE - 0.0367 - 0.00008 - 1.12E -06 - 0.0003 31 1 SERVDL -0.037 - 0.00008 - 1.33E -06 64 32 1 SERVICE - 0.0367 - 0.00008 0 - 0.0003 64 32 1 SERVDL -0.037 - 0.00007 0 33 1 SERVICE - 0.0367 - 0.00008 1.81E-06 - 0.0003 33 1 SERVDL -0.037 - 0.00007 1.18E -06 12/21/2007 Page 1 of 17 Deflections.xls Tacchi Foundation Service Deflections Difference POINT GRID I GRI D J LOAD UZ(E) RX(E) RY(E) (in) 67 34 1 SERVICE - 0.0368 - 0.00008 3.54E -06 - 0.0003 67 34 1 SERVDL - 0.0371 - 0.00007 2.76E -06 35 1 SERVICE - 0.0369 - 0.00008 5.02E -06 - 0.0003 35 1 SERVDL - 0.0372 - 0.00007 4.17E -06 36 1 SERVICE -0.037 - 0.00008 5.31E-06 - 0.0002 36 1 SERVDL - 0.0372 - 0.00007 4.46E -06 68 37 1 SERVICE - 0.0371 - 0.00008 6.14E -06 - 0.0002 68 37 1 SERVDL - 0.0373 - 0.00007 5.29E -06 38 1 SERVICE - 0.0373 - 0.00007 6.79E -06 = 0.0002 38 1 SERVDL - 0.0375 - 0.00007 5.99E -06 71 39 1 SERVICE - 0.0375 -0.00007 6.79E -06 - 0.0001 71 39 1 SERVDL -0.0376 -0.00007 6.06E -06 40 1 SERVICE -0.0377 - 0.00007 5.95E -06 - 0.0001 40 1 SERVDL - 0.0378 -0.00007 5.31E-06 41 1 SERVICE -0.0377 -0.00007 5.88E -06 - 0.0001 41 1 SERVDL - 0.0378 -0.00007 5.24E -06 72 42 1 SERVICE -0.0378 - 0.00007 3.78E -06 - 0.0001 72 42 1 SERVDL - 0.0379 -0.00007 3.24E -06 43 1 SERVICE - 0.0379 - 0.00007 0 -1E-04 43 1 SERVDL -0.038 -0.00007 0 75 44 1 SERVICE -0.0378 - 0.00007 - 4.87E -06 - 0.0001 75 44 1 SERVDL - 0.0379 - 0.00007 - 5.24E -06 45 1 SERVICE - 0.0376 - 0.00007 - 0.00001 -1E-04 45 1 SERVDL - 0.0377 - 0.00007 - 0.00001 46 1 SERVICE - 0.0375 -0.00007 - 0.00001 0 46 1 SERVDL - 0.0375 - 0.00007 -0.00001 76 47 1 SERVICE - 0.0372 - 0.00007 - 0.00002 - 0.0001 76 47 1 SERVDL - 0.0373 - 0.00007 - 0.00002 48 1 SERVICE - 0.0371 - 0.00007 - 0.00002 -1E-04 48 1 SERVDL - 0.0372 - 0.00007 - 0.00002 49 1 SERVICE - 0.0366 - 0.00007 - 0.00002 - 0.0001 49 1 SERVDL - 0.0367 - 0.00007 - 0.00002 79 50 1 SERVICE -0.036 - 0.00007 - 0.00003 - 0.0001 12/21/2007 Page 2 of 17 Deflections.xls Tacchi Foundation Service Deflections Difference POINT GRID I GRI D J LOAD UZ(E) RX(E) RY(E) (in) 34 2 SERVICE - 0.0387 - 0.00008 2.88E -06 - 0.0002 34 2 SERVDL - 0.0389 - 0.00007 2.41E-06 35 2 SERVICE - 0.0388 - 0.00008 4.48E -06 - 0.0002 35 2 SERVDL -0.039 - 0.00007 3.90E -06 36 2 SERVICE - 0.0389 - 0.00008 4.82E -06 - 0.0001 36 2 SERVDL -0.039 - 0.00007 4.22E -06 37 2 SERVICE -0.039 - 0.00007 5.74E -06 - 0.0001 37 2 SERVDL -0.0391 - 0.00007 5.12E -06 38 2 SERVICE - 0.0392 - 0.00007 6.50E -06 - 0.0001 38 2 SERVDL -0.0393 - 0.00007 5.89E -06 39 2 SERVICE - 0.0393 - 0.00007 6.60E -06 -1E-04 39 2 SERVDL -0.0394 - 0.00007 6.04E -06 40 2 SERVICE -0.0395 - 0.00007. 5.88E -06 - 0.0001 40 2 SERVDL - 0.0396 - 0.00007 5.38E -06 41 2 SERVICE - 0.0395 - 0.00007 5.82E -06 - 0.0001 41 2 SERVDL - 0.0396 - 0.00007 5.32E -06 42 2 SERVICE - 0.0397 - 0.00007 3.83E -06 0 42 2 SERVDL - 0.0397 - 0.00007 3.40E -06 43 2 SERVICE - 0.0397 - 0.00007 0 - 0.0001 43 2 SERVDL - 0.0398 - 0.00007 0 44 2 SERVICE - 0.0397 - 0.00007 - 5.04E -06 0 44 2 SERVDL - 0.0397 - 0.00007 - 5.33E -06 45 2 SERVICE - 0.0394 - 0.00007 - 0.00001 - 0.0001 45 2 SERVDL - 0.0395 - 0.00007 -0.00001 46 2 SERVICE - 0.0393 - 0.00007 - 0.00001 -1E-04 46 2 SERVDL - 0.0394 - 0.00007 - 0.00001 47 2 SERVICE -0.039 - 0.00007 - 0.00002 - 0.0001 47 2 SERVDL - 0.0391 - 0.00007 - 0.00002 48 2 SERVICE - 0.0389 - 0.00007 - 0.00002 - 0.0001 48 2 SERVDL -0.039 - 0.00007 - 0.00002 49 2 SERVICE - 0.0384 - 0.00007 - 0.00002 0 49 2 SERVDL - 0.0384 - 0.00007 - 0.00002 12/21/2007 Page 4 of 17 Deflections.xls POINT GRID I GRI D J LOAD 1 1 25 3 25 3 32 5 32 5 50 2 SERVICE 50 2 SERVDL 51 2 SERVICE 51 2 SERVDL 52 2 SERVICE 52 2 SERVDL 1 1 3 SERVICE 3 SERVDL 2 3 SERVICE 2 3 SERVDL 3 SERVICE 3 SERVDL 4 3 SERVICE 4 3 SERVDL 8 8 3 SERVICE 3 SERVDL 6 3 SERVICE 6 3 SERVDL 141 7 3 SERVICE 141 7 3 SERVDL 3 SERVICE 3 SERVDL 142 9 3 SERVICE 142 9 3 SERVDL 10 3 SERVICE 10 3SERVDL 143 11 3 SERVICE 143 11 3 SERVDL 12 3 SERVICE 12 3 SERVDL 13 3 SERVICE 13 3 SERVDL 144 14 3 SERVICE Tacchi Foundation Service Deflections UZ(E) RX(E) RY(E) - 0.0377 - 0.00007 - 0.00003 - 0.0378 - 0.00007 - 0.00003 -0.037 - 0.00007 - 0.00003 -0.037 - 0.00007 - 0.00003 -0.037 - 0.00007 - 0.00003 -0.037 - 0.00007 - 0.00003 - 0.0393 - 0.0001. 0.00002 - 0.0396 - 0.00009 8.66E -06 -0.0398 - 0.0001 0.00002 - 0.0398 - 0.00009 7.59E -06 - 0.0402 - 0.0001 0.00001 - 0.0399 - 0.00009 4.37E -06 -0.0404 - 0.0001 0.00001 -0.04 - 0.00009 0 -0.0406 - 0.0001 5.90E -06 -0.04 - 0.00009 - 3.22E -06 - 0.0407 -0.0001 0 - 0.0397 -0.00009 -9.21E-06 - 0.0406 - 0.0001 - 3.50E -06 - 0.0394 - 0.00009 - 0.00001 - 0.0405 - 0.0001 - 4.25E -06 -0.039 -0.00009 - 0.00001 -0.0403 -0.0001 - 3.87E -06 - 0.0387 - 0.00009 - 8.20E -06 - 0.0402 - 0.0001 - 2.96E -06 - 0.0385 - 0.00009 - 5.09E -06 - 0.0401 - 0.0001 - 1.56E -06 - 0.0384 - 0.00008 - 1.52E -06 - 0.0401 - 0.0001 - 1.49E -06 - 0.0384 - 0.00008 - 1.39E -06 - 0.0401 - 0.0001 0 - 0.0384 - 0.00008 2.25E -06 - 0.0401 - 0.0001 1.45E -06 Difference (in) - 0.0001 0 0 - 0.0003 0 0.0003 0.0004 0.0006 0.001 0.0012 0.0015 0.0016 0.0017 0.0017 0.0017 0.0017 0.0016 12/21/2007 Page 5 of 17 Deflections.xls POINT GRID I GRI D J LOAD 144 14 3SERVDL 2 20 2 20 15 3 SERVICE 15 3 SERVDL 16 3 SERVICE 16 3 SERVDL 145 17 3 SERVICE 145 17 3 SERVDL 18 3 SERVICE 18 3 SERVDL 146 19 3 SERVICE 146 19 3 SERVDL 21 3 SERVICE 21 3 SERVDL 22 22 23 23 24 24 104 25 104 25 26 26 27 27 28 28 29 29 3 SERVICE 3 SERVDL 3 SERVICE 3 SERVDL 3 SERVICE 3 SERVDL 3 SERVICE 3 SERVDL 3 SERVICE 3 SERVDL 3 SERVICE 3 SERVDL 3 SERVICE 3 SERVDL 3 SERVICE 3 SERVDL 3 SERVICE 3 SERVDL 105 30 3 SERVICE 105 30 3 SERVDL Tacchi Foundation Service Deflections UZ(E) RX(E) RY(E) - 0.0385 - 0.00008 5.70E -06 Difference (in) - 0.0402 - 0.0001 2.85E -06 0.0015 - 0.0387 - 0.00008 8.82E -06 - 0.0402 - 0.0001 2.93E -06 0.0014 - 0.0388 - 0.00008 8.93E -06 - 0.0403 - 0.0001 4.13E -06 0.0012 - 0.0391 - 0.00008 0.00001 - 0.0405 - 0.0001 4.55E -06 0.001 - 0.0395 - 0.00008 0.00001 - 0.0406 - 0.00009 2.96E -06 0.0008 - 0.0398 - 0.00008 9.52E -06 - 0.0406 - 0.00009 - 3.69E -06 0.0006 - 0.04 - 0.00008 2.10E -06 - 0.0405 - 0.00009 - 5.23E -06 0.0005 -0.04 - 0.00008 0 - 0.0405 - 0.00009 - 6.98E -06 0.0005 -0.04 -0.00008 - 1.44E -06 - 0.0402 - 0.00009 - 9.87E -06 0.0002 - 0.04 - 0.00008 - 4.80E -06 -0.0399 - 0.00009 - 0.00001 1E-04 -0.0398 - 0.00008 - 6.88E -06 - 0.0396 - 0.00009 - 0.00001 0 - 0.0396 - 0.00008 - 7.54E -06 - 0.0394 - 0.00008 - 0.00001 0 - 0.0394 - 0.00008 - 7.32E -06 - 0.0393 - 0.00008 - 9.76E -06 -1 E -04 - 0.0394 - 0.00008 - 7.16E -06 - 0.0391 - 0.00008 - 7.86E -06 -1E-04 - 0.0392 - 0.00008 - 6.10E -06 - 0.0389 - 0.00008 - 5.65E -06 - 0.0001 -0.039 - 0.00008 - 4.60E -06 - 0.0387 - 0.00008 - 3.35E -06 - 0.0002 - 0.0389 - 0.00008 - 2.88E -06 12/21/2007 Page 6 of 17 Deflections.xls Tacchi Foundation Service Deflections Difference POINT GRID I GRI D J LOAD UZ(E) RX(E) RY(E) (in) 31 3 SERVICE - 0.0387 - 0.00008 - 2.17E -06 - 0.0002 31 3 SERVDL - 0.0389 - 0.00007 - 1.94E -06 32 3 SERVICE - 0.0387 - 0.00008 - 1.09E -06 - 0.0002 32 3 SERVDL - 0.0389 - 0.00007 - 1.06E -06 33 3 SERVICE - 0.0387 - 0.00008 0 - 0.0002 33 3 SERVDL - 0.0389 - 0.00007 0 34 3 SERVICE - 0.0387 - 0.00008 2.88E -06 - 0.0002 34 3 SERVDL - 0.0389 - 0.00007 2.41 E -06 106 35 3 SERVICE - 0.0388 - 0.00008 4.48E -06 - 0.0002 106 35 3 SERVDL -0.039 - 0.00007 3.90E -06 36 3 SERVICE - 0.0389 - 0.00008 4.81 E -06 - 0.0001 36 3 SERVDL -0.039 - 0.00007 4.22E -06 37 3 SERVICE -0.039 - 0.00007 5.74E -06 - 0.0001 37 3 SERVDL -0.0391 - 0.00007 5.12E -06 38 3 SERVICE - 0.0392 - 0.00007 6.50E -06 - 0.0001 38 3 SERVDL - 0.0393 - 0.00007 5.89E -06 39 3 SERVICE - 0.0394 - 0.00007 6.60E -06 - 0.0001 39 3 SERVDL - 0.0395 - 0.00007 6.04E -06 40 3 SERVICE - 0.0395 -0.00007 5.88E -06 - 0.0001 40 3 SERVDL - 0.0396 -0.00007 5.38E -06 107 41 3 SERVICE - 0.0395 - 0.00007 5.82E -06 - 0.0001 107 41 3 SERVDL - 0.0396 - 0.00007 5.32E -06 42 3 SERVICE - 0.0397 - 0.00007 3.83E -06 0 42 3 SERVDL - 0.0397 - 0.00007 3.41E-06 43 3 SERVICE -0.0397 - 0.00007 0 - 0.0001 43 3 SERVDL - 0.0398 - 0.00007 0 44 3 SERVICE - 0.0397 - 0.00007 - 5.03E -06 0 44 3 SERVDL -0.0397 - 0.00007 - 5.33E -06 108 45 3 SERVICE - 0.0395 - 0.00007 - 0.00001 0 108 45 3 SERVDL - 0.0395 - 0.00007 - 0.00001 46 3 SERVICE - 0.0393 - 0.00007 - 0.00001 -1E-04 46 3 SERVDL - 0.0394 - 0.00007 - 0.00001 12/21/2007 Page 7 of 17 Deflections.xls Tacchi Foundation Service Deflections Difference POINT GRID I GRI D J LOAD UZ(E) RX(E) RY(E) (in) 47 3 SERVICE -0.039 - 0.00007 - 0.00002 - 0.0001 47 3 SERVDL - 0.0391 - 0.00007 - 0.00002 48 3 SERVICE - 0.0389 - 0.00007 - 0.00002 - 0.0001 48 3 SERVDL -0.039 - 0.00007 - 0.00002 49 3 SERVICE - 0.0384 - 0.00007 - 0.00002 0 49 3 SERVDL - 0.0384 - 0.00007 - 0.00002 50 3 SERVICE - 0.0377 - 0.00007 - 0.00003 - 0.0001 50 3 SERVDL - 0.0378 - 0.00007 - 0.00003 51 3 SERVICE -0.037 - 0.00007 - 0.00003 0 51 3 SERVDL -0.037 - 0.00007 - 0.00003 109 52 3 SERVICE -0.037 - 0.00007 -0.00003 0 109 52 3 SERVDL -0.037 - 0.00007 - 0.00003 114 1 4 SERVICE -0.0418 -0.0001 0.00002 1E-04 114 1 4 SERVDL - 0.0417 - 0.00009 9.47E -06 2 4 SERVICE -0.0423 - 0.0001 0.00002 0.0004 2 4 SERVDL -0.0419 - 0.00009 8.86E -06 3 4 SERVICE - 0.0427 - 0.00011 0.00002 0.0006 3 4 SERVDL - 0.0421 - 0.00009 5.63E -06 4 4 SERVICE -0.043 - 0.00011 0.00001 0.0008 4 4 SERVDL - 0.0422 - 0.00009 0 5 4 SERVICE - 0.0432 - 0.00011 5.04E -06 0.001 5 4 SERVDL - 0.0422 - 0.00009 - 4.15E -06 6 4 SERVICE - 0.0432 - 0.0001 - 1.57E -06 0.0013 6 4 SERVDL - 0.0419 - 0.00009 - 0.00001 7 4 SERVICE - 0.0431 - 0.0001 - 3.60E -06 0.0016 7 4 SERVDL - 0.0415 - 0.00009 - 0.00001 8 4 SERVICE -0.043 - 0.0001 - 4.63E -06 0.0019 8 4 SERVDL - 0.0411 - 0.00009 -0.00001 9 4 SERVICE - 0.0428 - 0.0001 - 4.55E -06 0.002 9 4 SERVDL . - 0.0408 - 0.00008 8.74E -06 10 4 SERVICE - 0.0427 - 0.0001 - 3.26E -06 0.0022 10 4 SERVDL - 0.0405 - 0.00008 - 5.42E -06 11 4 SERVICE - 0.0426 - 0.0001 - 2.12E -06 0.0022 12/21/2007 Page 8 of 17 Deflections.xls Tacchi Foundation Service Deflections Difference POINT GRID I GRI D J LOAD UZ(E) RX(E) RY(E) (in) 11 4 SERVDL - 0.0404 - 0.00008 - 1.86E -06 12 - 4 SERVICE - 0.0426 - 0.0001 - 2.09E -06 0.0022 12 4 SERVDL - 0.0404 - 0.00008 - 1.75E -06 13 4 SERVICE - 0.0426 - 0.0001 0 0.0022 13 4 SERVDL - 0.0404 - 0.00008 1.85E -06 14 4 SERVICE - 0.0426 - 0.0001 0 0.0021 14 4 SERVDL - 0.0405 - 0.00008 5.50E -06 15 4 SERVICE - 0.0426 - 0.0001 1.99E -06 0.0018 15 4 SERVDL - 0.0408 - 0.00008 8.58E -06 16 4 SERVICE -0.0426 - 0.0001 2.02E -06 0.0018 16 4 SERVDL - 0.0408 - 0.00008 8.69E -06 17 4 SERVICE -0.0427 - 0.0001 2.67E -06 0.0016 17 4 SERVDL - 0.0411 -0.00008 0.00001 18 4 SERVICE - 0.0428 - 0.00009 3.65E -06 0.0013 18 4 SERVDL - 0.0415 - 0.00008 0.00001 19 4 SERVICE - 0.0429 - 0.00009 2.56E -06 0.001 19 4 SERVDL - 0.0419 -0.00008 9.90E -06 14 20 4 SERVICE - 0.0429 - 0.0001 - 2.93E -06 0.0008 14 20 4 SERVDL - 0.0421 - 0.00008 3.77E -06 21 4 SERVICE -0.0429 - 0.0001 - 5.90E -06 0.0008 21 4 SERVDL -0.0421 - 0.00009 0 22 4 SERVICE - 0.0428 - 0.00009 - 8.94E -06 0.0007 22 4 SERVDL -0.0421 - 0.00008 - 2.50E -06 23 4 SERVICE - 0.0424 - 0.00009 - 0.00001 0.0004 23 4 SERVDL -0.042 -0.00008 - 6.68E -06 24 4 SERVICE - 0.0421 - 0.00009 - 0.00001 0.0003 24 4 SERVDL - 0.0418 - 0.00008 - 8.40E -06 25 4 SERVICE - 0.0417 - 0.00008 - 0.00001 0.0002 25 4 SERVDL - 0.0415 - 0.00008 - 8.78E -06 26 4 SERVICE - 0.0414 - 0.00008 - 0.00001 1E-04 26 4 SERVDL - 0.0413 - 0.00008 - 8.49E -06 27 4 SERVICE - 0.0413 - 0.00008 - 0.00001 0 27 4 SERVDL - 0.0413 - 0.00008 - 8.34E -06 12/21/2007 Page 9 of 17 Deflections.xls Tacchi Foundation Service Deflections Difference POINT GRID I GRI D J LOAD UZ(E) RX(E) RY(E) (in) 28 4 SERVICE - 0.0411 - 0.00008 - 9.49E -06 1E-04 28 4 SERVDL -0.041 - 0.00008 - 7.16E -06 29 4 SERVICE - 0.0408 - 0.00008 - 6.89E -06 -1E-04 29 4 SERVDL - 0.0409 - 0.00007 - 5.34E -06 30 4 SERVICE - 0.0407 - 0.00008 - 4.36E -06 0 30 4 SERVDL - 0.0407 - 0.00007 - 3.45E -06 31 4 SERVICE - 0.0406 - 0.00008 - 3.17E -06 - 0.0001 31 4 SERVDL - 0.0407 - 0.00007 - 2.54E -06 32 4 SERVICE - 0.0406 - 0.00008 - 2.10E -06 - 0.0001 32 4 SERVDL -0.0407 - 0.00007 - 1.68E -06 33 4 SERVICE - 0.0406 - 0.00008 0 - 0.0001 33 4 SERVDL - 0.0407 - 0.00007 0 34 4 SERVICE - 0.0406 - 0.00007 2.38E -06 - 0.0001 34 4 SERVDL - 0.0407 - 0.00007 2.20E -06 35 4 SERVICE - 0.0407 - 0.00007 4.07E -06 - 0.0001 35 4 SERVDL - 0.0408 - 0.00007 3.74E -06 36 4 SERVICE - 0.0407 - 0.00007 4.39E -06 - 0.0001 36 4 SERVDL - 0.0408 - 0.00007 4.04E -06 37 4 SERVICE - 0.0408 - 0.00007 5.31E-06 -1E-04 37 4 SERVDL - 0.0409 - 0.00007 4.91E-06 38 4 SERVICE -0.041 - 0.00007 6.30E -06 -1E-04 38 4 SERVDL - 0.0411 - 0.00007 5.88E -06 39 4 SERVICE - 0.0412 - 0.00007 6.66E -06 0 39 4 SERVDL - 0.0412 - 0.00007 6.26E -06 40 4 SERVICE - 0.0413 - 0.00007 5.96E -06 -1E-04 40 4 SERVDL - 0.0414 - 0.00007 5.59E -06 41 4 SERVICE - 0.0413 - 0.00007 5.90E -06 -1E-04 41 4 SERVDL - 0.0414 - 0.00007 5.54E -06 42 4 SERVICE - 0.0415 - 0.00007 3.97E -06 0 42 4 SERVDL - 0.0415 - 0.00007 3.66E -06 43 4 SERVICE - 0.0416 - 0.00007 0 0 43 4 SERVDL - 0.0416 - 0.00007 0 12/21/2007 Page 10 of 17 Deflections.xls POINT GRID I GRI D J LOAD 99 99 44 44 45 45 46 46 47 47 48 48 49 49 50 50 15 52 15 52 1 1 4 SERVICE 4 SERVDL 4 SERVICE 4 SERVDL 4 SERVICE 4 SERVDL 4 SERVICE 4 SERVDL 4 SERVICE 4 SERVDL 4 SERVICE 4 SERVDL 4 SERVICE 4 SERVDL 51 4 SERVICE 51 4 SERVDL 4 SERVICE 4 SERVDL 5 SERVICE 5 SERVDL 2 5 SERVICE 2 5 SERVDL 100 3 5 SERVICE 100 3 5 SERVDL 19 4 5 SERVICE 19 4 5SERVDL 101 5 5 SERVICE 101 5 5SERVDL 86 6 5 SERVICE 86 6 5 SERVDL 7 5 SERVICE 7 5 SERVDL 5 8 5 SERVICE Tacchi Foundation Service Deflections UZ(E) RX(E) RY(E) - 0.0415 - 0.00008 - 4.37E -06 - 0.0416 - 0.00007 - 4.60E -06 - 0.0413 - 0.00008 - 0.00001 - 0.0413 - 0.00008 - 0.00001 - 0.0412 - 0.00008 - 0.00002 - 0.0412 - 0.00007 - 0.00002 - 0.0408 - 0.00007 - 0.00002 - 0.0409 - 0.00007 - 0.00002 - 0.0407 - 0.00007 - 0.00002 - 0.0408 - 0.00007 - 0.00002 - 0.0401 - 0.00007 - 0.00003 - 0.0401 -0.00007 - 0.00003 - 0.0394 - 0.00007 - 0.00003 - 0.0394 - 0.00007 - 0.00003 - 0.0386 -0.00006 - 0.00003 - 0.0386 - 0.00006 - 0.00003 - 0.0386 - 0.00006 - 0.00003 - 0.0386 - 0.00006 - 0.00003 - 0.0461 - 0.0001 0.00002 - 0.0454 - 0.00008 0.00001 - 0.0467 - 0.0001 0.00002 -0.0457 - 0.00008 0.00001 - 0.0473 - 0.0001 0.00002 -0.046 - 0.00008 7.64E -06 - 0.0476 - 0.0001 0.00001 - 0.0461. - 0.00008 1.15E -06 - 0.0477 - 0.0001 3.36E -06 -0.046 - 0.00008 - 5.93E -06 - 0.0476 - 0.0001 - 3.20E -06 - 0.0456 - 0.00008 - 0.00001 - 0.0475 - 0.0001 - 3.77E -06 - 0.0452 - 0.00008 - 0.00001 - 0.0474 - 0.0001 - 5.55E -06 Difference (in) - 1E-04 0 0 - 1E-04 -0.0001 0 0 0 0 0.0007 0.001 0.0013 0.0015 0.0017 0.002 0.0023 0.0027 12/21/2007 Page 11 of 17 Deflections.xls POINT GRID I GRI D J LOAD 5 8 5 SERVDL 9 5 SERVICE 9 5 SERVDL 87 10 5 SERVICE 87 10 5 SERVDL 11 5 SERVICE 11 5SERVDL 6 12 5 SERVICE 6 12 5 SERVDL 13 5 SERVICE 13 5SERVDL 14 5 SERVICE 14 5 SERVDL 88 15 5 SERVICE 88 15 5 SERVDL 7 16 5 SERVICE 7 16 5 SERVDL 89 20 89 20 17 5 SERVICE 17 5 SERVDL 18 5 SERVICE 18 5 SERVDL 19 5 SERVICE 19 5 SERVDL 8 21 5 SERVICE 8 21 5 SERVDL 22 22 23 23 24 24 5 SERVICE 5 SERVDL 5 SERVICE 5 SERVDL 5 SERVICE 5 SERVDL 5 SERVICE 5 SERVDL Tacchi Foundation Service Deflections UZ(E) RX(E) RY(E) - 0.0447 -0.00008 - 0.00001 Difference (in) - 0.0472 - 0.00009 - 6.27E -06 0.0028 - 0.0444 - 0.00008 - 0.00001 -0.047 - 0.00009 - 3.58E -06 0.0029 - 0.0441 - 0.00008 - 5.99E -06 - 0.0469 - 0.00009 -3.11E-06 0.0029 -0.044 - 0.00008 - 2.48E -06 - 0.0469 - 0.00009 - 3.20E -06 0.0029 -0.044 - 0.00008 -2.41E-06 - 0.0468 -0.00009 -2.81E-06 0.0029 - 0.0439 - 0.00008 1.08E-06 - 0.0467 - 0.00009 0 0.0027 -0.044 - 0.00008 5.39E -06 - 0.0468 - 0.00009 0 0.0025 - 0.0443 -0.00008 8.40E -06 - 0.0468 - 0.00009 0 0.0025 - 0.0443 - 0.00008 8.46E -06 - 0.0468 - 0.00009 0 0.0022 - 0.0446 - 0.00008 0.00001 - 0.0468 - 0.00009 2.30E -06 0.0018 -0.045 - 0.00008 0.00001 - 0.0469 - 0.00009 2.39E -06 0.0015 - 0.0454 - 0.00008 0.00001 -0.047 - 0.00009 - 2.45E -06 0.0013 - 0.0457 - 0.00008 5.47E -06 -0.047 - 0.00009 - 7.53E -06 0.0012 - 0.0458 - 0.00008 0 - 0.0468 - 0.00009 - 0.00001 0.0011 - 0.0457 - 0.00008 - 4.84E -06 - 0.0463 - 0.00008 - 0.00002 0.0008 - 0.0455 - 0.00008 - 9.57E -06 - 0.0458 - 0.00008 - 0.00002 0.0006 - 0.0452 - 0.00007 - 0.00001 12/21/2007 Page 12 of 17 Deflections.xls Tacchi Foundation Service Deflections Difference POINT GRID I GRI D J LOAD UZ(E) RX(E) RY(E) (in) 90 25 5 SERVICE - 0.0453 - 0.00008 - 0.00002 0.0005 90 25 5 SERVDL - 0.0448 - 0.00007 - 0.00001 9 26 5 SERVICE - 0.0449 - 0.00008 - 0.00002 0.0003 9 26 5 SERVDL - 0.0446 - 0.00007 - 0.00001 27 5 SERVICE - 0.0449 - 0.00008 - 0.00001 0.0004 27 5 SERVDL - 0.0445 - 0.00007 - 0.00001 28 5 SERVICE - 0.0445 - 0.00008 - 0.00001 0.0002 28 5 SERVDL - 0.0443 - 0.00007 - 9.09E -06 29 5 SERVICE - 0.0442 - 0.00007 - 9.10E -06 0.0002 29 5 SERVDL -0.044 - 0.00007 - 6.72E -06 91 30 5 SERVICE -0.044 - 0.00007 -6.04E -06 1E-04 91 30 5 SERVDL - 0.0439 - 0.00007 - 4.40E -06 10 31 5 SERVICE - 0.0439 - 0.00007 - 4.90E -06 0.0001 10 31 5 SERVDL - 0.0438 - 0.00007 - 3.59E -06 32 5 SERVICE - 0.0438 - 0.00007 - 3.89E -06 0 32 5 SERVDL - 0.0438 - 0.00007 - 2.84E -06 33 5 SERVICE - 0.0437 - 0.00007 - 1.15E -06 0 33 5 SERVDL - 0.0437 - 0.00007 0 34 5 SERVICE - 0.0438 - 0.00007 1.61E-06 1E-04 34 5 SERVDL - 0.0437 - 0.00007 1.90E -06 92 35 5 SERVICE - 0.0438 - 0.00007 3.58E -06 0 92 35 5 SERVDL - 0.0438 - 0.00007 3.66E -06 11 36 5 SERVICE - 0.0439 - 0.00007 3.79E -06 0 11 36 5 SERVDL - 0.0439 - 0.00007 3.84E -06 37 5-SERV4CE --G:0439 4100007 -- 4.68E =06 37 5 SERVDL - 0.0439 - 0.00007 4.64E -06 38 5 SERVICE - 0.0441 - 0.00007 6.16E -06 0 38 5 SERVDL - 0.0441 - 0.00007 6.05E -06 39 5 SERVICE - 0.0443 - 0.00007 7.05E -06 0 39 5 SERVDL - 0.0443 - 0.00007 6.91E-06 12 40 5 SERVICE - 0.0445 - 0.00007 6.34E -06 0 12 40 5 SERVDL - 0.0445 - 0.00007 6.20E -06 fl 12/21/2007 Page 13 of 17 Deflections.xls WELDED GRATING H LOCKED GRATING: 1-3/16" CENTER TO CENTER oe, BEARING BARS ; 8 ROSS BARS 4" C/C CROSS BARS 2" C/C STATIC LOAD TABLE — Loads & deflections are theoretical, based on a maximum allowable fiber stress of 18,000 PSI, E= 30,000,000 PSI. NOTE: When grating with serrated bearing bars is specified, the depth of grating required for a specified load should be 1/4 greater than that shown in the load table. NOTE: Spans and loads to the right of the heavy line exceed a deflection of yr for uniform loads of 100#/sq. ft. which provide safe pedestrian comfort but can be exceeded for other types of loads at the discretion of the engineer Material: A-569 standard; ASTM A-570 available on sPeci Iitiab*. U — Safe Uniform Load in lbs. Per sq. ft C — Safe Concentrated Load In lbs. per foot of Grating Width. D — Deflection in inches. 83 .708 124 .705 •**Weight depends on panel width, cross bar selection, mill tolerance and manufacturing tolerance. PANEL WIDTH CHART IN INCHES DIMENSIONS SHOWN ARE OUT TO OUT OF BEARING BARS KW/KPL-19-4 Of ' 3/46 Bar 1 1% . 21/2 2 311/ 33/4 4 4 6 61/4 71/4 7 8 81/2 9% 911/ 10 10 12 12 13 131/4 14% 14 15 153/4 1 18 KW/KPL-19-4 Of KW/KPL-19-2 1 /8 Bar 3 /16 Bar 19 193/46 20 20% 211/2 21 22 223/4 23 23 25 25 261/4 26 27 271/2 28% 28 29 29 31 31 32 321/4 3513/16 Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 40 y 4 y 473 �b = tz pro Xec/Y-f //2 M (7c.)k-- location C ) (M1-[7 4 40.4.. Fe.GC7 t' client by Jas dateIli Ycvtivx-e-A rf 7 6ritk`5 , 74A-f/t yr A /2,A-r2 K d Yo ukic, S S T A Z oc0 p5 6, G?' (ny //v ?s = 16,c) L 'VP/ 3 /s ri (P x o,C,V c2, 57SS) z sheet no. job no. /a)oZ6, SU project 74 j f � �� 4,, by �� sheet no. Consulting Engineers location J(,` f,A,#,/tA.. //; � date �� D � j 1201 Pacific Ave. Suite 800 lab n O. Tacoma, WA 98402 client (253) 396 -0150 Fax (253) 396 -0162 /07O7,4 S'mP C /t.FI Ot c/C S; c'a OA./ /Z / 4/- ° 4 c)./°- Pc--re 4 pi 211�t r, Dt 67/ r,co 2��v 7u l x o3ls �x1Z 739 4 („c2/9-- _ z_z 5"; Z7, W6 1 655 \ V M � L S 3 l C9 Se7 0 , /5bk /800 xC �� , 753 5 N 3 71 ac, oc2D$ 0,375 � M .375 3 X 0,7S 3 0,3/5* -t-- y_ 4 304 3azzi zeo I- 5�3 Consulting Engineers location / ' - wc.) ,i0/4 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 IJ project . client , /A2 A' mfl /2o2 ;a4 Qt/ 2- /3A- @ Oa / v 0455 , / rC 6/tvGce 140(x) Inc_ cp oez c,4 Zv,o 6 t 4t1G `b !o k / wt. /c.67 3 30 7. Std /6„,60 /1, 42. 1,3,x D l �� 3 Z // ZZ' x 8.33 — ox 8,33 by date 77/eiesi () /GC 6OV euy 77,2 sheet no. job no. /o7oZ(» .SU l(7,C7c7o I4-4b /9A 0/474v/4/ m /A-/'' /cp t 4 (.X /Z ''S 6 440 30 = 47o pG` S COMBINED ASD CHECK AISC 13th EDITION W Shapes OUTPUT ASD H1 -la Pn/t c = 320.0 kips Mnx/12b = 95.9 k -ft MnyH2b = 23.9 k -ft ASD P 8 P/ 9 c M + M .r / 5 1.0 ASD H1 -lb P + MI + My I51.0 2P/ M � M „y c fa = fbx = fby = Fa = Fbx = Fby = 0.0 ksi 24.0 ksi 0.0 ksi 36.4 ksi 29.8 ksi 45.9 ksi ASD H1 -1b 0.805 OK < 1.0 Note: Axial forces and moments to be obtained from a second order analysis that Includes p-8 effects. KPFF / jrs 2/28/2008 AISC 13th ASD.xls INPUT PROJECT MEMBER PROPERTIES Project: Tacchi Foundation Project Number: 107026.50 Section: w12x30 Member: R/VU Slab Support Framing A = 8.7 in FORCES AND GEOMETRY bf= 6.52 in Axial Flexural rt = 1.74 in S2 = 1.67 Qb = 1.67 d= 12.30 in P = 0 kips Mx = 77.2 k -ft rx = 5.21 in My = 0 k -ft ry = 1.52 in Max kl/r = 65.8 Sx = 38.60 in3 x- Length = 16.67 ft. Lb = 8.34 ft. Sy = 6.24 in3 y- Length = 8.34 ft. Cb = 1 J = 0.46 in4 Kx = 1 Ix = 238.00 1n4 Ky = 1 ly = 20.30 in4 MATERIALS Fy = 50 ksi Fu = 65 ksi E = 29000 ksi S COMBINED ASD CHECK AISC 13th EDITION W Shapes OUTPUT ASD H1 -la Pn/t c = 320.0 kips Mnx/12b = 95.9 k -ft MnyH2b = 23.9 k -ft ASD P 8 P/ 9 c M + M .r / 5 1.0 ASD H1 -lb P + MI + My I51.0 2P/ M � M „y c fa = fbx = fby = Fa = Fbx = Fby = 0.0 ksi 24.0 ksi 0.0 ksi 36.4 ksi 29.8 ksi 45.9 ksi ASD H1 -1b 0.805 OK < 1.0 Note: Axial forces and moments to be obtained from a second order analysis that Includes p-8 effects. KPFF / jrs 2/28/2008 AISC 13th ASD.xls - .44k/ft Loads: BLC 1, Superimpose Slab NIAAAA 0 Nilli n AAA A C i 'I 2 KPFF JRS 107026.50 RAN Pump Room Slab Beam Feb 28, 2008 at 10:04 AM R_W Pump Room Beam.r3d L X Loads: BLC 2, Fork Lift KPFF JRS 107026.50 -10k -10k W 1 *30 1N2 RAN Pump Room Slab Beam Feb 28, 2008 at 10:04 AM R_W Pump Room Beam.r3d % 1 1 M1 1 0 0 _ ... . 0 _ . 0 �....._ NC ,__.... NC :� • 2��' .. -:.mss Vi . ��•_ r . ,�; 4 �. _ <. rr` �<� > � <2� .� y .fir . t. >� . °� `i� Aa :'��cn:f 0������ . ,;78:: u;. i .<:�C� ' 3 3 0 s--:., 0 0 388.628 NC :.:4 }: ;r s . t' r o -, . '0; �.... :t�0.: ° ..-...:,A.:; , �s .r` NC . ., 5 5 0 0 0 0 NC NC t Company Designer Job Number Member Section Deflections (Bv Combination LC KPF JRS 107026.50 Sec RNV Pump Room Slab Beam Feb 28, 2008 10:06 AM Checked By: RISA -3D Version 7.0.2 [L: \... \... \Risa \R_W Pump Room Beam.r3d] Page 1 I RECTANGULAR PLATES "FORMULAS FOR STRESS AND STRAIN" ROARK AND YOUNG, 5th EDITION Project: Tacchi Hollow Bore Area Project Number: 107026.5 Plate Location: R/w Pump room Slab a= b= t= a/b = 1.048 E= v= q R = a= Max Stress = Max Deflection, y = b/y = 65.5 in 62.5 in 1.25 in 29,000,000 psi 0.3 Condition 1a, Uniform load (q) on plate [3 = 0.487 a = 0.1318 551 psf 0.309 0.0485 Max Stress = 2,956 psi Max Deflection, y = -0.050 in b/y = 1250 Condition lb, Point Load (W) on an area with a radius of ro W = 0 lb ro = 6 in 0 psi 0.000 in Combined Stress = 2,956 psi Combined Deflection = .0.050 in b/y = 1250 C3' 4 Ce ` S `o h 4-z 6,7,s" 2/28/2008 Rectangular Plates.xls Project: Tacchi Hollow Bore Area Project Number: 107026.5 Plate Location: R/w Pump room Slab a= b= t= a/b = 1.048 E= v= Condition 1a, Uniform load (q) on plate q R= a= 65.5 in 62.5 in 1.25 in 29,000,000 psi 0.3 51 psf 0.309 0.0485 RECTANGULAR PLATES "FORMULAS FOR STRESS AND STRAIN" ROARK AND YOUNG, 5th EDITION Max Stress = 274 psi Max Deflection, y = -0.005 in b/y = 13506 Condition 1 b, Point Load (W) on an area with a radius of ro W = 10,000 lb ro = 6 in 13= 0.487 a = 0.1318 Max Stress = 9,003 psi Max Deflection, y = -0.091 in b/y = 688 Combined Stress = 9,277 psi Combined Deflection = -0.096 in b/y = 654 2/28/2008 Rectangular Plates.xls Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 M 'k" /'Un P / SGA-#S 0/& -A0/ cevv7- / 13 0vs Q/ te6 7O 5 U 4 CO0 ,0 /2_ 1 f (,7/ 1 - `SD /4/ 4d'/C,L Loi 6)44' FoG r P / cg Ccri, /c;" p c/ c., Sa r- /3* VAttorA) _ a c Z ' t7 / 4 o cr2 iv project 7/51-- -/ location l Q B Yl client date Z48 // Ceempc sheet no. job no 0,53 cc_ t 3,334 1, 7zk- /, 7z r (41 U r 43 466- Aitetos is C hip_ , 4. U4- O,Z 8,67/c 7// , h /s 7 /3 t-0/ fiv- L, 5:2/ x s is— 12NI Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 project `/4"c-cr/Y-( location /('�(,J0 client by J date ilt SA sheet no. job no. /07o26.50 /2/,) ���� /� o 5 2 4� £ 4ii, co 4/7 J Sv1°1 - ti 3 i N X ct o `';i S/ ' 24 2 SC) 7 nor, 0/ ,, Iv/ ` 6 €ZX l /c/ 2 S � Th-z/ ' 4 - . C3 / - F s5 Z4` 0 /es/ alp 2� c.5 "1! Z, Z/ 3.32 - ;, O. J 15005 A=7 L Of 3 /fif � janJi /fi'ar/J6'r. C04- 2lZ -c /o' T l PZI 4 e c /z s 4 � � � r /,7 &' e Mc P5/ Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 project 74.. location - 11 — C;IttC9 1.4 & client b J/iq date 2/W O sheet no. job no. /v7 /274, Roo, r v 1 44/ r V ZOO x - ' z 34 4 ? it 5 wi.e ` l Suer L 34,19 2E / Cn A-i /)f 3 x /1z 3533 - % /i 0/3/ /4"? febiv Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 pro �/a ii z , ry,,✓ location Je) g(h-/ A �t client b J date //dOE3 sheet no. job no. lo2o16, z /27�4i/✓/,-ll A 3 4<b&- , 1-0.7 , 1) . Fa',L -o. 5) 798 0 )' c t "47, 7-A L a_= ,P2,-.2 /5 4- 0,79x 3 c f/2 /lam r . -3g 2oGPC/" � L t 6PEzi - kg) f P (Kp -4J / . 5? Pcd- g Vonio is 4,5)(3 /S3 , P - 6:5_24S : 54v 005 153-z62-74 570 s _1 31144-520/ zjos Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 project client /C 7A-/k,/ 4 k' 4-(,c Ce9/ 7 6 location c lo/7444.75&-/e.-44 ,` date/ / 6x4of E7x-igq)(Zo6 5 - 7 63, 7g (206)t- A4z 4'?S 0 /,gsL / 7 L z- 43 7 L ` P3 (o, 71/4- 4. P x zoG. -- / S fo/ sheet no. job no. A PE 6 4��' 4o./ x1y9)(30s 4- 446 (iy-ket)' Czoc)t L = 4.858 ft Al = A2 = A3 = A4 = 1.48 15.57 63.78 49.57 L= L +A1 *L A2 *L A3 *L -A4 =0 L = - 0.21865 1/15/2008 Sheet Pile Embedment.xls r, Eim Consulting Engineers 1201 Pacific Ave. Suite 800 Tacoma, WA 98402 (253) 396 -0150 Fax (253) 396 -0162 () N/7I �1/f ? project Are-#1 Z i location client by ` date ///5/06 sheet no. job no. /OlaG,Sv fr 7 4,i'/e 4)/41 -G? 4:3 r� 0,17(7 P- C ` L /,76,) 5 C /t1 e/ q7 Cm Rohl is 3ov r l0i44c, q9c9 x(/,764-,1,03) i- /8 /,76- b , /9) --4ol (4, 66 -/s ) 2 / x 6 , 3 9 4-S pr Ern /1 rriqr 0,?//4-1% _ 5,6o > f, 3 r 7 73 6.4/67/,-C 4 /, z3 - // 78 V r D 4{o/ )- /, 40/ x( I,? 7 4- — 0,0„.12) CL 5/a7 / 7,55' S G ? 5 Z 3S // AMERICAN CANADIAN ASTM YIELD STRENGTH CSA G20.21 YIELD STRENGTH (ksi) (MPa) (ksi) (MPa) I A 572 Grade 50 50 345 Grade 300 W 44 300 A 572 Grade 55 55 380 Grade 350 W 50 350 A 572 Grade 60 60 415 A 588 50 345 (CZ / CL / CS Cold Formed Steel Sheet Piling SECTION CL 4� CL 47 15.52 23.10 17.39 25.90 CL 57 CS 55 CS 60 CS 69 CS 76 Corner Piles Width (w) In (mm) 21.65 550 21.65 550 21.65 550 Height (h) In (mm) 3.54 90 3.54 90 3.54 90 25.69 38.23 28.22 42.00 32.58 48.49 27.56 700 27.56 700 27.56 700 27.56 700 5.91' 150, 5.91 150 5.91 150. 5.91 150 Available Steel Grades Thickness (t) in (mm) 0.157 4.00 0.177 4.50 0.217 5.50 0.197 5.00 0.217 5.50 0.250 6.35 0.276 7.00 CZ67 -CZ 113 A = 4.9 Inches (124.5 mm) B12 16.8 Inches (426.7 mm) Cross Sectional Area in (cm /m) 2.53 53.50 2.83 59.90 • 3.43 72.60 3.29 69.60 3.61 76.40 4.17 88.20 4.57 96.70 CZ 114 RD - CZ 148 A = 5.0 Inches (127.0 mm) 80° - 225 B =19.0 Inches (482.6 mm) g Delivery Conditions & Tolerances ASTM Mass/Thickness + 5% - 2.5% Length: + 5 inches - 0 inches Interlock Opening: ± 0.08 inches Pile lb/ft (kg/m) WEI 21.07 31.40 35.62 53.00 B2 Comer Pile B3 Corner Pile GHT Wall lb/ft (kg/m') 8.60 42.00 9.63\ 47.00 11.67 57.00 11.1 55.00 12.29 60.00 14.19 69.27 15.56 76.00 Section Modulus in (cm' /m) 2.55 137 2.88 155 3.53 190 6.34 341 6.98 375 8.05 433 8.89 478 Moment of Inertia in (cm' /m) 4.50 615 5.09 695 6.22 850 18.67 2550 20.48 2810 23.78 3247 26.25 3585 80° -225° A A CL / CS Corner Pile COATING Both Sides ft of single (m /m) 4.23 1.29 4.23 1.29 4.23 1.29 5.87 1.79 5.87 1.79 5:87 1.79 5.87 1.79 AREA CL 42 -57 A = 10.8 Inches (275 mm) CS 55.76 A = 13.8 Inches (350 mm) Wall Surface ft (m /m 1.17 1.17 1.17 1.17 1.17 1.17 1.28 1.28 1.28 1.28 1.28 1.28 1.28 1.28 Maximum Rolled Lengths* CZ, CL, CS: 70 feet (21.3 m) • Longer lengths may be possible upon request. Straightness: 0.2% of the length Twisting 0.4% of the length CS (09/03) ANCHOR ENVIAONMEN7AL. L.L.C. FILE C Permit No INCOMPLETE LTR # Y , iiinrt a.) ry -rt."" .11c Memorandum To: Phil Goss and Wayne Turk, Jorgensen Forge Corporation From: John Laplante, PE, Anchor Environmental, L.L.C. CC: Scott Kuebler, PE, SE, KPFF Date: February 8, 2008 Re: Geotechnical Design Recommendations Tacchi and Bar Peeler Equipment Foundations Jorgensen Forge, Seattle, Washington This memorandum presents geotechnical engineering design recommendations f and construction of the new Tacchi and Bar Peeler equipment foundations at the J Forge Corporation (Jorgensen) facility in Seattle, Washington. X08 -119 0z /1 / Anchor Environmental, L.L.C. 1423 3rd Avenue, Suite 300 Seattle, Washington 98101 Phone 206.287.9130 ax 206.287.913] 1 BACKGROUND • Jorgensen is installing a new Tacchi boring machine and a bar peeler in the shop buildin located on their property in Seattle, Washington. The Tacchi will be installed adjacent to existing Tacchi in Bay 3, or in an alternate location in the Hollowbore area. A second Tacchi may be purchased installation in the alternate location. The bar peeler will be installed in Bay 1. Based on manufacturer recommendations for the Tacchi equipment, a foundation isolation system may be required to dampen ground motions and increase the precision of the machine. The new equipment 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. 2 SUBSURFACE CONDITIONS Under contract with Anchor Environmental, In Situ Engineering performed three cone penetrometer (CPT) explorations during October, 2007 in the vicinity of the two proposed RECEIVED MAR 11 2008 PERMIT CENTER Refusal in dense soil was encountered at 21 to 32 feet below the slab. Jorgensen Forge February 8, 2008 Page 2 Tacchi locations as well as the proposed location of the Bar Peeler equipment. The target depth of each exploration was intended to be 40 feet. Access for each CPT required coring through the existing concrete slabs, which were approximately 8 inches thick. The records for the CPT explorations provided in this memorandum are presented such that a depth of zero feet represents the elevation at the bottom of the existing slab. The CPT measures a continuous record of conditions encountered when a small rod with sensors attached is pushed hydraulically from the ground surface into the soil below. In the Bay 3 area, CPT -01 met initial refusal at a shallow depth due to a concrete obstruction which was eventually thought to be a concrete pipe. This location was temporarily abandoned until the obstruction could be cored through, and the CPT exploration was continued below that depth. Thus the record for the CPT -01 location has a discontinuity at the elevation of the obstruction. Soil samples are not collected during CPT explorations. Thus, the standard of practice for interpretation of subsurface conditions is based on the measured cone tip resistance, side friction, and pore water pressure using documented relationships published in geotechnical engineering literature. The interpreted soil conditions are shown on each CPT log, and are generally summarized as follows, in order from the ground surface downward: 2.1 Upper Sand and Silty Sand The upper 6 to 8 feet consists of sand and silty sand. The near surface material is likely fill placed during construction of footings and slabs as the building was developed and equipment installed. This unit is typically medium dense with average Relative Density ranging from 50 to 60 percent. Jorgensen Forge February 8, 2008 Page 3 2.2 Silty Clay and Clayey Silt Below the upper sand is an approximately 2 to 3- foot -thick layer of clayey silt and silty day. Based on the penetration resistance, this material is interpreted to be soft in consistency. 2.3 Lower Sand and Silty Sand Below the silty day /clayey silt, another sand layer was encountered. This material was present starting at a depth of 10 to 13 feet below the bottom of the slab and continued to the bottom of the explorations, which were terminated at depths ranging from 21to 32 feet when the CPT rig could not push the cone any deeper. This material is medium dense in nature, with an average interpreted relative density ranging from 40 to 50 percent. 2.4 Groundwater A CPT pore - pressure dissipation test was run to estimate the level of the groundwater table. Based on this test, groundwater was estimated to occur approximately 11 feet below the existing slab at the time of exploration. Groundwater is expected to fluctuate seasonally Figure 1 presents a map of the approximate locations for the 3 CPT explorations. Figures 2, 3, and 4 provide logs of the CPT explorations, with interpreted geologic conditions at each exploration advanced for this study. 3 GEOTECHNICAL ENGINEERING DESIGN RECOMMENDATIONS 3.1 Foundation Design Recommendations For design of the footings, we recommend using the following soil parameters: • 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. • In general for design of shallow foundations, use a vertical modulus of subgrade reaction (a.k.a. spring constant), Kv, of 90 pounds per cubic inch (pci). In the Tacchi areas, Kv can be increased up to 120 pci. Jorgensen Forge February 8, 2008 Page 4 • 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. 3.2 Foundation Isolation We understand that the Tacchi manufacturer has recommended installation of a foundation isolation system to dampen vibrations from surrounding machinery in order to maintain the precision of the Tacchi operation. Based on the conditions encountered in the proposed Tacchi areas, we recommend the following • For linear analysis use 2 to 5 percent damping to represent the soil • For non - linear analysis, use 0.5 to 1 percent damping to represent the soil 3.3 Shoring Design Recommendations Installation of the Tacchi foundations may require steep cuts (up to 0.5H:1V) adjacent to operating machinery. One method to manage the excavation would be to closely monitor the cut face and stage the excavation so that only small portions of the foundation are excavated at a time, minimizing the size of the open area. However, this approach may not be practical given the constraints associated with construction in an operating manufacturing facility, and may significantly complicate the formwork and reinforcing steel installation for the new Tacchi footings. An alternate approach would be to use temporary sheet pile shoring to support the sides of the excavation during construction. Steel sheet piles could be used to prevent raveling and loss of footing support beneath operating machinery adjacent to the excavation. For the design of temporary shoring, we recommend the following: Assume a water depth of 10 feet below the top of the existing slab for the groundwater table (GWT) • Use the following active and passive equivalent unit weights to represent the soil pressure: Jorgensen Forge February 8, 2008 Page 5 o Above GWT: Active = 34 pcf; Passive - 360 pcf, not including factor of safety o Below GWT: Active = 15 pcf; Passive = 155 pcf, not including factor of safety • A factor of safety of 1.5 on passive pressures should be used If sheet piles are used, the contractor may encounter obstructions. We recommend that the minimum vibratory energy be used that still allows successful installation of the sheet piles so as to reduce the potential of inducing vibrations in the operating equipment surrounding the excavation. If hard obstructions are encountered, the preferred approach would be to excavate and remove the obstructions if they are near surface, or to terminate the sheet pile installation if the obstructions cannot be excavated. The geotechnical engineer should be consulted if obstructions are encountered. In addition to the potential for obstructions, sheet piles could potentially encounter contaminated soils. If the sheet pile shoring will be removed and salvaged after construction is complete, the contractor should have a suitable process for managing any contaminated soil that is adhered to the sheet piles upon removal. 3.4 Liquefaction Potential The soils encountered in our explorations 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 (10 percent probability of occurrence in 50 years), liquefaction could result in settlement of six or more inches. It is important to note that the liquefaction would not be isolated to these equipment foundations, and that any areas of the operating facility that are not pile supported could potentially be subject to large settlements from liquefaction during an earthquake of this magnitude. For a smaller earthquake (magnitude 6.5) with a 72 -year return interval (50 percent probability of occurrence in 50 years), liquefaction settlement of a few inches could occur. In any case, the subgrade settlement and temporary loss of soil strength from liquefaction could result in damage to the equipment. Jorgensen Forge February 8. 2008 Page 6 4 CONSTRUCTION RECOMMENDATIONS For construction of the footings, we recommend the following • Overexcavate beneath all footings a minimum of 6 inches and replace with free - draining granular material to act as a capillary break. If soft conditions are encountered at the base of the overexcavation, an additional overexcavation of 12 to 18 inches should be performed in the area where soft soils are encountered. • The granular fill shall be placed in maximum 8 inch thick 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. • We recommend using a clean, well - graded sandy gravel with less than five percent by weight passing the No. 200 mesh sieve (based on the 3/4-inch minus fraction) be used for capillary break. • 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 appreciate the opportunity to work with Jorgensen on this project. Please do not hesitate to contact us if you have any questions or comments. m +i+�khi#t H+1444 -1 I i}}it' ■ Proposed Tacchi Location 2 t AN CHO R 0 CPT -01 Office Proposed Tacchl Location 1 O CPT -03 Petroleum Oil Proposed CPT -02 Storage Area Bar Peeler — U 7 Vehicle Maintenance Area ` Carpenter Shop ■ ■ Legend Decommissioned Oil Storage Area . - — Property Boundary CPT Cone Penetrometer (This Study) Fence approximate location ■ Catch Basin (Spill Control Separator Design) • Transformer 0 80 1 111111 1 111 Railroad Spur Scale In Feet Figure 1 Site Map- CPT Explorations Jorgensen Forge Facility Seattle, Washington Project: Jorgensen Forge Date & Time: 10-10-07 12:52 Exploration: CPT -01 Operator: NW Cone; K. Brown Location: Tame, Bay 4 Cone ID: OSA0902 tic (TSF) 0 50 100 150 _ Fe&Qc( %) 0 1 2 3 4 5 Pw (PSI) 4 -4 -2 0 2 4 6 8 10 Soil Type (UBC 1993) 0 4 8 12 5 10 15 20 25 30 35 --- - • -- t [1••••■,.... - — -- -- REFUbALDEPIH UBC Soil Types: Material; 3: Clay; 4: Silty Clay to Clay; : 8: Clayey SIN to Silty Clay; it Sandy SIR to Clayey SIR; 7: Silty Sand to Sandy Silt; 8: Sand to Silty Sand; 11: Very SUB Fine Grained; 12: Sand to Clayey Sand 1: Sensitive Fine Grained; 2: Organic 9: Sand; 10: Gravelly Sand to Sand; ANCHOR t it CMVL . L.L.C. Figure 2 CPT Log Record for CPT -01 Jorgensen Forge Facility ANCHOR t it INVtRONM , a.a.C. CPT Log Record for CPT -02 Jorgensen Forge Facility Project Jorgensen Forge Date & Time: 10 -02 -0711:02 Exploration: CPT -02 Operator: NW Cone; K. Brown Location: Peeler Bay 1 Cone ID: DSAO902 E t t S Oc (TSF) 0 50 100 150 200 Fs /Oc ( %) 0 1 2 3 4 5 -6 Pw (PSI) -4 -2 0 2 4 6 8 10 -- -- Soil Type (UBC 1993) 0 4 8 12 0 5 10 15 20 25 10 -- — -= 15 REF_USALDEPTkI - 20 .... ..... -\_ - - -- zs - UBC Soil Types: Material; 3: Clay; 4: Silty Clay to Clay; 5: Clayey Slit to Silty Clay; 6: Sandy Slit to Clayey Sill; 1; Silty Sand to Sandy Slut; 8: Sand to Silty Sand: II: Vary' Stiff Flni Grained; 12: Sand to Clayey Sand 1: Sensitive Fine Drained; 2: Orgenle 9: Sand; 10: Gravelly Sand to Sand; r. - - - -- ANCHOR t it INVtRONM , a.a.C. CPT Log Record for CPT -02 Jorgensen Forge Facility Project: Jorg Forge Dale S Time: 10 -02 -0715:00 Exploration: CPT -03 Operator. NW Cone; K. Brown Location: Hollow Sore Cone ID: DSA0902 Oc (TSF) 0 50 100 160 FeIOc ( %) 0 1 2 3 4 5 Pw (PSI) •6 -4 •2 0 2 4 6 8 10 Soil Type (UBC 1993) 0 4 8 12 Depth (FT) I 0 N 0 N • _ 3AL DE 5 10 15 25 REFU TH _ 25 UBC Sell Twee: 1: Sensitive Fine Grained; 2: Organic Material; 3: Clay; 4: Slily Clay to Clay; 5: Clayey Slit to Silty Clay; 8: Sandy 3111 to Clayey Sat; 7: Slily Sand to Sandy Silt; 8: Sand to Silty Sand; 9: Send; 10: Gravelly Send to Band; 11: Very Stiff Fine Grained; 12: Sind to Cliey Sand ANCHOR IIIVIROI/N • l.l.C. Figure 4 CPT Log Record for CPT -03 Jorgensen Forge Facility Feb 15. 2008 4:26om ilaolante } 0f? ,. tacchi giacomo nk & figli s.p.a. Our Ref.: Offer no. AM /eb.1051.R00 Your Ref.: Enquiry dated February 23, 2006 DEEP HOLE BORING MACHINE MOD. FT SERIES 45/500 x 10,000 CNC DETAILED TECHNICAL DESCRIPTION Bed The main feature of the bed is the solid structure. It rests on the floor along its entire length. Clamping and leveling points are arranged with a short distance between them. The bed is cast from an electric arc furnace in alloy cast iron with 1 -1.5% of copper. It is artificially stress - relieved by a gradual annealing process to eliminate possible tensions and any consequent risks of deformation. A cross section of the bed shows a heavily ribbed box structure containing phenolic resins in order to dampen the vibrations and increase the stability of the machine. The bed is designed with two flat slideways having wide sections. The slideways are induction hardened up to approximately 50 HRC and precision ground to a high standard of accuracy. On the sidewalls of the bed are the helical racks for the longitudinal transmission. The clamping as well as the reference holes are precisely drilled on a CNC Gantry Machining Center. Main headstock It is positioned on the left end of the bed. The spindle rotation is controlled by an AC brushless motor. The motor is fitted on a base anchored to the foundation, designed separate from the bed so that any vibrations cannot be transferred to the machine. A digital drive provides gradual acceleration, deceleration and braking. The headstock is provided with a three -speed gearbox, which allows the maximum power of the motor on a wide speed range. 5 An ISO 9000 Quality Company via Carso, 19 / 21 20022 Castano Primo (Milano) - ITALY Phone : #439 - 331 - 889.811 Fax : ##39 - 331 - 880.517 E -Mail : tacchi @tacchi.it See us on the World- Wide -Web : http: / /www.tacchi.it N. lscr. Reg. Canc. Soc. Comm. Trib. Milano 120872 C.C.I.A.A. Milano 348755 tacchi giacomo & figli s.p.a. Our Ref.: Offer no. AM /eb.1051. R00 Your Ref.: Enquiry dated February 23, 2006 via Carso, 19 / 21 20022 Castano Primo (Milano) - ITALY Phone : ##39 - 331 - 889.811 Fax : 4439 - 331 - 880.517 E -Mail : tacchi @tacchi.it See us on the World- Wide -Web : http: / /www.tacchi.it N. Iscr. Reg. Canc. Soc. Comm. Trib. Milano 120872 C.C.I.A.A. Milano 348755 The shifting between the gear -steps is carried out by a handwheel through simple and quick operations. All gears and shafts are forged in Ni -Cr -Mo alloy steel, heat treated and ground. Both the helical as well as the straight gears have been calculated through specialized software providing proper involute correction and a smooth rolling motion. All gears are force lubricated through independent pump by a drip and mist system to prevent emulsifying of oil with consequent overheating. A safety interlock prevents the spindle rotation and the cycle start in case of pressure drop into the lubrication circuit. Push buttons for the intermittent rotation of the spindle are located on the headstock control panel in order to help the loading and setting up operations. The main headstock is equipped with an interlocked spindle location pin to prevent rotation when loading the fixture and part. This system is to be used for stationary workpiece - rotating tool operations. Spindle The spindle is forged in Ni -Cr -Mo alloy steel, heat treated, hardened and precisely machined. It is supported on three positions that assure a great rigidity to the spindle. On the front side a double row cylindrical roller bearing on a taper seat allows a fine radial setting, while on the middle and back sides two taper roller bearings, mounted in opposition, provide a perfect axial backlash adjustment. All the bearings are individually force lubricated with adjustable flow. Saddle provided with headstock for rotating tool The large and well proportioned size of the casting provides the maximum rigidity under the most severe cutting conditions. 6 An ISO 9000 Quality Company it ICIM O o tacchi giacomo I) & figli s.p.a. Our Ref.: Offer no. AM /eb.1051. R00 Your Ref: Enquiry dated February 23, 2006 via Carso, 19 / 21 20022 Castano Primo (Milano) - ITALY Phone : #439 - 331 - 889.811 Fax : #439 - 331 - 880.517 E -Mail : tacchi @tacchi.it See us on the World- Wide -Web : http: / /www.tacchi.it N. Iscr. Reg. Canc. Soc. Comm. Trib. Milano 120872 C.C.I.A.A. Milano 348755 The saddle counterways are lined with antifriction and self - lubricating fiber strips, which prevent from stick slip even at the slowest feed rates. Taper gibs provide a fine sliding fit adjustable whenever necessary. 4 An independent electropump and tank monitor the lubrication of the sliding ways. A flashing light indicates to the operator that the oil level has reached the warning line and it is o ■kc y necessary to fill up the tank. ,,tv A brushless servomotor, driven by digital drive, provide motion to the longitudinal axis. It is \,is provided with high torque and low inertia, to optimize the dynamic resistance against load step, allowing at the same time, high accelerations. The same servomotor controls the rapid traverse in both the directions. . A transmission by two pinions working on two opposed helical racks with a special balancing device of the two traction forces has been designed and manufactured for the longitudinal axis. With the appropriate inclination of the helical cut teeth, the two pinions generate a force vertically assuring a perfect adhesion to the sliding ways. The clamping as well as the reference holes are machined on a CNC vertical machining Center to assure the maximum accuracy and interchangeability. Quality wipers are fitted on the saddle end to prevent penetration of dangerous impurities. A panel includes all controls for the motion of the saddle. Through the CNC unit, the longitudinal transmission is equipped with an advanced safety system protecting against possible overloads. It works as follows: During machining when the tool thrust reaches the maximum admitted value, previously selected, the feed stops and the saddle withdraws avoiding eventual damages. In addition the saddle is provided with a headstock for rotating tool. It is controlled by an AC brushless motor fitted directly on the headstock. A digital drive provides gradual acceleration, deceleration and braking. The headstock is provided with a three -speed gearbox, which allows the maximum power of the motor on a wide speed range. The shifting between the gear -steps is carried out by a handwheel through simple and quick operations. All gears and shafts are forged in Ni -Cr -Mo alloy steel, heat treated and ground. Both the helical as well as the straight gears have been calculated through specialized software providing proper involute correction and a smooth rolling motion. All gears are force lubricated by a drip and mist system to prevent emulsifying of oil with consequent overheating. A safety interlock prevents the spindle rotation and the cycle start in case of pressure drop into the lubrication circuit. 7 An ISO 9000 Quality Company ICIM Our Ref.: Offer no. AM /eb.1051. R00 Your Ref.: Enquiry dated February 23, 2006 tacchi giacomo & figli s.p.a. 8 An ISO 9000 Quality Company via Carso, 19 / 21 20022 Castano Primo (Milano) - ITALY Phone : 44/39 - 331 - 889.811 Fax : ##39 - 331 - 880.517 E -Mail : tacchi @tacchi it See us on the World- Wide -Web : http: / /www.tacchi.it N. Iscr. Reg. Canc. Soc. Comm. Trib. Milano 120872 C.C.I.A.A. Milano 348755 Upon request, the machine can be completed with a basket to collect the chips and the coolant or, as an alternative, with a dredging -type chip conveyor. Also the boring spindle is equipped with an interlocked spindle location pin to prevent rotation when loading the fixture and part. Support for oil pressure head The support moves along the bed with rapid traverse by means of a pinion -rack transmission. It is provided with taper gibs for accurate alignment with the working axis. The perfect tension of the oil pressure head against the workpiece is assured by a specific hydraulic system which keeps a constant pressure even in case of expansion of the workpiece, thus avoiding the possible deformations. The open type top part is provided with a large bore, allowing the housing of a wide range of oil pressure heads. The connection to the pipes of the coolant supply system is provided through a special and convenient coupling. The machine is supplied with all flexible piping. The rigid pipes are to be supplied and arranged on site by the end user. The control panel fitted on the support comprises all main controls and instruments, which enables the operator complete control of all parameters. Directly from the CNC monitor, it is possible to control: • workpiece rotation speed • tool rotation speed • Z axis feed • Z axis stroke • indication of absorbed power of the main headstock spindle • indication of absorbed power of the boring headstock spindle • indication of boring thrust • coolant group capacity (in case this option is selected) In addition, the oil pressure head support panel is provided with coolant pressure indicator. Incorporating safety standards a guard protects the operator from possible sprays and conveys the remaining coolant inside the bed allowing its complete evacuation. • 'N.. ICIM tacchi giacomo & figli s.p.a. Our Ref.: Offer no. AM /eb.1051. R00 Your Ref.: Enquiry dated February 23, 2006 Electrical equipment It is totally enclosed in a separate cabinet. It is designed in conformity with the CE Standards following the technology experienced and tested over many years. A deep hole boring machine demands the highest quality of electrical equipment for reliability, therefore it is built using the best components available on the market all manufactured by leading companies. The equipment is designed following a modular concept and divided in sections: power, PLC, and auxiliary functions. The power section includes a digital drive for the main motor, which provides gradual accelerations, decelerations and braking. An additional digital drive controls the servomotor for the longitudinal axis. A programmable PLC unit, integrated in the CNC, operates as interface between the machine and the control unit. This offers great advantages: high reliability, possibility of future modifications, considerable reduction of the switchboard and finally, easier monitoring of the operations. In addition, the machine is provided with the following safety devices: - limit switches for all the axes - emergency switches for all the axes - warning light for slideways lubrication In case of failure, the CNC screen shows the cause through a clear message or an alarm number. The diagnostic system helps to speed -up the troubleshooting operations and to bring the machine back to production in minimal time. The electrical cabinet is also equipped with an air conditioner. 9 An ISO 9000 Quality Company via Carso, 19 / 21 20022 Castano Primo (Milano) - ITALY Phone : #439 - 331 - 889.811 Fax : #439 - 331 - 880.517 E -Mail : tacchi @tacchi.it See us on the World- Wide -Web : http: / /www.tacchi.it N. Iscr. Reg. Canc. Soc. Comm. Trib. Milano 120872 C.C.I.A.A. Milano 348755 1CCM -r_ {.: C 97 tacchi giacomo & figli s.p.a. Our Ref.: Offer no. AM /eb.1051.R00 Your Ref: Enquiry dated February 23, 2006 CONTROL UNIT SIEMENS SINUMERIK 840 D via Carso, 19 / 21 20022 Castano Primo (Milano) - ITALY Phone : ##39 - 331 - 889.811 Fax : #439 - 331 - 880.517 E -Mail : tacchi @tacchi.it See us on the World- Wide -Web : http: / /www_tacchi.it • spindle rotation • operation start and stop • pumping unit start and stop • filters N. Iscr. Reg. Canc. Soc. Comm. Trib. Milano 120872 C.C.I.A.A. Milano 348755 The machine is equipped with modular 32 -bit microprocessor CNC Siemens Sinumerik 840 D continuous -path control for boring operations with integrated powerful PLC and complete with operating software on PC -card, version Export 840 DE. In addition, the CNC unit controls other machines functions such as: Function overview: • Optimum, complete digital solution with SIMODRIVE 611 digital • Spindle package with extensive range of functions • Maximum programmable acceleration • Backlash compensation • Safety routines permanently active for measuring circuits, overtemperature, battery, voltage, memory, fan monitoring and EPROM • Working area limitation • Software limit switch • Diagnostic functions from interface, PLC and NC with plaintext displays on the screen PLC: • Integrated CPU 315 -2DP • Programming language Step 7 10 An ISO 9000 Quality Company R4 ICIM Operation and displays: Displays: tacchi giacomo & figli s.p.a. Our Ref.: Offer no. AM /eb.1051. R00 Your Ref.: Enquiry dated February 23, 2006 via Carso, 19 / 21 20022 Castano Primo (Milano) - ITALY Phone : ##39 - 331 - 889.811 Fax : #439 - 331 - 880.517 E -Mail : tacchi @tacchi.it See us on the World- Wide -Web : http: / /www.tacchi.it N. Iscr. Reg. Canc. Soc. Comm. Trib. Milano 120872 C.C.I.A.A. Milano 348755 • Clear operation with operating areas with 8 horizontal and vertical softkeys each. • Screen text in several languages (English, German, Spanish, French, Italian) • Program window for block display • Positional actual values, 2- to 5 -fold character size • Screen saver • Plaintext display for operating status Display on the video: On the video of the operating panel it is possible to display all the present information, such as: • Actual block • Previous and following block with reference to the actual one • Position actual values, distance to go • Actual feed • Spindle revolutions • G functions • Auxiliary functions • All the setting data such as part programs, user data and machine data The most important operating status are displayed with plaintext, such as: • Alarms and messages • Position not yet reached • Feed hold • Program running 11 An ISO 9000 Quality Company !0 ;CC2 0152; O tacchi giacomo '' & figli s.p.a. ?AL Our Ref: Offer no. AM /eb.1051. R00 Your Ref: Enquiry dated February 23, 2006 Operating modes: D rogramming: ;ommunications: )peratinq components: OP012 flat operator panel with 12.1" color display 19" machine control panel PCU 20, processor SPC — 166 MHz / 32 Mb 12 An ISO 9000 Quality Company via Carso, 19 / 21 20022 Castano Primo (Milano) - ITALY Phone : #439 - 331 - 889.811 Fax : #71139 - 331 - 880.517 E -Mail : tacchi @tacchi.it See us on the World- Wide -Web : http: / /www.tacchi.it N. Iscr. Reg. Canc. Soc. Comm. Trib. Milano 120872 C.C.I.A.A. Milano 348755 • AUTOMATIC • JOG • MDA (process manually entered block) • the operating modes are supplemented by the machine functions: - Overstoring of the machine functions in setup mode and AUTOMATIC mode - Program selection via directory User - friendly programming language editor to DIN 66025 with comprehensive range of high- level language elements Programming of the strokes in metric system (G71) or in inches (G70) Extensive parameter technology Program generation parallel to machining Minimum (G25) and maximum (G26) programmable limitation of the spindle revolutions NC user memory (RAM) 256 kByte for part- programs, tool offsets, zero offsets expandable up to 1256 KB Universal interface RS 232C (24 V) / TTY, configuration through text screen Read in /read out via universal interface during the machining Extensive archiving procedures b. 1 ICIM •- tacchi giacomo & figli s.p.a. g P a. Our Ref.: Offer no. AM /eb.1051.R00 Your Ref.: Enquiry dated February 23, 2006 STANDARD EQUIPMENT - electrical motors - electrical equipment with air conditioning - mechanical clamping device for main spindle to support the workpiece - mechanical clamping device for boring spindle - CNC unit Siemens Sinumerik 840 D - 4 -jaw independent chuck, steel made diam. 600 mm - no. 1 sliding trolley for chips - longitudinal rapid traverses in both directions - automatic lubrication of the slideways - flexible piping to convey the coolant to the oil pressure head - safety guards according to CE standards - jacking screws - set of servicing spanners - installation manual - operator manual - maintenance manual - spare parts manual - wiring diagrams 14 An ISO 9000 Quality Company via Carso, 19 / 21 20022 Castano Primo (Milano) - ITALY Phone : #439 - 331 - 889.811 Fax : #4#39 - 331 - 880.517 E -Mail : tacchi @tacchi.it See us on the World- Wide -Web : http: / /www.tacchi.it N. lscr. Reg Canc Soc_ Comm. Trib. Milano 120872 C.C.I.A.A. Milano 348755 .44. a SD ICIM r' September 29, 2008 Wayne Turk Jorgensen Forge Corporation 8531 East Marginal Wy S Tukwila WA 98108 RE: Request for Extension Building Permit No.4 9- Electrical Permit No. EL08 -215 Jorgensen Forge Corp — 8531 East Marginal Wy S Dear Mr. Turk, This letter is in response to your written request for an extension to Permit Numbers D08 -119 and EL08 -336. 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 -119 since an inspection has been conducted and automatically extended your permit expiration date to March 21, 2009. However, EL08 -215 will be extended an additional 180 days from the date of expiration, through April 6, 2009, per your request. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, Cary of Tukwila Department of Community Development ifer Marshall Technician File: Permit No. D08 -119 & EL08 -215 Jim Haggerton, Mayor Jack Pace, Director P:\Permit Center\Extension Letters \Pemrits\2008\EL08 -215 Permit Extension.doc Page 1 of 1 jem 6. ?00 ,Snrithcenter Boulevard. Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 JORGENSEN FORGE CORPORATION PHONE (206) 762 -1100 Ms. Jennifer Marshall Permit Technician City of Tukwila Department of Community Development Dear Ms. Jennifer Marshall #414[0'1 Jorge - o : ' requesting a extension on our Electrical per per t #D08 -11 • Jorgensen has been awaiting for the final field from TIT o ' heinland, this report comes out of Italy. Just toda scheduling for TUV to do their final inspection on October 07, able to schedule the final needed permit inspections from th If there is anything else I need to do please let me know. Sincerely, Wayne Turk wturka.jorgensenforge.com (206) 357 -1076 Direct (206) 255 -8177 Cell (206) 357 -1075 Fax 170 - it ALUMINUM — TITANIUM — SPECIALTY STEELS 8531 EAST MARGINAL WAY SOUTH SEATTLE, WASHINGTON 98108 t # EL 08 -215 FAX (206) 763 -0848 nd Foundation the Tacchi machine we received confirmation and 008 from this inspection I will then be City of Tukwila. ak.41 16° RECEIVE SEp 2 2 2009 DE LOPM aNT - &41e r ioloo r\rf 1.rc, 09 -08 -2008 WAYNE TURK 8531 EAST MARGINAL WAY S TUKWILA WA 98108 Dear Permit Holder: Thank you for your cooperation in this matter. Sincerely, V xc: er Marshall, t Technician Permit File No. D08 -119 City of Tukwila RE: Permit No. D08 -119 8531 EAST MARGINAL WY S TUKW Jim Haggerton, Mayor Department of Community evelopment 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. 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 10/27/2008 , 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 March 6, 2008 Wayne Turk 8531 East Marginal Way S Tukwila, WA 98108 -4018 Dear Mr. Turk, Department of Community Development Jack Pace, Director RE: Letter of Incomplete Application # 1 Development Permit Application D08 -119 Jorgensen Forge Corporation — 8531 East Marginal Way S Jim Haggerton, Mayor This letter is to inform you that your permit application received at the City of Tukwila Permit Center on March 4, 2008 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Building Department: Dave Larson at 206 431 -3678 if you have any questions concerning the following comments. 1. Provide a copy of the geo -tech report referenced on Sheet S 1. Please address the comment above in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) 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. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, 4/0414041 Brenda Holt Permit Coordinator Enclosures File: D08 -119 P:\Permit Center\Incomplete Letters\2008\D08 -119 Incomplete Ltr #1.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 ACTIVITY NUMBER: D08 -119 DATE: 03 -11 -08 PROJECT NAME: JORGENSEN FORGE CORPORATION SITE ADDRESS: 8531 EAST MARGINAL WAY S Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 1 Revision # After Permit Issued DEPARTMENTS: B u i ldin ivision Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete I ' I Incomplete ❑ Comments: u Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire El Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 • PERMIT COOK ; COPY PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: Approved Ii Approved with Conditions Notation: REVIEWER'S INITIALS: Fire Prevention Structural Structural Review Required Planning Division ❑ Permit Coordinator DUE DATE: 03-13 -08 Not Applicable ❑ No further Review Required DATE: DUE DATE: 04 -10 -08 Not Approved (attach comments) DATE: n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D08 -119 DATE: 03 -04 -08 PROJECT NAME: JORGENSEN FORGE SITE ADDRESS: 8531 EAST MARGINAL WAY S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: 1 3.� �6 Btlflding Division GI � IC Public Works DA N\ tint, - •va • o PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 03 -06 -08 Complete Comments: n APPROVALS OR CORRECTIONS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Documents/routing slip.doc 2 -28-02 Fire Preven Ion Structural Incomplete 9 8 Imo- - 3'6 Planning Division n Permit Coordinator DATE: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Not Applicable t / 1I Permit Center Use Only INCOMPLETE LETTER MAILED: 3 " O ? LETTER OF COMPLETENESS Departments determined incomplete: Bldg l21 Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route n Structural Review Required n No further Review Required REVIEWER'S INITIALS: DUE DATE: 04 -03 -08 Approved n Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: S 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 REVISION S =UBMITTAL i Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 01/1 / ©C Plan Check/Permit Number: D08-119 • Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Address: 8531 East Marginal Way S Contact Person: Wayne Turk 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: • Project Name: JORGENSEN FORGE CORPORATION Phone Number: ( c 3S7 - I a Summary of Revision: (,i of T u- k-u t P tti )1Q�,.) Cc.1.1■ o V- 6 - - Q.cS„, c Q -Pcc- t' t• 2 c.e_f= �u SG cza FIF.PENED C'1' OF TUKWILA MAR 11 2008 w,utl i'EN7EP Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision License Information License PHOENII985B2 Licensee Name PHOENIX INDUSTRIAL INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602166305 Ind. Ins. Account Id 2350200 Business Type CORPORATION Address 1 BLDG 7 STE 120 Address 2 2111 SE COLUMBIA WAY City VANCOUVER County CLARK State WA Zip 98661 Phone 3605671666 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 1/22/2002 Expiration Date 1/25/2010 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date HUTTON, JOSEPH H PRESIDENT 01/22/2002 Bond Amount SCOTT, JONATHON A SECRETARY 01/22/2002 JOHNSON, KENNETH W VICE PRESIDENT 01/22/2002 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date Look Up a Contractor, Electrician or Plumber License Detail Washington State Department of Labor and Industries GeneraUSpecialty 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. 0 Page 1 of 2 https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= PHOENII985B2 03/24/2008 Plar RIPAOw Appmval of Me vkdation of BY Date: MELT STORES FILE COPY 1sbo8 and omissions. constiudion clocontents does not adimdze rety adopted code or ottbanoe. Re** Fidd Copped conditions is o3 /z /og BUILD Tkiliwka ING DIVISION I WELD SHOP TOILET RM I I PIPEFITTING ICLN RM I MAINT. p3MB. RI WELD SHOP MELT SHOP HOLLOW BORE SHOP SHIPPING RECEIVING ELECTIC RM NEW WEST BILLET EXTENTSION MACH SHOP 4 MACH SHOP . MACH SHOP 2 MACH SHOP t OFFICES WASH RM TOOL RM 1 OIL HSE LJ W M I1 OC W u MGR OFFICES HEAT TREAT FORGE SHOP FURNACE LEANTO BLDG BILLET YARD BLDG LUNCH RM REVISIONS No changes shall be made to the s of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. SEPARATE TE PERMIT REQUIRED FOR: [Mechanical [ Electrical UtDiumbing [fGas Piping City of Tukwila i uILDING DIVISION [UST. tXt Par Wbr HTr 0 0.r SPEC MATS Db91I9 THE JORGENSEN FORGE CORPORARTION ALUMINUM - TITANIUM SPECIAL STEEL 8S31 EAST MARUW11 WAr SCUM - SEAM. WA 98108 Q061162 -110 FAX ROW 3S7 -1PTS (ES[RIPTION txt uwr CRAW IT spedrizetti POWER HOUSE arz 4ECEOVED MAR 0 4 2008 'ERMIT CENTER REV. MR 04/20/07 SPECIAL INSPECTION SCHEDULE ESTABLISHED PER 2006 ®c SEEM 109 & CHAPTER 17 IMI 01(11NUOU5 INSPECT= PERIODIC WPM= oaRalfrs sots Gran, axrnotkm R 9 By Geotednhd Emblem Flhd (=ddBn preparatke By Seatednk & Engineer Comets ReInfmchg placement X Preyaatke of test speelmens x Caxrete placement X Embedded plates x o,ng x Wang wddeg of mdnn and duds x Plate *keno x Threaded reds 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 and miscellaneous steel items. 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 os (REF) may be based on record drawings and are to be field verified by the Contractor. Construction: The Contractor shall be responsble for all construction safety, methods, techniques, sequences, or procedures required to perform the work TACCHI UNE BORING MACHINE REFERENCE DRAWINGS Tocchi Foundation Drawing, 2203 - 00789, Sheet 1, Rev. B, May 2007 Tocchi Foundation Drawing, 2203 - 00789, Sheet 2, Rev. B, May 2007 Mayfran International Drawing 53 052 —A, Rev 2 Foundation Design Loads Per Tocehi Foundation Drawings DEMOUTION Demolition of existing slabs and foundations shall be as shown on Drawing D1. FOUNDATION SOILS Geotechnical Data Geotechnical data is based on the Geotechnical Design Requirements Memorandum by Anchor Environmental, LLC. dated February 8, 2008. Design parameters: Allowable bearing pressure, 3,000 psf (includes a factor of safety of 3.0). Vertical modulus of subgrode reaction, k = 90 pc. Temporary Sheet Pile K. = 34 PCF K. = 240 PCF (with a 1.5 FS) d, = 110 PCF 0 = 32 DEGREES Ground water. 14' to 18' below floor elevation Construction Requirements: Excavate existing materials to accommodate the new foundations and structural fill. Compact the subgrode in accordance with the recommendations of the Geotechnical Design Requirements Memorandum. Prior to placing the structural fill, the subgrade shall be inspected by the Geotechniicd Engineer for soft spots. Local soft spots shall be excavated another 12 inches, the subgrade compacted, and filled with compacted structural fill Excavated material shall be stockpiled at a designated location on the Jorgensen property. Excavated material will be disposed of by the Owner. Structural fill shall be provided placed and compacted in accordance with the recommendations of the Geotechnical Design Requirements Memorandum. TEMPORARY SHEET PILES Temporary CS 55 sheet piles (minimum I = 15.00 in4) shall be driven along the north side of the excavation to keep from undermining the existing Miles lathe foundation slab. The full length of the driven sheet pie may encounter petroleum contaminated sod and the lower two (2) feet could extend into free product (cutting oil) at ten (10) to eleven (11) feet below the existing floor surface. The temporary sheet piles shall not be driven more than 12' 0' below the existing floor level without the written permission of the Geotechnical Engineer. TACCHI FOUNDATION ISOLATION: Base isolation below and on all sides of the machine foundation shall be IB -500 isolation materials by Unisorb. The base of the machine foundation shall be placed on 1 inch of IB -500—B1 base sheets and the sides of the machine foundation shall be placed against 1/2 inch of IB- 500—S2 sidewall sheets with 1' against the existing R/W pump room wall. The isolation material shall be placed, sealed, and lined with the poly pit liner prior to placing the machine foundation concrete in accordance with Unisorb's written instructions. The Contractor shall retain a Unisorb representative to field inspect the installation and issue written acceptance of the installation of the isolation materials prior to placing concrete. The top of the sidewall sheets shall be sealed with Unisorb's Joint Filler V -100 Epoxy Grout in accordance with Unisorb's written instructions. Any damage to the liner during placement of the reinforcing shall be repaired to the Owners satisfaction prior to concrete placement CONCRETE Concrete work shall conform to all requirements of Chapter 19 of the International Building 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 shall be taken of the discharge end of pump lines. Concrete mixes shall conform to the following requirements: Concrete strength of 28 days, 4,000 psi. Maximum cement content, type I —II, 5 sacks (470 Ibs). Fly ash, Type F, 85 lbs Maximum, water/cementitious materials ratio = 0.45. Maximum aggregate size = 1 1/2 in (2 inch cover). Concrete shall not be air entrained His Design: The Contractor shall submit a concrete mix design for approval 2 weeks prior to placing any concrete. The mix design shall be based on field experience or trial mixtures in accordance with the provisions of Section 5.3 of the American Concrete Institute "Billing Code Requirements for Structural Concrete', ACI 318 -05. Exposed concrete shall be finished with a medium broom finish. Curing The concrete foundation and floor slab shall be moist cured for a minimum period of 7 days by sealing the surface with two coats of curing compound (ASTM C 309, Type 1). The curing compound shall be placed in accordance with the manufacturers written instructions. The application rate shall not exceed 200 square feet per gallon. A second coat shall be placed at right angles to the first coat to ensure complete coverage. After the final application of curing compound, the foundation shall be covered with white polyethylene film meeting the requirements of ASTM C 171 for the remaining curing period. Joints in the film shall be lopped a minimum of 6 inches and taped. Care shall be taken to avoid any tearing the film during placement Any tears in the film shall be repaired by lapping additional film over the tear and taping in place. REINFORCING STEEL Deformed Bars: ASTM A 615, Grade 60 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 will not be allowed. Reinforcing Lap Splices: Lap 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. Corner Bars: Provide corner bars for all horizontal bars in walls, around the perimeter of the foundation and sumps. FOUNDATION COATING All foundation surfaces not fined with steel plate shall be coated with 80 mils of cementitious membrane, Mapelostic or an approved equal that is compatible with Castrol Ilocut 5720 cutting ol. The membrane shall be installed in accordance with the manufacturer's written instructions. ADHESIVE MORTAR: The adhesive used to anchor reinforcing, smooth bars or threaded rods to existing concrete shall be Hilti HY -150 adhesive mortar or on approved equal. Installation, including drilling holes in the existing concrete, shall be in accordance with the adhesive manufacturers written instructions. THREADED ROD ANCHORAGE: Threaded rods shall be grouted into place using Hilti Hit HY -150 adhesive. Installation shall be in accordance with the adhesive manufacturers written instructions. STEEL Steel design, fabricotion and erection shall conform to the requirements of Chapter 22 of the International Building Code. Materials: HSS Sections: ASTM A 500, Grade B, Fy =46ksi Wide Flange Shapes: ASTM A 992 Steel Angles, Threaded Rods and Plates: ASTM A 36 Welded Headed Studs (WHS): ASTM A 108 Welding Electrodes: 70 ksi, low hydrogen Bolts: ASTM A 325 Provide bleed holes in embeded plates and shapes at 24' on center maximum. Welding: All welding shall be in conformance with American Institute of Steel Construction (AISC) 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 shall be used. Shop drawings shall show all welding with AWS D2.4 symbols. WHS shall be located within 6' of the end of a member. Space per the detail requirements. GRATING Grating shall be galvanized and shall have 1 1/4' x 3/16' bearing bars spaced at 1 3/16' on center and cross bars at 4' on center. Edges of grating shall be banded. The Contractor shall prepare a panel layout to cover the area to be grated as shown on Drawing S4. The panel layout shall be submitted to the Owner for approval prior to fabrication. Individual panels shall not weigh more than 200 pounds. Unfinished edges shall be banded. The panels shall have a maximum simple span of 5-6' and shall be supported on 3/4' thick x 1' wide galvanized steel bars that are permanently welded to the grating. The steel grating support bars shall be sized to limit the bearing pressure on the concrete to less than 500 psi and spaced to allow spilled cutting fluids to flow into the drainage trenches. The supports may ' . _ immed or the supporting concrete foundation ground to provl tripping hazards. Shims shall be galvanized supports. EXPANSION JOINT MATERIAL Preformed expansion joint filler shall conform CAULKING Caulking for slab control 'pints shall be S for expansion joints shall be Sikaflele 2c that is compatible with Castro' Ilocut 5720 depth at expansion joints shall be 1/2 the (maximum depth of 1/2 inch) and shall or backer rod. The caulking materials sh accordance with the manufacturer's written instructions. • ,C -, h FOR APPROVE to ASTM D 1751. � MAR 2 0 2008 SL and caulkin °`:// u�a • g�� VI l id BODE COMP the ON INSPECTION SCHEDUI F NOTES: 1. The items checked with an 'X shall be inspected in accordance with IBC Chapter 17 by a certified special inspector from an established testing agency. For material sampling and testing requirements, refer to the structural notes and the notes below. The testing agency shall send copies of all structural testing and inspection reports directly to the Engineer, Contractor and Building Official. Any materials which foil 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 special inspector is on the site at all times observing the work requiring special inspection (IBC 1702). Periodic special inspection means that the special inspector is on site at time intervals necessary to conf i that all work requiring special inspection is in compliance. 4. MI welds shall be visually inspected. STRUCTURAL DRAWING ABBREVIATIONS AB ADD'L ADJ AGG AFF ANCH ARCH B BLDG 8LK BM BOT BRG BSMT BTWN BUR C CAP CB CC CIP CJ CL CLR CMU COL CONC CONN CONST CONT CONTR COORD CP CTR CY DB DBA DBL DET KG 0 N WF DWG DM. EA EF EL Elevation ELECT Electrical ELEV EMBED EQ EQUIP EW EX DIP EXT FD FDN FIN FLG FLR FS FT FTC GA GB GALV GEN GL GOVT GR GYM HF HGR HK HORIZ HP HSS I IE IF Anchor Bolt Additional Adjustable Aggregate Above Finish Floor Anchor Architectural Bottom of Building Blocking Beam Bottom Bearing Basement Between Built—Up Roofing Camber Capacity Concrete Beam Center to Center Cast in Place 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 Detail Douglas Fa Diameter Diagonal Dimension Decking Ditto Down Deformed Wire Fabric Drawing Dowel Each Each Face Elevator Embedment Equal Equipment Each Way Existing sion Ex erior Floor Drain Foundation Finish Flange Floor Far Side Feet Footing Gage Grade Beam Galvanized General Glued Laminated Beam Government Grade Gypsum Wall Board Hem —Fir Hanger Hook Horizontal H' Point H low Structural Section In emotional Budding Code Inside Diameter Invert Devotion Inside Face IN INT JST JT K KSF KSI LF LLH LLV LP LVL MAX MECH MIN MISC MOM NDT NIC NOM NO NS NTS OC OD OF OPNG OPP P PC P/C PEN PL PLWD PNL PP PS PSI PSF PT PWT R RD REINF REF REM REO'D RO RND RN SC SCHED SECT SHT SIM SOG SP SPEC SO SS STD STIFF ST1RR Sm STRUCT Inch Interior Joist Joint Kip (1,000 lbs) Kips Per Sq. Ft Kips Per Sq. Inch Lineal Foot Long Leg Horizontal Long Leg Vertical Low Point Laminated Veneer Lumber Maximum Mechanical Minimum Miscellaneous Moment Non Destructive Testing Not in Contract Nominal Number Near Side, Nonshrink Not to Scale On Center Outside Diameter Outside Face Opening Opposite Post Piece Precast Penetration Plan Dimension Point Plate, Property Line Plywood Panel Partial Penetration Prestressing Pounds Per Sq. In. Pounds Per Sq. Ft Point Prefabricated Wood Truss Radius Roof Drain Reinforcing Reference Dimension Remain(der) Required Rough Opening Round Re turn Cri Schedule Section Sheet Similar Slab —on —Grade Space Specification Square Stainless Steel Standard Stiffener Stirrup Steel Structural SUPP Support SYM Symmetrical T/ Top of • Top and Bottom RIG Tongguue and Groove THK Thick(ness) THRU Through TRANS Transverse TYP Typical UNO Unless Noted Otherwise VERT Vertical W/ With W Wood YE' Wide Flange WHS Welded Headed Stud W/0 Without wP Work Point WT Structural Tee YAW Welded Wire Fabric RECE EV MAR 0 4 2008 PERMIT CENTER DRAWING LIST S1 STRUCTURAL NOTES S2 FOUNDATION PLAN S2A FOUNDATION DIMENSIONS S3 SLAB PLAN 54 GRATING PLAN 55 FOUNDATION SECTIONS S6 FOUNDATION SECTIONS S7 FOUNDATION SECTIONS 58 MISCELLANEOUS SECTIONS & DETAILS 59 SLAB FRAMING PLAN & SECTIONS D1 DEMOUTION PLAN PERMIT SUBMITTAL er 119 c Z 0 w iz Z S 00 U_ U_ Z w Z Z wU CC 2 0 = 0 0 PROJECT NO.: 107026.50 SCALE: AS NOTED DATE: 3/4/08 SHEET NO. Si EX R/W LATHE 58 O N b b v 8' -10" EX R/W PUMP ROOM (BELOW) FACE OF FDN CONC-N 20' -0" (REF) mm m a m a ® m B ® ® m ® m a m m a EG mm ® m m® m m m • 20' -0" (REF) PROVIDE 1 OF UNISORB 18- 500-52 SDE WALL SHEETS AGAINST R/W PUMP ROOM WALL FOR FRAMING AROUND NEW OPENING AND COVER PLATE, SEE A/S9 2O' -0' (REF) 0 v EX NILE LATHE 60 J 99 -5' 20' -0 (REF) TEMPORARY SHEET PILE WALL B3 m a m m a Ea ® m m® FACE OF FDN CONC� B3 B3 ® ® le ® ® ® Ba ® ® ® B3 ®- ® - m ®� -- I FOUNDATION PLAN OA SCALE: 3/16 " =l' -0" 2O' -O' (REF) 20' -0' (REF) 20' -0" (REF) EDGE OF SLAB REMOVAL PER SHT D1 FACE OF J FDN CONC NOTE 1. FLOOR SLAB IS NOT SHOWN FOR CLARITY. SEE DRAWING S3 FOR DETAILS. 2 SEE DRAWING S2A FOR DIMENSIONING OF FOUNDATION AND ANCHOR POCKETS 3. SEE DRAWING S4 FOR GRATING PLAN. FACE OF FDN CONC I 1 I I RR RAIL ELECTRICAL CABINET RR RAIL 1 2008 r l dov i la d( RECEIVE MAR 04 2008 PERMIT CENTE PERMIT SUBMITTAL V C z 0 Q w o O 0 Z W Z V) — z w U CC • 2 O - 0 0 H PROJECT NO.: 107026.50 SCALE: AS NOTED DATE: 3/4/08 SHEET NO. S2 V-11 1/2' SUMP PIT 3' -3 1/2' EL +7.17 EL +6.70 N 1' -3 3/4' (8) SPA 0 3' -3 3/8' = 26' -3' TOP OF FOUNDATION, TYP 51 -10' l'- 711/16'/ Cs\1'- 711/16' FOUNDATION ANCHOR POCKET DIMENSIONS SCALE: 1/4'4-0" EL +&17 8T -7 1/4' FOUNDATION TRENCH AND SUMP DIMENSIONS SCALE: 1/4 " =1' -0" (8) SPA 0 3' -3 3/8' = 26' -3' 1'-7 11/16'/ � 1'- 711/16' CUTTING OIL DRAINAGE TRENCH ELECTRICAL TRENCH 43' -11' 11 7/8' (4) 0 11 7/8' SQ. TYP (8) SPA 0 3' -3 3/8'= 26' - 2' -7 1/2' (4) 0 8' SO, EL +8.17 1' -3 3/4' 8 -7 5/8' 8' -3 5/8' EL +8.17 4' -0 1/2' 6' -11 3/4' 6' -6 3/4' 4' -7 1/8' ECE1VEr MAR 0 4 2008 PERMIT CENTEF PERMIT SUBMITTAL 0 2 444444 Z 0 Q W o Z OC � 00 LL LL Z Z V) — w0 < cc 2 0 = U 0 F- PROJECT NO.: 107026.50 SCALE: AS NOTED DATE 3/4/08 SHEET NO. S2A R LATHE ' 58 EL +7.50 EL +7.50 R/W PUMP ROOM (BELOW) 20' -0' (REF) e v 20' -0' (REF) NILE LATHE 60 TACCNI FOUNDATION - SEE S2 JJ 20' -0' (REF) 9' SLAB W/ f5 0 12 0C EW, TYP SLAB PLAN SCALE 3/16` =1' -0` PROVIDE 3/4' EXPANSION JOINT ALONG EX NILE LATHE CAUU( TOP OF JOINT PER STRUCTURAL NOTES 20' -0' (REF) Alk v v JJ LOCATE CJ TO MATCH LOCATION OF EX CONTROL JOINTS CONTROL JOINT IN EX SLAB 20' -0' (REF) AIM Al■ v v NOTES 1. THE LOCATIONS OF SLAB CONTROL JOINTS (CJ) ARE SHOWN ON THE PLAN. THE CONTRACTOR SHALL DETERMINE WHICH CONTROL JOINTS WILL BECOME CONSTRUCTION JOINTS 20' -0' (REF) FACE OF EX CURB FACE OF COL & CL OF TRENCH EL +8.33 -0� J , v 1' -I 1(2' 2;- 111/2' 15' -0' U. „ \a +8.33 EDGE OF COL FDN, TYP 74 ELECTRICAL CABINET C - CC CC U C.) 11 -0 3/4. 20' -0' (REF) RR RAIL I 4,14 P MqR ��® 0 2000 Of 74 Is R FWED MAR 0 4 2008 PERMIT CENTEFL PERMIT SUBMITTAL 0 z <1<<<<1<1 z 0 Q W O z O u_ u_ z W z Z 0< CC 2 U H z g CL CO PROJECT NO.: 107026.50 SCALE: AS NOTED DATE: 3/4/08 SHEET NO. S3 n m 0 0 R/W PUMP ROOM (BELOW) SLAB 3/4'x1' GRATING FLOOR SUPPORT, TYP PERIMETER WALL SECTION - GRATING SCALE 1 1/2 =1' -0` 20' -0 (REF) GRATING • • • • 20' -0 (REF) ORATING FOUNDATION ISOLATION 3/4'x1' GRATING SUPPORT, TYP MACHINE FOUNDATION (REINF NOT SHOWN FOR CLARITY) MACHINE BASE NILE LATHE 60 20' -0 (REF) „ �� l ; l�lQ�l�l� SECTION - O GRATING OC SCALE:1 1/2` =1' -0` 20' -0 (REF) GRATING PLAN SCALE: 3/16 =1' -0 2O' -0` (REF) 20' -0' (REF) NOTES: 1. SEE Si FOR GRATING REQUIREMENTS. 2 �4♦4l�t INDICATES EXTENT OF GRATING. E1 20' -0 (REF) E1 RR RAIL RR RAIL J a c co co c C-1 v ELECTRICAL CABINET PERMIT SUBMITTAL RECEIVE' MAR 0 4 2008 PERMIT CENT& 0 N Q z 0 W I L z n 0 LL Z w Z VJ z 2 0 < cc 2 0 = U U H PROJECT NO,: 107026.50 SCALE: AS NOTED DATE 3/4/06 SHEET NO. S4 GRATING NOT SHOWN 3/4 EXPANSION Jr EX R/W PUMP ROOM WALL— FLOOR OF PUMP ROOM ( 1 3/4• EXPANSION JT EX R/W PUMP ROOM WALL -' (2) 15 -- GRATING NOT SHOWN ( — (12) /5 1' ISOLATION MATERIAL 3' -7 1/4' 2' -2 3/B• /5 0 Inc r (2) / -k -- •-7 II — ( 1/4' PL LINER () i5 I 5 7 -8• j (6) 1 [ (1) ;,_ PROVIDE 6 OF 3/8 WHS 0 STRUCTURAL FILL 1B MAX ON BOT & SIDE PLATES, TYP 1 ISOLATION MATERIAL 3' -3 1/4 /5 0 170Cr CL TACCHI SUMP COVER PL 1/2x4224' -3• 15 0 1 1 . 00 hi* SECTION SCALE 3/4• =1' -0• 5-6 15/16 SECTION SCALE: 3/4 =1' -O CL TACCHI 1' -3 3/4• 11 7/8 1' -3 1/2' 1 1 15 0 170C — n 12' -1 1/2 1' -3 1/2• CL CONVEYOR J I 7 -11 5/8• 15 0 12 1/2 ISOLATION MATERIAL /501_0 (2 'R /5 012.00 7 5 fi (5) PU ISOLATION MATERIAL. I (6"71" 4 0 8 - IS 0 170C SEE STRUCTURAL NOTES B'_9. U 14' -7 1/2 • ,S3, S6 CL CONVEYOR 3'- 3X5/8 ISOLATION MATERIAL S3, S6, S7 • 6 NOTE SEE A /S5 FOR REINF NOT CALLED OUT. tatatiLiaTlet 1/2• ISOLATION I{ATERlAL 6' Y • r - � 9 SUB W/ #5 0 12 EW, Ti? N 3/4• EXPANSION JOINT _ J TIP EL -7.50' /4 0 12 3/4• EXPANSION JOINT (444 0 170C /4 0 roc, 1J 11P FI -250' TEMPORARY SHEET PILES SEE STRUCTURAL NOTESS TEMPORARY SHEET PILES SEE STRUCTURAL NOTES EL +9.00 EX LATHE FOUNDATION EX NILES LATHE 60 EX LATHE FOUNDATION 9 11' -10' (REF) EX SLAB EX LATHE FDN Nigaire NOTE AT CONTRACTORS OPTION, THE SHEET PILE CAN BE LEFT IN PLACE AND USED TO FORM THE OUTSIDE OF THE 6 WALL FACE OF EX COL EL +9.00 RECEWEF MAR 0 4 2008 PERMIT CENTL- PERMIT SUBMITTAL z 0 N Z 0 w 0 Z 0 w z W Z rA — Z wo 0 a cc 2 0 = 0 0 PROJECT NO- 107026.50 SCALE: AS NOTED DATE 3/4/08 SHEET NO. S5 DRILL 3/4 HOLE IN EX SLAB. EX SLAB EX SLAB 5 1/2' • 15x18' DOWELL 0 12 TYP 0 EX SLAB. GROUT HORIZONTALLY INTO EX SLAB. 10 f;,if 44 ,0;pi .; 0, s .f � �.f;,: ;p -NrrL 0,111 40,�S/010r 3/4' EXPANSION JTJ STRUCTURAL FlLL, TYP 1 LIMIT OF EXCAVATION 3/4' EXPANSION JT— GRATING NOT SHOWN 11) 15 (6) 15 (12) /5 GRATING NOT SHOWN \ (8) 7) I5 (6) g (7) / • 2' -3 1/2' 2' -3 1/2' 1i 0 12 (10) 15 • ---k- v CL TACCHI 2' -7 1/2' SECTION SCALE: 3/4' =1' -0• CL TACCHI 2' -7 1/2' /5 0 12 f5 0 12 n SECTION SCALE 3/4' =1' -0 4• 11 7/8' 1' -31/2 4• 11 7/8 3 -01/8' • �i 1a1 !� r f 1�1i f;,• 1 i 1. f;i 1 �}. I.04 �y �'i t'i �' "t' 15 0 12 0C • CL CONVEYOR 3' - 315/ 1 / 2 I5 0122 ( I r 6' NOTE SEE A/S5 FOR REINF NOT CALLED OUT. '.0ss�0!1,4i i.f.ihcrf' s f NOM SEE A /S5, 8 /S5 & CS6 FOR REINF NOT CALLED OUT. 'll - Il J I-11- B' i =U 'T iI ' AL_ TEMPORARY SHEET PRES SEE STRUCTURAL NOTES _ TIP EL -2.50' 3/4' EXPANSION JOINT STRUCTURAL FILL TfP 1x 11 = 11=ri • 3/4' EXPANSION JOINT _ .J TIP Fl -2.50' TEMPORARY SHEET PILES SEE STRUCTURAL NOTESS EL +9.00 EX LATHE FOUNDATION EL +9.00 EX LATHE FOUNDATION RECE M E MAR 0 4 2008 PERMIT CENTS PERMIT SUBMITTAL a cc = 4.1 a 1 KK z 0 Q W 0 Z 0 LL 0 u_ Z w W Z 2 w0 0 0 = 0 0 PROJECT NO 107026.50 SCALE AS NOTED DATE 3/4/08 SHEET NO. S6 4 iIP$4VIFF `C Lil ,4 1V 41x4•` IP .0 -00 alf , 00111 4 0111 !alcl..ic•!c!. EX SLAB 3/4' EXPANSION JT LIMIT OF EXCAVATION 3' -3 1/4' • f L __ 04 9 12 SECTION SCALE: 3/4' =1' -0' STRUCTURAL FILL, TYP CL TACCHI g• 1 ' -3 3/4' STEEL LINER SEE A /S5 FOR DETAILS 11 7/8' 15 0 12'OC SECTION SCALE 3/4' =1' -0' 9 3' -0 1/8' 1'- 111/2' 3' -31/2 (6)/5 L- 8' -9' NOTE SEE A /S5 FOR REINF NOT CALLED OUT. gee vab," NOTE SEE A/S5 & D/S5 �V FOR REINF NOT CALLED OUT. . - 711= - 711:=117 - 11 - =11=10. v =11 = 7h g = N - 3/4' EXPANSION JOINT TEMPORARY SHEET 1 ,- PILES SEE STRUCTURAL NOTES L _ J TIP FL -7.50' EL +9.00 EX LANE FOUNDATION RECE VE MAR 0 4 2008 PERMIT CENTS PERMIT SUBMITTAL Z 44.144< z 0 Q W Cc z O 0 w w z w cn z = wo O a cc o = 0 0 H PROJECT NO,: 107026.50 SCALE: AS NOTED DATE: 3/4/08 SHEET NO. S7 • EL +9.00 NOTE 1. IF NHS INTERFERES NTH PLACEMENT OF ANCHOR BOLT OR MACHINE BASE, BEND IT TO CLEAR OBSTRUCTION. L3x3x3/8 W/3/8'0x6' MS 0 18'0C L3x3x3/8 W/ 3/8 "0x6' VMS 0 18'0C, TYP S5 0 12'0C, TYP ELECTRICAL CABLE SUPPORT SEE (8)15 CL ANCHOR 1 POCKET SECTION SCALE 1 1/2' =1' -0" CL TACCHI GROUT ANCHOR POCKET PER TACCHPS REQUIREMENTS DETAIL - ANCHOR POCKETS O2 SCALE:1 1/2 " =1' -0" 58 DETAIL SCALE 3 " =1' -0" 11 7/8' 0. SYM ABT 5 ,S7 3/16 T 3/16 1 3/8' 2' S3 1/4' PL (TYP) C10x15.3 3/4' BAR 3/16 DRILL 3/4'0x6 1/2' IN EX SLAB, TYP 9 5/8' EX SLAB r 3 3/4' 5 7/8' DETAIL - ELECTRICAL CABLE SUPPORT O SCALE 3' =1' -0' f5 0 12'0C EL +8.33 3/16' a PL 3/4x1 3/4 L3x3x3/8 W/ 3/8'0x6' WHS 0 12'0C, TYP PL 3/4' L3x3 0 12'0C NOTE 1. PROVIDE ELECTRICAL CABLE SUPPORTS FULL LENGTH OF ELECTRICAL TRENCH. 2. PROVIDE A SMOOTH TRANSITION AT EAST END OF FOUNDATION AT 2' VERTICAL STEP. SEE 1 3/8' SECTION SCALE 1 1/2' =1' -0' 1' -3'± SEE PLAN FOR SLAB THICKNESS & REINFORCING, TYP a 1 PI� 3/4x1' -6' ".. lba.At-0t- i-4.s10-.4T 1M —t7T =r SECTION - MECHANICAL TRENCH SCALE 1 1/2' =1' -0' DISCONTINUE ONE HALF OF REINF ACROSS JOINT SLAB CONTROL JOINT (CJ) SCALE 3 =1 -0 15 0 12'OC • Fl +9 00 STEEL PL SEE EL +8.17 TACCHI FOUNDATION (RONF NOT SHOWN) 1/8'x2' SAW CUT, RU. W/ CAULKING .. • • PL 1/4', TYP' 3/8'0x4' WHS 0 18'0C, TYP NOTE 1. TRANSVERSE JOINTS ARE TO BE SEAL WELDED. 2. ALL CHANNELS WITHIN THE FOUNDATION UMITS ARE TO BE STEEL LINED. NOTE SAW CUT JOINTS WITH SOFT CUT MACHINE IMMEDIATELY AFTER FINISHING SLAB. COD r (E� / �+� -P-Cr' 14x4' -0' 0 12'00, PROVIDE ADDITIONAL 5 E C CENTERED ON JO BAR EA SIDE OF JOINT im ® vE® MAR 2 0 2008 T ukwila 14 0 12'0C I4 0 12'0C 2' -6' CUT (2) 6'0 HOLES IN EX PUMP ROOM WALL FOR PIPING. LOCATE PER OWNERS DIRECTION. PL 1/4x9' M / 3/16 3/16 SEE PLAN FOR SLAB THICKNESS & REINFORCING, TYP EX R PUMP ROOM 8' (REF) OIL TRENCH SLOPE COVER PL 1/4x1' -2' DETAIL - CHANNEL LINER CD SCALE 1 1/2' =1' -0' SECTION SCALE:1 1/2 " =1' -0" SECOND POUR SLAB CONSTRUCTION JOINT (SCJ) SCALE 3 " =1' -0" 3/4' PL L3x3 PL 1/4x13' SEE FIRST POUR ELECTRICAL TRENCH PL 1 3/4x1/4' 3/16 3/16 D PL 1/4', TYP 00011111110•10:0 1111110200011111 BOMETALS 'QUICKKEY" JOINT W/REMOVABLE 'QUICKKEY CAP' FILL W /CAULKING 0. +9.00 m ECFI' FR MAR 0 4 ZOOS PERM') 1 ..:bN PERMIT SUBMITTAL 0 0 w o 0 Z c O0 u- l Z w Z Z w cc 2 U I PROJECT NO.. 107026.50 SCALE: AS NOTED DATE: 3/4/08 SHEET NO. S8 U, v Lk SCALE:1 /2' =1' -0" r -7 SIM 5' - L a y v NI/ r SLAB FRAMING PLAN ■ PLAN - 1 1/4' COVER PL SCALE:1 /2' =1' -0' W12x30 (BELOW) FRAME SEE NOTE 1 /FRAME 5/16 V \MER T W12x30 (BELOW) EX R/W PUMP ROOM (BELOW) r L SIM 5 - 1/2' 1/4' TYP ALL AROUND 1 1/4- COVER PL SEE /- 1 DRILL 7/8'0x6 3/4" HOLES, TYP EX 12' SLAB 3/16 3 16 1/2" GROUT 1/4' STIFF P1. EA SIDE BELOW BOLTS IN PL ABOVE SHIM PL'S. 1/2' W12 /2' GROUT WI2 3/4'0 A325 BOLTS 0 3 1/2" GA 1/4 V PL 1/2" HSS 6x2x5/16 1/2" GROUT DRILL 7/8'0x3 3/4' HOLES SECTION SCALE:1 1/2 " =1' -0" 1 1/2" PL 1 1/2x11 1/4 W/ 3/4'0x9' ND ROD, (4) PER SIDE (8- MAX FROM ENDS) 3/4'0x6 1/2" THD ROD 0 9' GA BEAM SUPPORT (TYP 4 LOCATIONS) O SCALE:1 1 /2 " =1' -0" 0 DRILL 7/8'0x5 1/4' H01 FS 1YP EX WALL PL 1 1/4x5 1 /2x0' -8' W/SHORT SLOTTED HOLES TRANSVERSE TO W12 DRILL 7/8'0x5 1/4- HOLES, TYP <SS TO PL 1/2 SECTION SCALE: 1 1/2` =1' -0- W12 1/2' 1 3/4' SECTION SCALE:1 1/2 " =1' -0' 3/ 13/4' PL 1/2x3x1' -4 W /SHORT SLOTTED HOLES 3/4'0x7' ND ROD PL 1/2x4x1' -1" W/LONG SLOTTED HOLES VERT 1/4 1/4 PL1 /4x4 1/2x0' -9" (3) 3/4'0 BOLTS © RECEWED MAR 0 4 2008 PERMIT CENTER NOTE: 1. PROVIDE A 1 1 /2x11 1/4' WELDED STEEL FRAME AROUND THE INSIDE OF THE OPENING. 2. GROUT SHALL BE SIKAGROUT 328 OR AN APPROVED EQUAL 3. JORGENSEN INTENDS TO CLEAN NE PUMP ROOM PRIOR TO THE CONTRACTOR STARTING THIS WORK. NE CONTRACTOR WILL THEN HAVE A MAXIMUM OF TWO DAYS TO COMPLETE THIS WORK AFTER CLEANING IS COMPLETED. PERMIT SUBMITTAL CO m N H 0 2 444.144 z 0 rz w o 0 z 00 LL LL z w w z (0 - Z = w0 cc2 0 = 0 0 PROJECT NO.: 107026.50 SCALE: AS NOTED DATE: 3/4/08 SHEET NO. S9 REMOVE EXISTING STEEL PLATES, STEEL FRAME WORK AND CONCRETE SLAB AS REQUIRED TO CONSTRUCT FOUNDATION END P/W LANE FDN VA EDGE OF R/W PUMP ROOM R/W PUMP ROOM (BELOW) gir 44/rr adth SECTION SCALE: 1'=1' -0' 20' -0' (REF) FACE OF COLUMNS AS RE �'D TO CONSTRUCT FOUNDATION EX 9' SLAB EX 8' SLAB UNDER NILE LANE 5' -2 1/2' 20' -0' (REF) REMOVE EX 12' REINFORCED SLAB OVER R/W PUMP ROOM - SAW CUT PEREMETTER OF NEW OPENING FULL DEPTH NILE LATHE 60 EX 8' LANE FOUNDATION 20' -0' (REF) EX 9' SLAB, 111) DEMOLITION PLAN SCALE 3/16' =1' -0' 0 20'-0' (REF) E1 89' -6't T 20' -0' (REF) NOTES: 20' -0' (REF) 6' -11't 1. i/� INDICATES EXTENT OF DEMOUTION. 2 SAW CUT EXISTING SLABS FULL DEPTH AROUND PERIMETER. 20' - (REF) RAIL J OC CC COos �Ep AP PRofr eo AMR 202008 7 . • a.. RECEIVE` MAR 04 2008 PERMIT CENTh PERMIT SUBMITTAL z 0 w o cc n z 0 z w w0 Ex 2 0 = 0 0 N PROJECT NO.: 107026.50 SCALE: AS NOTED DATE 3/4/08 SHEET NO. D1