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Permit D12-002 - IRON MOUNTAIN - DUST COLLECTION SYSTEM
This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D12 -002 Iron Mountain — Dust Collection System 3225 South 116th Street RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION F,age # Code Exemption � � �� Brief Explsnatoty Description, Statute /Rule The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security Personal Information — numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW 81 DR2 Financial Information — account numbers, which are exempt from 42.56.230(5) RCW 42.56.230(4 5) disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. IRON MOUNTAIN 3225 S 116 ST D12 -002 City Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov Parcel No.: 0923049066 Address: 3225 S 116 ST TUKW Suite No: Project Name: IRON MOUNTAIN DEVELOPMENT PERMIT Permit Number: D12-002 Issue Date: 01/12/2012 Permit Expires On: 07/10/2012 Owner: Name: EPROPERTY TAX INC DEPT 207 Address: PO BOX 4900 , SCOTTSDALE AZ 85261 Contact Person: Name: PHILL SUMNER Address: 2283 COLE ST , ENUMCLAW WA 98022 Contractor: Name: DONOVAN BROTHERS INC Address: PO BOX 818 , AUBURN WA 98071 Contractor License No: DONOVBI09405 Phone: 888 249 -9553 Phone: Expiration Date: 03/06/2013 DESCRIPTION OF WORK: STRUCTURAL WORK ASSOCIATED WITH DUST COLLECTION SYSTEM (SEE M11-175). WORK WILL INCLUDE FRAMING FOR DUCT SUPPORT FROM THE EXISTING ROOF STRUCTURE, PANEL MODIFICATION AT FILTER VENTING /RETURN AIR DUT IN NORTH WALL, AND FOUNDATION REQUIREMENTS FOR THE DUST COLLECTION FILTER. Value of Construction: $50,000.00 Fees Collected: $1,583.80 Type of Fire Protection: International Building Code Edition: 2009 Type of Construction: IIIB Occupancy per IBC: 0008 Electrical Service Provided by: SEATTLE CITY LIGHT * *continued on next page ** doc: IBC -7/10 D12 -002 Printed: 01 -12 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N • Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: late: I hereby certify that I have read and examined t 's 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 pres constructio erfo c ance of wo to this permit. Signature: 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. e to give authority to violate or cancel the provisions of any other state or local laws regulating authorized to sign and obtain this development permit and agree to the conditions attached Date: `1 Z-012— PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. doc: IBC -7/10 D12 -002 Printed: 01 -12 -2012 8: When special inspection is required, eitlehe owner or the registered design profession responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431- 3670). 14: 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: IBC -7/10 D12 -002 Printed: 01 -12 -2012 CITY OF TUICA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http: / /www.Tukwi IaW A.gov Building Permit No. Project No. Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Ut!` Ll -11 S Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION Site Address: 3Z.1. 5 So.>cv► \L6-c t St' ( 133 King Co Assessor's Tax No.: O°l.L�4 - ali•66 Suite Number: • 33 Floor: Tenant Name: lg -ca-- PROPERTY OWNER Name: R.R.E.6c Ae .R -tc.A. tV= c..eci.P t-t. .i-'t "1 L... iuLv•^Co•_• Address: `'r° c.'r. c°9-1"4":1- Si rrc... t 8.D% 1..J 6.A` —r DV.. I..,w 10 2.06 City: o`..-y- 4.P`.A State: -A. Zip: ci %SeL CONTACT PERSON - person receiving all project communication Name: S-rAc.E p t....0..J , t...) c... . Address: Aril..' : P*a` `'`. S "K..si"L' '2.-1.. al Got-6. S1 VL4 C. City: C-x'r- ‘c.,..A.L State- ...;a Zip: QgoZ -1" Phone: % -.1,4g g.55'S Fax: 34.0 851,5 Sf3S Email: pKtt..t -e S-rtacot''-..pt...A*-3, c_c".. GENERAL CONTRACTOR INFORMATION Company Name: c.40`-rj:r. Do....o"/A' -� .i GC1b- 4.4f.1I-c tJ►L Address: t% t...'. vase/ t; t —r v. i#' t c t City: p�SAJA." --) State: t. �a. Zip qScc, t Phone:'1.,S'1 c1.-WA "N-v- t-‘ Fax: ZS 1 `\3°t'1°t°t 4 Contr Reg No.: Exp Date: D -) O' G. o Rog-c.5 /6 t'scr,t3 Tukwila Business License No.: H:1Applications\Forms- Applications On Line12011 Applications\Permit Application Revised - 8- 9.11.docx Revised: August 2011 bh New Tenant: ❑ Yes ..No ARCHITECT OF RECORD Company Name: Pat. Et---Gtw��R- A+-X .,1 tr -X.�, Engineer Name: . Pc, £.. Company Name: , City: Aum-1a State: WA Zip:98cv2 Phone: Z. 8Z1447 SZ. Fax: ZS3 $33 41,5'3 Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Pat. Et---Gtw��R- A+-X .,1 tr -X.�, Engineer Name: . Pc, £.. Address: I's t qr- $,.rte 5..r ', ie. yp 'Lo t City: Aum-1a State: WA Zip:98cv2 Phone: Z. 8Z1447 SZ. Fax: ZS3 $33 41,5'3 Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: Page 1 of 4 Valuation of Project (contractor's bid price): $ Describe the scope of work (please provide detailed information): Existing Building Valuation: $ S, 1-515 This building permit is required for the structural work associated with the dust collection systems including 1) framing for the duct support from the existing roof structure, 2) panel modification at the filter venting / return air duct in the north wall, and 3) foundation requirements for the dust collection filter. Will there be new rack storage? ❑ Yes X.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the'foundation of all structures, plus any decks over 18 inches and overhangs'greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area 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: }'IRE 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 ❑ No If `yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H AApplications\Forms- Applications On Line\2011 Applications\Permit Application Revised - 3-5 -1 1 .docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC In Floor S`k,31::.a 38 13 /FSIS1 rd Floor 3cd Floor Floors thru Basement Accessory Structure* 4 Attached Garage , Detached Garage Attached Carport • Detached Carport Covered Deck . Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the'foundation of all structures, plus any decks over 18 inches and overhangs'greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area 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: }'IRE 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 ❑ No If `yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H AApplications\Forms- Applications On Line\2011 Applications\Permit Application Revised - 3-5 -1 1 .docx Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may 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). 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: Date: I v /Z.8 /z. Print Name: A4-4--' Mailing Address: ( t 4r 87-e.4 - ' ' ZO H:Wpplications\FornB- Applications On Line\20I 1 Applications\Pennit Application Revised - 8- 9- 11.docx Revised: August 2011 bh Day Telephone: 15-1 833 4cdSZ City State Zip Page 4 of 4 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.TukwilaWA.gov Parcel No.: 0923049066 Address: 3225 S 116 ST TUKW Suite No: Applicant: IRON MOUNTAIN RECEIPT Permit Number: D12 -002 Status: ISSUED Applied Date: 01/03/2012 Issue Date: 01/12/2012 Receipt No.: R12 -00590 Payment Amount: $63.00 Initials: JEM Payment Date: 02/10/2012 11:04 AM User ID: 1165 Balance: $0.00 Payee: DONOVAN BROS INC, RICHARD PALMER TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 004674 ACCOUNT ITEM LIST: Description 63.00 Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 63.00 Total: $63.00 doc: Receiot -06 Printed: 02 -10 -2012 • 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.TukwilaWA.gov Parcel No.: 0923049066 Address: 3225 S 116 ST TUKW Suite No: Applicant: IRON MOUNTAIN RECEIPT Permit Number: 1)12-002 Status: APPROVED Applied Date: 01/03/2012 Issue Date: Receipt No.: R12 -00140 Initials: User ID: TLS 1670 Payment Amount: $961.65 Payment Date: 01/12/2012 10:23 AM Balance: $0.00 Payee: DONOVAN BROS INC TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 003401 ACCOUNT ITEM LIST: Description 961.65 Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 957.15 640.237.114 4.50 Total: $961.65 doc: Receiot -06 Printed: 01 -12 -2012 • 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.TukwilaWA.gov Parcel No.: 0923049066 Address: 3225 S 116 ST TUKW Suite No: Applicant: IRON MOUNTAIN RECEIPT Permit Number: D12-002 Status: PENDING Applied Date: 01/03/2012 Issue Date: Receipt No.: R12 -00005 Payment Amount: $622.15 Initials: JEM Payment Date: 01/03/2012 11:30 AM User ID: 1165 Balance: $961.65 Payee: POE ENGINEERING, INC. TRANSACTION LIST: Type Method Descriptio Amount Payment Check 10297 622.15 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 622.15 Total: $622.15 doc: Receipt -06 Printed: 01 -03 -2012 INSPECTION NO. INSPECTION RECORD 1.7L Retain a copy with permit t 1 �_ C)00 PERMIT NO. CITY OF TU "KWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 Project: // ..r • Type of Inspection: 2 0 Address: 1M 3225 1 (kt) 5-1 Date Called: - Special Instructions: 0 L t -c4I'd( Date Wanted: ” ,/ —a.m. i- 2 -12__ P'K Requester: Phone No 2.0 (I -33 t — C94 22_ Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: ., Pi.k I („o/-fir-Tr [) k ( „<(A.D. ; ( 1 f Inspecor: Datei I I REINSPECTION FEE REQUIR 0. Priorto next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100 Call to schedule reinspection. 4 .2 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 V- (206) 4313670 Permit Inspection Request Line (206) 431 -2451 .1 Project: TS MJJAro( , Ai Type of Inspection:, f1 ,A-itN, n G t M/(9 P/ n Sly/` v cra Address: III 22z / ST- Date Called: --- /n LAJA � Special Instructions: Date Wanted:. Z - / p.m. Requester: . A Phone No: ElApproved per applicable codes. corrections required prior to approval. . COMMENTS: ,CI) A- re 1,‘ s ' 6 i l 4.s ,1,€e A t M/(9 P/ n Sly/` v cra /j//0,�-//, /� ` '10 . S Dr'. /JO -ex p i -P i' .S ,t A/ --- /n LAJA � . t Ne.a, rev. t )/‘ sus 44,trm C' tv_.< A P tiJ J) L ` L- Li 71. ,- 4_ C < -\3 ^ 1 (4 N '" c �7 A �h Ai -7,:x 1 Z,- -r-,0 1 ��i a .,�- A -e ms . A Iv Date: 2- n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • • • •• OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 RECE1 s W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com July 17, 2012 JUL 19 2012 o City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 -2544 Project: Iron Mountain Shred Facility Address: 3225 S. 116th Street, Suite 133, Tukwila FINAL REPORT Permit Num Job Numbe We herewith certify that we have completed the following special inspections. To the best of our knowledge, the work inspected was in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items inspected are: 1. Structural Steel Erection — Welding 2. Expansion Anchor Bolt Installation 3. Reinforced Concrete 4. Epoxy Grouting (Rebar Dowels) Sincerely, OTTO ROSENAU & ASSOCIATES, INC. KaW0 1Ludtri/Yu Kate Rubin Report Manager Cc & email c: Donovan Brothers, Inc. OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing RECEIVED Report Number: 248527 Project: Address: Client: MAR 19 Mal CONSTRUCTION INSPECTION REPORT COMMUNITY DEVELOPMENT Iron Mountain Shred Facility 3225 South 116th Street - Suite 133, Tukwila Donovan Brothers, Inc. Permit Number: Job Number: Client Address: D12-002 12 -0033 PO Box 818, Auburn, WA 98071 Inspections Performed Steel Decking Structural Steel Fabrication Structural Steel Erection X Other (specify): Other (specify): Inspector and Date Remarks Stephen Ramos 02/03/2012 Copies to: Client Owner Architect Arrived on site to perform visual inspection of field welding, in accordance with project plans and specifications. 1. 2. Verified WABO certifications for field welder: Colleen A. Nichols, #W03369, Expires October 2012, for SMAW - Structural Steel. Visually inspected field welding of the following items: a. New roll -up door enlargement frame as per Poe Engineering drawing D4. b. HSS header to column connection, welded in lieu of bolting, as per engineer email dated 2/2/2012. Welding was found in conformance with AWS D1.1 welding code and aforementioned criteria. Reference Standard(s) Used: AWS D1.1 CONFORMS X Engineer X Contractor X Building Dept. Others Technical Responsibility: roject Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -63 -05 (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC244877 Permit Number: D -12 -002 Job Number: 12 -0033 Project: Iron Mountain Shred Facility Address: 3225 116th Ave S, Suite 133, Tukwila Inspector(s): Rick Hardy Client: Donovan Brothers, Inc. Address: PO Box 818, Auburn Date: 1/25/2012 pFCEIVED MAR 02 20121 COMMUNITY DEVELOPMENT Description /Location: Inspected reinforcing steel and concrete placement as per detail on D -7 on Poe Engineering at (2 each) footing infills 15 "x30 "x8'0" at southern loading dock. The inspected work was found to be done as per approved plans. Resteel Verified: Yes 1/25/2012 Rick Hardy (Grade 60) Mfg: Nucor Placement Data Design Actual ❑ Batch Weights /Cubic Yard Supplier: Miles Cement (lbs/type): 517# Type: I/II Mix Number: 01550 Fine Agg. (Ibs): 1460# Slump Spec: 4" Coarse Agg. (Ibs/size): 1860# 7/8" Slag (lbs): W/C Ratio Spec: .463 Coarse Agg. (Ibs /size): Air Spec: n/a Coarse Agg. (lbs/size): Total Yards: 4 Fly Ash (Ibs): Placed Via: Chute Water (lbs or gal): 275# Consolidated: Yes Admixtures (specify): Required Strength: 2500 psi Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 10:15 am 1.00 0 gal. 4" n/a 66 °F M078 144894 Weather: Inside Date Samples Picked Up: Specimen Number Slump Range: 4 + -1" Air % Range: 1/26/2012 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: Am C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms tn Does Not Conform ❑ COMPRESSIVE TEST RESULTS Test Field Age Size Area Weight Max Load Strength Fracture Type Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 2/1/12 2 2/22/12 3 - -- 2/22/12 4 2/22/12 = Discarded 7 4 x 8 12.62 8.8 63,070 5000 28 4 x 8 12.62 8.95 83,760 6640 28 4 x 8 12.62 8.86 83,250 6600 28 4 x 8 12.62 8.78 84,190 6670 Tested in general accordance to: ASTMC39 5 ASTMC617 ❑ Copies to: ❑ Client n Engineer © Building Dept ❑ Owner 0 Contractor ❑ Batch Plant ❑ Architect ❑ Others ASTMC1231 Technical Responsibility: alter H.n'en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 12 -0033 CONCRETE REPORT Report Number: RC244877 Permit Number: D -12 -002 Project: Iron Mountain Shred Facility Address: 3225 116th Ave S, Suite 133, Tukwila Inspector(s): Rick Hardy Client: Donovan Brothers, Inc. Address: PO Box 818, Auburn Date: 1/25/2012 r ,QED FEB 16 20121 Description /Location: Inspected reinforcing steel and concrete placement as per detail on D -7 on Poe Engineering at (2 each) footing infills 15 "x30 "x8'0" at southern loading dock. The inspected work was found to be done as per approved plans. Resteel Verified: Yes 1/25/2012 Rick Hardy (Grade 60) Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Miles 01550 4" .463 n/a 4 Chute Yes Required Strength: 2500 psi Sampling and Testing Data ASTM C 172, C 31 Time Made Cast Samples: 1 -4 10:15 am Mfg: Nucor Design n Actual ❑ Batch Weights /Cubic Yard 517# Type: I/II 1460# 1860# 7/8" Slag (lbs): Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (Ibs or gal): Admixtures (specify): Cubic Water Slump Yards Added C 143 1.00 0 gal. 4" 275# Air % Conc.Temp Ambient C 231 C 1064 Temp Truck Ticket No. No. n/a 66 °F M078 144894 Weather: Inside Date Samples Picked Up: Specimen Number 1 * = Discarded Tested in general accordance to: Test Date 2/1/12 1/26/2012 Field Cure Age (Days) 7 Slump Range: 4 + -1" Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Size (in.) 4x8 Does Not Conform ❑ Area Weight Max Load Strength Fracture Type (Sq.In.) (Lbs.) (Lbs.) (psi) (other than cone) 12.62 8.8 63,070 5000 ASTMC39 p ASTMC617 ❑ Copies to: ❑ Client IM Engineer 5 Building Dept ❑ Owner 0 Contractor ❑ Batch Plant ❑ Architect ❑ Others ASTMC1231 Technical Responsibility: It ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing RECEIVED FEB 12 2012► COMMUNITY DEVELOPMENT PROPRIETARY ANCHOR MECHANICAL INSPECTION REPORT Job Number: 12 -0033 Report Number: 132196 Permit Number: D12 -002 Project: Iron Mountain Shred Facility Client: Donovan Brothers, Inc. Address: 3225 116th Avenue South - Suite 133, Tukwila Address: PO Box 818, Auburn WA 98071 Inspector: Jerry Graham Date: 01/17/2012 Description /Location: Inspected the installation of Simpson Strong Bolt' /2" diameter expansion bolts at the wide flange column located at the west side of doorway and the opening frame at the east side of doorway. The inspected work was found to be done as per the approved plans and Simpson manufacturer's instructions. Intended Use: Anchor bolts Building Code & Year: IBC 2006 Comments Reference Standard(s) Used: Copies to: Client X Engineer Others Owner x Contractor Technical Responsibility: Architect x Building Dept. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S:; Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -87 -01 (Rev 7/09) Conforms x Does Not Conform 41..d er . -, 'n, Project Manager Anchor Size & Quantity: 24 - W Anchor Type: ■ Expansion • Screw • Sleeve • Drop In ESR Number: 1771 Anchor Manufacturer: Simpson Strong Bolt Hole Diameter: '/2" Hole Depth: 4-4W Required Embedment: 4" Anchor Length: , 5/2" Concrete Thickness: Varies Concrete Strength: Existing Base Material: Normal Weight Concrete • Light Weight Concrete • CMU • Brick • Composite Deck Hole Cleaning: • Compressed Air @ Hand Pump • Other: ORA Torque Wrench ID: 6048 Torque: 50 ft -Ibs Drill Bit (ANSI B212.15): 1/ Yes • No Weather: Inside Ambient Temperature: 55° Comments Reference Standard(s) Used: Copies to: Client X Engineer Others Owner x Contractor Technical Responsibility: Architect x Building Dept. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S:; Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -87 -01 (Rev 7/09) Conforms x Does Not Conform 41..d er . -, 'n, Project Manager OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR MECHANICAL INSPECTION REPORT Job Number: 12 -0033 Report Number: 247959 Permit Number: D12 -002 Project: Iron Mountain Shred Facility Client: Donovan Brothers, Inc. Address: 3225 116th Avenue South - Suite 133, Tukwila Address: PO Box 818, Auburn WA 98071 Inspector Jerry Graham Date: 01/31/2012 Description /Location: Inspected the installation of expansion anchor bolts for 6 "x8" tube steel header and 4 "x5" tube steel door frame from bottom of doorway. The 3`d, 4d', 5t, 6th bolts on the west end weren't installed yet as the concrete is broken at 3rd and 4th bolt holes. Intended Use: Anchor bolts Building Code & Year: IBC 2009 Comments Alan Poe of Poe Engineering approved use of Kwik Bolts and Wedge -All anchors in lieu of specified Simpson Strong Bolt Anchors. Reference Standard(s) Used: Copies to: Client X Engineer Owner x Contractor Architect x Building Dept. Others Technical Responsibility: Conforms x Does Not Conform en Project Manager H g er This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -87 -01 (Rev 7/09) Anchor Size & Quantity: 34 -' /z" Anchor Type: @ Expansion • Screw • Sleeve • Drop In ESR Number: 2302 / 1396 Anchor Manufacturer: Hilti Kwik Bolt 3 and Simpson Wedge - All Hole Diameter: ' /z" Hole Depth: 4 -5" Required Embedment: 4" Anchor Length: 51/2" / 8'/" Concrete Thickness: Varies Concrete Strength: Existing Base Material: 1 Normal Weight Concrete • Light Weight Concrete • CMU • Brick • Composite Deck Hole Cleaning: @ Compressed Air Hand Pump • Other: ORA Torque Wrench ID: 6048 Torque: 40 / 35 ft-lbs Drill Bit (ANSI B212.15): 0 Yes • No Weather: Cloudy Ambient Temperature: 40' Comments Alan Poe of Poe Engineering approved use of Kwik Bolts and Wedge -All anchors in lieu of specified Simpson Strong Bolt Anchors. Reference Standard(s) Used: Copies to: Client X Engineer Owner x Contractor Architect x Building Dept. Others Technical Responsibility: Conforms x Does Not Conform en Project Manager H g er This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -87 -01 (Rev 7/09) • P te , , d �L- Od 2_ POE Engineering, Inc. Civil & Structural Engineering/Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 JOB l6.- 064 SHEET NO. • OF CALCULATED BY A r'ElP DATE CHECKED BY DATE SCALE - - - - REVIEWED FOR CODE COMPLIANCE APPROVED BU F =B 0 8 2012 i 0 kwila LDIN IVISToN s. D 4. -7 -• �. o k t -L-4 t tz(az. /d1 �C A ICAI /� �_D FEB 0 2 2012 PERMIT CENTER 'TOP ®f TSi EiLA GEC) To 4h' ge‘dCir rrOG qima 3.(e.`"4 'C14v0- e-ami`.+G9 9-oM VP-**% )...?Vet' • P ` &-4:T • I 3 6 4J P".4At71 EVISIO 1 bi2O�L �r.. 4rosaCa Z: ,14tr/ z c G 04•1" i" t.ti,, g IS % .14° t t td Z /t4 - 4k/C3'%, yc )(Zeie S i (4 (";64.1 s C (6)1. G ¢ €7. Get „„:1 ,,� H • t3. k°t lei; 044 se D PRODUCT 207 POE Engineering' Inc. Civil & Structural Engineering/Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 JOB `t ® e%c, L SHEET NO aise OF "it..• CALCULATED BY �'fg' DATE t L.• t' C "Zr f u+ CHECKED BY DATE SCALE s k` pct= — S"S. S q..,� PPfc 1". CSA.73. Pf9j kZ c •� Tam .4c)o m41x,x'l� .1' C..2aPE0Cs -- I Z"i. Syl A S>�C-r Ga�.4.Atte P1/44014...a ,5$ f-tASO PV C.2" tic >c �% gp Al t-.1 enkt 7,0.0%1 ev 3 c t/4 Sc v IC 11/ %7 i z t°`"r 14/6 a ° per Se < 9-1,1. c; .4 . n G 3 RECEIVED FEB 0 2 2012 PERMIT CENTER D PRODUCT 207 • POE Engineering, ;Inc. Civil & Structural Engineering/Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 JOB Portia No. PILE Copy pf $, SHEET NO t OF DATE CHECKED BY DATE CALCULATED BY AC.' 3 1L (Lc ('.! SCALE _ ) Lr / aT /4c. x zs ' tr- REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 8 2012 A (...4•01,-.0i• 4n s t • isa 1/4- 42- G (tom\ C.'114 * V tele �ECEIVE FEB 0 2 2012 c-reimir CENTE? 4/ A z)e City of BUILDING • LS. loot. a w( t- +tea "I'` 1 L � ta.3 ca• "P*04 Uv� SIOE\ N0.1 p 1.4.14--1, lu !C k r'O f. 2 D PRODUCT 207 POE Engineering; Inc. Civil & Structural Engiheering/Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 JOB SHEET NO OF 3 CALCULATED BY A . r( DATE t . 1 + ! W/ U CHECKED BY DATE SCALE C AST, s vim- E'r!o Qr S� i $c 2..)‹. 4 etc � g (o(t. C4) toot Ta2 2 w, s kr ..tsa., C t " t� PLPE RECEIVE FEB 0 2 2012 PERMIT CENTER D PRODUCT207 1 POE Engineering; Inc. Civil & Structural Engineering/Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX; (253) 833 -4053 JOB SHEET NO 3 - OF -- a l CALCULATED BY T �� DATE lZ / 4 O (L CHECKED BY - - DATE SCALE R- -o•�.a -�c.p� l�J'r 1- v,..� . V tom" �i P faes ti -t" Zo Lt pv° 1.6d.... "Mt <<h P Df'41a GAto L j. fecC Vie S Li-4-4? i oeJ 1-4. 64, aeJ6 tgaL.ac_ 'ib P TS~So vo °La d S 4r-‘, 4 %..D..fr.." D PRODUCT207 FILE COPY Date: December 28, 2011 Prepared for: Iron Mountain 3225 South 116th Street #133 Tukwila, WA 98168 Prepared by: POE Engineering, Inc. CIV� & STRUCTURAL ENGINEERING /CONSULTING 1314 8th Street NE, Suite 201 Auburn, Washington 98002 2 /fax 253 833 -4053 REVIEWED FOR CODE COMPLIANCE '•. APPROVED 1JAN 10 2012. BUILDING DIVISION (253) 833 -405 ( ) JOB NO. 11 -061 RECEIV K LA _ .. , CITY OF TV JAN 0 3 2012 PERMIT CENTER Dl2- 002 2 8 6 5 3 1 8 4 8 POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833-4053 7 6 1 2 3 4 5 8 1 2 3 4 JOB SHEET' NO Di- CALCULATED'BY - ° wee' CHECKED BY - - OF - DATE DATE - - t , (__(_4 SCALE 6 7 '8 1 '2 3 5 6 7 1 2 4 6 6 7 8 1 2 3 4 2 3 2 rL'[" INSTALL STEEL SUPPORT / BRACING PRIOR TO RAISING DOOR OPENING TO 13' -6" AFF. CORE DRILL OPENING AT UPPER CORNERS TO LIMIT EXTENT OF OVERCUT. INSTALL EXPANSION BOLTS IN PANEL FOR NEW W10X22 COLUMN PRIOR TO COLUMN PLACEMENT. CONTRACTOR WILL NEED TO FIELD VERIFY EXISTING W10X22 HEIGHT AND MATCH THIS WITH NEW COLUMN. D PRODUCT 207 POE Engineering, Inc-, civil & Structural Engineering/Cnn... 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833=4052 FAX (253) i L.' 3 E.HEET:NO t, r (71L1TPDIBY DATE - ( tr1 CHECKED BY DATE SCALE OF - 1_234 56 7 81234 577? ' ," 56 ".''• f t ' 4 5C 7 • ^3 bCfrALA.di ft... tier tv-erCALLesS 4' 14-Lib es-lc ks,'" tt Cce. -rbp S%.aeR:act--k• 5. et. tvz:e “.fc Zwz7x,Yie Giti4c06° Fk••= 6‘,04-k.,(1L'14, (Ife iLZ4,°zt "VaP • D PRODUCT 207 2 6 2 5 3 2 5 3 2 5 3 2 2 7 6 2 3 2 6 6 3 2 3 POE Engineering; Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 4052 FAX (253) 833 4053 e 5 6 3_ r. 5 COs tl� SHEET NO - — OF CALCULATED BY ef2' DATE CL E: 4t r CHECKED BY DATE— SCALE — 5 6 7 8 1 1 '2 3 ti INSTALL STEEL TUBE FRAME IN OPENING FLUSH WITH INTERIOR FACE AS SHOWN. CONTRACTOR WILL NEED TO FIELD VERIFY EXISTING OPENING. FLASH AND CAULK AS REQUIRED AROUND OPENING AND DUCTS. ADD LIGHT GAGE STEEL STUDS AS REQUIRED BETWEEN TUBE FRAME MEMBERS AND PROVIDE EXTERIOR FINISH BOARD PER OWNER. COILING DOOR TO BE SUPPORTED OFF OF INTERIOR FACE OF TUBE FRAME — TAP TUBES AND BOLT PER MANUFACTURER. D PRODUCT 207 POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 1 2 3 4 5 8 7 2 JOB- b O'b SHEET NO -_ CALCULATED BY r P - DATE - " Z t E .1 - CHECKED BY - DATE SCALE - OF - 7 5 1 2 3 4 5 6 7 5 2 3 SS ;Srk-o4 Fc, toAtatoial EJ ?.{�. D PRODIJCT 907 6 5 3 6 7 2 7 3 2 6 2 7 6 2 7 POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 - JOB SHEET NO. - Y S _ OF f CALCULATED BY P DATE C6 ` r CHECKED BY DATE SCALE LC • 234 5 6 7 6 1 2 3 4 5 6 7 6 1 3 4 56 E 1 2 3 5 6 7 E 3 5 6 C . 5 6 7 6 1 2 3 1/1,°0 cvtcr -4 'F ,,I:lard° GuARL Cab. � C AC, key IrLa CENTER 38" SQUARE OPENING 16'0" AFF AND 3' -5" EAST OF EDGE OF DOOR OPENING PER MECHANICAL PLAN. CORE DRILL OPENING AT CORNERS TO LIMIT EXTENT OF OVERCUT. INSTALL EXPANSION BOLTS BETWEEN EXISTING PANEL REINFORCING TO AVOID DAMAGING REBAR (TYP.). CONTRACTOR WILL NEED TO FIELD VERIFY DIMENSIONS PRIOR TO FABRICATION. 6 2 1 7 6 5 3 2 7 6 2 a 3 2 6 3 2 D PRODUCT 207 POE Engineering, Inc. Civil & Structural Engineering/Consulting 1314 8th Stfeet NE, Siiite 201 Aubuiti, WA 98002 (253) 833-4052 FAX (253) 833-4053 'JOB t t. SHEET NO-- OF A4c'' CALCULATED BY - - - - DATE t -- CHECKED BY DATE SCALE 1_ 23 4 5 67 61'234 5673• 2 2 4 66.35'564 s21161721567 61 23 56761.3345675123 PFIC11111rT.M7 POE Engineering, Inc: & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 1 2 3 4 5 6 7 6 1 6__' l - -L 4,4 6 SHEET NO: OF CALCULATED BY - 0 - -- DATE - - -1,1= f -C-4, //.1 { CHECKED BY DATE SCALE 7 6 1 2 2 1 - 7 6 b a t was' s S td,eg 4r (3 5 FaNc—t 41/4. S err- tic. (c S 4w erg+ If f 14 6P-ca-air D PR00I inT . 237 6 6 3 2 8 5 3 2 STRUCTURAL NOTES: DESIGN LOADS / CODES Building Code Roof Snow Load Wind Load Zone Seismic Required Soil Bearing Capacity (DL +LL) GENERAL NOTES 2009 IBC 25 PSF 85 MPH, EXP. B Site Class D, Use Group 1 Sds = 0.937, Sd 1 = 0.491 1500 PSF tti All materials and workmanship shall conform to the drawings and the specifications (if any). During the construction period the contractor shall be responsible for the safety of the building. The contractor shall provide adequate shoring, bracing, and guys in accordance with all national, state, and local safety ordinances. Any deviation must be approved prior to erection. All erection procedures shall conform to OSHA standards. Any deviations must be approved by OSHA prior to erection. The contractor shall be solely responsible for all excavation procedures including lagging, shoring, and protection of adjacent structures and utilities in accordance with all national, state, and local safety ordinances. The contractor shall be responsible for coordinating the work of all trades and shall check all dimensions. All discrepancies shall be called to the attention of the Engineer and be resolved before proceeding with the work. Shop drawings required by these notes shall be submitted to the Engineer for review prior to fabrication. Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used subject to review by the Engineer. See drawings /details for size and location of all floor and wall openings, floor finishes, etc. Report any discrepancies between drawings and field conditions to the Engineer. See mechanical, plumbing, and electrical drawings for size and location of all openings required for ducts, pipes and all pipe sleeves, electrical conduit, and other items to be embedded in concrete or otherwise incorporated in structural work. Provide openings and supports, as required for heaters, mechanical equipment, vents, ducts, piping, etc. All suspended mechanical equipment to be sway or laterally braced. All information shown on the drawings relative to existing conditions is given as the best present knowledge, but without guarantee of accuracy. Where actual conditions conflict with the drawings they shall be reported to the Architect/Engineer so that the proper revisions may be made. Modification of details of construction shall not be made without written approval of the Engineer. Mechanical plans are considered a part of the structural design drawings and are to be used to define detail configurations including, but not limited to relative location at members, elevations, location of all openings, etc., and must be used in the development of shop drawings. FOUNDATIONS All footings shall bear on undisturbed ground or structural fill. All footings shall be a minimum of 18 inches below grade unless noted otherwise on the drawings. Fill under footings and slabs shall be compacted to 95% minimum of maximum dry density per ASTM D -1557. Compaction of fill shall be in lifts not to exceed 8 inches loose thickness. Each lift shall be tested for compliance with compaction requirements by an approved laboratory. Foundation excavations shall be examined and certified by the soils engineer or testing lab prior to the placement of any reinforcing steel or concrete. Material for filling and backfilling shall consist of the excavated material and /or imported borrow and shall be free of organic matter, trash, lumber, or other debris. Fill and backfill shall be deposited in layers not to exceed 8 inches thick. Properly moisten all backfill material to approximate optimum requirements and thoroughly roll or compact with approved equipment in such a manner and extent as to produce a relative compaction of 95% of maximum dry density for optimum moisture content as determined by ASTM D- 1557 method of compaction. Hand tampers shall weigh at least 50 lbs. each and shall have a face area not in excess of 64 square inches. Hand tamper may be operated either manually or mechanically and shall be used where larger power driven compaction equipment cannot be used. Backfill around the exterior walls shall not be placed until after the walls are supported by the completion of interior floor systems. Do not proceed with backfill until 7 days minimum after the completion of interior floor systems unless walls are adequately braced. Backfill shall not be placed until after completion and inspection of damp proofing as /if required. CONCRETE All cast in place concrete shall meet the following requirements: Quality of concrete shall be determined by Section 1905 of the 2009 IBC. Minimum 28 day compressive strength 2,500psi. Use a minimum of 5 1/2 - 94# sacks per yard of Type I cement with 6.6 gallons of water per sack of cement. Maximum slump - 4 inches (+ or - 1/2 "). All methods and materials. per Chapter 19 the 2009 IBC. Alternate mix designs will be reviewed upon submittal. Provide one set of 3 cylinder tests for each four hours of concrete placement or for each pour. Copies of test reports shall be sent to the Engineer and the Building Department. Concrete shall be maintained in a moist condition (or sealed with an approved chemical sealer) for a minimum of five (5) days after placement. Alternate methods will be approved if satisfactory performance can be assured. Keyed construction joints shall be used in all cases except slabs on grade. All construction joints shall be thoroughly cleaned and all laitance shall be removed. All vertical joints shall be thoroughly wetted and slushed with a coat of neat cement immediately before placing new concrete. All concrete with a designated strength exceeding 2500 psi shall require continuous inspection per IBC Section 1905.6 by an inspector approved by the building department and the Engineer. • Pipes other than electrical conduits shall not be embedded in structural concrete except where specifically approved. REINFORCEMENT Reinforcement shall be deformed bars in accordance with ASTM A -615 Grade 60 and made from new billets. Reinforcing to be welded shall be ASTM A -615 Gr. 60 with a Carbon Equivalent (C.E.) of 0.55 or less, or ASTM A -706. Lap all reinforcing bars 60 diameters at all splices, corners, and intersecting walls, unless noted otherwise. Cover over reinforcement shall be a minimum of 3 inches for concrete placed on ground, 2 inches for concrete exposed to ground or weather after removal of forms, and 1 1/2 inches unless noted otherwise. Anchor bolts, dowels, and other embedded items to be securely tied in place before concrete is poured. NON - SHRINK GROUT Non - shrink grout shall have a minimum compressive strength of 5,000 PSI. Use non - metallic, non - shrink grout in exposed conditions. EXPANSION ANCHORS Expansion anchors shall be Simpson Strong -Bolt or equivalent approved by the Engineer (accompanied by current ICC /ICBO Report - 2009 IBC compliant). Install anchors per ICC /ICBO Report number ESR- 1771. Special inspection is required during installation. Do not cut or damage existing reinforcing to install anchors. ADHESIVE ANCHORS Adhesive anchors shall be Simpson SET -XP (ICC /ICBO ER -2508) with A307 threaded rod, or an equivalent system (accompanied by a current ICC /ICBO Report - 2009 IBC compliant for seismic loading) approved by the Engineer. Install anchors per ICC /ICBO Report number ER -2508. Special inspection is required during installation. Do not cut or damage existing reinforcing to install anchors. STRUCTURAL STEEL All methods and materials shall conform to IBC Chapter 22 and the AISC Specification, latest edition, for the Design, Fabrication and Erection of Structural Steel for Buildings. Material for structural shapes shall be ASTM A572 grade 50 (Fy= 50ksi). Material for bars and misc. steel shall be ASTM A -36 or ASTM A572. Bolts per ASTM A -307, unless noted otherwise. High Strength bolts per ASTM A -325, were noted. Nuts per ASTM A -563. Pipe per ASTM A -53, Grade B. Tubes per ASTM A -500, Grade B. Welding shall only be done by a certified welder and shall be in accordance with AWS and AISC specifications; Electrodes per AWS (E70XX min.). Field welds shall have special inspection per IBC Section 1704.3, unless noted otherwise. Minimum weld size 3/16" fillet, unless noted otherwise. Submit shop drawings to the engineer for review before fabrication. Structural steel exposed to weather shall be galvanized, stainless, or painted as required by owner /contractor, unless noted otherwise on drawings. STRUCTURAL TIMBER Lumber shall be Hem Fir #2 Grade, E= 1300000 PSI, unless noted otherwise. Studs shall be Hem Fir #2, unless noted otherwise. All lumber shall be graded and stamped per WWPA and the 2009 IBC. All lumber shall be seasoned with moisture content not over 19 %. Nail all framing using common nails (typical) per Table 2304.9.1, 2009 IBC, unless noted otherwise. All fasteners in pressure treated timber to be hot dipped zinc coated galvanized steel per IBC Section 2304.9.5. All wood exposed to weather or in contact with concrete or masonry shall be pressure treated with a water borne preservative in accordance with the standard specifications of the American Wood Preservative Association. Paint cuts made after treatment with 2 brush coats of the preservative. Substitutions for framing hardware shall not be used unless approved. No structural member shall be cut or notched unless specifically shown, noted, or approved by the structural engineer. Provide washers under heads and nuts of all bolts bearing on wood. Shear wall sill plate bolts shall have plate washers 3/16" X 3" square (min.) installed between the sill plate and nut per IBC Section 2305.3.11. Do not provide washers under heads of lag screws. Suspended ceilings, sprinklers, drop soffits or any similar elements shall not be supported by 2X4 rafters except as detailed. Provide fire blocking per IBC Section 717.2 at all framing including ceiling lines and 10' o/c vertically within the wall framing. I JOISTS 1 Joists shall be manufactured with flanges of micro -lam or stress rated lumber and webs of 3/8 inch Structural I Plywood glued to the flanges with waterproof glue. The manufacturer shall have a current ICBO Evaluation Report (2009 IBC compliant). SPECIAL INSPECTIONS & TESTS REQUIRED (See Notes Above Also) All inspection and testing shall comply w/ IBC Chapter 17 and other applicable building code sections, and are in addition to the inspections made by the building official. A) Special inspections are required by the Geotechnical Engineer (or testing lab) for the following work: btu/ 1 General compliance during footing / site preparation - to occur periodically during the site preparation for the building foundation, slab and paved areas. 2. Observation of excavations, structural fill placement, and field density for preparation of soils under building footings. B) Special inspections are required by the Special Testing Agency ( *) for the following work: 1. Reinforced Concrete: Continuous inspection during the placement & casting of samples, and compressions tests. 2. Reinforcing Steel: Continuous inspection during placement of all reinforcing prior to pouring of concrete /placing of grout. 3. Anchor Bolts: Required during the placement of all anchor bolts in concrete or masonry. 4. Expansion or Epoxy Bolts: Periodic inspection during placement in concrete. 5. Grout Placement: Continuous during the placement of all grout under wall panels and columns. 6. Welding: Periodic inspection of all structural welding, including welding of structural steel. On -site by W.A.B.O. certified welders - current certification to be verified by special inspector and included in report. Site /visual inspection and verification of shop welding and certification is required unless fabricator is pre- approved per IBC Section 1704.2. 7. Structural Steel: Periodic inspection during installation and installation of high strength bolts (if any). 8. Moisture Content: Moisture content of roof framing /sheathing to be 14% or Tess prior to installation of insulation per floor plan notes. 9. Shop /Prefabricated Construction: Special inspections per IBC 1704 are required unless the fabricator is approved per IBC Section 1704.2. * Special Inspectors and testing laboratories shall be provided by the owner and certified by the Washington Association of Building Officials ( W.A.B.O.) if required by the building official. Special inspectors shall furnish inspection reports and a final signed report to the building official and POE Engineering, Inc. SHOP DRAWINGS Submit a maximum of (4) sets of prints to the Engineer prior to fabrication or construction. Allow (5) business days for Engineer to review. The General Contractor shall review and approve shop drawings before submittal to the Engineer. Reference plans and details as applicable. Deviations from these drawings shall be clearly identified. If the fabricator's shop drawings are the sole design, differ in design, or add to the design of the structural drawings, they shall be stamped by a licensed State of Washington Civil Engineer responsible for the design. Calculations submitted are for information only and will not be stamped or returned except at the option of the Engineer. Review is only for general conformance with the design concept of the project and general compliance with the information included in the contract documents. Any markings or comments are subject to the requirements of the drawings and specifications. The contractor is responsible for correlating and confirming dimensions, choice of fabrication process and techniques of construction, coordination of his (or her) work with other trades, and performing the work in a safe and satisfactory manner. Shop drawings to be submitted shall include, but are not limited to the following items: 1. Concrete Mix Designs. 2. Concrete Reinforcement. 3. Structural and Miscellaneous Steel. METAL STUDS AND JOISTS All studs and joist framing shall be of the type, size and gage as shown on the plans and shall be manufactured by Steeler, Inc. or an approved equal. The physical and structural properties listed by Steeler, Inc. shall be considered the minimum permitted for all the framing members. Prior to fabrication of the framing, the contractor shall submit shop drawings detailing the fabrication and erection drawings to the Engineer to obtain approval. All studs and joists 12, 14, and 16 gage shall be formed from steel that corresponds to the requirements of ASTM A570 with a minimum yield of 50,000 psi. All 18 and 20 gage studs and joists, and all painted track, bridging and end closures and accessories shall be formed from steel that corresponds to the requirements of ASTM A611, Grade "C" with a minimum yield of 33,000 psi. All painted studs, joists and accessories shall be primed with rust - inhibitive paint meeting the performance requirements of TT- P -636C. All framing components shall be cut squarely or on a angle, as for bracing, to squarely fit against abutting members. Members shall be held firmly in position until properly fastened. Attachments of similar components shall be done by welding. Dissimilar stud components shall be done by welding, screw attaching or butting. Wire tying of framing components in structural applications shall not be permitted. Prefabricated panels shall be squared and braced against racking. Lifting of prefabricated panels shall be done in a manner so as not to cause local distortion of any member. Butt welds or splices shall be used at all butt joints in track. Splices in axial loaded studs or braces shall not be permitted. All welds shall be fillet, plug, butt, or seam. Where connected to structural steel welding shall not be done on straight portions of flange or web but only at intersection of flange and web. Where studs are burned through by welding, provide suitable stitch plate. Note: Joists shall be set on top of stud wall track, or if studs are continuous then joists shall be attached to a continuous horizontal track with two No. 12 screws and the track attached to each stud with two No. 12 screws. POE Engineering, Inc. CIVIL & STRUCTURAL ENGINEERING /CONSULTING 13148TH STREET N E , SUITE 201 AUBURN, WASHINGTON 98002 (253) 833 -4052 • FAX (253) 833 -4053 FILE COPY November 23, 2011 Stageplan, bac. 2283 Cole Street Enumclaw, WA 98022 Attn: Mr: Phil Sumner Re: ilron Mountain Seattle Dust Collection System Building Support Engineering 3225 South 116t'' Street #133, Tukwila, WA Dear Phil, REVIEWED FOR ODE COMPLIANCE • APPROVED JAN 10 2012 City of Tatra§ BUILDING DIVISION Attached is the engineering to review the dust collection system support to the existing structure. The system has been reviewed in (3) components as follows: 1: Duct support from the roof structure. 2. Filter / bag house support at existing floor pit 3. Panel modifications at exterior door & explosion duct openings. The duct support has been reviewed in pages 1 -9 of the calculations and the Duct Support Plan provided to detail attachment requirements. The filter / bag house support has been reviewed in pages 10 -15 of the calculations and detailing provided on sheets D6 & D7 of the detail packet. Panel modifications have been reviewed in pages 16 =20 of the calculations and detailing provided on sheets D1 thru D5 of the detail packet. See sheets D8 thru D13 for structural notes to govern the construction effort related to the new dust collection system: Please call with any comments or questions related to the engineering. Sincerely_ POE Engineering, Inc. Alan F. Poe, P.E. Attachments CIIYOFEKPAU JAN 0 3 2012 PERMIT CENTER D«- E f. 27C'00 4 • ct/ L. ( (f tz, /Z8 %l/ cc Mr. Ray Atwood, Donovan Brothers Commercial Construction 2 3 POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 c 7 v - 5 6 7 6 5 JOB SHEET NO ® OF r� - - / CALCULATED BY ` DATE � ' [ t t /14 CHECKED BY DATE SCALE �.`.7 t0 L 1 Cat6FC INSTALL STEEL SUPPORT / BRACING PRIOR TO RAISING DOOR OPENING TO 13' -6" AFF. CORE DRILL OPENING AT UPPER CORNERS TO LIMIT EXTENT OF OVERCUT. INSTALL EXPANSION BOLTS IN PANEL FOR NEW W10X22 COLUMN PRIOR TO COLUMN PLACEMENT. CONTRACTOR WILL NEED TO FIELD VERIFY EXISTING W10X22 HEIGHT AND MATCH THIS WITH NEW COLUMN. D PRODUCT 207 7 fi POE Engineering, Inc. civil & Structural Engineering/Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833-4052 FAX (253) 8-33-4053 JOB SHEET NO 12, CALCULATED BY _ CHECKED BY SCALE - OF DATE DATE utl.c(JA 2343 57P1,3A.66,0,233 16-6722,::6:0123,26,02345673i23452761 2 3 ‘As.c.1. ti,te ee- ier A, < "rh141) stt.. 61.14 V' / t Cttots, • 772P t ta_e, 2c„ • To "1".4.-ME, Ct. 1,117)'v K.fc. S vie 6s,04.. Ott, CV- k"'"' k.•.;-'f els) 1(ge ts r=„ !Age suf D PRODUCT 207 2 2 6 2 8 3 7 2 5 2 2 8 6 5 3 8 7 6 2 6 POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 =4053 4 5_ 6 7 2 3 5 6 7 8 1 2_ JOB -- 'SHEET NO D OF t e CALCULATED BYE' o DATE (t CHECKED BY SCALE 1 5 6 7 8 1 2 3 4 _ 6 DATE- - 1 2. 4 5 (' ` -- -- - 3 3 C..cs tt=- I cptL t.;► tv }c INSTALL STEEL TUBE FRAME IN OPENING FLUSH WITH INTERIOR FACE AS SHOWN. CONTRACTOR WILL NEED TO FIELD VERIFY EXISTING OPENING: FLASH AND CAULK AS REQUIRED AROUND OPENING AND DUCTS. ADD LIGHT GAGE STEEL STUDS AS REQUIRED BETWEEN TUBE FRAME MEMBERS AND PROVIDE EXTERIOR FINISH BOARD PER OWNER. COILING DOOR TO BE SUPPORTED OFF OF INTERIOR FACE OF TUBE FRAME — TAP TUBES AND BOLT PER MANUFACTURER. PRODUCT207 1 2 3 1 POE Engineering, Inc: Civil & Structural EngineeringConsuiting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 2 �t2 JOB SHEET NO -- CALCULATED BY fr- f P DATE " '" /- Z t </` i dte CHECKED,BY DATE SCALE E P Ght. S `T°A c v 3 2 6 6 4 2 6 3 PROM ICI 2n7 POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) '833 =4052 FAX (253) 833 =4053 2 3 4 5 6 JOB SHEET NO- 0 OF- CALCULATED BY A t' P DATE --- Z —/ - —k CHECKED BY -- SCALE DATE — 2 5 E 6 4 5 6 2 3 4 5 6 7 6 1 2 gv.,‘ iA4 .. z 1tm° °0x.b CENTER 38" SQUARE OPENING 16'0" AFF AND 3' -5" EAST OF EDGE OF DOOR OPENING PER MECHANICAL PLAN. CORE DRILL OPENING AT CORNERS TO LIMIT EXTENT OF OVERCUT. INSTALL EXPANSION BOLTS BETWEEN EXISTING PANEL REINFORCING TO AVOID DAMAGING REBAR (TYP.). CONTRACTOR WILL NEED TO FIELD VERIFY DIMENSIONS PRIOR TO FABRICATION. n 'Parini ICT 207 8 6 5 3 l 3 2 J 6 3 2 8 POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 =4052 FAX (253) 833 -4053 JOB SHEETNO -_ . - - t) 6 CALCULATED1BY- ' - 'DATE CHECKED BY - -- DATE - SCALE oanni tCr oil POE Engineering, Inc. Civil & Structural 'Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 =4052 FAX (253) 833 =4053 1 2 3 4 5 '6 7 1 2 3 4 5 7 P 2 JOB SHEET NO— be OF CALCULATED BY A O — DATE _% (- -,r_ C-t-_/ t CHECKED BY - DATE SCALE - l _5 2 3 f�A. CSga Gs? 14 CS 8044, itle liL LI 1 S a sip. gt 4 sx-c;. L&: ,11 c3rr Cc-44. • n oonnl lrr 6 3 3 2 2 8 3 2 5 STRUCTURAL NOTES: DESIGN LOADS / CODES Building Code Roof Snow Load Wind Load Zone Seismic Required Soil Bearing Capacity (DL +LL) GENERAL NOTES 2009 IBC 25 PSF 85 MPH, EXP. B Site Class D, Use Group 1 Sds = 0.937, Sd1 = 0.491 1500 PSF All materials and workmanship shall conform to the drawings and the specifications (if any). During the construction period the contractor shall be responsible for the safety of the building. The contractor shall provide adequate shoring, bracing, and guys in accordance with all national, state, and local safety ordinances. Any deviation must be approved prior to erection. All erection procedures shall conform to OSHA standards. Any deviations must be approved by OSHA prior to erection. The contractor shall be solely responsible for all excavation procedures including lagging, shoring, and protection of adjacent structures and utilities in accordance with all national, state, and local safety ordinances. The contractor shall be responsible for coordinating the work of all trades and shall check all dimensions. All discrepancies shall be called to the attention of the Engineer and be resolved before proceeding with the work. Shop drawings required by these notes shall be submitted to the Engineer for review prior to fabrication. Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used subject to review by the Engineer. See drawings /details for size and location of all floor and wall openings, floor finishes, etc. Report any discrepancies between drawings and field conditions to the Engineer. See mechanical, plumbing, and electrical drawings for size and location of all openings required for ducts, pipes and all pipe sleeves, electrical conduit, and other items to be embedded in concrete or otherwise incorporated in structural work. Provide openings and supports, as required for heaters, mechanical equipment, vents, ducts, piping, etc. All suspended mechanical equipment to be sway or laterally braced. All information shown on the drawings relative to existing conditions is given as the best present knowledge, but without guarantee of accuracy. Where actual conditions conflict with the drawings they shall be reported to the Architect/Engineer so that the proper revisions may be made. Modification of details of construction shall not be made without written approval of the Engineer. Mechanical plans are considered a part of the structural design drawings and are to be used to define detail configurations including, but not limited to relative location at members, elevations, location of all openings, etc., and must be used in the development of shop drawings. FOUNDATIONS All footings shall bear on undisturbed ground or structural fill. All footings shall be a minimum of 18 inches below grade unless noted otherwise on the drawings. Fill under footings and slabs shall be compacted to 95% minimum of maximum dry density per ASTM D -1557. Compaction of fill shall be in lifts not to exceed 8 inches loose thickness. Each lift shall be tested for compliance with compaction requirements by an approved laboratory. Foundation excavations shall be examined and certified by the soils engineer or testing lab prior to the placement of any reinforcing steel or concrete. Material for filling and backfilling shall consist of the excavated material and /or imported borrow and shall be free of organic matter, trash, lumber, or other debris. Fill and backfill shall be deposited in layers not to exceed 8 inches thick. Properly moisten all backfill material to approximate optimum requirements and thoroughly roll or compact with approved equipment in such a manner and extent as to produce a relative compaction of 95% of maximum dry density for optimum moisture content as determined by ASTM D- 1557 method of compaction. Hand tampers shall weigh at least 50 lbs. each and shall have a face area not in excess of 64 square inches. Hand tamper may be operated either manually or mechanically and shall be used where larger power driven compaction equipment cannot be used. Backfill around the exterior walls shall not be placed until after the walls are supported by the completion of interior floor systems. Do not proceed with backfill until 7 days minimum after the completion of interior floor systems unless walls are adequately braced. Backfill shall not be placed until after completion and inspection of damp proofing as /if required. CONCRETE All cast in place concrete shall meet the following requirements: Quality of concrete shall be determined by Section 1905 of the 2009 IBC. Minimum 28 day compressive strength 2,500psi. Use a minimum of 5 1/2 - 94# sacks per yard of Type I cement with 6.6 gallons of water per sack of cement. Maximum slump - 4 inches (+ or - 1/2 "). All methods and materials per Chapter 19 the 2009 IBC. Alternate mix designs will be reviewed upon submittal. Provide one set of 3 cylinder tests for each four hours of concrete placement or for each pour. Copies of test reports shall be sent to the Engineer and the Building Department. Concrete shall be maintained in a moist condition (or sealed with an approved chemical sealer) for a minimum of five (5) days after placement. Alternate methods will be approved if satisfactory performance can be assured. Keyed construction joints shall be used in all cases except slabs on grade. All construction joints shall be thoroughly cleaned and all laitance shall be removed. All vertical joints shall be thoroughly wetted and slushed with a coat of neat cement immediately before placing new concrete. All concrete with a designated strength exceeding 2500 psi shall require continuous inspection per IBC Section 1905.6 by an inspector approved by the building department and the Engineer. Pipes other than electrical conduits shall not be embedded in structural concrete except where specifically approved. REINFORCEMENT Reinforcement shall be deformed bars in accordance with ASTM A -615 Grade 60 and made from new billets. Reinforcing to be welded shall be ASTM A -615 Gr. 60 with a Carbon Equivalent (C.E.) of 0.55 or less, or ASTM A -706. Lap all reinforcing bars 60 diameters at all splices, corners, and intersecting walls, unless noted otherwise. Cover over reinforcement shall be a minimum of 3 inches for concrete placed on ground, 2 inches for concrete exposed to ground or weather after removal of forms, and 1 1/2 inches unless noted otherwise. Anchor bolts, dowels, and other embedded items to be securely tied in place before concrete is poured. NON - SHRINK GROUT Non - shrink grout shall have a minimum compressive strength of 5,000 PSI. Use non - metallic, non - shrink grout in exposed conditions. EXPANSION ANCHORS Expansion anchors shall be Simpson Strong -Bolt or equivalent approved by the Engineer (accompanied by current ICC /ICBO Report - 2009 IBC compliant). Install anchors per ICC /ICBO Report number ESR- 1771. Special inspection is required during installation. Do not cut or damage existing reinforcing to install anchors. ADHESIVE ANCHORS Adhesive anchors shall be Simpson SET -XP (ICC /ICBO ER -2508) with A307 threaded rod, or an equivalent system (accompanied by a current ICC /ICBO Report - 2009 IBC compliant for seismic loading) approved by the Engineer. Install anchors per ICC /ICBO Report number ER -2508. Special inspection is required during installation. Do not cut or damage existing reinforcing to install anchors. STRUCTURAL STEEL All methods and materials shall conform to IBC Chapter 22 and the AISC Specification, latest edition, for the Design, Fabrication and Erection of Structural Steel for Buildings. Material for structural shapes shall be ASTM A572 grade 50 (Fy= 50ksi). Material for bars and misc. steel shall be ASTM A -36 or ASTM A572. Bolts per ASTM A -307, unless noted otherwise. High Strength bolts per ASTM A -325, were noted. Nuts per ASTM A -563. Pipe per ASTM A -53, Grade B. Tubes per ASTM A -500, Grade B. Welding shall only be done by a certified welder and shall be in accordance with AWS and AISC specifications; Electrodes per AWS (E70XX min.). Field welds shall have special inspection per IBC Section 1704.3, unless noted otherwise. Minimum weld size 3/16" fillet, unless noted otherwise. Submit shop drawings to the engineer for review before fabrication. Structural steel exposed to weather shall be galvanized, stainless, or painted as required by owner /contractor, unless noted otherwise on drawings. STRUCTURAL TIMBER Lumber shall be Hem Fir #2 Grade, E= 1300000 PSI, unless noted otherwise. Studs shall be Hem Fir #2, unless noted otherwise. All lumber shall be graded and stamped per WWPA and the 2009 IBC. All lumber shall be seasoned with moisture content not over 19 %. Nail all framing using common nails (typical) per Table 2304.9.1, 2009 IBC, unless noted otherwise. All fasteners in pressure treated timber to be hot dipped zinc coated galvanized steel per IBC Section 2304.9.5. All wood exposed to weather or in contact with concrete or masonry shall be pressure treated with a water borne preservative in accordance with the standard specifications of the American Wood Preservative Association. Paint cuts made after treatment with 2 brush coats of the preservative. Substitutions for framing hardware shall not be used unless approved. No structural member shall be cut or notched unless specifically shown, noted, or approved by the structural engineer. Provide washers under heads and nuts of all bolts bearing on wood. Shear wall sill plate bolts shall have plate washers 3/16" X 3" square (min.) installed between the sill plate and nut per IBC Section 2305.3.11. Do not provide washers under heads of lag screws. Suspended ceilings, sprinklers, drop soffits or any similar elements shall not be supported by 2X4 rafters except as detailed. Provide fire blocking per IBC Section 717.2 at all framing including ceiling lines and 10' o/c vertically within the wall framing. I JOISTS I Joists shall be manufactured with flanges of micro -lam or stress rated lumber and webs of 3/8 inch Structural I Plywood glued to the flanges with waterproof glue. The manufacturer shall have a current ICBO Evaluation Report (2009 IBC compliant). SPECIAL INSPECTIONS & TESTS REQUIRED (See Notes Above Also) All inspection and testing shall comply w/ IBC Chapter 17 and other applicable building code sections, and are in addition to the inspections made by the building official. A) Special inspections are required by the Geotechnical Engineer (or testing lab) for the following work: 1 General compliance during footing / site preparation - to occur periodically during the site preparation for the building foundation, slab and paved areas. 2. Observation of excavations, structural fill placement, and field density for preparation of soils under building footings. B) Special inspections are required by the Special Testing Agency ( *) for the following work: 1. Reinforced Concrete: Continuous inspection during the placement & casting of samples, and compressions tests. 2. Reinforcing Steel: Continuous inspection during placement of all reinforcing prior to pouring of concrete /placing of grout. 3. Anchor Bolts: Required during the placement of all anchor bolts in concrete or masonry. 4. Expansion or Epoxy Bolts: Periodic inspection during placement in concrete. 5. Grout Placement: Continuous during the placement of all grout under wall panels and columns. 6. Welding: Periodic inspection of all structural welding, including welding of structural steel. On -site by W.A.B.O. certified welders - current certification to be verified by special inspector and included in report. Site /visual inspection and verification of shop welding and certification is required unless fabricator is pre- approved per IBC Section 1704.2. 7 Structural Steel: Periodic inspection during installation and installation of high strength bolts (if any). 8. Moisture Content: Moisture content of roof framing /sheathing to be 14% or less prior to installation of insulation per floor plan notes. 9. Shop /Prefabricated Construction: Special inspections per IBC 1704 are required unless the fabricator is approved per IBC Section 1704.2. * Special Inspectors and testing laboratories shall be provided by the owner and certified by the Washington Association of Building Officials ( W.A.B.O.) if required by the building official. Special inspectors shall furnish inspection reports and a final signed report to the building official and POE Engineering, Inc. SHOP DRAWINGS Submit a maximum of (4) sets of prints to the Engineer prior to fabrication or construction. Allow (5) business days for Engineer to review. The General Contractor shall review and approve shop drawings before submittal to the Engineer. Reference plans and details as applicable. Deviations from these drawings shall be clearly identified. If the fabricator's shop drawings are the sole design, differ in design, or add to the design of the structural drawings, they shall be stamped by a licensed State of Washington Civil Engineer responsible for the design. Calculations submitted are for information only and will not be stamped or returned except at the option of the Engineer. Review is only for general conformance with the design concept of the project and general compliance with the information included in the contract documents. Any markings or comments are subject to the requirements of the drawings and specifications. The contractor is responsible for correlating and confirming dimensions, choice of fabrication process and techniques of construction, coordination of his (or her) work with other trades, and performing the work in a safe and satisfactory manner. Shop drawings to be submitted shall include, but are not limited to the following items: 1. Concrete Mix Designs. 2. Concrete Reinforcement. 3. Structural and Miscellaneous Steel. METAL STUDS AND JOISTS All studs and joist framing shall be of the type, size and gage as shown on the plans and shall be manufactured by Steeler, Inc. or an approved equal. The physical and structural properties listed by Steeler, Inc. shall be considered the minimum permitted for all the framing members. Prior to fabrication of the framing, the contractor shall submit shop drawings detailing the fabrication and erection drawings to the Engineer to obtain approval. All studs and joists 12, 14, and 16 gage shall be formed from steel that corresponds to the requirements of ASTM A570 with a minimum yield of 50,000 psi. All 18 and 20 gage studs and joists, and all painted track, bridging and end closures and accessories shall be formed from steel that corresponds to the requirements of ASTM A611, Grade "C" with a minimum yield of 33,000 psi. All painted studs, joists and accessories shall be primed with rust - inhibitive paint meeting the performance requirements of TT- P -636C. All framing components shall be cut squarely or on a angle, as for bracing, to squarely fit against abutting members. Members shall be held firmly in position until properly fastened. Attachments of similar components shall be done by welding. Dissimilar stud components shall be done by welding, screw attaching or butting. Wire tying of framing components in structural applications shall not be permitted. Prefabricated panels shall be squared and braced against racking. Lifting of prefabricated panels shall be done in a manner so as not to cause local distortion of any member. Butt welds or splices shall be used at all butt joints in track. Splices in axial loaded studs or braces shall not be permitted. All welds shall be fillet, plug, butt, or seam. Where connected to structural steel welding shall not be done on straight portions of flange or web but only at intersection of flange and web. Where studs are burned through by welding, provide suitable stitch plate. Note: Joists shall be set on top of stud wall track, or if studs are continuous then joists shall be attached to a continuous horizontal track with two No. 12 screws and the track attached to each stud with two No. 12 screws. POE Engineering, Inc: Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 f ' F 2 6 6 > 6 Jos- F.- k- C' 6 SHEET NO - t -- - - -- OF- - -- - - CALCULATED BY - P DATE C 4} /- f - L.S, £ F 1' E CHECKED BY- - - DATE SCALE -- - 1 2 3 5 5 6 x4:34. i A V�� ✓'. Sri/ �'; 1 . its • 6 L D PRODUCT 207 6 5 6 3 7 Iron Mountain Date and Time: 10/29/2011 11:15:05 AM MCE Ground Motion - Conterminous 48 States Zip Code - 98168 Central Latitude = 47.488839 Central Longitude = - 122.29991 Period MCE Sa (sec) ( %g) 0.2 140.6 MCE Value of Ss, Site Class B 1.0 048.5 MCE Value of 51, Site Class B Spectral Parameters for Site Class D 0.2 140.6 Sa = FaSs, Fa = 1.00 1.0 073.7 Sa = FvS1, Fv = 1.52 — e, S. r (•1"P.V* 0- • S PL.F / P. r4" PIPE CONNECTION k NOTES AND REFERENCES 1) CENTERLINE' PIPING HEIGHT FOR ALL HORIZONTAL RUNS AS STATED ON DRAWING. 2) DUCT DIAMETERS 32" AND ABOVE SUPPORTED APPROX. EVERY 10FT. -12FT. FROM ROOF JOIST. 3) DUCT DIAMETERS 12" - 26" SUPPORTED APPROX. EVERY 12FT. -15FT, FROM ROOF JOIST. 4) DUCT DIAMETERS 10" AND BELOW SUPPORTED' APP ROX. EVERY 1 5FT. FROM ROOF JOIST. 5) FLEX HOSE IS USED TO MAKE FINAL CONVECTIONS UNLESS STATED OTHERWISE. 6) ALL DUCT DIAMETERS 26" AND ABOVE HAV E1STANDARD ANGLE FLANGED ENDS. 7) ALL DUCT DIAMETERS 24" AND BELOW HAVE STANDARD QUICK FIT ENDS. SYSTEM DUCT PIPE SCHEDULE DIAMETER TYPE STD. LENGTH' GAUGE WEIGHT* (IN) (IN) (LBS/FT) 7 QF 59.06 22 8:8 9 QF 59.06 22 12.4 10 QF 59.06 22 14.7 11 QF 58.75 22 16.8 12 QF 58.75 22 19.2 16 QF 58.75 20 31.1 18 QF 58.75 20 37.4 20 QF 57.75 20 44.3 24 QF 57.75 20 59.7 26 AFL 78.00 20 68.2 32 AFL 78.00 18 101.2 • C4 t3.-# DUCT 1/2 FULL, 251b/ '.3 PARTICULATE + 5fb/ t "2 SUPERIivMPOSED POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 64052 FAX (253) 833 =4053 JOB SHEET NO - — -�'°' - -- - - - -- CALCULATED BY CHECKED BY SCALE OF t DATE - - ` l Gt - DATE CEO P` S e (�� pfs ... \I 4 X;. 5 ' 6 < ` v • L E ck Asa ca- w e 1Sa l • " A Ova. S tea-" ea k7t., ' a °{ 5l - a ,.; 44 let 5° � a -Lac P .- c : . D ,PRODUCT 207 3 2 e 6 3 3 6 7 7 s POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 JOB SHEET NO CALCULATED BY CHECKED BY DATE SCALE OF DATE Lt.- f 2 3- .. 6 I 2 3 ‘4. "Z. As. P ti+. .E:ss g• V? " c • 6e° cll., Mr' Vc Oti-• 40k---(4 �a ' -.E f v.,A -- (�` 1.) Pet (L vet c VT../ 4f IA. IA' 4,:t"e L. 11 ck-..4123de1 I trey ‘‘' Ct.e c. car ll. 4.0 t-o' 4•.6,t act N.A eatr- V.' n P3(6ll Irr 9 11r 6 3 z 3 3 6 8 POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 2 3 4 5 6/ P JOB 1076, L SHEET NO CALCULATED BY ^ r r DATE 0.-- ( V.Z., / (' i CHECKED BY DATE SCALE J 5 5/ 6 G 1 2 .i 2 5 6 7 8 1 2 3 ` -c ge3� cam ® Cc�•� \ i E 2_�. 4<$14's � — X 1/4 .� e _Ilk. 1• P L2 i X14. Lob Z-Ce SP/41,3 De 14 b.-r ' S ,mot IC..•642. . . D PRODUCT 207 6 6 5 8 6 8 T T 3 P. 5 6 2 Tile Joist Design Properties/Performance PIus® Web Material sy :;...'...=J.;:::...._ '.:.;:,,..:;.:;:7';.•-:'...:.: ,.........;,-z-,.4 -',...- Basic Properties, ,,_.-- ,...1,.-,.. , ,... , . „ '....,,,,.:., ;,-,..,..:..;-.„....•-, ,.:.;,'...;.Rcaction properties.„1!.): '''''......,..4..?isf......'.-Wei..60..ti, DePth:. 40i5j.::,,, ,,,..::,(Pft)'.::;..:(ft.:160).....:.";, .-.. t ,i',....7' ., ..--. ., .).- ,...j: .„, .._ ''...:Resistive:-- ...A.COmiPi1:.).... ,,,,„..:;,....•..:..... - ::::-:.:-.f.,',',..;'-:.... :-:-.',,:2-,:--:,::: 4: Vettidat'.: r rsip*,!2:?'.-=:Pi::106 :;.;•.,....(lbs)..::::::::(in'..2lbe) ...2:...';:-;?,,...,..,..,...,....;:; 7-.i:-.;•,:.): 7.. ;.:7--...: •:;',..;".,'.: , ; '.',..476.---..: TJI0-joist with. NalledPlyWoO:d :': ::.f, Floor ' ..:' : Sheathing .; .....(iri..F.(bs)::::: [i.7.-..:.i....,.,-..,,,,.., x 1O -:.TJI! joist:witti ....Glue 7Niled--. '. i:;l/Wioi:i•Elocr. . •. ,- Sheathing ,... ::,..7.(iii.',2.Itie):...:,-•;._:7 ,1-.73?,;-i End .Reaction : (lbs).;:: .1-,i.:::::....r.,,.. inteiiilediate Reaction :Ai ijr..-..j..: • '''''. ::, -. ,-;':', .---Th";-.- r: •4, , Bearing Lengtli. , ..,.. ,. .: , ..:, , , ,....', 3/2 --. . beir,n6;t:e.hgtri:- ..., . .‘ :•:::47 5.Y.4 ; ''.::::Y::51/C:`,.',.'...'. ";;,i47":. Bearing Length --,Eeiriiiitin6ttv:7 :Web Stitteners.ce,. I Web Stiffeners 0, 1.Web.stitteners.1) • .wetistittehersm!t, 6,..4•2:-Yds :NO:"..';'' :.,`,Yes,:',1:.;'NO'..'1...,:YeS::: -:- .s.Nii.;:4,1.7'e:yee''.-.1 jjl?/05':gc)..ifit-;.;;': '.-r!-:;;'..;'-',:-.7..i..4-,,...-:--... 111/2" 3.4 6260 1925 459 511 553 1390 1680 1885. 1925 2780 3150 3395 .3765 ...;:'.,•14".:'.' -: ' - .". ‘..-...i7555:::" .-7; '2125-,-..:;;678...-1-. .. :7..747:: ..,.1 ', .-: -- :- 801 :;• ". 1390 •1680. -.1866' ..:2125.: : 2780:. '.. 3400 3395 .,.4015 s: 16" 3.9 8935 2330 930 .1014 . 1081 1390 1680 1885 2330 2780 3525 3395 4140 7.:,..218 :S.::: '4,.'.2., :=1, •-.. -: 9835 :;,';: ,..2536:-: ..,:-.1227:-...... :•.•...:1326.':-..- .•; . :- :: ::.140.5.1......... 1390::...1.680.: , 1886..1...2535.. 2780::. '- 3650 , 3395.. ...:426 ' 20" -4.5 11040 2740 '1572 ' 1685 . 1775 • .NA 1680 NA 2740 NA 3720 NA 4385 2": .. •i 4 • .. ' ' '.12245::;- ::,:.:2935....' '.- .1967 s: :. ::...--.. -2093'. i,. - .• . .1,:2193.--:::,.' '.-.:NA:.; .-:1680: '; ' NA 2935 .` ..: N, i9v-:: .. 3720. .:"Nkl'f,.:;.'..4510.'.... 24" 5.0 12975 • 3060 2414 . 2551 . 2660 NA 1680 NA ' 3060 NA 3720 NA 4635 26 53 :;,:: ::14140f.,--:•:-*::2900.;:.. -:--12915:-: -.:... ('.i.so..,:., -_-.1317..7, : , ' - - N ., .4680- .. -NAs, _' - 2900 9\j'AY1 04:.76 Of,.. ur,,,q,.,.awcv. 28". 5.6 15305 2900 3473 3624 3745 NA 1680 NA 2900 30 58 :.,-.::-.-..164§52,-_,-,...:...2990: 7-749p9:.-:,- -;.:: 42:42.:-,.-..,-,---. ., ••• ;4366:: ,.; ' ....‘ NA -7: 11 680., :..NA.,.i.. ;: 2900 .- !'Z..NCY...t. ;45110:37. .!--:1,'N.'"gc.t, 75-.-.4.•v: '1•::?7,-•';`.":.:-'-.1•6.:Vf-;:1-•.--'''-:-.;:".'":•ifa...,;.:S....:,'4:•.,-:'.....i.-, -4,,:.'.2,:i;',.:-..v1.',..T-v•i±:,..,:..c,:,,°:,,,,,-.0:::_;3..::i-J10D/1:906,i0:.',i,7:::::':=..:,:,-..-4,-/,:::::.: :,-?.'s:F:.:-.i::::•::.,-.:',...:,.._:::-...,;1::::,::::.t4=.,:;:"=..•:;:t.:.?.:tx,-.5„?:0.-'15:..7.:c .:.7:-...,1 .. ,_...,4.7.:....:::: 12425.. - ... .2330 .• -....I.,1246 .. ,. 1343 :- - . .:1A20: . 1400, ::2030. 1885 . : 2330 : 3355.: ; 3985 , 3970:' :74605. 18" 5.0 13680 2535 1635 1751 1844 1400 2030 1885 2515 3355 3985 3970 4605 ...'20:` ..., :- s• . '-; . :15380:.... ..E' 240 ..-. .....'2. 2085 ...- . :„.:2219 •::,?,.; -:_.-:.2326 . I:: . :N, .-[.: .2190:: : ...; ...2675 .. N.A.::: ii..'4145 ;..,NA;:.; .:4760::: 22" 5.6 17040 2935 2597 2748 2869 • NA 2345 NA 2830 NA 5090 NA 5710 .. . ;.. ,. 24 ".,-. . : 7,5.8: - .. . . 180b0 , . . . :: 3060: . - . ,. 3172 . - . . . , : 3340, ' . .. 3474 NA j -, 2345 NA : ' 2830 NA i... : 5195 NA. ‘:.. - 6025-::. 26" 6.1 19680 . 2900 ; . 3814 3996 4141 . . NA 2345 NA 2900 OiSIA.:4.. k g 4ssk, 28" .: .:. 524:-.,.. .. 21300: - : ..':: 2900 .:.: J..4625., -; , 4718 :..,:i..• . , ..:4872..,..,' . N :::.* ;:2345•. . :NA, -,2900 f-;,ZrW,-,3 'i.W.00'..z 30" 6.6 22925 2900 5306 5507 5668 NA 2345 NA 2900 F...-,,, 1.!?:.:, -',.. ...5!5::,;.';k,••3,?.: 7 [ T"Fi 9 01:j0! 7.:J• 7•:;',.:::'..::'1.i'.:A fl': '-',. '•:-:.3:i71::,"4*,7.,:::' ..-1';]V-.:1-.::'‘;;;i LV;:,; --5..-='.,;'; 1 1 7/3" 4.6 ,, 9730 1925 687 751 801 1400 1715 1885 1925 3495 3810 4100 4420 14 "- . ' -;•-:. '.... .1.1.97.5:-.1... ,..-.,2125..... -: ...icy, :. -' 1.1,00,., .:.- . . ,.:...1167":.. ;?. 1400 -- ..:) 8757 - 1885 ,2125._. 3495-i .',3970-: ..4100..: :7.4575 f. 16" 5.2 14100 2330 1389 1493 1577 1400 2031 1885 2330 3495 4130 41.00 4735 ...,18!" .....'54',.' .r... 15685 :1.2535 ; "-....1827-", ..... : ,-1952:: - - - - . 2053: ., T1400 :2031... . 1885.3 2515 . 3495.-- ..'4130: .4100 i .'..::4735'.. 20" 5.7 17670 2740 2331 2478 2595 NA 2190 NA 2675 NA 4285 NA 4890 .„ . ., ..• 19625.: 1 . - . , 2935' .. .--.2904 .. : : 3072.... - : 2:..,3206, . . . ,..NA.„::, .2345 ..1-: NA , ."2830 . :NA :2.5195." :: -...,. -:5540:? 24" 6.3 20810 3060 3549 3735 3885 NA 2345 NA 2830 NA 5195 NA 16155 ;-...; 26 r.-.. '.:;::16..5 , , .:.22695.....:.: ...:2900':-:-' ....74266:,.. :.:-.4471.-•-7"-. .' -.....4634:::, . , NA 2345.: ., NA ';-.. -,2900...V?,N604i.:";'VAV't5,§..29, 28" - '6.8 24580 2900 5059 . • 5279 5455 NA 2345 NA 2900 11FISI&;:i0 -NA ii 4.00 30 .. . ' -.7.1 :-. : ' 26465 .,... ...f 2900 - -::'5930i. ' .. - 6163 . ::. . . -. 6349- - . NA- , 2345 NA 2900. 5.:z,c,.1.2,2!---,q00...:,7-.:‘,...i,6-,-,EidEK, The stated allowable design properties are for loads of normal duration:Adjustments to the allowable design values shall be in accordance with the applicable code. (1) Resistive Moment values may be increased 4% for repetitive member usage. See page 9.7 for criteria. (2) For possible increases in shear capacity see below. (3) For deflection calculation only. Assumes 3/4" plywood or other wood-based:structural use panels. (4) Interpolation between bearing lengths and joist depths is permitted for allowable design reactions. (5) The minimum bearing length is permitted to be reduced for joists supported by hangers if supplemental nail attachment is provided to the web stiffener. (6) Allowable bearing lengths have been determined based on TrUs Joist products. Allowable bearing on supporting members shall be checked. (7) a.-,41)- areas indicate 51/4" and T bearing lengths at intermediate reactions. (8) Refer to page 9.3 for web stiffener details. TJI® Joist Shear Design When joists are used as simple-span members, the design shear is equal to the shear at the face of the support. When joists up to 24" in depth are used as multiple-span members, the design shear is the calculated shear at the interior support reduced by the following: R s18% 19.25 Where: R is the percent reduction W is uniform load in plf 9.2 REV. 11/00 W POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 . (253) 833 -4052 FAX (253) 833 -4053 JOB SHEET NO 6 OF CALCULATED BY A -.V DATE \, ( id Is f t CHECKED BY DATE SCALE 1 2 3 4 5 6 7 8 1 2 3 8 5 6 7 8 1 2_ 4 5 6 7 8 1 2 3 4 5 6 7 6 1 2 3 4 5. 6 7 8 1 2 3 4 5 6 7 6 1 2 3 4 5 6 7 3 1 2 3 Gt.oet, [-4 may" 4 s.. -..,..ef4- A4 pP•F «G eeet \v . ssa Pow ° . . \ 1 . t-t " \d4 6 3 _ tom : t w< <? �1 1 . 'feet t`° `® . s c ..t°t I.w ir IA/VW 1.004 f. ,j lo. S a1 < S. 2okt4-' 4e a t .6 P•404 ICJ A l•��.6'°aSv Ikea°:DP. b �yp �• mar. ev mil � R..S 3 2 4 2 2 B 7 6 5 3 2 6 5 4 6 2 5 4 2 6 4 3 7 5 4 3 2 fl PPfl0I rrr 567 POE Engineering, Inc: Civil & Structural Engineering /Consulting 1314 8th Street NE; Suite '201 Auburn; WA 98002 (253) 833 =4052 FAX (253) 833 -4053 2 3 4 5 6 7 2 3 4 7 8 2 3 4 5 6 7 8 JOB SHEET NO- OF CALCULATEDBY A. ri=• 'f / CHECKED BY DATE SCALE 2 4 5 6 7 6 1 2 '3 4 15 6 1 2 '3 4 9 1 12 La' ti. l 4 1 .3:1; a ( o ) t4 41l 7 3 2 5 3 6 PP(N1I I('1 3(17 2 6 6 5 3 2 POE Engineering, Inc. 1314 8th St NE #201 Auburn WA 98002 253 - 833 -4052 Title Block" selection. Title Block Line 6 Wood Beam Title : Dsgnr: Project Desc.: Project Notes : t C #; CW= 060020D2a Description : Grid 6/7 North GLB Material Properties Job # Printed: 14 NOV 2011. 10:07M1 File: Monuments and Settings'Alan\My Documents\ENERCALC Data Files111- 061.ec6 ENERCALC, INC. 1983 -2011, Build'6.11.4.5, Ver•6114 5 acenseek.ROE=ENGINEERINc3 9f Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7 -05 Wood Species Wood Grade : DF /DF 24F - V8 Fb - Tension Fb - Compr Fc - PrIl Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral - torsion buckling L(0.95) v L(1.89) D(0.3675) S(0.6125) • 2400 psi 2400 psi 1650 psi 650 psi 265 psi 1100 psi L(1.32) L(0.69) r r E : Modulus of Elasticity Ebend - xx Eminbend - xx Ebend- yy Eminbend - yy Density 1800 ksi 930 ksi 1600 ksi 830 ksi 32.21 pcf L(0.68) D(4.35) S(7.25) D(0.3675) S(0.6125 • • • • r Applied Loads SrNErFft S ti6X2 5ft Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.3675, S = 0.6125 , Tributary Width = 1.0 ft, (dead + live) Point Load : L = 0.950 k 10.0 ft, (mechanical) Point Load : L = 1.890 k na, 20.0 ft, (mechanical) Point Load : L =1.320 k an, 30.0 ft, (mechanical) Point Load : L = 0.690 k 34.0 ft, (mechanical) Load for Span Number 2 Uniform Load : D = 0.3675, S = 0.6125 , Tributary Width = 1.0 ft, (dead + live) Point Load : D = 4.350, S = 7.250 k 9.0 ft, (dead + live) Point Load : L = 0.680 k 3.0 ft, (mechanical) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable = 0.9451 Maxi 6.75x28.5 1,892.23 psi 2,002.75 psi Load Combination +D +S+H Location of maximum on span 41.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 1.378 in Ratio = - 0.452 in Ratio = 1.970 in Ratio = - 0.563 in Ratio = Maximum Forces & Stresses for Load Combinations mum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 356 <360 476 249 382 0.695: 1 6.75x28.5 184.05 psi 265.00 psi +D +S+H 41.000ft Span # 1 Load Combination Segment Length +D Length = 41.0 ft Length = 9.0 ft 044+1 Length = 41.0 ft Length = 9.0 ft Max Stress Ratios Summary of Moment Values Summary of Shear Values Span # M V C d C FN Cr Cm C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow 1 0.354 0.260 1.000 0.834 1.000 1.000 1.000 -54.03 709.58 2,002.75 2 0.304 0.260 1.000 0.971 1.000 1.000 1.000 -54.03 709.58 2,330.67 0.971 1.000 1.000 1.000 1 0.547 0.341 1.000 0.834 1.000 1.000 1.000 83.48 1,096.30 2,002.75 2 0.316 0.341 1.000 0.971 1.000 1.000 1.000 -56.07 736.37 2,330.67 8.85 69.02 265.00 6.79 69.02 265.00 11.59 90.39 265.00 7.47 90.39 265.00 POE Engineering, Inc. 1314 8th St NE #201 Auburn WA 98002 253 -833 =4052 Title Block" selection. Title Block Line 6 Wood Beam Title : Dsgnr: Project Desc.: Project Notes : Ele: gKVN,D6D02002 ;` Description : Grid 6/7 North GLB Load Combination Segment Length +D +S+H Max Stress Ratios_ Span # M V Job # Printed: 14 NOV 2011. 10.07/J4 File: C:IDocuments and Settings\Alan\My Documents\ENERCALC Data Files111- 061 .ec6 ENERCALC, INC. 1983 -2011, Build:6.11.4.5, Ver:6.11.4.5 33.,1 ensee POEaENGINEER3ING,, i1NC $, Summary of Moment Values_ C d_ __C FN Cr Cm C t Mactual fb- design Fb -allow Summary of Shear Values Vactual fv- design Fv =allow Length = 41:0 ft 1 0.945 0.695 Length = 9.0 ft 2 0.812 0.695 +D+0.750Lr+0.750L+H Length = 41.0 ft 1 0.495 0.321 Length =9.Oft 2 0.313 0.321 +D+ 0.750Lt0.750S+H Length = 41.0 ft 1 0.922 0.647 Length = 9.0 ft 2 0.694 0.647 +D+0.750Lr+0.750L+0.750W+H Length = 41.0 ft 1 0.495 0.321 Length = 9.0 ft 2 0.313 0.321 +D+0.750L+0.750S+0.750W+H Length = 41.0 ft 1 0.922 0.647 Length = 9.0 ft 2 0.694 0.647 +D+0:750Lr+0.750L+0.5250E+H Length = 41.0 ft 1 0.495 0.321 Length = 9.0 ft 2 0.313 0.321 +D+0.750 L+0.750 S+0.5250 E+FI Length = 41.0 ft 1 0.922 0.647 Length = 9.0 ft 2 0.694 0.647 0.971 1.000 1.000 1.000 1.000 0:834 1.000 1.000 1.000 - 144.09 1,892.23 2,002:75 1:000 0.971 1.000 1.000 1.000 = 144.09 1;892.23 2,330.67 0.971 1:000 1.000 1:000 1.000 0.834 t000 1.000 1:000 75.42 1.000 0.971 1.000 1.000 1.000 -55.56 0.971 1.000 1.000 1.000 1.000 0.834 1.000 1.000 1:000 140.55 1.000 0.971 1.000 1.000 1.000 - 123.11 0.971 1:000 1.000 1.000 1.000 0.834 1.000 1.000 1.000 75.42 1.000 0.971 1.000 1.000 1.000 -55.56 0.971 1.000 1.000 1.000 1:000 0.834 1.000 1.000 1.000 140.55 1,845.79 2,002.75 1.000 0.971 1.000 1.000 1.000 - 123.11 1,616.66 2,330:67 0.971 1.000 1.000 1:000 1.000 0.834 1.000 1.000 1.000 75.42 990.38 2,002.75 t000 0.971 1.000 1.000 1.000 -55.56 729.68 2,330:67 0.971 1:000 1.000 1.000 1.000 0.834 1.000 1.000 1.000 140.55 1.000 0.971 1.000 1.000 1.000 - 123.11 23.60 184.05 265.00 18.11 184.05 265.00 990.38 2,002.75 10.91 85.05 265.00 729.68 2,330.67 7.30 85.05 265.00 1,845.79 2,002.75 1,616.66 2,330.67 2t97 171.32 265.00 15.79 171.32 265.00 990.38 2,002.75 10.91 85.05 265.00 729.68 2,330.67 T30 85.05 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination 1,845.79 2,002.75 1,616.66 2,330.67 21.97 171.32 265.00 15.79 171.32 265.00 10.91 85.05 265.00 7.30 85.05 265.00 21.97 171.32 265.00 15.79 171.32 265.00 D+L +S 1 2 Vertical Reactions • Un factored Load Combination Support 1 1.9705 19.238 0.0000 19.238 D+L +S _ Support notation : Far left is #1 Supp0rt'2 Support 3 Max.. +" Defl 0;0000 -0.5626 Values in KIPS Location in Span 0.000 9.000 Overall MAXimum D Only L Only S Only L +S D+L D +S D+L +S 18.684 47.446 6.216 16.509 2.109 3.421 10.360 27.515 12.468 30.937 8.324 19.931 16.576 44.024 18.684 47.446 t 2 _ POE Engineering, Inc, Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 =4052 FAX (253) 833 =4053 F 7 6 3 4 5 6 7 6 JOB SHEET NO - (_ O - ' OF CALCULATED BY A DATE v" CHECKED BY DATE -- SCALE - 6 7 6 ' 3 4 5 6 - t;, ovo `. (t" , .t , -r 1 $tau v {{ t• a (, . i5`‘ ci74. c feC'1.*11' eta ` cft4. c=°; ck 4 1. t N e_•� k.'44"-( 1/4-o r 477.7 . -1. C.. /.f ( —1.\1/4-. .s tosi,te pc .-7.`C r W E !) PROOI IC.T 327 5 6 3 2 6 2 fi 7 6 5 3 2 POE Engineering, Inc: Civil & Struetual Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 JOB cz,e, 'k_ SHEET NO - CALCULATED BY-- CHECKED BY DATE - SCALE - - - DATE trU: Cec- -A_a ►off. (3 D' sc 0'-44 a* 4 ® w -) 1.1 -o1wt c cr / 1e'( a • s. t:.' ) ds t t6 IF ,a4•v 21,(6, c2. 5 l 5 D4 L. D PRODUCT207 3 POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 6 i g JOB SHEET NO CALCULATED BY 4. rF- DATE (4, -E t 9... ( t4 CHECKED BY -- DATE SCALE 2 2 4 5 t 7 E 1 l 3 v. Mme, i i77 - - - o. 1w 12. u fit'- :. c..�aj.... s PRnnucr 267 3 6 3 3 POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 1 2 3 < 5 6 7 '8 1 '2'+ JOB ° CP•CE■ CALCULATED BY - 4../e : DATE t - e r CHECKED BY DATE SCALE SHEET NO OF— — 3 r • t Std Peat L4 %fs�3•c °_�_ D 'PRODUCT 207 5 2 6 2 7 6 5 3 2 7 3 POE Engineering, Inc. 1314 8th St NE #201 Auburn WA 98002 253 - 833 -4052 Title Block" selection. Title Block Line 6 Steel Beam Title : Dsgnr: Project Desc.: Project Notes Job # Punted: 11 NOV 2011, 8:25AM Description : Filter Support Tube Material Properties Analysis Method : Allowable Stress Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination 20061BC &ASCE7 -05 D(0.5) L(1.06) E(1.66) File: Monuments and SettingsWlan\My Documents ENERCALC Data Files111- 061.ec6 ENERCALC, INC. 1983-2011, Build:6.11.4.5, Ver..6.11.4.5 o- ?" ° Licensee` OE ENGINEERING ;ING; Calculations perAISC 360 -05, IBC 2009, CBC 2010, ASCE 7 -05 Fy : Steel Yield : 46.0 ksi E: Modulus : 29,000.0 ksi D(1) L(2.13) E(3.32) D(0.5) L(1.06) E(1.66) Span = 16.50 ft HSSBX6X1 /4 Applied Loads Beam self weight calculated and added to loads Load(s) for Span Number 1 Point Load : D = 0.50, L = 1.060, E = 1.660 k aA 1.0 ft, (Filter) Point Load : D = 1.0, L = 2.130, E = 3.320 k na 11.250 ft, (Filter) Point Load : D = 0.50, L = 1.060, E = 1.660 k R 15.50 ft, (Filter) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.472: 1 Section used for this span HSS8X6X7 /4 Mu : Applied 18.325 k -ft Mn / Omega : Allowable 38.792 k -ft Load Combination +D+0.750Lr+0.750L+0.5250E+H Location of maximum on span 11.220ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.214 in Max Upward L +Lr +S Deflection 0.000 in Max Downward Total Deflection 0.672 in Max Upward Total Deflection 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn /Omega : Allowable Load Combination + Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 924 0 <360 294 0 <240 z `Deli n OKA 0.094: HSS8X6X1 /4 5.311 k 56.229 k D+0.750Lr+0.750L+0.5250E+H 16.500 ft Span # 1 Summary of Moment Values M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 16.50 ft +D Dsgn. L = 16.50 ft +D+L+H Dsgn. L = 16.50 ft +D+0.70E+H Dsgn. L = 16.50 ft 1 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 16.50 ft 1 +0+4.750 L+0.750 S+0.5250 E+H Dsgn. L = 16.50 ft 1 +0.60D+0.70E+H Dsgn. L = 16.50 ft 1 1 0.472 0.094 18.33 1 0.122 0.024 4.73 1 0.345 0.069 13.40 0.366 0.073 14.19 0.472 0.094 18.33 0.472 0.094 18.33 0.317 0.063 12.30 Overall Maximum Deflections - Unfactored Loads 18.33 64.78 38.79 1.32 1.00 4.73 64.78 38.79 1.28 1.00 13.40 64.78 38.79 1.32 1.00 14.19 64.78 38.79 1.32 1.00 18.33 64.78 38.79 1.32 1.00 18.33 64.78 38.79 1.32 1.00 12.30 64.78 38.79 1.32 1.00 5.31 1.37 3.88 4.11 5.31 5.31 3.57 93.90 93.90 93.90 93.90 93.90 93.90 93.90 56.23 56.23 56.23 56.23 56.23 56.23 56.23 Load Combination Span Max. " " Defl Location in Span Load Combination Max. " +" Defl Location in Span D+L+E 1 0.6719 8.910 Vertical Reactions - Unfactored Load Combination Support 1 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum D Only L Only E Only 5.457 1.003 1.738 2.716 Support 2 7.802 1.367 2.512 3.924 POE Engineering, Inc. 1314 8th St NE #201 Aubum WA 98002 253 - 833 -4052 Title Block" selection. Title Block Line 6 Steel Beam Title : Dsgnr: Project Desc.: Project Notes : Lic * *;# K : 46002002: Description : Filter Support Tube Vertical Reactions - Unfactored Job # Printed: 11 NOV 2011, 8:26.MM File: C:1Documents and Settings \Alan \My Documents'ENERCALC Data Files111- 061.ec6 ENERCALC, INC. 1983-2011, Build:6.11 4 5, Ver•6 11 4 5 Licensee OE ENGINEERING JN Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 D+L D+E D+L+E 2.741 3.719 5.457 3.879 5.290 7.802 POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 =4053 1 2 3 4 5 5 7 6 1 3_ _ 5 6 7 8 1 2 3 JOB SHEET NO. -- CALCULATED BY CHECKED BY SCALE - tt =c>6t ( OF DATE - - - �._C ( a` _ — DATE 5 6 6 1 2 3 1-ar A.,4411 -.. P C4A.®- :. Cla 17.4 5� E , .. Sri V3', c:7.rb VA-0 CreAwea` Pr A CALK -Ea o ‘ e'er` , t� Itt, ti r coi pop • t.s1.13 . L o t °...�. .. mosomeramaarevemossal r ft) khAilaw7 S Q T e 4, ,c `. `Ce.A.; fl DGnnl 1!`T 9n7 I n 6 5 2 6 6 5 4 - 1 C 1-16R D TEL 4 (8 -To ( TO Q, 12 RI, 62 16" %. 1-10P,17.. 5 - 5 EFL. /- (10 TOT-) EL-• ".2.7 1-- (..) 2 . ' ,_, .-- 1 ,..> ,,,s--,.,----..,_-__ .1- YP - 1-7- - , TYPE- A 0; - f----) . .1 . , . , l / ' :'I / ..---------' 1 (1-) j)TYPE 13 • C) F-, -(1*v TYPE 5 45.E E . . rp.,L) 4 - F. ( 8 TOTAL) TYPE B () .40)- • TYPE - 3 ,TYPE B e TYPE- 5 . ,L- Al. - ... , 4 c..... — — ,. . E., F, ---,---._„, T PAL ) 1 EL-• 4 _ CHORDSTEEL &I0,< 27 -f1•14fe- -TYPF 4-5 E., (8 "TO Tit\ 17. ) 1ff .••■•••••••■•••••••••■••••••••• (2. 12 " v ( 4- (;) 16 " 1-10RIZ, 1() TOT/\L) stOZMIMS1 471:11 TYPE B 2 - E. - ( 41- TO A. L. °VIC% T P TYPE: B 4 • 14-5 , (a -For k\ 44- -) TYPE_ 5 4-5E.E. (8 TOTNL) TYPE 5 ep...-> • ,•••••••••••• ...■..........- —........■,..- - ..... — 1 ci • MENU / r - .- : - .... , Cib "" ------ . C:1 7 (... •• • 411, i . ,, / ( - •,,, i L----T.-1—i °VIC% T P TYPE: B 4 • 14-5 , (a -For k\ 44- -) TYPE_ 5 4-5E.E. (8 TOTNL) TYPE 5 ep...-> • ,•••••••••••• 4 -1,1- HOR D STEEL < 271' " 4 _ (8 TO •ll. (4 TO ZrC s 7-41- Q,P. v gR.T, 114* C`? 16 it 7., 1-10 / (10 TOT-L) 7031 . 21 i II l .-> _., a ..., ag■ClaYStr) Ull 11 _____./ — —. . Ff 1 - • • . =111 e_p . I 11 --.. ..... T ( 1 /I" - TYPE E. 17•\ L. ) ' •• 4 4 El N NM .44 ) 1111 t...).Ce.....7 Ire, SS,„ 1 T YPII. s TYPE /6, N • LPI CO POE Engineering, Inc. Civil & Structural Engineering /Consulting 1314 8th Street NE, Suite 201 Auburn, WA 98002 (253) 833 -4052 FAX (253) 833 -4053 1 2 3 4 5 6 7 6 1 2 3 4 5 6 7 6 JOB SHEET NO Q OF T / / CALCULATED BY DATE c! r ♦ C, (.(. - CHECKED BY DATE SCALE - 3 4 5 G 7 6 1 2 3 4 5 6 7 A 1 2 3 4 5 6__7 8 1 2 3 4 5 6 7 MKS S 2GG ta rn 0, e P s. Sat In e czG, fl DD,11 I/`T 1n, 3 2 2 A 7 5 4 2 7 6 3 1 7 6 5 2 06 -01 -2012 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director PHILL SUMNER 2283 COLE ST ENUMCLAW WA 98022 RE: Permit No. D12 -002 IRON MOUNTAIN 3225 S 116 ST TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a fmal inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 07/31/2012. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or fmal inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 07/31/2012, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, ifer Marshall it Technician File: Permit File No. D12 -002 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 -431 -3670 • Fax 206 - 431 -3665 . • P 7�a {{r �Ojjyypp�^ p g ��ty v PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -002 DATE: 02 -02 -12 PROJECT NAME: IRON MOUNTAIN SITE ADDRESS: 3225 S 116 ST Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued DEP RTMENTS: I ing ivision lon Public Works 1-ire Preven ion Structural Planning Division Permit Coordinator r DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 02 -07 -12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required nNo further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved kr Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: DUE DATE: 03-06 -12 Not Approved (attach comments) Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 HERMIT COORD CORD PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -002 DATE: 01/03/12 PROJECT NAME: IRON MOUNTAIN SITE ADDRESS: 3225 S 120 ST, STE 133 X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS: piw o\ Public Works Fire Prevention 111 Planning Division Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 1St Incomplete DUE DATE: 01/05/12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02/02/12 Approved Approved with Conditions 17 Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 PROJECT NAME: IIrar0✓A. PERMIT NO: SITE ADDRESS: 32ZS S 11 Lo Sy- ORIGINAL ISSUE DATE: )- 1 ,1-�,Z REVISION LOG REVISION NO. DATE RECEIVED STAFF INITI , LS ISSUED DATE STAFF INITIALS IIMIIIPX21.1_ IMAM ii,, ID 1._ Summary of Revision: rAv,,, i C vv La team Goa>r Received by: Mnv,,,_ REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City Itf Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: a / Z Plan Check/Permit Number: JO / 2J 00 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # (� Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: /re) h Mh L,,,,, -1 k , r Project Address: 3 Z. S //6. s>< Contact Person: /i;zA ,^,co, /yn g,/ Phone Number: ,2o(- 2.2- '3- O %f3S' Summary of Revision: c2 C3 -1,,,2 a, - - 44)0 y 7 J1 g age. A , . d ,e,;S, n /act .6 11).) c l o d s)or,Y j "1964 COY OFTUKWI A FEB 02 20121 ERM Sheet Number(s): S "Cloud" or highlight all areas of revision including date of revision C/1 < Received at the City of Tukwila Permit Center by: [Entered in Permits Plus on H:\Appliatio sWmms- Applications On Line \2010 Applcadmn \7 -2010 - Revision snbmitW.doe Crated: 8-13-2004 Revised 7 -2010 Contractors or Tradespeople Pter Friendly Page General /Specialty Contractor A business registered as a construction contractor with LEI] 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. Business and Licensing Information Name DONOVAN BROTHERS INC UBI No 601114768 Phone 2539397777 Status Active Address Po Box 818 License No. DONOVBI09405 Suite /Apt. License Type Construction Contractor City Auburn Effective Date 9/25/1991 State WA Zip 980710818 County King Business Type Corporation Parent Company Expiration Date 3/6/2013 Suspend Date Specialty 1 General Specialty 2 Unused Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective 'Date Expiration Date Status PCCIN "121QW P C C INC Construction Contractor General Unused 11/16/1988 11/16/1991 Archived Business Owner Information Name Role _ Effective Date Expiration Date DONOVAN, DARRELL ANDREW President 09/25/1991 Bond Amount DONOVAN, DEBRA L Secretary 09/25/1991 1961748 DONOVAN, KEVIN MARK Treasurer 09/25/1991 _ _ DONOVAN, EFFIE LAURA Vice President 09/25/1991 INS CO OF THE WEST Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 THE HANOVER INS CO 1961748 11/16/2010 Until Cancelled _ _ $12,000.00 11 /16/2010 3 INS CO OF THE WEST 1352432 11/16/2001 Until Cancelled 03/11/2011 $12,000.0003/05 /2002 Assignment of Savings Information Savings Assignment of Savings Account Number Effective Date Release Date Assignment Type Impaired Date Amount Received Date 1 11/15/1988 Until Released Bond $6,000.00 Insurance Information Insurance Company Name Policy Number - - Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 22 ALASKA NATIONAL INSURANCE COMP 116LS31866 02/16/2011 02/16/2012 $1,000,000.0002 /14/2011 21 alaska national insurance comp 10131s381866 02/16/2010 02/16/2011 $1,000,000.00 02/11/2010 20 ALASKA NATIONAL INSURANCE COMP 09b1s31866 - — 02/16/2009 — 02/16/2010 $1,000,000.00 02/12/2009 19 ALASKA NATIONAL INS. CO. 08BLS31866 02/16/2008 02/16/2009 $1,000,000.0002 /15/2008 18 ALASKA NATIONAL INS CO 07BLS31866 02/16/2007 02/16/2008 $1,000,000.00 02/15/2007 https://fortress.wa.gov/lni/bbip/Print.aspx 01/12/2012 18" DIA. WARP eZnii....443,1221110"- moor !!? • -ui /J■ IIEIu NFV -20 SEPARATOR BELOW ASSY. TOTAL WEIGHT = 8,000 Ibs 18" DIA. 7" DIA. 7" DIA. 9" DIA. 20" DIA. 32 "0 EXPLOSION ISOLATION VALVE 20" DIA. 26" DIA. '4ii1 Hss_ ■!•(.6 7" DIA. 11" DIA. 12" DIA. 12" DIA. 32" DIA. NFV -7 SEPARATOR BELOW TOTAL WEIGHT 2,000 Ibs COMBIFAB FAN BELOW 056 - 800 -D2 WEIGHT OF FAN ASSY = 5,000 Ibs HIGH SPEED ABORT GATE BELOW WEIGHT OF ABORT GATE GATE ASSY. = 2,500 Ibs Fl 18" DP TJI /L65 THESE JOISTS (E) 4X14 ROUGH DENSE DF11 0 8' -0 ", TYP. Nz EX. 2X4 024" REVISIONS No changes shalt be made to the scope cf work without prior approval of Tukwila Building Division. "1 . Visions will require a new plan submittal U c may include additional plan review fees. SYSTEM DUCT PIPE SCHEDULE DIAMETER TYPE STD. LENGTH (IN) (IN) GAUGE WEIGHT* (LBS /FT) 1.0 11 12 16 18 20 24 26 32 36 QF 59.06 QF QF QF. QF 22 8,8 12.4 14.7 16.8 22 19.2 20 31.1 20 37.4 20 44.3 20 59.7 20 68.2 18 101.2 123.7 59.06 59.06 58.75 58.75 58.75 58.75 57,75 57.75 78.00 78.00 DUCT 1/2 FULL, 25Ib /ft "3 PARTICULATE + 51b /ft"2 SUPERIMPOSED FILE COPY Permit No. b9----00.2.- Ply- rt►iew approval is subject to errors and omisslone. -al of construction documents does not authorize ft% •. ) of any ado ,. code ordinance. Race :pt a t.,j oved dd ,4p is acknowledged: NEW 14 "/18" DP - TJI /L65 PER PLAN, U.N.O. — 3!," GAP AWAIMIWAIPAWAFAMFAINMIAWAIMIVAIIr EX. 4X14 0 8' SIMPSON MIU 256/14 18" DP TJI /L65 THESE JOISTS FILTER BELOW, WEIGHT PLUGGED = 12,500 Ibs, SEE DETAIL SHEETS D6 -D7 FOR SUPPORT/ FOOTINGS 4' -0" 3' -10 36" RETURN DUCT WITHIN THIS 4', SEE DETAIL SHEET D5 FOR MODIFICATION & STEEL SUPPORT FRAMING. (3) EXPLOSION PANELS THIS SIDE, SEE DETAIL SHEETS D1 THRU D4 FOR FANEL MODIFICATION & STEEL SUPPORT FRAMING DUCT SUPPORT PLAN SEE DETAIL SHEETS D8 THRU D13 FOR STRUCTURAL NOTES AND .SPECIAL INSPECTIONS TO GOVERN THE CONSTRUCTION 'WORK ASSOCIATED WITH THE FRAMING FOR THE DUCT SUPPORT, PANEL MODIFICATIONS /STEEL SUPORT FRAMING, 'AND FOUNDATION WORK FOR THE DUST COLLECTION FILTER. PIPE CONNECTION NOTES AND REFERENCES SEPARATE PERMIT REQUIRED FOR: EX. GLB i1� City Of Tukwita BUILDING DIVISION SIMPSON DTC CLIP 0 8' 1 1 STIFFENER E.S. W/ (8) 8DX21/2" BTWN DUCT SUPPORT PER PLAN (1) LONGITUDINAL SEISMIC BRACE EVERY OTHER VERTICAL 26 "o ( -), PROVIDE 0 EVERY VERTICAL FOR LARGER PIPE DUCT PER MECHANICAL PLANS NEW TJI PER PLAN DUCT PER MECHANICAL PLANS VIEW A -A (SEE PERMIT X111 -175) 1) CENTERLINE PIPING HEIGHT FOR ALL HORIZONTAL RUNS AS STATED ON DRAWING. 2) DUCT DIAMETERS 32" AND ABOVE SUPPORTED APPROX, EVERY 10FT. -12FT. FROM ROOF JOIST. 3) DUCT DIAMETERS 12" - 26" SUPPORTED APPROX. EVERY 12FT. -15FT. FROM ROOF JOIST. 4) DUCT DIAMETERS 10" AND BELOW SUPPORTED APPROX. EVERY 15FT. FROM ROOF JOIST, 5) FLEX HOSE IS USED TO MAKE FINAL CONNECTIONS UNLESS STATED OTHERWISE, 6) ALL DUCT DIAMETERS 26" AND ABOVE HAVE STANDARD ANGLE FLANGED ENDS. 7) ALL DUCT DIAMETERS 24" AND BELOW HAVE STANDARD QUICK FIT ENDS. TRANSVERSE SEISMIC BRACE 0 EVERY VERTICAL SUPPORT DUCT SUPPORT DETAIL N.T.S. REVIEWED FOR CODE COMPLIANCE ,. APPROVED JAN 10 2012 SL_ vtik City of Tukwila BUILDING DIVISION RECEIu cm( OF TO I:A JAN 0 S 2012 PERMIT CENTER bei 0 o • '■.I z ▪ -J Al c= W g C.D ,-- Z M • P•14 ell) %) g R § 0 L4 ; 5- ria04 44 (A w J., 0t 0000 � OM0 QJ.�. ®„ Pill 0,� CO LtJ N 77 3 JOB MIE IRON MOUNTAIN SEATTLE DUST COLLECTION SYSTEM M N) 3225 S. 116T1-1 DUCT SUPPORT DATE DEC 2011 DRAWN BY G.M0 DESIGN BY A.F.P. JOB NO, 11 -061 REV. DATE BY DESCRIPTION SHEET NO. DC1